20131140 Ver 1_Revised-Mitigation-Plan_20140127

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PROGRAM
January 23, 2014
Eric Kulz
Division of Water Resources
401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699 - 1650
Re- Permit Application- Pee Dee Stream Restoration Site Restoration Project, Montgomery
County (EEP Full Delivery Project)
Dear Mr. Kulz
Attached for your review are two sets of copies of 401/404 permit application package and
mitigation plans for Pee Dee stream restoration site restoration project in Montgomery County
A memo for the permit application fee is also included in the package. Please feel free to contact
me with any questions regarding this plan (919- 707 -8319)
Thank you very much for your assistance
Sincerely
Lin Xu
Attachment 404/401 Permit Application Package (2 originals)
Final Mitigation Plan (2 originals)
Permit Application Fee Memo
CD containing all electronic files
Oar
HCDEHR
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699 -1652 / 919 - 715 -0476 / www.nceep net

FINAL
MITIGATION PLAN
Pee Dee Stream Restoration Site
Montgomery County, North Carolina
Project No.95350
Contract No.: 004644
Yadkin River Basin
Cataloging Unit 03040104
Prepared for:
rA NIP-
E a°n�etm nt
PROGRAM
NC Department of Environment and Natural Resources
Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh, NC 27699 -1652
December 2013
Pee Dee NCEEP Mitigation Plan 2013

FINAL
MITIGATION PLAN
Pee Dee Stream Restoration Site
Montgomery County, North Carolina
Project No. 95350
Yadkin River Basin
Cataloging Unit 03040104
Prepared for:
Ela re e e nt
a
PROGRAM
NC Department of Environment and Natural Resources
Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh, NC 27699 -1652
Prepared By:
Environmental Banc & Exchange, LLC
909 Capability Drive, Suite 3100
Raleigh, NC 27606
And:
4 o1fC�-ee
ENG,HEEIUK
Wolf Creek Engineering, PLLC
7 Florida Avenue
Weaverville, NC 28787
(828) 658 -3649
December 2013
Pee Dee NCEEP Mitigation Plan 2013

IRT PROCESS SUMMARY
The NCIRT Review comments and the USACE Approval letter dated December 12, 2013 are included
in the following pages to document the IRT Review process for this project. The following is a list of
revisions that have been made to the Mitigation Plan in response to these comments:
1. Page 35- Section 7.2.1 has been expanded to describe the beneficial impacts of removing the
agricultural pond.
2. Appendix B- USACE Jurisdictional Determination forms are included.
3. Page 32- The credit release schedules for Forested and Non - Forested wetlands have been removed.
4. Page 43- The "Ecosystem enhancement Program Monitoring Requirements and Performance
Standards for Stream and Wetland Mitigation" dated November 7, 2011 has been referenced.

DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
69 DARLINGTON AVENUE
WILMINGTON, NORTH CAROLINA 28403 -1343
REPLY TO
ATTENTION OF: 12 December, 2013
Regulatory Division
Re: NCIRT Review and USACE Approval of the Pee Dee Stream Restoration Project Draft Mitigation
Plan; SAW 2012- 01077; EEP IMS #95350
Mr. Tim Baumgartner
North Carolina Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh, NC 27699 -1652
Dear Mr. Baumgartner:
The purpose of this letter is to provide the North Carolina Ecosystem Enhancement Program
(NCEEP) with all comments generated by the North Carolina Interagency Review Team ( NCIRT)
during the 30 -day comment period for the Pee Dee Stream Restoration Project Draft Mitigation Plan,
which closed on 22 November, 2013. These comments are attached for your review.
Based on our review of these comments, we have determined that no major concerns have been
identified with the Draft Mitigation Plan. However, the minor issues with the Draft as discussed in the
attached comment memo must be addressed in the Final Mitigation Plan.
The Final Mitigation Plan is to be submitted with the Preconstruction Notification (PCN) Application
for Nationwide permit approval of the project along with a copy of this letter and a summation of the
addressed comments. If it is determined that the project does not require a Department of the Army
permit, you must still provide a copy of the Final Mitigation Plan, along with a copy of this letter, to the
appropriate USACE field office at least 30 days in advance of beginning construction of the project.
Please note that this approval does not preclude the inclusion of permit conditions in the permit
authorization for the project, particularly if issues mentioned above are not satisfactorily addressed.
Additionally, this letter provides initial approval for the Mitigation Plan, but this does not guarantee that
the project will generate the requested amount of mitigation credit. As you are aware, unforeseen issues
may arise during construction or monitoring of the project that may require maintenance or
reconstruction that may lead to reduced credit.

Thank you for your prompt attention to this matter, and if you have any questions regarding this
letter, the mitigation plan review process, or the requirements of the Mitigation Rule, please call me at
919- 846 -2564.
Sincerely,
Tyler Crumbley
Regulatory Specialist
Enclosures
Electronic Copies Furnished:
NCIRT Distribution List
CESAW -RG/H. Wicker
CESAW- RG -L /C. Wicker
NCEEP /Tsomides

REPLY TO
ATTENTION OF
DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
69 DARLINGTON AVENUE
WILMINGTON, NORTH CAROLINA 28403 -1343
CESAW -RG /Crumbley 22 November, 2013
MEMORANDUM FOR RECORD
SUBJECT: Pee Dee- NCIRT Comments During 30 -day Mitigation Plan Review
PURPOSE: The comments listed below were posted to the NCEEP Mitigation Plan Review Portal
during the 30 -day comment period in accordance with Section 332.8(8) of the 2008 Mitigation
Rule.
NCEEP Project Name: Pee Dee Stream Restoration Project, Montgomery County, NC
USACE AID #: SAW- 2012 -01077
NCEEP #: 95350
30 -Day Comment Deadline: 22 November, 2013
1. T. Crumbley, USACE, 22 November, 2013:
• Any impacts (eg. filling, draining, converting) to current waters of the U.S. (streams,
wetlands and open waters) must be accounted for and discussed in the Pre - Construction
Notification and the loss or conversion of those waters must be replaced on -site. (the
conversion of ponds to stream is considered an impact, but the functional uplift provided
allows for this conversion to be conducted under NWP 27. These impacts do, however need
to be accounted for in the PCN and the functional uplifts described in detail).
• Please submit the USACE Jurisdictional Determination documents within the Final
Mitigation Plan.
• Pg. 32. The credit release schedules include both Forested and Non - Forested wetlands. If
no wetland credits are being proposed, please remove these schedules from the mitigation
plan.
• Section 9, pgs. 43 and 44, Performance Standards and Monitoring Requirements: It is stated
that the Performance Standards will be consistent with the USACE 2003, but additional

District /EEP guidance must also be adhered to. Specifically the "Ecosystem Enhancement
Program Monitoring Requirements and Performance Standards for Stream and Wetland
Mitigation" Dated November 7, 2011. (Section IV C.) *All monitoring and performance
standard requirements need to comply with this EEP /District guidance unless the project
was instituted prior to the release of this guidance*
/s/
Tyler Crumbley
Regulatory Specialist,
Regulatory Division

EXECUTIVE SUMMARY
Environmental Banc & Exchange (EBX) proposes to restore and enhance three unstable stream reaches in
Montgomery County. The Pee Dee Site is located approximately 1 mile south of the town of Pee Dee, NC
in Montgomery County. The Pee Dee Stream Restoration Project (the Site) was identified in the 2009
Lower Yadkin River Basin RBRP as a stream restoration opportunity to improve water quality and habitat
within the TLW. The Site encompasses approximately 18.6 acres of agricultural land and consists of three
unstable tributaries to Clarks Creek - Thompson Creek, Dale Branch and Jerry Branch. This mitigation
plan describes the details, methods and protocols proposed to generate approximately 6,408 stream
mitigation credits, which includes approximately 5,992 linear feet of stream restoration through
Priority I restoration and approximately 625 linear feet of enhancement. Approximately 13 percent
of the credits are generated from intermittent streams.
General Site Conditions
Historic land use at the Site has consisted primarily of livestock grazing and dairy farm operation.
Additional land use practices, including the maintenance and removal of riparian vegetation along on -site
streams have contributed to unstable channel characteristics and degraded water quality.
Current stream conditions at the Pee Dee Stream Restoration Site are characterized by incised channels
with unstable banks and a riparian buffer dominated by invasive exotic vegetation. Thompson Creek
flows into an old agricultural pond that is partially silted -in and then flows through a sparsely forested
reach where the channel is incised and degraded. Dale and Jerry Branch flow through active pastures
where the riparian vegetation is primarily invasive exotics and the channels are severely impacted by
unrestricted livestock access. There are extreme headcuts and eroding channel banks throughout the site
that are contributing excessive fine sediment to the channel substrate and to Clarks Creek.
Restoration Concept
Restoration and enhancement practices proposed for this project have been designed with the intent to
minimize unnecessary disturbance to adjacent land. Professional judgment has been used to determine
which channel reaches could potentially benefit most from preservation or enhancement over full
restoration. Where restoration was determined to be warranted, consideration was given to which reaches
could best be served by maintaining as much of the existing channel pattern as possible.
Proposed Thompson Creek, Dale Branch and Jerry Branch are designed as Type B4 streams. These
channel configurations provide a stable and natural form in the Type II colluvial valleys in which the
existing streams are found. The proposed channel dimensions, patterns and profiles are based on
hydraulic relationships and morphologic dimensionless ratios of the reference reaches.
The installation of brush, rock and wood structures will be utilized throughout the restored reaches. Log
structures will be used to provide vertical stability to the channel and assist in maintaining riffle and pool
features. Brush -toe structures will be combined with log structures to provide bank stability and improve
structure function. On -site material including brush, boulders, logs and bed material will be used to the
maximum extent possible and in- stream structures will be designed to improve aquatic habitat.
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).
• NCDENR Ecosystem Enhancement Program In -Lieu Fee Instrument signed and dated
July 28, 2010
These documents govern NCEEP operations and procedures for the delivery of compensatory mitigation.
Pee Dee NCEEP Mitigation Plan 2013

Pee Dee NCEEP Mitigation Plan 2013

Table of Contents
1.0 RESTORATION PROJECT GOALS AND OBJECTIVES ..................................... ..............................1
2.0 SITE SELECTION .................................................................................................. ...............................
3
2.1 Directions to Site ......................................................................................... ...............................
3
2.2 Site Selection .............................................................................................. ...............................
3
3.0 SITE PROTECTION INSTRUMENT ..................................................................... .............................29
4.0 BASELINE INFORMATION ............................................................................... ...............................
30
4.1 Project Information ..................................................................................... .............................30
4.2 Reach Summary Information ...................................................................... .............................30
4.3 Wetland Summary Information ................................................................ ...............................
30
4.4 Regulatory Considerations .......................................................................... .............................30
5.0 DETERMINATION OF CREDITS ......................................................................... .............................31
6.0 CREDIT RELEASE SCHEDULE ........................................................................... .............................32
7.0 MITIGATION WORK PLAN ................................................................................. .............................34
7.1 Description of Target Stream and Vegetation Communities .................... ...............................
34
7.2 Design Narrative ....................................................................................... ...............................
35
8.0 MAINTENANCE PLAN ......................................................................................... .............................42
9.0 PERFORMANCE STANDARDS ......................................................................... ...............................
43
10.0 MONITORING REQUIREMENTS .................................................................... ...............................
45
11.0 LONG -TERM MANAGEMENT PLAN ............................................................... .............................46
12.0 ADAPTIVE MANAGEMENT PLAN ................................................................ ...............................
47
13.0- FINANCIAL ASSURANCES .............................................................................. .............................47
14.0 OTHER INFORMATION ................................................................................... ...............................
48
14.1 DEFINITIONS ....................................................................................................... .............................48
14.2 REFERENCES ...................................................................................................... .............................48
Figure1- Site Vicinity Map ............................................................................................... ..............................7
Figure2- Watershed Map .................................................................................................. ..............................8
Figure3- Soils Map ........................................................................................................... ..............................9
Figure 4- Existing Hydrologic Features Map .................................................................... .............................10
Figure5- Historic Conditions Map ................................................................................. ...............................
11
Figure 6- Site Protection Instrument Figure ..................................................................... .............................18
Figure 7- Proposed Hydrologic Features Map ................................................................. .............................29
Figure 8- Monitoring Features Map ................................................................................. .............................30
APPENDICES
Appendix A. Site Protection Instruments
Appendix B. Baseline Information Data
Appendix C. Mitigation Work Plan Data and Analyses
Appendix D. Project Plan Sheets
Pee Dee NCEEP Mitigation Plan 2013 iii

Pee Dee NCEEP Mitigation Plan 2013

1.0 RESTORATION PROJECT GOALS AND OBJECTIVES
EEP develops River Basin Restoration Priorities (RBRP) to guide its restoration activities within each of
the state's 54 cataloging units. RBRPs delineate specific watersheds that exhibit both the need and
opportunity for wetland, stream and riparian buffer restoration. These watersheds are called Targeted
Local Watersheds (TLWs) and receive priority for EEP planning and restoration project funds.
The 2009 Lower Yadkin River Basin RBRP identified HUC 03040104020020 as a Targeted Local
Watershed http:// www .nceep.net/services /resiplans /Yadkin Pee_ Dee _RBRP _2009_Final.pdf
The 2009 Lower Yadkin River Basin RBRP identified water quality issues due to livestock operations as
well as runoff and wastewater from future population growth as major stressors within this TLW. The
Pee Dee Stream Restoration Project (the Site) was identified as a stream restoration opportunity to
improve water quality and habitat within the TLW.
The project goals address stressors identified in the TLW and include the following:
• Improve water quality within the restored channel reaches and downstream watercourses by
reducing sediment and nutrient inputs and increasing dissolved oxygen levels
• Improve local aquatic and terrestrial ecological function via stream shading, habitat
complexities, and organic /woody material introduction
• Improve aquatic and benthic macroinvertebrate habitat and associated stream bed form
• Improve site hydrology and attenuate flood flows on -site and downstream
• Provide approximately 18.6 acres of riparian area restoration with a native plant community
• Protect stream and riparian improvements with livestock best management practices
• Protect the site in perpetuity with a permanent conservation easement
The project goals will be addressed through the following project objectives:
• Implement Priority I or II restoration of 5,992 feet of stream and enhancement of 625 feet of
stream
• Implement appropriate changes in dimension, pattern and/or profile to create
geomorphologically stable conditions along project area reaches
• Modify degraded stream channels to enable proper sediment transport capacity and improved
stream bed character
• Construct a floodplain bench that is accessible at the proposed bankfull channel elevation.
• Remove a major impoundment
• Integrate in- stream structures and native bank vegetation
Pee Dee NCEEP Mitigation Plan 2013

• Plant native woody and herbaceous riparian vegetation with a minimum width of 50 feet from
the edge of the restored channels
• Eradicate invasive, exotic or undesirable plant species
• Install cattle exclusion fencing, two new wells, two new cattle drinking stations, and upgrade
eight existing cattle drinking stations
Pee Dee NCEEP Mitigation Plan 2013

2.0 SITE SELECTION
2.1 Directions to Site
The Pee Dee Stream Restoration Site is located in southwestern Montgomery County approximately 3
miles northwest of Mount Gilead, North Carolina (See Figure 1).
From Raleigh, take I -40 West for approximately 5.8 miles. Take exit 293 onto US -1 South/US -64 West
toward Apex/Sanford/Asheboro for approximately 31 miles. Continue onto US -1 South/US-15South/US-
501 South making a slight right onto White Hill Road. After about 8 miles, make a slight right onto
Monroe Road and then turn right onto NC -24 West/NC -27 West and continue for approximately 29
miles. Make a slight left onto NC -109 south, turn right onto Pee Dee Road (SRI 174), and then turn left
onto Javondale Farm.
From Asheville, take I -40 East and take exit 152A for Interstate 77 S toward Charlotte. Take I -77 for 2.2
miles. Take Exit 49 A for US 70 /G Bagnal Blvd. Continue on US -70 for 21 miles. Turn right onto Jake
Alexander Blvd W and go 6.0 miles. Turn right onto US -52 S/E Innes Street and continue to follow US-
52 for 28.6 miles. Turn left onto NC 27 E and go 2.1 miles. Turn right onto NC 24 E/NC 27 W/ NC 73
W/ E Main Street. Continue to follow this for 6.2 miles. Take a slight right to follow NC 73. Continue
onto Pee Dee Road. Javondale Farm is on right about 1.6 miles.
The entrance to the Site is at latitude 35 015'26.95" N and longitude 80 °01'47.83" W.
2.2 Site Selection
2.2.1 Description
The Site encompasses approximately 18.6 acres of predominately agricultural land and includes three
tributaries to Clarks Creek — Thompson Creek, Dale Branch and Jerry Branch (See Figure 4).
Historic land use at the Site has consisted primarily of livestock grazing and dairy farm operations.
Additional land use practices, including the maintenance and removal of riparian vegetation and the
relocating, dredging, and straightening of on -site streams have contributed to unstable channel
characteristics and degraded water quality.
2.2.2 USGS Hydrologic Unit Code and NCDWQ River Basin Designations
The Pee Dee Site is located approximately 1 mile south of the town of Pee Dee, NC in Montgomery
County (Appendix A, Figure 1). The Pee Dee Site lies within the Yadkin River Watershed [NC Division
of Water Quality (DWQ) sub -basin 03 -07 -10 and local RUC 03040104020020]. The Site is currently
utilized for cattle production and contains three unstable tributaries to Clarks Creek - Thompson Creek,
Dale Branch, and Jerry Branch. Clarks Creek, which is listed as DWQ Class C water, flows into the Pee
Dee River. The site is located within an NCEEP targeted watershed.
Class C waters are protected for uses such as secondary recreation, fishing, wildlife, fish consumption,
aquatic life including propagation, survival and maintenance of biological integrity, and agriculture.
Secondary recreation includes wading, boating, and other uses involving human body contact with water
where such activities take place in an infrequent, unorganized, or incidental manner (NCDWQ).
Pee Dee NCEEP Mitigation Plan 2013

223 Watershed Characterization
The Site watershed is characteristic of the Piedmont region with moderate rainfall with annual
precipitation averaging 47.2 inches. Elevations within the Site range from 390 feet at the northwestern
boundary along Thompson Creek to 280 feet at the eastern extent along Jerry Branch. The Site
encompasses approximately 6,263 linear feet of existing streams including Thompson Creek, Dale Branch
and Jerry Branch.
The drainage area of Thompson Creek at the downstream end of the Site is 0.197 miz (126 acres). The
drainage area of Dale Branch at the downstream end of the Site is 0.092 mil (59 acres) and the drainage
area of Jerry Branch at the downstream end of the Site is 0.158 mil (101 acres). Land use within the
watershed consists of 56 % pasture, 17% forest, 15% pine plantation, 7% low- density residential, 4%
cropland, and 1% other uses. Impervious areas cover less than 1% of the total watershed.
2.2.4 Physiography, Geology, and Soils
The project area is located in the Carolina Slate Belt Level IV ecoregion of the Piedmont Level III
ecoregion (USGS 2002). This ecoregion is comprised of mineral -rich metavolcanic and metasedimentary
rocks with slatey cleavage. The local lithology is mapped as part of the Tillery Formation ( €Zmdl) which
consists of metamudstone and Meta - argillite, thin to thick bedded, with bedding plane and axial - planar
cleavage and interbedded with metasandstone, metaconglomerate and metavolcanic rock.
The valleys associated with the three project streams are Type II colluvial valleys (Rosgen). The valleys
present a structurally influenced morphology with valley bottom cross - slopes averaging 7% and a
longitudinal slope averaging approximately 3 %. The regional drainage pattern may be described as
dendritic; however, the local drainage appears to have a subdued trellis pattern, indicating an influence of
the underlying geology on the valley alignments. The depth to bedrock is fairly consistent throughout the
Site, laying approximately 3 ft. below the valley bottom on Dale and Jerry Branch and approximately 2.5
ft. below valley grade on Thompson Creek. The consistent depth to bedrock paired with a sloped down -
valley gradient indicates that the valley slope is geologically controlled. Further evidence of structural
influence is expressed in the valley cross slopes. The cross slope on west side of the valley are generally
steeper (25% - 40 %) than the east side slopes (10% - 25 %). This pattern is also observed in the
surrounding region and is an indicator of the geologic influence on the valley form either through
differential weathering or tectonic activity.
Soils found on site include Badin - Goldston complex, Badin- Tarrus complex, Chenneby silt loam, and
Goldston - Badin complex (Figure 3). Streams tend to dry up and water yields to wells are low as this rock
contains some of the lowest water - yielding rock units in the Carolinas. All stream beds on site are
dominated by sand and small gravel eroded from the riparian and upland areas disturbed by livestock.
2.2.5 Historical Land Use and Development Trends
The Pee Dee Stream Restoration Site encompasses approximately 18.6 acres of pastureland for cattle.
Grazing livestock have historically had access to most stream reaches and adjacent terraces. The lack of
deep- rooted vegetation and unstable channel characteristics appear to have contributed to the degradation
of stream banks.
The current landowner has owned the property since 1954. The land was originally used as a dairy farm
and has recently been changed to a beef cattle operation. The current owners created the pond at the
upstream end of Thompson Creek in the 1960s. The streams on the property have not been dredged within
the last 58 years.
Pee Dee NCEEP Mitigation Plan 2013

2 2 6 Existing Site Conditions
In order to assess existing geomorphic conditions, cross section measurements were taken at twenty -four
(24) locations within the site. These measurements were used to evaluate existing width -depth ratios,
bank- height ratios, entrenchment ratios and stream classification (See Appendix Q. Additionally, a bed
width index and a maximum depth index were calculated to assess departure from reference conditions.
Data collected from naturalized streams in the surrounding watersheds, the reference reach surveys and
the regional curve sites were used to develop regional hydraulic geometry relationships for reference
channel bed width and reference maximum bankfull.
The bed width index (BWI) was calculated by dividing the channel bed width measurements taken from
the site by the reference bed width, and the max depth index (MDI) was calculated by dividing the
measured maximum bankfull depth by the reference maximum bankfull depth. BWI values less than 1.0
indicate that the bed is narrower than the natural bed width and there will be a tendency for the channel to
widen resulting in scour at the toe of bank. MDI values greater than 1.0 indicate that the channel depth is
greater than the natural channel depth and that the resulting increase in shear stress may cause scour in the
bed.
Vertical and lateral stability were further evaluated by mapping existing erosional and depositional
features throughout the site and calculating bank erosion hazard index (BEHI) and near -bank stress (NBS)
rating (Appendix C4).
Thompson Creek
The majority of Thompson Creek classifies as a Type G stream with low width -depth ratios typically
ranging from 5 to 9 and entrenchment ratios typically ranging from 1.3 to 1.7. The bank - height ratios on
Thompson are typically within the range of 1.4 to 3.3. Additionally, the BWI values range for 1.1 to 1.2
while the MDI values range from 1.8 to 4.3. This suggests that channel adjustments have probably neared
the end of downward profile degradation and lateral bed widening with future adjustment likely to occur
in the form pattern adjustments and lateral channel migration.
The upper end of Thompson Creek flows through open pasture that is heavily impacted by livestock and
then flows into an old 1 -acre agricultural pond. The pond has partially silted in at the upstream end and
has breached the earthen dam at the downstream end. The breach occurred at the lateral emergency
spillway location and downcutting is limited by the presence of bedrock. The pond has contributed to the
limited function of Thompson Creek by impeding sediment transport and floodplain connectivity, as well
affecting aquatic habitat through the presence of algal blooms and siltation.
Thompson Creek, below the pond, has a limited riparian buffer consisting of the invasive species
multiflora rose (Rosa multiflora) and Chinese privet (Ligustrum sinense). The remaining native
vegetation has been highly impacted from livestock encroachment. As a result, the channel has become
severely incised and bank erosion is contributing fine sediment to the bed. In many locations bedrock is
exposed in the bottom of the channel along with the presence of a significant portion of angular, slaty
cobble. This cobble is not being supplied from upstream reaches but instead represents an immobile
fraction of bed material that is derived from detachment of exposed bedrock.
Along the lower reach of Thompson Creek the channel incision is significantly reduced and the bed
material transitions to primarily silt and fine gravel indicating that previous channel downcutting is now
experiencing aggradation. The present aggradation appears to be a temporary phase in the degradational
process that is primarily driven by a local debris jam and a plugged cross pipe.
Downstream of the existing cross pipe the channel enters a forested reach with livestock exclusion
fencing. This downstream reach is relatively stable, with the channel grade controlled by bedrock and
mature vegetation providing an appropriate riparian buffer.
Pee Dee NCEEP Mitigation Plan 2013

Dale Branch
The majority of Dale Branch classifies as a Type G stream with low width -depth ratios typically ranging
from 7 to 9 and entrenchment ratios typically ranging from 1.1 to 1.5. The bank - height ratio on Dale
Branch ranges from 1.6 to 7.9. The BWI values range from 1.2 to 2.0 while the MDI values typically
range from 1.7 to 9.4. These values suggest that where the channel has already down -cut, the channel
bottom has fully widened and toe scour is no longer a dominant factor contributing to degradation.
The upstream end of Dale Branch begins at a group of seeps that collect to form the base flow of the
stream. This area of seeps is subjected to heavy livestock use as is evidenced by bare soil and eroding
banks. Immediately downstream of the seep area, the channel flows into a small abandoned agricultural
pond. The pond area is presently fenced with only limited livestock access. The earthen embankment is
breached at the center and a headcut is migrating into the pond bottom. The pond appears to have almost
completely silted in and converted into a small wetland feature. The present headcut threatens the long
term viability of this wetland feature.
Downstream of the pond, Dale Branch is no longer protected by exclusionary fencing and is characterized
by channel incision and eroding banks. The riparian vegetation is comprised predominately of the
invasive exotic Chinese privet along with multiflora rose and Tree of Heaven.
A pattern of degradation is repeated several times throughout the entire reach of Dale Branch. This
pattern can be described in the downstream direction as beginning with a stream that briefly exhibits
appropriate channel dimensions and vertical positioning with respect to the valley bottom. This brief
expression, usually only 20 ft. to 50 ft. in length, is then abruptly followed by a significant headcut,
usually greater than 3 ft. and as deep as 6 ft. Proceeding downstream the channel grade is relatively low
(less than 0.5 percent) and the valley grade is somewhat steeper (3 to 4 percent) resulting in diminishing
incision until the channel reaches another brief section of appropriate vertical position, which is in turn
followed by another headcut. These erosional sequences occur over a length of approximately 200 to 300
feet.
At the downstream end of Dale Branch the channel enters the Clarks Creek floodplain where it becomes
deeply incised in the floodplain alluvium. The most downstream end of this incision is characterized by
severe meandering and bank erosion.
Jerry Branch
The majority of Jerry Branch classifies as a Type G stream with low width -depth ratios typically ranging
from 5 to 7 and entrenchment ratios typically ranging from 1.4 to 2.6. The bank - height ratios on Jerry are
typically within the range of 1.5 to 7.9. Additionally, the BWI values range for 0.7 to 1.7 while the MDI
values range from 0.9 to 12.9. These values suggest that where the channel has already down -cut the
channel bottom has fully widened and toe scour is no longer a dominant factor contributing to
degradation.
Jerry Branch is characterized by livestock incursions, channel incision and eroding banks. The riparian
vegetation is dominated by Chinese privet. Jerry Branch follows a similar pattern of degradation as
witnessed on Dale Branch of sequential headcuts and incision that terminates with a deeply incised,
meandering reach in the Clarks Creek floodplain.
Discussion of Existing Conditions
A comprehensive understanding of the erosional patterns and degradational history of the project streams
was deemed essential to developing an appropriate design solution to the unique challenges of the Site.
The design challenge can best be understood by recognizing that the down - valley grades are generally in
the 3 percent range while the bed material of these headwater streams is primarily silt, sand and small
gravel which normally would only sustain channel grades in the 0.1 to 0.3 percent range.
Pee Dee NCEEP Mitigation Plan 2013

The investigation into the erosional patterns and degradational history of the Site included bed material
sampling, exploratory pits and soils investigations. These investigations revealed that accumulation of
depositional material on the valley bottom generally appears to only be 6 to 12 inches in depth. There was
no strong evidence of upload erosional scars that would suggest a past history of rapid sediment delivery
into the fluvial system. Additionally, auger samples did not reveal the presence of a buried `A' horizon
and probes of the channel bed suggested only a thin layer (0.1 to 0.2 ft.) of bed sediments overlying
parent material. These findings do not point to a history of valley development that involves significant
deposition or valley floor aggradation.
Depositional features such as point bars, lateral bars and dune formations are only minimally present
throughout all of the channel reaches. This is juxtaposed to the presence of significant headcuts and
extensive vertical channel banks. Samples collected of the bank materials and valley soils indicate a high
clay content with a minor fraction of small gravel. The resulting erosional processes are separating the
finer clay and silt particles from the small gravel and sand so that only a small fraction of the material
produced is accumulating as bed material while the larger portion of finer material is being routed as
suspended load by the incised channel.
Visual inspection of the soil horizon along exposed banks, hand auger samples and exploratory pits
exposed occasional soil horizons that contained high gravel concentrations. The gravel particles were
embedded with clay and the gravel layers were typically bounded by dense clay layers above and below.
Occasionally the gravel would grade downward to larger particles. These gravel layers were initially
interpreted as originating from fluvial processes and seen as evidence that the valley bottom had been
subjected to a history of aggradation through fluvial deposition. However, close inspection of orientation
and positioning of the grains along with the embedding matrix revealed that the gravel layers are likely
the product of in situ granular disintegration of former bedrock. This observation is consistent with nature
of the parent material, mudstone and meta - argillite, which are essentially metamorphosed, lithified mud
and clay.
The conclusion of these findings is that the valley form and slopes are likely representative of a paleo-
surface formed primarily through long term weathering processes, not the result of rapid disturbance-
driven processes of aggradation and degradation. This weathering process has taken place over a geologic
timescale that has been strongly influenced and controlled by the underlying parent material and bedrock.
Historically, the hydrologic regime and the resistive components of the valley bottom did not result in
sufficient available energy to rapidly degrade the landscape. In the past, the forested watershed would
have produced considerably less runoff than the presently pastured watershed and the valley bottom
would have likely contained a more substantial `A' horizon that would have trapped and retained runoff
in the organically rich surface further attenuating the hydrologic output. Resisting the erosive action of
this diminished flow would have been a considerable presence of woody debris supplied by the mature
forest and the highly resistant nature of the clay subsoils.
The conversion of the forested watershed into pasture would have certainly increased runoff conditions
and the removal of woody debris from clear cutting reduced the stream's ability to resist the erosive
forces. Yet these two factors alone may not fully explain the dramatic shift to a degradational state. It is
likely that the introduction of cattle and associated input of mechanical energy provided the necessary
forces to break down the remaining woody material and the clay subsoils which ultimately allowed the
propagation of the dramatic headcuts throughout the site.
Pee Dee NCEEP Mitigation Plan 2013 7

Date: 6/10/2013

Legend
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WATERSHED MAP
/�' PEE DEE RESTORATION SITE N FIGURE
( \01[ Creeks Montgomery County, North Carolina n
ENGINEERING USGS Topographic Map N
0 225 450 900 1,350 1,800
Feet
Date: 10/8/2013

Date: 10/l/2013

r
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O Existing Crossing
Existing Perennial
Existing Intermittent
Wetland
Property Boundary
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EXISTING CONDITIONS MAP
a PEE DEE RESTORATION SITE N FIGURE
�(OIT Creeks Montgomery County, North Carolina N
ENGINEERING �V
0 150 300 600 900 1,200
Feet
Date: 6/18/2013

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PREPARED FOR: PREPARED BY: L HISTORICAL
NOT TO SCALE AERIAL PHOTO
1993 AERIAL PHOTO PEE DEE RESTORATION SITE
-Qolf Epee ENVIRONMENTAL DATA MONTGOMERY COUNTY, NORTH CAROLINA
jfiOSyStlIIl RESOURCES, INC. FIGURE 5

1058 -PDEE PEE DEE STREAM RESTORATION PHOTOS
Photo 1: Thompson Creek facing downstream 12/4/12
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Photo 2: Thompson Creek facing downstream 12/4/12

1058 -PDEE PEE DEE STREAM RESTORATION PHOTOS
Photo 3: Pond on Thompson Cr facing upstream 12/4/12
Photo 4: Downstream of pond on Thompson Cr facing dam 12/4/12

1058 -PDEE PEE DEE STREAM RESTORATION
PHOTOS
Photo 5: Thompson Creek facing downstream 12/4/12
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Photo 6: Thompson Creek facing downstream 12/4/12
� 3'r

1058 -PDEE PEE DEE STREAM RESTORATION PHOTOS
Photo 7: Thompson Creek facing upstream 12/4/12
Photo 8: Thompson Creek facing downstream towards pipe crossing 12/4/12

1058 -PDEE PEE DEE STREAM RESTORATION PHOTOS
Photo 9: Thompson Creek facing downstream 12/4/12
Photo 10: Dale Branch facing upstream 12/4/12

1058 -PDEE PEE DEE STREAM RESTORATION PHOTOS
9
Photo 11: Dale Branch facing downstream 12/4/12
VC
s
Photo 12: Dale Branch facing downstream 12/4/12

1058 -PDEE PEE DEE STREAM RESTORATION PHOTOS
Photo 13: Dale Branch facing downstream 12/4/12
Photo 14: Dale Branch bank erosion 12/4/12

1058 -PDEE PEE DEE STREAM RESTORATION PHOTOS
Photo 15: Dale Branch facing downstream 12/4/12
Photo 16: Dale Branch facing downstream 12/4/12

1058 -PDEE PEE DEE STREAM RESTORATION PHOTOS
Photo 17: Dale Branch facing downstream 12/4/12
Photo 18: Dale Branch facing downstream 12/4/12

1058 -PDEE PEE DEE STREAM RESTORATION PHOTOS
Photo 19: Jerry Branch facing downstream 12/4/12
Photo 20: Jerry Branch facing upstream 12/4/12

1058 -PDEE PEE DEE STREAM RESTORATION PHOTOS
Photo 21: Jerry Branch facing upstream 12/4/12
Photo 22: Jerry Branch facing downstream 12/4/12

1058 -PDEE PEE DEE STREAM RESTORATION PHOTOS
Photo 23: Jerry Branch facing upstream 12/4/12
Photo 24: Jerry Branch facing downstream 12/4/12
4.
Photo 23: Jerry Branch facing upstream 12/4/12
Photo 24: Jerry Branch facing downstream 12/4/12

1058 -PDEE PEE DEE STREAM RESTORATION PHOTOS
Photo 25: Jerry Branch facing downstream at fence crossing 12/4/12
Photo 26: Concrete Bridge on Jerry Branch facing downstream 12/4/12

3.0 SITE PROTECTION INSTRUMENT
The land required for the construction, management, and stewardship of this mitigation project
includes portions of the following parcels.
Landowner
PIN
County
Site Protection
Deed Book
Acreage
Instrument
and Page
Protected
Number
Jarrett Thompson
6594 -00-
Montgomery
Conservation
727 -516
18.6
385333
Easement
Recorded documents are provided in Appendix A.
All site protection instruments require 60 -day advance notification to the Corps and the State prior to
any action to void, amend, or modify the document. No such action shall take place unless approved
by the State.
Pee Dee NCEEP Mitigation Plan 2013 29

Date: 10/l/2013

4.0 BASELINE INFORMATION
4.1 Project Information
Project Name
Pee Dee Stream Restoration
County
Montgomery County
Project Area (acres)
18.6 ac.
Project Coordinates (latitude and longitude)
35 °15'26.95" N, 80 °01'47.83" W
Project Watershed Summary Information
Physiographic Province
Foothills
River Basin
Yadkin
USGS Hydrologic Unit
8 -digit
03040104
USGS Hydrologic Unit 14 -digit
03040104020020
DWQ Sub -basin
03 -07 -10
Project Drainage Area (acres)
286
Project Drainage Area Percentage of Impervious
Area
<10%
CGIA Land Use Classification
2.01.03 Hay and Pasture Land
4.2 Reach Summary Information
Parameters
Thompson Creek
Dale Branch Jerry
Branch
Hudson Branch
Length of reach (linear feet)
1596
2782
1832
53
Valley classification (Rosgen)
II
11
II
II
Drainage area
102
58
83
19
NCDWQ stream identification score
30.5
34
30.5
N/A
NCDWQ Water Quality Classification
C
C
C
C
Morphological Description (stream type) (Rosgen)
G4
G5
G5
G5
Evolutionary trend (Rosgen)
IV
IV
IV
IV
Underlying mapped soils
GoE, BeC2, BaC2
GoE, CnA
GoE, BaC2, BaB2
BaC2
Drainage class
Well- drained
Well- drained
Well- drained
Well- drained
Soil Hydric status
Non-Hydric
Non-Hydric
Non-Hydric
Non - Hydric
Slope
2%
2%
2%
2%
FEMA classification
N/A
N/A
N/A
N/A
Native vegetation community
Agricultural
Agricultural
Agricultural
Agricultural
Percent composition of exotic invasive vegetation
30%
30%
30%
30%
4.3 Wetland Summa Information
Parameters
Wetland 1
Wetland 2
Size of Wetland (acres)
0.30
0.10
Wetland Type (non- riparian, riparian riverine or
riparian non - riverine)
Riparian
Non - Riverine
Riparian
Non - Riverine
Mapped Soil Series
GoE
CnA
Drainage class
B
B/D
Soil Hydric Status
Hydric
Hydric
Source of Hydrology
Groundwater
Groundwater
Hydrologic impairment
None
None
Native vegetation community
Non -tidal Freshwater Marsh
Non -tidal Freshwater Marsh
Percent composition of exotic invasive vegetation
15%
150/0
4.4 Regulatory Considerations
Regulation
Applicable?
Resolved?
Supporting Documentation
Waters of the United States — Section 404
Yes
Waters of the United States — Section 401
Yes
Endangered Species Act
N/A
ERTR
Historic Preservation Act
N/A
ERTR
Coastal Zone Management Act (CZMA)/ Coastal
Area Management Act (LAMA)
N/A
FEMA Flood lain Compliance
N/A
Essential Fisheries Habitat
N/A
ERTR
Pee Dee NCEEP Mitigation Plan 2013 30

5.0 DETERMINATION OF CREDITS
Mitigation credits presented in these tables are projections based upon site design. Upon completion of
site construction the project components and credits data will be revised to be consistent with the as -built
condition.
Pee Dee NCEEP Mitigation Plan 2013 31
Pee Dee Stream Restoration, Montgomery County
EEP Project Number 95350
Mitigation Credits
Stream
Riparian Wetland
Non - riparian Wetland
Buffer
Nitrogen
Nutrient Offset
Phosphorous
Nutrient Offset
Type
R
RE
R
RE
R
RE
Totals
6408
Project Components
Project Component -or- Reach ID
Stationing
/Location
Existing
Footage /Acreage
Approach
(P/, P/ / etc.)
Restoration -or-
Restoration
Equivalent
Restoration
Footage or
Acreage
Mitigation Ratio
Thompson Creek 1
100+00-102+50
250
PI
El
250
1.5:1
Thompson Creek 1 - 2
102 +50 - 115 +64
1346
PI
R
1314
1:1
Dale Branch 1
200 +00 - 203 +75
375
PI
El
375
1.5:1
Dale Branch 2 - 5
203 +75 - 234 +50
2407
PI
R
2955
1:1
Jerry Branch
300 +00 - 317 +30
1832
PI
R
1670
1:1
Hudson Branch
403 +05 - 403 +58
53
PI
R
52.6
1:1
Component Summation
Restoration Level
Stream
(linear feet)
Riparian Wetland
(acres)
Non - riparian Wetland
(acres)
Buffer
(square feet)
Upland
(acres)
Riverine
Non - Riverine
Restoration
5992
Enhancement
Enhancement 1
416.7
Enhancement 11
Creation
Preservation
High Quality
Preservation
BMP Elements
Element
Location
Purpose /Function
Notes
FIB
Entire Site
Protect Stream
BMP Elements
BR = Bioretention Cell; SF = Sand Filter; SW
Swale; LS = Level Spreader; NI = Natural Infiltration
= Stormwater Wetland; WDP = Wet Detention Pond; DDP = Dry Detention Pond;
Area; FB = Forested Buffer
FS = Filter
Strip; S = Grassed
Pee Dee NCEEP Mitigation Plan 2013 31

6.0 CREDIT RELEASE SCHEDULE
All credit releases will be based on the total credit generated as reported by the as -built survey of the
mitigation 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 Interagency Review Team (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 as follows:
Stream Credits
Monitoring
Credit Release Activity
Interim
Total
Year
Release
Released
0
Initial Allocation — see requirements below
30%
30%
1
First year monitoring report demonstrates performance
10%
40%
standards are being met
2
Second year monitoring report demonstrates performance
10%
50%
standards are being met
(60 % *)
3
Third year monitoring report demonstrates performance
10%
60%
standards are being met
(70 % *)
4
Fourth year monitoring report demonstrates performance
5%
65%
standards are being met
75 %*
5
Fifth year monitoring report demonstrates performance
10%
75%
standards are being met
(85 % *)
6
Sixth year monitoring report demonstrates performance
5%
80%
standards are being met
(90 %)
7
Seventh year monitoring report demonstrates performance
10%
90%
standards are being met and project has received closeout approval
100%
Initial Allocation of Released Credits
The initial allocation of released credits, as specified in the mitigation plan can be released by the NCEEP
without prior written approval of the DE upon satisfactory completion of the following activities:
a. Approval of the final Mitigation Plan
b. Recordation of the preservation mechanism, as well as a title opinion acceptable to the USACE
covering the property
c. Completion of project construction (the initial physical and biological improvements to the
mitigation site) pursuant to the mitigation plan; Per the NCEEP Instrument, construction means
that a mitigation site has been constructed in its entirety, to include planting, and an as -built
report has been produced. As -built reports must be sealed by an engineer prior to project
closeout, if appropriate but not prior to the initial allocation of released credits.
d. Receipt of necessary DA permit authorization or written DA approval for projects where DA
permit issuance is not required.
Pee Dee NCEEP Mitigation Plan 2013 32

Subsequent Credit Releases
All subsequent credit releases must be approved by the DE, in consultation with the IRT, based on a
determination that required performance standards have been achieved. For stream projects a reserve of
10% of a site's total stream credits shall be released after two bank -full events have occurred, in separate
years, provided the channel is stable and all other performance standards are met. In the event that less
than two bank -full events occur during the monitoring period, release of these reserve credits shall be at
the discretion of the IRT. As projects approach milestones associated with credit release, the NCEEP 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
Pee Dee NCEEP Mitigation Plan 2013 33

7.0 MITIGATION WORK PLAN
7.1 Description of Target Stream
Reference reaches were sought to provide a target for design of the proposed streams. Searches were
conducted first upstream and downstream of the Site and then into surrounding watersheds to find
suitable references that contained comparable slope, bed material and valley type. No references were
identified that provided a stable headwater, Piedmont, small gravel -bed stream within a narrow valley that
had a down - valley gradient of 2 to 4 percent. This was not unexpected since only a watershed that had
never been logged or disturbed could provide a stable environment for such a stream. However, a Type
B4c reference was located on Talbott's Branch, a tributary to Betty McGee's Creek in Randolph County,
North Carolina that provides many of the desired attributes.
7. 1.1 Reference Reach
The reference reach was selected to represent the probable configurations for the proposed stream
restoration. Detailed geomorphic survey and Level II Rosgen classifications were conducted on Talbott's
Branch for a total of 309 LF (See Appendix Q.
Talbott's Branch Reference
The Talbott's Branch reference reach is located within the Piedmont hydrophysiographic region of North
Carolina. The Talbott's Branch watershed has many characteristics in common with the Pee Dee
watershed including average annual rainfall, elevation changes and valley type. The reference watershed
is located in Birkhead Mountains Wilderness area in the Uwharrie National Forest near Asheboro North
Carolina. The drainage area for the Talbott's Branch reference is 0.42 mil.
The Talbott's Branch reach is representative of a B4c channel in a moderately sloped valley (2.3 %).
Channel slope and valley form of this stream are consistent with the Site and provide reasonable
analogues for the potential channel forms that can be expected at the Site. The reference stream has a
channel slope of 1.5% to 2.3 %, width/depth ratio of 12 to 20 and sinuosity of 1.05 to 1.10. The bed
material of the reference however, is considerably larger than the small gravel of the Site. Talbott's
Branch bed material has a D50 of 58 mm and a D84 of 120 mm.
Discharge and Bankfull Verification
Bankfull was readily identified on Talbott's Branch as it exhibited consistent indicators throughout the
reach. Verification of bankfull was accomplished by plotting the bankfull cross sectional area against the
regional curve data (Appendix Q. The graph indicates that the bankf ill identified in the surveyed reach
is slightly lower than the line of the regional curve but consistent with the range of data collected in the
regional curve study.
After verification of bankfull cross sectional area, bankfull discharge was calculated for the surveyed
reach using a single- section analysis. Manning's `n' was estimated from relative roughness calculations
of the bed material and from observation of the channel form and vegetation conditions. Water surface
slope was assumed to be consistent with the slope of the bed profile. Discharge was then compared to the
regional curve data which indicated that the calculated bankfull discharges were consistent with the
regional curve data.
Channel Stability Assessment
A detailed channel stability assessment was not performed for the reference reach since the bank and bed
stability was apparent from observation. Subsequent review of the surveyed dimensions confirmed that
width -depth ratios and bank- height ratios were within the appropriate range for stable, self - maintaining
streams. Additional observations included significant upstream and downstream reconnaissance to
identify any past, present, or future signs or sources of degradation.
Pee Dee NCEEP Mitigation Plan 2013 34

Limited Reach References
Through the course of conducting the reference reach searches, several streams were identified as
possessing qualities of stability and natural form. However, these reaches were determined not to be
suitable references for the project due to incompatible stream type, valley form or insufficient reach
length. In these locations morphological measurements were taken to supplement the data acquired from
the reference reach sites. Measurements on thirteen individual reaches included bankfull width, bed
width, depth of bankfull, toe depth, and width of thalweg.
7.2 Design Narrative
7.2.1 Restoration Approach
Thompson Creek
Thompson Creek is divided into three main reaches; Reach 1 is located upstream of the old pond dam,
Reach 2 extends from the pond down to the existing pipe crossing, Reach 3 is downstream of the existing
pipe crossing.
Reach 1 is proposed as a semi- passive restoration of a Type B5c stream through the pond bottom. The
earthen dam will be breached in stages to drain the remaining surface water and expose the pond bottom
sediments. The topographic survey included soundings of the pond bottom in order to estimate the proper
breach elevation however, it is expected that the design elevation will need to be adjusted based on site
conditions revealed following the draining of the pond. The pond outlet will be lowered just enough to
permit the reformation of a channel in the pond bottom but not to the extent that stored sediments are
eroded from the old pond. It is expected that log sill structures will need to be installed in strategic
locations especially near the upstream end of the pond in order to stabilize the bed profile. Channel
reconstruction is not planned for this reach since construction access into the pond bottom sediments
would be difficult if not impossible. By breaching the dam, Thompson Creek will be reconnected as a
stream corridor. This will restore stream functions such as floodplain connectivity and sediment transport,
as well as improve aquatic habitat. By removing a stagnant agricultural pond and restoring Thompson
Creek back to a stable stream corridor an overall functional uplift will occur.
Reach 2 is proposed for Priority I restoration as a Type B4 stream with moderate sinuosity and an average
channel slope of 2.2 %. Consideration was given to restoring the channel on its current grade since the
stream is now running on bedrock in many locations and as a result the profile has stabilized. However,
the presence of mature vegetation on the floodplain and the extent of grading and removal of topsoil that
would be required dissuaded this approach. Instead the channel will be reconnected with its historic
floodplain through a combination of lifting in place and complete channel reconstruction. The proposed
channel alignment has been selected to incorporate existing mature vegetation where possible and to
minimize its disturbance.
Thompson Creek is distinguished from Dale and Jerry Branch by the presence of large gravel and cobble
bed material. This gravel and cobble will be harvested and reused in the proposed channel. The use of
this bed material will provide for a self - armored channel with a slope slightly less than the valley slope.
The additional grade differential will be made up for through the use of boulder and log step structures.
Dale and Jerry Branch
The restoration approach for Dale and Jerry Branch will be to reestablish the conditions that provided for
the historic stability of these two streams. This will involve reintroduction of extensive wood grade
control and removal of livestock access. Due to the extent of degradation this will also require backfilling
of the existing channels and reconstructing the proper channel dimensions. The disparity between the
natural low- gradient slopes for streams with small gravel bed material (0.2% to 0.3 %) and the moderately
Pee Dee NCEEP Mitigation Plan 2013 35

steep valley slopes (2% to 4 %) will be resolved by using logs to create small steps and then having
relatively flat channel reaches between each log structure. Since logs will be used as grade control the
steps will be held to a maximum drop of 0.4 ft. Where site conditions exceed the slope that can be
accommodated within these limitations a threshold design approach will be used to establish an armored
reach grade control.
Generally, the channels will be restored as Type B4 streams using a Priority I approach which will
reconnect the channel to the historic floodplain. In some areas this will involve filling and reconstructing
the channel in its present position in the valley while in other areas this will require reconstructing the
channel offset from the existing channel. There are a few locations, particularly upstream of the major
headcuts where the stream is more stable and closer to proper position in the valley, where efforts will be
made to retain as much of the existing alignment as possible. In these areas log sills will be used to adjust
and stabilize the profile and the channel will be raised in place.
Dale Branch
Dale Branch is divided into five reaches, based on significant changes in drainage area. Reach 1 is located
at the upstream end; from the seep heads to the abandoned pond dam. Reach 2 extends from the pond to
the existing timber crossing. Reach 3 extends from the timber crossing to main ephemeral tributary on
the west side. Reach 4 is located downstream of the west tributary to the existing ford crossing and Reach
5 is downstream of the existing ford crossing.
Reach 1 is proposed for enhancement by stabilizing existing banks and slopes near the seep heads,
removal of invasive species and replanting of the riparian buffer. At the downstream end of Reach 1 the
breach in the dam embankment will be stabilized to prevent future headcutting and degradation of the
wetland feature in the abandoned pond bottom. Reach 2 is proposed for Priority I restoration by using a
significant portion of the existing channel alignment and raising the channel in place. Some alignment
alterations will be required to correct severe meanders or reduce bank scour potential.
Reaches 3, 4 and 5 are proposed for Priority I restoration and will follow the above described general
approach with the exception of a few transitional reaches. One of these reaches is at the downstream end
of Reach 5 which flows into the Clarks Creek floodplain. In this area a Priority II approach will be
required to transition down to the grade of Clarks Creek.
Jerry Branch
Jerry Branch is divided into three reaches; Reach 1 is located above the confluence with Hudson Branch.
Reach 2 is located below the confluence with Hudson Branch and Reach 3 is located at the downstream
end of the Site. All three reaches are proposed for Priority I restoration and will follow the above
described general approach with the exception of a few transitional reaches. Similar to the downstream in
of Dale, the lower end of Reach 3 which flows into the Clarks Creek floodplain involve a Priority II
approach to transition down to the grade of Clarks Creek.
Hudson Branch
Hudson Branch is proposed for Priority I restoration of a Type B4 stream. Hudson will be raised in place
using log sills to set the profile grade and backfilling the majority of the existing channel. Some channel
reconstruction will be required to properly connect Hudson to the restored Jerry Branch.
7.2.2 Restoration Methods
Restoration of Type B4 and 134c streams will consist of constructing a low sinuosity (1.05) stream with a
moderate width -depth ratio (13 -19) that accesses the floodplain at greater- than - bankfull flows. Existing
bed material will be harvested for reuse in the constructed channel to the maximum extent practical. On-
site sources have been identified for supplementing the available bed material. In some locations steeper
channel gradients do not allow for the stable placement of on -site bed material. In these areas the riffles
Pee Dee NCEEP Mitigation Plan 2013 36

will require armoring with larger caliber quarry stone. Where quarry stone is used it will be mixed with
on -site material to reduce voids and provide substrate consistency.
In some locations topographic constraints prevent Priority I restoration and it will be necessary to
construct a bankfull bench. Along these reaches, topsoil will be removed prior to excavation and
stockpiled. After completion of grading operations, topsoil will be redistributed across the floodplain
bench to facilitate vegetation success.
Log structures will be used to provide vertical stability to the channel, assist in maintaining riffle and pool
features and to provide habitat diversity. Brush -toe structures will be installed in combination with the
log structures to provide bank stability, increase bank roughness and provide aquatic habitat diversity.
Trees with diameters in the range of 12" to 24" will be harvested from the site or nearby property for use
as in- stream structures. Small diameter (less than 6 ") woody plants suitable for transplanting will be
harvested on -site where available.
Earthwork activities will include excavation of the proposed channels, partial or complete backfilling of
existing channels and removal of existing spoil berms. Grading work is designed to restore or mimic
natural contours. During construction, all wetland areas will be protected from construction activities by
construction barrier fencing.
Cross pipes will be oversized so that the pipe diameter will be comparable to the channel bed width where
practical. The invert of the pipe will be buried below the bed of the channel to allow bed material to pass
through the pipe. A boulder grade control structure will be placed downstream of the pipe to hold the low
water surface just above the outlet and allow for aquatic life passage.
Best Management Practice (BMP) devices will be used in several areas to provide sediment removal from
areas of concentrated runoff. In these areas where runoff collects from adjacent agriculture land, a small
sediment basin with a riprap outfall will be constructed to trap sediment prior to entering the stream. The
BMP's will be maintained during construction, however, it is expected that following completion of the
project the basins will gradually fill in and become vegetated. No long term maintenance will be
performed on the basins.
All disturbed areas will be stabilized with temporary and permanent seed and covered with straw or
mulch. Live stakes will be installed on the stream banks in accordance with the planting plan in Appendix
D. The entire conservation easement area will be planted with bare root seedlings in accordance with the
planting plan in Appendix D.
7.2.3 Data Analysis
Hydraulic and Hydrologic Analysis
Design typical channel sections were developed using the hydraulic geometry curves assembled from data
of locations on site, immediately adjacent to the site, within the watershed and the neighboring
watersheds (See Appendix Cl). Trend lines fit to this data set were used to calculate target hydraulic
geometry and establish proposed channel dimensions. Hydraulic geometries of the proposed sections
were then compared to regional, reference and existing channel values.
The proposed channel sections were evaluated for their ability to convey the bankfull flows and the flood
flows of the watershed by performing a hydraulic analysis. Flood flow hydrology was based on USGS
Regional Regression equations for the Blue Ridge- Piedmont hydrologic area. Bankfull discharge was
based on the NRCS revised regional curves for the North Carolina Mountain and Piedmont hydrologic
area. The analysis consisted of first modeling the existing conditions with the HEC -RAS water surface
profile model. Cross sections were taken through the channel and the adjacent valley at representative
Pee Dee NCEEP Mitigation Plan 2013 37

locations throughout the project reach. Existing hydraulic conditions were evaluated and the model
calibrated based on available site data.
The ability to accurately verify bankfull within the site is limited by the degraded channel conditions and
the lack of clear bankfull indicators. On a coarse scale, the existing HEC -RAS model does indicate
bankfull water surface elevations within the channel banks where the channel is incised and above inner
berm features where present.
Proposed conditions were analyzed by revising the existing sections based on the proposed channel
geometry and by revising the model to reflect proposed pattern conditions and anticipated future
roughness coefficients. Comparison of the existing and proposed HEC -RAS models provided assistance
in the analysis of the sediment transport, bankfull flow capacity and confirmation that there will be no
hydraulic trespass onto adjacent properties.
Sediment Competence Analysis
Data collection for sediment competence analysis included bar material and bed material bulk samples.
The bed material consists of a mix of sand and small gravel with a large constituent being composed of
sand (20 % -40 %). Bed material collected in the sediment pits following a near bankfull event indicate that
the total sand content may be as high as 90% to 95 %, leaving only 5% to 10% of the mobile bed material
to be composed of small gravel. Pebble counts and bulk bed material samples consistently indicate the D50
to be 5 to 8 mm and D84 to be 11 to 15 mm. However, this may overestimate the actual representative
particle sizes given the findings from the sediment pit samples. In either case, shear stress calculations for
particle sizes less than 10 to 20 mm should always be considered suspect as this represents the practical
limit for competence calculations. For Dale, Jerry and Hudson, 6 mm was selected for the representative
particle size which results in a design slope range of 0.19% to 0.34 %. These slopes are consistent with
measured stable riffles identified within the site.
Shear stress calculations for Thompson Creek were performed to establish the maximum slope for a
threshold design channel. The coarse sediment sample taken on Thompson Creek had a D50 of 54 mm and
a D84 of 140 mm. The representative particle size was selected to be 25 mm in order to provide a safety
factor of 2 for non - mobilization of the fraction of larger particles. The design slope range of 0.65% to
0.81% is predicted to provide the conditions necessary for self - armoring but still allow for routing of the
sand and small gravel supplied the watershed.
Sediment Capacity Analysis
In order to assist in evaluating the sediment capacity, a set of consecutive pit traps were installed in the
stream bed at the downstream end of a relatively stable reach of Dale Branch. Two samples were
collected from the pit traps following rainfall events. These samples were sieved and weighed. The
second sample collected from the pit trap was following a rainfall event that registered 0.85 ft. on the
crest gauge. From this sample it was estimated that the total bed load was between 0.15 to 0.25 tons for
this near - bankfull event.
A flow duration hydrograph was constructed to simulate the second sampling event in order to model
sediment transport using the quasi- unsteady flow routine in HEC -RAS. Seven sediment transport
functions were evaluated for consistency with sediment data collected in the pit traps. The Wilcock
transport function provided results that fit best with the data. The Wilcock function predicted 0.20 to 0.29
tons of cumulative sediment output while the other sediment transport function predicted sediment output
values more than one order of magnitude greater than the estimated load. Based on this correlation, the
Wilcock function was used to evaluate sediment capacity under existing and proposed conditions.
Two quasi- unsteady simulations were run in HEC -RAS to qualitatively evaluate the sediment transport
capacity. The modeling consisted of running the 2 -year and the 10 -year discharge for a constant 1 and 2
Pee Dee NCEEP Mitigation Plan 2013 38

hour simulation, respectively, on a 0.1 hour computational increment cycle. Existing and proposed
models were compared for differences in channel bed elevation and cumulative sediment output.
Bed invert changes are nearly 0 ft. for the 2 -year and 10 -year flow. With respect to cumulative mass
output the model predicts a similar volume for proposed bankfull as for existing bankfull and an
approximate reduction of 20% and 80% in the sediment output in the 2 -year and 10 -year events,
respectively. This is primarily in response to the proposed reconfiguration of the channel geometry which
will reduce elevated shear stress associated with the presently incised channel. Given the limited
predicted change in proposed channel invert elevation this can be interpreted as not resulting in
aggradation.
The design configuration was also evaluated for sediment transport capacity by assessing continuity and
magnitude of stream power. Generally the proposed conditions model show a significant decrease in
stream power in all storm events. The decrease in stream power is to be expected due to the proposed
increase in channel width/depth ratio and the elimination of the channel incision. However, this should
not be a concern since the actual stream power values are sufficiently high to transport the sand particles
which constitute the main wash load component.
Pee Dee NCEEP Mitigation Plan 2013 39

Date: 7/23/2013

Date: 10/8/2013

[.111J UT M' 'I 1� WERILI[41 D U W-11 I
EBX will monitor the site on a regular basis and shall conduct a physical inspection of the site 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:
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 storm water and floodplain flows
intercept the channel may also require maintenance to prevent bank
failures and head - cutting. Management of beaver activity will include
removal of nuisance beavers and beaver dams that affect the stream.
Wetland
Routine wetland maintenance and repair activities may include securing
of loose coir matting and supplemental installations of live stakes and
other target vegetation within the wetland. Areas where storm water and
floodplain flows intercept the wetland may also require maintenance to
prevent scour.
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 controlled 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.
Site Boundary
Site boundaries shall be identified in the field to ensure clear distinction
between the mitigation site and adjacent properties. 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. Boundary markings will comply with
requirements of the RFP Addendum titled "Full Delivery Requirement
for Completion of Survey for Conservations Easements" dated 7/21/11
Utility Right -of -Way
Utility rights -of -way within the site may be maintained only as allowed
by Conservation Easement or existing easement, deed restrictions, rights
of way, or corridor agreements.
Ford Crossing
Ford crossings within the site may be maintained only as allowed by
Conservation Easement or existing easement, deed restrictions, rights of
way, or corridor agreements.
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.
Storm water Management
Storm water management devices will be monitored and maintained per
Device
the protocols and procedures defined by the NC Division of Water
Quality Storm Water Best Management Practices Manual.
Pee Dee NCEEP Mitigation Plan 2013 42

Morphologic Parameters and Channel Stability
Restored and enhanced streams shall be in compliance with the standards set forth in the USACE 2003
Stream Mitigation Guidelines and the "Ecosystem Enhancement Program Monitoring Requirements and
Performance Standards for Stream and Wetland Mitigation" dated November 7, 2011. Restored and
enhanced streams should demonstrate morphologic stability to be considered successful. Stability does
not equate to an absence of change, but rather to sustainable rates of change or stable patterns of variation.
Restored streams often demonstrate some level of initial adjustment in the several months that follow
construction and some change /variation subsequent to that is also to be expected. However, the observed
change should not be unidirectional such that it represents a robust trend. If some trend is evident, it
should be very modest or indicate migration to a stable form.
The performance standards shall be consistent with the requirements described in Federal rule for
compensatory mitigation project sites as described in the Federal Register Title 33 Navigation and
Navigable Waters Volume 3 Chapter 2 Section § 332.5 paragraphs (a) and (b).
Dimension
Cross - section measurements should indicate little change from the as -built cross - sections. If changes do
occur, they will be evaluated to determine whether the adjustments are associated with increased stability
or whether they indicate movement towards an unstable condition
Pattern and Profile
Measurements and calculated values should indicate stability with little deviation from as -built conditions
and established morphological ranges for the restored stream type. Pool depths may vary from year to
year, but the majority should maintain depths sufficient to be observed as distinct features in the profile.
The pools should maintain their depth with flatter water surface slopes, while the riffles should remain
shallower and steeper. Pattern measurements will not be collected unless conditions seem to indicate that
a detectable change appears to have occurred based on profile and/or dimension measurements.
Substrate
Calculated D50 and D84 values should indicate coarser size class distribution of bed materials in riffles and
finer size class distribution in pools. The majority of riffle pebble counts should indicate maintenance or
coarsening of substrate distributions. Generally, it is anticipated that the bed material will coarsen over
time.
Sediment Transport
Depositional features should be consistent with a stable stream that is effectively managing its sediment
load. Point bar and inner berm features, if present, should develop without excessive encroachment of the
channel. Isolated development of robust (i.e. comprised of coarse material and /or vegetated actively
diverting flow) mid - channel or lateral bars will be acceptable. Likewise, development of a higher number
of mid - channel or lateral bars that are minor in terms of their permanency such that profile measurements
do not indicate systemic aggradation will be acceptable, but trends in the development of robust mid -
channel or alternating bar features will be considered a destabilizing condition and may require
intervention or have success implications.
Surface Water Hydrology
Monitoring of stream surface water stages should indicate recurrence of bankfull flow on average every 1
to 2 years. At a minimum, throughout the monitoring period, the surface water stage should achieve
bankfull or greater elevations at least twice. The bankfull events must occur during separate monitoring
years.
Pee Dee NCEEP Mitigation Plan 2013 43

Vegetation
Riparian vegetation monitoring shall be conducted for a minimum of seven years to ensure that success
criteria are met per USACE guidelines. Accordingly, success criteria will consist of a minimum survival
of 320 stems per acre by the end of the Year 3 monitoring period, a minimum of 260 stems per acre at the
end of Year 5 and a minimum of 210 stems per acre in Year 7. If monitoring indicates either that the
specified survival rate is not being met or the development of detrimental conditions (i.e., invasive
species, diseased vegetation), appropriate corrective actions will be developed and implemented.
Pee Dee NCEEP Mitigation Plan 2013 44

10.0 MONITORING REQUIREMENTS
Annual monitoring data will be reported using the EEP monitoring template. The monitoring report shall
provide a project data chronology that will facilitate an understanding of project status and trends,
population of EEP databases for analysis, research purposes, and assist in decision making regarding
project close -out.
Required
Parameter
uanti
Frequency
Notes
As per November
Cross - sections to be monitored over
2011 NCEEP
Monitoring
seven (7) years and shall include an
monitoring
Years 1, 2,
assessment of bank height ratio and
YES
Dimension
requirements
3, 5, and 7
entrenchment ratio
As per November
Bank pin arrays shall be installed at
2011 NCEEP
Monitoring
pool (bend) monitoring cross - sections;
Bank Erosion
monitoring
Years 1, 2,
arrays shall be measured at time of
YES
Pins
requirements
3, 5, and 7
cross - section surveys
As per November
2011 NCEEP
monitoring
NO
Profile
requirements
As needed
As per April 2003
USACE
Wilmington District
Stream Mitigation
YES
Substrate
Guidelines
annual
As per April 2003
A Crest Gauge will be installed on site;
USACE
the device will be inspected on a semi -
Wilmington District
annual basis to document the
Surface Water
Stream Mitigation
occurrence of bankfull events on the
YES
Hydrology
Guidelines
annual
project
Quantity and
Groundwater monitoring gauges with
location of gauges
data recording devices will be installed
will be determined
on site; the data will be downloaded on
Groundwater
in consultation with
a monthly basis during the growing
NO
Hydrology
EEP
annual
season
Quantity and
location of
vegetation plots will
be determined in
Monitoring
Vegetation will be monitored using the
consultation with
Years 1, 2,
Carolina Vegetation Survey (CVS)
YES
Vegetation
EEP
3, 5, and 7
protocols
Exotic and
nuisance
Semi-
Locations of exotic and nuisance
YES
vegetation
annual
vegetation will be mapped
Locations of fence damage, vegetation
Project
Semi-
damage, boundary encroachments, etc.
YES
boundary
annual
will be mapped
Pee Dee NCEEP Mitigation Plan 2013 45

11.0 LONG -TERM MANAGEMENT PLAN
Upon approval for close -out by the Interagency Review Team (IRT) the site will be transferred to the
State of North Carolina. This party shall 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.
Endowment funds required to uphold easement and deed restrictions shall be negotiated prior to site
transfer to the responsible party.
The NCDENR Division of Natural Resource Planning and Conservation's Stewardship Program currently
houses EEP stewardship endowments within the non - reverting, interest - bearing Conservation Lands
Stewardship Endowment Account. The use of funds from the Endowment Account is governed by North
Carolina General Statute GS 113A- 232(d)(3). Interest gained by the endowment fund may be used only
for the purpose of stewardship, monitoring, stewardship administration, and land transaction costs, if
applicable. The NCDENR Stewardship Program intends to manage the account as a non - wasting
endowment. Only interest generated from the endowment funds will be used to steward the
compensatory mitigation sites. Interest funds not used for those purposes will be re- invested in the
Endowment Account to offset losses due to inflation.
Pee Dee NCEEP Mitigation Plan 2013 46

12.0 ADAPTIVE MANAGEMENT PLAN
Upon completion of site construction EEP 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 the site's ability to achieve site
performance standards are jeopardized, EEP will notify the USACE of the need to develop a Plan of
Corrective Action. The Plan of Corrective Action may be prepared using in -house technical staff or may
require engineering and consulting services. Once the Corrective Action Plan is prepared and finalized
EEP 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. Implement the Corrective Action Plan.
5. Provide the USACE a Record Drawing of Corrective Actions. This document shall
depict the extent and nature of the work performed.
13.0- FINANCIAL ASSURANCES
Pursuant to Section IV H and Appendix III of the Ecosystem Enhancement Program's In -Lieu Fee
Instrument dated July 28, 2010, the North Carolina Department of Environment and Natural Resources
has provided the U.S. Army Corps of Engineers Wilmington District with a formal commitment to fund
projects to satisfy mitigation requirements assumed by EEP. This commitment provides financial
assurance for all mitigation projects implemented by the program.
Pee Dee NCEEP Mitigation Plan 2013 47

14.1 DEFINITIONS
Morphological description — the stream type; stream type is determined by quantifying channel
entrenchment, dimension, pattern, profile, and boundary materials; as described in Rosgen, D. (1996),
Applied River Morphology, 2nd edition
Native vegetation community — a distinct and reoccurring assemblage of populations of plants, animals,
bacteria and fungi naturally associated with each other and their population; as described in Schafale,
M.P. and Weakley, A. S. (1990), Classification of the Natural Communities of North Carolina, Third
Approximation
Project Area - includes all protected lands associated with the mitigation project
14.2 REFERENCES
Andrews, E.D. (19 84) Bed - material entrainment and hydraulic geometry of gravel -bed rivers in Colorado.
Geological Society ofAmerica Bulletin, 95, 371 -378.
Environmental Data Resources, Inc. 2011. EDR Radius Map Report.
Faber - Langendoen, D., Rocchio, J., Schafale, M., Nordman, C., Pyne, M., Teague, J., Foti, T., Comer, P.
(2006), Ecological Integrity Assessment and Performance Measures for Wetland Mitigation.
NatureServe, Arlington, Virginia.
Lamb, Michael P., Dietrich, W.E., Venditti, J. G., (2008) Journal of Geophysical Research, 113, 1 -20.
Lindenmayer, D.B., and J.F. Franklin. (2002), Conserving forest biodiversity: A comprehensive
multiscaled approach. Island Press, Washington, DC.
North Carolina Division of Water Quality (NCDWQ). Surface Water Classifications.
http: / /portal.ncdenr.org /web /wq /Ts /csu/classifications Raleigh, NC.
North Carolina Floodplain Mapping Program. Floodplain Mapping Information System.
http: / /floodmaps .nc.gov /FMIS /Default.aspx Raleigh, NC.
North Carolina Geological Survey, 1985. Geologic Map of North Carolina. North Carolina Department of
Natural Resources and Community Development, Raleigh, NC.
Peet, R.K., Wentworth, T. S., and White, P. S. (1998), A flexible, multipurpose method for recording
vegetation composition and structure. Castanea 63:262 -274
Pope, B.F., Tasker, G.D. 1999, Estimating the magnitude and frequency of floods in rural basins of North
Carolina. U.S. Geological Survey Water Resources Investigations Report 99 -4114. U.S. Geological
Survey, Raleigh, NC.
Rosgen, D. (1996), Applied River Morphology, 2nd edition, Wildland Hydrology, Pagosa Springs, CO.
Pee Dee NCEEP Mitigation Plan 2013 48

Schafale, M.P. and Weakley, A. S. (1990), Classification of the Natural Communities of North Carolina,
Third Approximation, NC Natural Heritage Program, Raleigh, NC
Stream Mitigation Guidelines, April 2003, US Army Corps of Engineers Wilmington District.
Young, T.F. and Sanzone, S. (editors). (2002), A framework for assessing and reporting on ecological
condition. Ecological Reporting Panel, Ecological Processes and Effects Committee. EPA Science
Advisory Board. Washington, DC.
Pee Dee NCEEP Mitigation Plan 2013 49

APPENDIX A
SITE PROTECTION INSTRUMENTS)

BOOK ",i PAGE iiiiiiiiu 33621'
�1 This document presented and filed:
p
O 0 Il JA,` 11/22/2013 10:47:35 AM
304 00
$42- I.0o �� • D Kaye G. Norris, Montgomery County, NC
REAL ESTATE EXCISE TAX: $421,00
STATE OF NORTH CAROLINA DEED OF CONSERVATION EASEMENT
AND RIGHT OF ACCESS PROVIDED
PURSUANT TO
FULL DELIVERY
MITIGATION CONTRACT
MONTGOMERY COUNTY
SPO File Number: 62 -AQ
EEP Project Number: 95350
Prepared by: Office of the Attorney General
Property Control Section
Return to: NC Department of Administration
State Property Office
1321 Mail Service Center
Raleigh, NC 27699 -1321
THIS DEED OF CONSERVATION EASEMENT AND RIGHT OF ACCESS, made
this 22nd day of Novels , 2013. Javondale, LP, (`'Grantor "), whose mailing
address is 118 Javondale Farm Drive, Mt. Gilead, NC 27306 to the State of North Carolina,
("Grantee'), whose mailing address is State of North Carolina, Department of Administration,
State Property Office, 1321 Mail Service Center, Raleigh, NC 27699 -1321. The designations of
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.
WITNESSETH:
WHEREAS, pursuant to the provisions of N.C. Gen. Stat. § 143 -214.8 et sea., the State
of North Carolina has established the Ecosystem Enhancement Program (formerly known as the
Wetlands Restoration Program) within the Department of Environment and Natural Resources
for the purposes of acquiring, maintaining, restoring, enhancing, creating and preserving wetland
and riparian resources that contribute to the protection and improvement of water quality, flood
prevention, fisheries, aquatic habitat, wildlife habitat, and recreational opportunities; and
NCEEP Full Delivery Conservation Easement Template adopted 13 August 2013
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BK 727 PG 516 DOC #336213
WHEREAS, this Conservation Easement from Grantor to Grantee has been negotiated,
arranged and provided for as a condition of a full delivery contract between Environmental Banc
& Exchange, LLC and the North Carolina Department of Environment and Natural Resources, to
provide stream, wetland and/or buffer mitigation pursuant to the North Carolina Department of
Environment and Natural Resources Purchase and Services Contract Number 004644.
WHEREAS, The State of North Carolina is qualified to be the Grantee of a Conservation
Easement pursuant to N.C. Gen. Stat. § 121 -35; and
WHEREAS, the Department of Environment and Natural Resources and the United
States Army Corps of Engineers, Wilmington District entered into a Memorandum of
Understanding, (MOU) duly executed by all parties on November 4, 1998. This MOU
recognized that the Wetlands Restoration Program was to provide effective compensatory
mitigation for authorized impacts to wetlands, streams and other aquatic resources by restoring,
enhancing and preserving the wetland and riparian areas of the State, and
WHEREAS, the Department of Environment and Natural Resources, the North Carolina
Department of Transportation and the United States Army Corps of Engineers, Wilmington
District entered into a Memorandum of Agreement, (MOA) duly executed by all parties in
Greensboro, NC on July 22, 2003, which recognizes that the Ecosystem Enhancement Program
is to provide for compensatory mitigation by effective protection of the land, water and natural
resources of the State by restoring, enhancing and preserving ecosystem functions; and
WHEREAS, the Department of Environment and Natural Resources, the U.S. Army
Corps of Engineers, the U.S. Environmental Protection Agency, the U.S. Fish and Wildlife
Service, the North Carolina Wildlife Resources Commission, the North Carolina Division of
Water Quality, the North Carolina Division of Coastal Management, and the National Marine
Fisheries Service entered into an agreement to continue the In -Lieu Fee operations of the North
Carolina Department of Natural Resources' Ecosystem Enhancement Program with an effective
date of 28 July, 2010, which supersedes and replaces the previously effective MOA and MOU
referenced above. and
WHEREAS, the acceptance of this instrument for and on behalf of the State of North
Carolina was granted to the Department of Administration by resolution as approved by the
Governor and Council of State adopted at a meeting held in the City of Raleigh, North Carolina,
on the 8`h day of February 2000; and
WHEREAS, the Ecosystem Enhancement Program in the Department of Environment
and Natural Resources, which has been delegated the authority authorized by the Governor and
Council of State to the Department of Administration, has approved acceptance of this
instrument; and
WHEREAS, Grantor owns in fee simple certain real property situated, lying, and being
in the Pee Dee Township, Montgomery County, North Carolina (the "Property"), and being
more particularly described as that certain parcel of land containing approximately 220.20 acres
NCEEP Full Delivery Conservation Easement Template adopted U August 2013
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BK 727 PG 517 DOC #336213
and being conveyed to the Grantor by deed as recorded in Deed Book 717 at Page 745 of the
Montgomery County Registry, North Carolina; and
WHEREAS, Grantor is willing to grant a Conservation Easement and Right of Access
over the herein described areas of the Property, thereby restricting and limiting the use of the
areas of the Property subject to the Conservation Easement to the terms and conditions and
purposes hereinafter set forth, and Grantee is willing to accept said Easement and Access Rights.
The Conservation Easement shall be for the protection and benefit of the waters of tributaries to
Clarks Creek.
NOW, THEREFORE, in consideration of the mutual covenants, terms, conditions, and
restrictions hereinafter set forth, Grantor unconditionally and irrevocably hereby grants and
conveys unto Grantee, its successors and assigns. forever and in perpetuity, a Conservation
Easement along with a general Right of Access.
The Conservation Easement Area consists of the following:
Tracts A, B. C, D, E. and F containing a total of 21.02 acres as shown on the plats of survey
entitled "Final Plat, Conservation Easement for North Carolina Ecosystem Enhancement
Program, Project Name: Pee Dee Mitigation Project, SPO File No. 62 -AQ, EEP Site No. 95350,
Property of Javondale, LP," dated November 7 2013 by Phillip B. Kee, PLS Number NC -4647
and recorded in the Montgomery County. North Carolina Register of Deeds at Plat Book F
Page 87-A
See attached "Exhibit A Legal Description of area of the Property hereinafter referred to as the
"Conservation Easement Area"
The purposes of this Conservation Easement are to maintain, restore, enhance, construct,
create and preserve wetland and /or riparian resources in the Conservation Easement Area that
contribute to the protection and improvement of water quality, flood prevention, fisheries,
aquatic habitat, wildlife habitat, and recreational opportunities; to maintain permanently the
Conservation Easement Area in its natural condition, consistent with these purposes; and to
prevent any use of the Easement Area that will significantly impair or interfere with these
purposes. To achieve these purposes, the following conditions and restrictions are set forth:
DURATION OF EASEMENT
Pursuant to law, including the above referenced statutes, this Conservation Easement and
Right of Access shall be perpetual and it shall run with, and be a continuing restriction upon the
use of, the Property, and it shall be enforceable by the Grantee against the Grantor and against
Grantor's heirs, successors and assigns, personal representatives, agents, lessees, and licensees.
II. GRANTOR RESERVED USES AND RESTRICTED ACTIVITIES
NCEEP Full Delivery Conservation Easement Template adopted 13 August 2013
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BK 727 PG 518 DOC #336213
The Conservation Easement Area shall be restricted from any development or usage that
would impair or interfere with the purposes of this Conservation Easement. Unless expressly
reserved as a compatible use herein, any activity in, or use of. the Conservation Easement Area
by the Grantor is prohibited as inconsistent with the purposes of this Conservation Easement.
Any rights not expressly reserved hereunder by the Grantor have been acquired by the Grantee.
Any rights not expressly reserved hereunder by the Grantor. including the rights to all mitigation
credits, including, but not limited to. stream, wetland, and riparian buffer mitigation units.
derived from each site within the area of the Conservation Easement, are conveyed to and belong
to the Grantee. Without limiting the generality of the foregoing, the following specific uses are
prohibited. restricted, or reserved as indicated:
A. Recreational Cases. Grantor expressly reserves the right to undeveloped recreational
uses, including hiking. bird watching, hunting and fishing, and access to the Conservation
Easement Area for the purposes thereof.
B. Motorized Vehicle Use. Motorized vehicle use in the Conservation Easement Area is
prohibited except within a Crossing Area(s) or Road or Trail as shown on the recorded survey
plat or as specifically allowed within a fence maintenance zone as described in section D or
a Road or Trail described in section H.
C. Educational lases. The Grantor reserves the right to engage in and permit others to
engage in educational uses in the Conservation Easement Area not inconsistent with this
Conservation Easement, and the right of access to the Conservation Easement Area for such
purposes including organized educational activities such as site visits and observations.
Educational uses of the property shall not alter vegetation. hydrology or topography of the site.
D. Damage to Vegetation. Except within Crossing Area(s) as shown on the recorded
survey plat and as related to the removal of non - native plants. diseased or damaged trees, or
vegetation that destabilizes or renders unsafe the Conservation Easement Area to persons or
natural habitat. all cutting, removal, mowing. harming. or destruction of any trees and vegetation
in the Conservation Easement Area is prohibited with the following exception:
Notwithstanding the foregoing, if there is a fence within the Conservation Easement Area, the
Grantor reserves the right to mow and maintain vegetation within 10 feet of the Conservation
Easement boundary as shown on the Survey Plat and extending along the entire length of the
fence. The Grantor. his successors or assigns shall be solely responsible for maintenance of the
fence for as long as there is livestock on the Grantor's property adjacent to the Conservation
Easement Area.
E. Industrial, Residential and Commercial Lases. All industrial. residential and
commercial uses are prohibited in the Conservation Easement Area.
F. Agricultural Use. All agricultural uses are prohibited within the Conservation Easement
Area including any use for cropland. waste lagoons, or pastureland.
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BK 727 PG 519 DOC #336213
G. New Construction. There shall be no building, facility, mobile home, antenna, utility
pole. tower, or other structure constructed or placed in the Conservation Easement Area.
H. Roads and Trails. There shall be no construction or maintenance of roads, trails,
walkways, or paving in the Conservation Easement Area with the following exception:
Only roads and trails located within the Conservation Easement Area prior to completion of the
construction of the restoration project and within crossings shown on the recorded survey plat
may be maintained by Grantor, successors or assigns to allow for access to the interior of the
Property, and must be repaired and maintained to prevent runoff and degradation to the
Conservation Easement Area. Such roads and trails shall be covered with pervious materials
such as loose gravel or permanent vegetation in order to minimize runoff and prevent
sedimentation.
All roads, trails and crossings within the Conservation Easement Area shall be shown on the
recorded survey plat.
I. Signs. No signs shall be permitted in the Conservation Easement Area except
interpretive signs describing restoration activities and the conservation values of the
Conservation Easement Area, signs identifying the owner of the Property and the holder of the
Conservation Easement, signs giving directions, or signs prescribing rules and regulations for the
use of the Conservation Easement Area.
J. Dumping or Storing. Dumping or storage of soil, trash, ashes, garbage, waste,
abandoned vehicles, appliances. machinery, or any other material in the Conservation Easement
Area is prohibited.
K. Grading, Mineral Use, Excavation, Dredging. There shall be no grading, filling,
excavation, dredging, mining, drilling, hydraulic fracturing; removal of topsoil, sand, gravel,
rock, peat, minerals, or other materials.
L. Water Quality and Drainage Patterns. There shall be no diking, draining, dredging,
channeling, filling, leveling, pumping, impounding or diverting, causing, allowing or permitting
the diversion of surface or underground water in the Conservation Easement Area. No altering
or tampering with water control structures or devices, or disruption or alteration of the restored,
enhanced, or created drainage patterns is allowed. All removal of wetlands, polluting or
discharging into waters. springs, seeps, or wetlands, or use of pesticide or biocides in the
Conservation Easement Area is prohibited. In the event of an emergency interruption or
shortage of all other water sources, water from within the Conservation Easement Area may
temporarily be withdrawn for good cause shown as needed for the survival of livestock on the
Property.
M. Subdivision and Conveyance. Grantor voluntarily agrees that no further subdivision.
partitioning, or dividing of the Conservation Easement Area portion of the Property owned by the
Grantor in fee simple ("fee") that is subject to this Conservation Easement is allowed. Any future
transfer of the Property shall be subject to this Conservation Easement and Right of Access and to the
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BK 727 PG 520 DOC #336213
Grantee's right of unlimited and repeated ingress and egress over and across the Property to the
Conservation Easement Area for the purposes set forth herein.
N. Development Rights. All development rights are permanently removed from the
Conservation Easement Area and are non - transferrable.
O. Disturbance of Natural Features. Any change, disturbance, alteration or impairment of
the natural features of the Conservation Easement Area or any intentional introduction of non-
native plants, trees and/or animal species by Grantor is prohibited.
The Grantor may request permission to vary from the above restrictions for good cause
shown, provided that any such request is not inconsistent with the purposes of this Conservation
Easement, and the Grantor obtains advance written approval from the N.C. Ecosystem
Enhancement Program. whose mailing address is 1652 Mail Services Center. Raleigh, NC
27699 -1652.
III. GRANTEE RESERVED USES
A. Right of Access, Construction, and Inspection. The Grantee, its employees and agents,
successors and assigns, receive a perpetual Right of Access to the Conservation Easement Area
over the Property at reasonable times to undertake any activities to restore, construct, manage,
maintain, enhance, protect, and monitor the stream, wetland and any other riparian resources in
the Conservation Easement Area, in accordance with restoration activities or a long -term
management plan. Unless otherwise specifically set forth in this Conservation Easement, the
rights granted herein do not include or establish for the public any access rights.
B. Restoration Activities. These activities include planting of trees, shrubs and herbaceous
vegetation, installation of monitoring wells, utilization of heavy equipment to grade, fill, and
prepare the soil, modification of the hydrology of the site, and installation of natural and
manmade materials as needed to direct in- stream, above ground, and subterraneous water flow.
C. Signs. The Grantee, its employees and agents, successors or assigns, shall be permitted
to place signs and witness posts on the Property to include any or all of the following: describe
the project, prohibited activities within the Conservation Easement, or identify the project
boundaries and the holder of the Conservation Easement.
D. Fences. Conservation Easements are purchased to protect the investments by the State
(Grantee) in natural resources. Livestock within conservations easements damages the
investment and can result in reductions in natural resource value and mitigation credits which
would cause financial harm to the State. Therefore, Landowners (Grantor) with livestock are
required to restrict livestock access to the Conservation Easement area. Repeated failure to do so
may result in the State (Grantee) repairing or installing livestock exclusion devices (fences)
within the conservation area for the purpose of restricting livestock access. In such cases, the
landowner (Grantor) must provide access to the State (Grantee) to make repairs.
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BK 727 PG 521 DOC #336213
E. Crossing Area(s). The Grantee is not responsible for maintenance of crossing area(s).
however, the Grantee, its employees and agents, successors or assigns, reserve the right to repair
crossing area(s), at its sole discretion and to recover the cost of such repairs from the Grantor if
such repairs are needed as a result of activities of the Grantor, his successors or assigns.
IV. ENFORCEMENT AND REMEDIES
A. Enforcement. To accomplish the purposes of this Conservation Easement, Grantee is
allowed to prevent any activity within the Conservation Easement Area that is inconsistent with
the purposes of this Conservation Easement and to require the restoration of such areas or
features in the Conservation Easement Area that may have been damaged by such unauthorized
activity or use. Upon any breach of the terms of this Conservation Easement by Grantor, the
Grantee shall, except as provided below, notify the Grantor in writing of such breach and the
Grantor shall have ninety (90) days after receipt of such notice to correct the damage caused by
such breach. If the breach and damage remains uncured after ninety (90) days, the Grantee may
enforce this Conservation Easement by bringing appropriate legal proceedings including an
action to recover damages, as well as injunctive and other relief. The Grantee shall also have the
power and authority, consistent with its statutory authority: (a) to prevent any impairment of the
Conservation Easement Area by acts which may be unlawful or in violation of this Conservation
Easement; (b) to otherwise preserve or protect its interest in the Property; or (c) to seek damages
from any appropriate person or entity. 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 is or would irreversibly or otherwise materially impair the
benefits to be derived from this Conservation Easement, and the Grantor and Grantee
acknowledge that the damage would be irreparable and remedies at law 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.
B. Inspection. The Grantee, its employees and agents, successors and assigns, have the
right, with reasonable notice, to enter the Conservation Easement Area over the Property at
reasonable times for the purpose of inspection to determine whether the Grantor is complying
with the terms, conditions and restrictions of this Conservation Easement.
C. Acts Beyond Grantor's Control. 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 caused by third parties, resulting from causes beyond the
Grantor's control, including, without limitation, fire, flood, storm, and earth movement, or from
any prudent action taken in good faith by the Grantor under emergency conditions to prevent,
abate, or mitigate significant injury to life or damage to the Property resulting from such causes.
D. Costs of Enforcement. Beyond regular and typical monitoring expenses, any costs
incurred by Grantee in enforcing the terms of this Conservation Easement against Grantor,
including, without limitation, any costs of restoration necessitated by Grantor's acts or omissions
in violation of the terms of this Conservation Easement, shall be borne by Grantor.
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BK 727 PG 522 DOC #336213
E. No Waiver. Enforcement of this Easement shall be at the discretion of the Grantee and
any forbearance. delay or omission by Grantee to exercise its rights hereunder in the event of any
breach of any term set forth herein shall not be construed to be a waiver by Grantee.
V. MISCELLANEOUS
A. This instrument 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 invalid, the
remainder of the provisions of the Conservation Easement, and the application of such provision
to persons or circumstances other than those as to which it is found to be invalid, shall not be
affected thereby.
B. Grantor is responsible for any real estate taxes, assessments, fees, or charges levied upon
the Property. 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. Upkeep of any constructed bridges, fences, or other amenities on the Property
are the sole responsibility of the Grantor. 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.
C. Any notices shall be sent by registered or certified mail, return receipt requested to the
parties at their addresses shown herein or to other addresses as either party establishes in writing
upon notification to the other.
D. Grantor shall notify Grantee in writing of the name and address and any party to whom
the Property or any part thereof is to be transferred at or prior to the time said transfer is made.
Grantor further agrees that any subsequent lease, deed, or other legal instrument by which any
interest in the Property is conveyed is subject to the Conservation Easement herein created.
E. The Grantor and Grantee agree that the terms of this Conservation Easement shall survive
any merger of the fee and easement interests in the Property or any portion thereof.
F. This Conservation Easement and Right of Access may be amended, but only in writing
signed by all parties hereto, or their successors or assigns, if 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 purposes of the Conservation Easement. The owner of the
Property shall notify the State Property Office and the U.S. Army Corps of Engineers in writing
sixty (60) days prior to the initiation of any transfer of all or any part of the Property or of any
request to void or modify this Conservation Easement. Such notifications and modification
requests shall be addressed to:
Ecosystem Enhancement Program Manager
State Property Office
1321 Mail Service Center
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BK 727 PG 523 DOC #336213
Raleigh, NC 27699 -1321
and
General Counsel
US Army Corps of Engineers
69 Darlington Avenue
Wilmington, NC 28403
G. 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 under N.C. Gen. Stat. § 121 -34 et seq. 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.
VI. QUIET ENJOYMENT
Grantor reserves all remaining rights accruing from ownership of the Property, including
the right to engage in or permit or invite others to engage in only those uses of the Conservation
Easement Area that are expressly reserved herein, not prohibited or restricted herein, and are not
inconsistent with the purposes of this Conservation Easement. Without limiting the generality of
the foregoing, the Grantor expressly reserves to the Grantor, and the Grantor's invitees and
licensees, the right of access to the Conservation Easement Area, and the right of quiet
enjoyment of the Conservation Easement Area,
TO HAVE AND TO HOLD, the said rights and easements perpetually unto the State of
North Carolina for the aforesaid purposes,
AND Grantor covenants that Grantor is seized of said premises in fee and has the right to
convey the permanent Conservation Easement herein granted, that the same is free from
encumbrances and that Grantor will warrant and defend title to the same against the claims of all
persons whomsoever.
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BK 727 PG 524 DOC #336213
IN TESTIMONY WHEREOF the Grantor has hereunto set his hand and seal, the day
and year first above written.
Javondale, LP
P/j I'll / 14 6 !r .�. �_..�� (SEAL)
Pearl A. Thompson, Partner
NORTH CAROLINA, COUNTY OF MONTGOMERY
I, The undersigned Notary Public of the County of Montgomery and State aforesaid, certify that
Pearl A. Thompson personally came before me this day and acknowledged that she as Partner of
Javondale, LP, a North Carolina Limited Partnership, and that by authority duly given and as the act of
such entity, she signed the foregoing instrument in its name on its behalf.
IN WITNESS WHEROF, I have hereunto set my hand and Notary Seal this theolq 49 day of
November, 2013.
otary lic
My commission expires:

BK 727 PG 525 DOC #336213
Exhibit A
Being all of Area A thru F, containing a total of 21.02 acres, as shown on a final plat of a Conservation
Easement Survey entitled "The State of North Carolina, Ecosystem Enhacement Program" prepared by Kee
Mapping & Surveying, Phillip B. Kee, PLS NC -4647, dated November 7th, 2013 and recorded on 11/12/2013 in
Plat Cabinet F, Slide 87 -A, to which reference is hereby made and incorporated herein, see plat for a more
particular description of metes and bounds.

BK 727 PG 526 DOC #336213
Exhibit:
A Conservation Easementfor
The State of North Carolina,
Ecosystem Enhancement Program,
Pee Dee Stream Restoration Site
The Property of Javondale, LP
SPO FILE NUMBER: 62 -AQ EEP PROJECT ID: 95350
The following conservation easement area is located off of Pee Dee Road (SR #1174) within the Pee Dee
Township, Montgomery County, North Carolina and being on a portion of that property conveyed to
Javondale, LP and described as Parcel One in Deed Book 717 Page 745 as recorded in the Montgomery
County Register of Deeds and being more particularly described as follows:
Conservation Easement Area "A "5,37Acres:
BEGINNING AT A 5/8" REBAR SET WITH AN EEP CAP (CORNER 1), said rebar being located S 71 °36'54" W
a horizontal ground distance of 438.10 feet from a 1" iron pipe set in concrete with a Kee control cap,
said iron pipe being located in a pasture approximately 360 feet from the southeast corner of a barn and
having North Carolina State Plane Coordinates of Northing:549071.22 feet and Easting:1692882.65 feet;
Thence with the aforesaid conservation easement area the following (13) courses and distances:
(1) S 19 °39'08" E a distance of 390.89 feet to a 5/8" rebar set with an EEP cap (corner 2);
(2) S 08 °41'56" E a distance of 525.22 feet to a 5/8" rebar set with an EEP cap (corner 3), said rebar
being located N 39 °59'06" E a distance of 129.40 feet from an existing 1/2" rebar with a
L -3116 cap, said rebar being a common corner of Deed book 717 Page 745 (Parcel One) and
Deed Book 380 Page 624 of the Montgomery County Registry;
(3) N 66 °17'10" W a distance of 152.73 feet to a 5/8" rebar set with an EEP cap (corner 4), said
rebar being located N 00 °23'53" E a distance of 116.62 feet from an existing 1/2" rebar with a
L -3116 cap, said rebar being a common corner of Deed book 717 Page 745 (Parcel One) and
Deed Book 380 Page 624 of the Montgomery County Registry;
(4) N 06 °08'20" W a distance of 208.56 feet to a 5/8" rebar set with an EEP cap (corner 5);
(5) N 14 °22'52" W a distance of 415.00 feet to a 5/8" rebar set with an EEP cap (corner 6);
(6) N 40 °36'32" W a distance of 302.32 feet to a 5/8" rebar set with an EEP cap (corner 7);
(7) N 29 °33'11" W a distance of 197.98 feet to a 5/8" rebar set with an EEP cap (corner 8);
(8) N 01 °59'53" E a distance of 136.55 feet to a 5/8" rebar set with an EEP cap (corner 9);
(9) N 33 °15'00" E a distance of 237.61 feet to a 5/8" rebar set with an EEP cap (corner 10);
(10) N 81 °53'30" E a distance of 117.31 feet to a 5/8" rebar set with an EEP cap (corner 11);
(11) S 06 °04'46" E a distance of 97.34 feet to a 5/8" rebar set with an EEP cap (corner 12);
(12) S 13 °30'57" W a distance of 243.16 feet to a 5/8" rebar set with an EEP cap (corner 13);
(13) S 35 °16'11" E a distance of 249.53 feet to the TRUE POINT OF BEGINNING.

BK 727 PG 527 DOC #336213
Conservation Easement Area 'B" 3.87Acres:
BEGINNING AT A 5/8" REBAR SET WITH AN EEP CAP (CORNER 14), said rebar being located N 57 °00'15" E
a horizontal ground distance of 125.41 feet from a 1" iron pipe set in concrete with a Kee control cap,
said iron pipe being located in a pasture approximately 360 feet from the southeast corner of a barn and
having North Carolina State Plane Coordinates of Northing:549071.22 feet and East ing:1692882.65 feet;
Thence with the aforesaid conservation easement area the following (4) courses and distances:
(1) N 19 °37'11" W a distance of 411.25 feet to a 5/8" rebar set with an EEP cap (corner 15);
(2) N 26 °58'12" W a distance of 468.97 feet to a 5/8" rebar set with an EEP cap (corner 16);
(3) N 63 °02'08" E a distance of 127.53 feet to a 5/8" rebar set with an EEP cap (corner 17);
(4) S 31 °17'58" E a distance of 416.07 feet to a 5/8" rebar set with an EEP cap (corner 18), said rebar
being in a common line of Deed Book 717 Page 745 (Parcel One) and Deed Book 574 Page 16 of
the Montgomery County Registry;
Thence with the aforesaid common line and continuing with the conservation easement area the
following (3) courses and distances:
(1) S 16 °17'34" W a distance of 25.72 feet to an existing 1/2" rebar (corner 19);
(2) S 04 °40'36" E a distance of 69.89 feet to an existing fence corner post (corner 20);
(3) S 63 °32'06" E a distance of 46.46 feet to a 5/8" rebar set with an EEP cap (corner 21);
Thence leaving the aforementioned common line and continuing with the conservation
easement area the following (3) courses and distances:
(1) 5 25 °51'12" E a distance of 139.25 feet to a 5/8" rebar set with an EEP cap (corner 22);
(2) S 00 °22'59" W a distance of 129.59 feet to a 5/8" rebar set with an EEP cap (corner 23), said
rebar being located S 48 °18'38" W a distance of 217.11 feet from an existing 3/4" iron pipe;
(3) S 38 °34'07" E a distance of 402.11 feet to a 5/8" rebar set with an EEP cap (corner 24) in the
northern margin of a 60 foot wide stream crossing, said rebar being located N 26 °48'28" W a
distance of 60.07 feet from a 5/8" rebar set with an EEP cap (corner 27);
Thence with the northern margin of the aforesaid stream crossing, S 65 °57'34" W a distance of 130.13
feet to a 5/8" rebar set with an EEP cap (corner 25), said rebar being located N 35 °49'27" W a distance
of 61.29 feet from a 5/8" rebar set with an EEP cap (corner 26);
Thence leaving the northern margin of the aforesaid stream crossing and continuing with the
conservation easement area, N 42 °32'42" W a distance of 311.79 feet to THE TRUE POINT OF
BEGINNING.
Conservation Easement Area "C" 4.51 Acres:
BEGINNING AT A 5/8" REBAR SET WITH AN EEP CAP (CORNER 26) in the southern margin of a 60 foot
wide stream crossing, said rebar being located S 59 °02'19" E a horizontal ground distance of 410.36 feet
from a 1" iron pipe set in concrete with a Kee control cap, said iron pipe being located in a pasture

BK 727 PG 528 DOC #336213
approximately 360 feet from the southeast corner of a barn and having North Carolina State Plane
Coordinates of Northing: 549071.22 feet and Easting: 1692882.65 feet;
Thence with southern margin of the aforesaid stream crossing and the conservation easement area
N 65 °57'34" E a distance of 120.51 feet to a 5/8" rebar set with an EEP cap (corner 27), said rebar being
located S 26 °48'28" E a distance of 60.07 feet from a 5/8" rebar set with an EEP cap (corner 24);
Thence leaving the southern margin of the aforementioned stream crossing and continuing with the
conservation easement area the following (6) courses and distances:
(1) S 29 °43'38" E a distance of 175.60 feet to a 5/8" rebar set with an EEP cap (corner 28);
(2) S 23 °38'37" E a distance of 294.46 feet to a 5/8" rebar set with an EEP cap (corner 29), said rebar
being located S 68 °24'38" W a distance of 759.76 feet from a 5/8" rebar set with an EEP cap
(corner 57);
(3) S 04 °25'17" E a distance of 105.65 feet to a 5/8" rebar set with an EEP cap (corner 30);
(4) S 46 °07'57" E a distance of 281.57 feet to a 5/8" rebar set with an EEP cap (corner 31);
(5) S 37 °22'16" E a distance of 305.76 feet to a 5/8" rebar set with an EEP cap (corner 32);
(6) S 66 °55'36" E a distance of 305.58 feet to a 5/8" rebar set with an EEP cap (corner 33) in the
northern margin of a 60 foot wide stream crossing, said rebar being located N 55 °31'33" W a
distance of 60.00 feet from a 5/8" rebar set with an EEP cap (corner 37);
Thence with the northern margin of the aforesaid stream crossing, S 34 °53'28" W a distance of 136.11
feet to a 5/8" rebar set with an EEP cap (corner 34), said rebar being located N 64 °54'33" W a distance
of 60.89 feet from a 5/8" rebar set with an EEP cap (corner 45);
Thence leaving the northern margin of the aforementioned stream crossing and continuing with the
conservation easement area the following (3) courses and distances:
(1) N 64 °54'41" W a distance of 292.61 feet to a 5/8" rebar set with an EEP cap (corner 35);
(2) N 41 °28'20" W a distance of 637.75 feet to a 5/8" rebar set with an EEP cap (corner 36);
(3) N 22 °39'06" W a distance of 591.72 feet to THE TRUE POINT OF BEGINNING.
Conservation EasementArea 'D" 1.68Acres:
BEGINNING AT A 5/8" REBAR SET WITH AN EEP CAP (CORNER 37) in the southern margin of a 60 foot
wide stream crossing, said rebar being located S 47 °25'07" E a horizontal ground distance of 1893.82
feet from a 1" iron pipe set in concrete with a Kee control cap, said iron pipe being located in a pasture
approximately 360 feet from the southeast corner of a barn and having North Carolina State Plane
Coordinates of Northing: 549071.22 feet and Easting: 1692882.65 feet;
Thence leaving the southern margin of the aforesaid stream crossing and with the conservation
easement area the following (8) courses and distances:
(1) S 49 °25'05" E a distance of 110.77 feet to a 5/8" rebar set with an EEP cap (corner 38);
(2) S 18 °50'19" E a distance of 266.41 feet to a 5/8" rebar set with an EEP cap (corner 39);
(3) S 10 °27'02" W a distance of 185.44 feet to a 5/8" rebar set with an EEP cap (corner 40);

BK 727 PG 529 DOC #336213
(4) S 54 °10'14" W a Total distance of 81.39 feet to a calculated point, passing a 5/8" rebar set with
an EEP cap (corner 41) at a 8.47 feet offset on the north bank of Clarks Creek;
(5) N 69 °44'20" W a distance of 139.11 feet to a calculated point;
(6) N 48 °18'27" E, passing a 5/8" rebar set with an EEP cap (corner 42) at a distance of 7.91 feet on
the north bank of Clarks Creek, a total distance of 125.72 feet to a 5/8" rebar set with an EEP
cap (corner 43);
(7) N 12 °09'19" W a distance of 306.30 feet to a 5/8" rebar set with an EEP cap (corner 44);
(8) N 64 °54'03" W a distance of 45.93 feet to a 5/8" rebar set with an EEP cap (corner 45)in the
southern margin of a 60 foot wide stream crossing, said rebar being located S 64 °54'33" E a
distance of 60.89 feet from a 5/8" rebar set with an EEP cap (corner 34);
Thence with the southern margin of the aforesaid stream crossing and continuing with the conservation
easement area N 34 °53'28" E a distance of 126.18 feet to THE TRUE POINT OF BEGINNING.
Conservation Easement Area "E"4.74 Acres:
BEGINNING AT A 5/8" REBAR SET WITH AN EEP CAP (CORNER 46), said rebar being located S 61 °43'28" E
a distance of 875.96 feet from an existing 3/4" iron pipe and located S 83 °19'08" E a horizontal ground
distance of 1402.78 feet from a 1" iron pipe set in concrete with a Kee control cap, said iron pipe being
located in a pasture approximately 360 feet from the southeast corner of a barn and having North
Carolina State Plane Coordinates of Northing: 549071.22 feet and Easting: 1692882.65 feet;
Thence with the conservation easement area the following (3) courses and distances:
(1) N 89 °14'44" E a distance of 432.29 feet to a 5/8" rebar set with an EEP cap (corner 47);
(2) S 41 °39'17" E a distance of 271.46 feet to a 5/8" rebar set with an EEP cap (corner 48);
(3) S 28 °11'11" E a distance of 620.46 feet to a 5/8" rebar set with an EEP cap (corner 49) in the
northern margin of a 60 foot wide stream crossing, said rebar being located N 59 °08'20" W a
distance of 60.07 feet from a 5/8" rebar with an EEP cap (corner 58);
Thence with the northern margin of the aforesaid stream crossing S 28 °03'30" W, a distance of 121.68
feet to a 5/8" rebar set with an EEP cap (corner 50), said rebar being located N 52 °35'00" W a distance
of 60.81 feet from a 5/8" rebar set with an EEP cap (corner 63);
Thence leaving the northern margin of the aforementioned stream crossing and continuing with the
conservation easement area the following (8) courses and distances:
(1) N 47 °39'37" W a distance of 122.55 feet to a 5/8" rebar set with an EEP cap (corner 51);
(2) N 37 °06'39" W a distance of 111.60 feet to a 5/8" rebar set with an EEP cap (corner 52);
(3) N 24 °25'04" W a distance of 249.80 feet to a 5/8" rebar set with an EEP cap (corner 53);
(4) N 46 °41'28" W a distance of 112.33 feet to a 5/8" rebar set with an EEP cap (corner 54);
(5) N 24 °37'26" W a distance of 121.27 feet to a 5/8" rebar set with an EEP cap (corner 55);
(6) N 64 °53'06" W a distance of 244.06 feet to a 5/8" rebar set with an EEP cap (corner 56);

BK 727 PG 530 DOC #336213
(7) N 85 °29'14" W a distance of 254.54 feet to a 5/8" rebar set with an EEP cap (corner 57), said
rebar being located N 68 °24'38" E a distance of 759.76 feet from a 5/8" rebar set with an EEP
cap (corner 29);
(8) N 07 °55'09" E a distance of 142.85 feet to THE TRUE POINT OF BEGINNING.
Conservation Easement Area "F" 0,85 Acres:
BEGINNING AT A 5/8" REBAR SET WITH AN EEP CAP (CORNER 58) in the southern margin of a 60 foot
wide stream crossing, said rebar being located 5 68 °14'41" E a horizontal ground distance of 2530.81
feet from a 1" iron pipe set in concrete with a Kee control cap, said iron pipe being located in a pasture
approximately 360 feet from the southeast corner of a barn and having North Carolina State Plane
Coordinates of Northing: 549071.22 feet and Easting: 1692882.65 feet;
Thence leaving the southern margin of the aforesaid stream crossing and with the conservation
easement area the following (5) courses and distances:
(1) S 49 °26'10" E a distance of 120.94 feet to a 5/8" rebar set with an EEP cap (corner 59);
(2) N 87 °00'20" E a total distance of 143.39 feet to a calculated point, passing a 5/8" rebar set with
an EEP cap (corner 60) at a 10.11 feet offset on the west bank of Clarks Creek;
(3) S 00 °08'51" E a distance of 124.00 feet to a calculated point;
(4) S 87 °50'57" W, passing a 5/8" rebar set with an EEP cap (corner 61) at a distance of 11.61 feet
on the west bank of Clarks Creek, at a total distance of 199.61 feet to a 5/8" rebar set with an
EEP cap (corner 62);
(5) N 47 °14'50" W a distance of 131.31 feet to a 5/8" rebar set with an EEP cap (corner 63) in the
southern margin of a 60 foot wide stream crossing, said rebar being located S 52 °35'00" E a
distance of 60.81 feet from a 5/8" rebar set with an EEP cap (corner 50);
Thence with the southern margin of the aforesaid stream crossing and continuing with the conservation
easement area N 28 °03'30" E a distance of 128.63 feet to THE TRUE POINT OF BEGINNING.
Being all of that area of land containing a total of 21.02 Acres, being the same more or less, according to
a plat of survey entitled "A Conservation Easement Survey for: The State of North Carolina, Ecosystem
Enhancement Program, Pee Dee Stream Restoration Site "; on the property of Javondale, LP;
Job# 120759 -CE. This description was prepared from an actual survey and shown on the
aforementioned plat by Kee Mapping and Surveying, PA (License # C -3039) between the dates of
02/12/13 — 08/02/13 and under the supervision of Phillip B. Kee, NC PLS (License # L- 4647).
TOGETHER WITH the right to use a 12 foot wide non - exclusive easement for the purpose of ingress,
egress and regress to the conservation easement areas as shown and described on the above
referenced plat of survey prepared by Kee Mapping and Surveying, PA and being more particularly
described in Section IIIA of the conservation easement agreement.

CERTIFY THAT THIS PLAT SHOWN HEREON IS
NOT WITHIN THE WATERSHED PROTECTION \\ /
DISTRICT 0.R COMPLIES WITH THE WATERSHED \ \\
PROTECTION DISTRICT FOR IAOVTGOMERY COUNT
D IS APPROVED BY THE PLANING BOARD FOR
REGOR/GIryNMG IN THE REGG1p13TT//ER OF DEEDS OFFICE D'WEW11G o \
wAT "'cresri60'nomlNlsrR;nrOR �(ZDATE <
■
THIS PLAT DOES NOT CREATE A
SUBDINS Or I OF PROPERTY IN MONTGOMERY
COUNTY, THE PURPOSE OF THIS SURVEY I
TO IDENTIFY THE CONSER/ATCH EASEMENT
AREAS OWL! NO TRANSFER OF PROPERTY
IS TAK VG PLACE. N
,s Q
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'. N o v✓EI'.aNDJ
} N
N33 °1231511 'I I \
( 2)
9 I
N01 °59'53 "E a"i
N 29 °33'11' W
197.98
Iu-
7 s�,
AREA A
5.37 ACRES �Pi
N 40 °36'32" AT m
6, k
302.32'
N 14 °2252 W
IL3�
6'
N NOB °0820 W
208.5e -�
FAIRV2N/CO., LLC �
P :6594 -00 08 - <2]0
B :. 330 PG� G24
PC: C SLIDE. 179 -D
P,FRnFCATE OF DWN,RSHP AND DEDCAr ON
I HEREBY CERTIFY THAT I AM THE OVAER OF THE PROPERTY AS
SHOWN AND DESCRBED HEREON, I ALSO HEREBY ACCEPT AND
ADOPT THE ECORD PLAT AND CONSERVATION EASEMENT WITH MY
FREE CONSENT AND DEDICATED ALL EASEMENTS RIGHT OF WAYS
AND ACCESS ROADS TO PUBLIC AND /CR PR VA E USE AS DOTED
oN smo P AT. ry o -a
PEARL /66 A. THOMPSON
ICaTF OFcURVE A CCURACY'
PHILLIP B, KEE CERTIFY THAT iH s PLAT .3 DRAWN DER MY SUPERVISION FROM AN ACTUAL SURVEY
MADE NOR MY SUPERMS GN (DEED DESCRPTIION RECORDED IN
DEED SCOK:=PACE. AND PO VUjA SIDE %/. , THAT
DASHED LINES INDICATE LNES NOT SJRVFTED; THAT THE RATIO
CF PRECISION AS CALCULATED DOES NOT EXCEED
_ 10000 _ AND THAT THIS PLAT WAS PREPARED IN
ACCORDANCE NITH G.S. 47 -30 AS AMENDED.
ALSO HEREBY CERTIFY THAT THIS PLAT IS CF ONE OF THE
FOLLOWING: GS 47 -30 F(L) D; THAT THE SURVEY IS OF
ANOTHER CATEGORY, SUCH AS THE RECOMBINATION OF
1XINT111 PARCELS A COURT - ORDERED SURVEY, OR OTHER
EXCEPTON TO THE DEFINTION OF SUES-1- WITNESS MY ORIGINAL SIGNATURE. REGISTRATION NUMBER. AND
SEAL THIS _]TH _ SAY OF NOVEMBER , A,D, 2013.
y a'. y
SEAL r: = TEAS DocuMENr Is Nor
L 4647 = UNLESS SIGNED AND SEALED. LED.
ice, /I / /��1PI a1 10' PHLL- /KEE, �_
;t.ys
MONTGOMERY COUNTY, NORTE CAROLI INA-
REVIEW OFFICER FCR
MONT i0M RY COUNTY. C Ri1FY THAT THE .MAP OR
ALA 0 IOM EIS CERTIFICATION IS MEETS
ALL r\ SNA
TOPY REQUIREMENTS FOR RECORDICORDI NGG .
AS R
RENEW 0 CER \ ATE
2 THE PROPERTY S EXEMPT FROM TN[[ SUBDIVISION
REGULATIONS UNDER PARAGRAPH ARTICLE V,
SEO70N 50 CF THE .— TGON,ERY COUNTY
�\ SU bIV10 FI ORDI A *CE
�� /
_ L � J�sz 1
S BDIVI_ICV ADIAINISTRaroR DATE
\ O
p UIICUL'a
L42
fL68 RIT
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N 9C \\ AREA "B" '� e
m / - 1.2013 &'Id PLAT CABINET:_ SLIDE:81-
RED,SIREO TIS THE L DAY OF o__ ✓einbeR, TOTAL CONSERVATION VICINITY MAP
20/3 Ar a1Li-T—P('L AND RECORDED 1u EASEMENT AREA:
P_AT nCAEINET r- - SLIDE $'7 BY 21.02 ACRES
THECONSERVATON EASEMENT AREA SHOWN HEREDVS
y� STAHNE
. EE D MA SO_ ONCTK GP
DEP TY � iO JAA OFRTHATPROPERTYCONVEYE60N t"
I /�I� 00 // ��
REGISTER -OF DEEDS -_"7�
/ S10 °27'02 ' GO
G`GN A0 /' //✓
(NBA 92 61
IDENTFCATOVE AND MARKINGS PRR DED BY
'D'JNOX ENVRONMENTAL CONSULTATION AND
yV
185,4 p'
0®
C ICE. 461
OESGN NC. FOR NCLJSION ON THS MAP.
Lam.
(AD)
5`L'
/
FINAL PLAT OF
A CONSERVATION EASEMENT SURVEY FOR:
CREEF
l� My ess <coLOoeass`
0®
K
DE 307 P G 326 P
ID 30
ECOSYSTEM ENHANCEMENT PROGRAM,
"PEE DEE STREAM RESTORATION SITE"
LEGEND:
SRO FILE NUMBER: 62_AO EEP PROJECT ID: 95350
B""ARr LOF
O 5/8" RBR SET W/ ER CAP
PROPERTY OF: JAVONDALE, LP
—
BOUNDARY LINE (NOT SURVEYED) SET IRON PIPE (SIP) 1" IP /CAP
MAILING ADDRESS:
- - --
TIE LINE UGLY
Q (UNLESS OTHERWISE NOTED)
118 ✓AVONDALE FARM DRIVE, MT. GILEAD, NC 27306
— — —
ADJOINING DEED LINES
51] CONCRETE MONUMENT
PARCEL IDENTIFICATION #: 6594 -00 -38 -5333
0
®®
UTILITY POLE
DEED REFERENCES: OB: 777 PG: 745
X
—OW—
FENCE LINE
OVERH'AD .1E
�� NOT TO SCALE (NTS)
PEE DEE TOWNSHIP, MONTGOMERY COUNTY, NORTH CAROLINA
®
EXISTING STREAM /POND
PC: PLAT CABINET
DB: DEED BOOK
SURVEY BY: OD,MM,KP O2A'/N BY: EC
CHECKED BY.' PBX
CONSERVATON EASEMENT
(CE) AREA PG: PAGE
SURVEY DATE: 02/12/13 0 &/02/13
JOB #120759 -CE
ASPHALT
RB4 REBAR
BBC REBAR wTH ID GAP
SHEET SIZE 18 X24° SHEET d'. 1 OF 1
SCALE.' 1" =260•
SOIL /GRASS ROADBED
B IRONI PIPE
®
FENCE CORNER
N.A.D. NORTH AMERCAN DATUM 1983
P.O. Box 25566
■
CALCULATED POI. T CP"
sPC STATE PLANE COORDINATES
(NOT SET)
NC 28802
IXI
CE CORNER NUMB R
NGS NATIONAL cLOafnc suRWr
POB PONT OF BEGINNNG
/Ashevtitle,
(828) 575 -9021
ee
O
Ex Si NO 1/2 REB R
www.keemap.com
,s Q
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NO
( 6)
'. N o v✓EI'.aNDJ
} N
N33 °1231511 'I I \
( 2)
9 I
N01 °59'53 "E a"i
N 29 °33'11' W
197.98
Iu-
7 s�,
AREA A
5.37 ACRES �Pi
N 40 °36'32" AT m
6, k
302.32'
N 14 °2252 W
IL3�
6'
N NOB °0820 W
208.5e -�
FAIRV2N/CO., LLC �
P :6594 -00 08 - <2]0
B :. 330 PG� G24
PC: C SLIDE. 179 -D
P,FRnFCATE OF DWN,RSHP AND DEDCAr ON
I HEREBY CERTIFY THAT I AM THE OVAER OF THE PROPERTY AS
SHOWN AND DESCRBED HEREON, I ALSO HEREBY ACCEPT AND
ADOPT THE ECORD PLAT AND CONSERVATION EASEMENT WITH MY
FREE CONSENT AND DEDICATED ALL EASEMENTS RIGHT OF WAYS
AND ACCESS ROADS TO PUBLIC AND /CR PR VA E USE AS DOTED
oN smo P AT. ry o -a
PEARL /66 A. THOMPSON
ICaTF OFcURVE A CCURACY'
PHILLIP B, KEE CERTIFY THAT iH s PLAT .3 DRAWN DER MY SUPERVISION FROM AN ACTUAL SURVEY
MADE NOR MY SUPERMS GN (DEED DESCRPTIION RECORDED IN
DEED SCOK:=PACE. AND PO VUjA SIDE %/. , THAT
DASHED LINES INDICATE LNES NOT SJRVFTED; THAT THE RATIO
CF PRECISION AS CALCULATED DOES NOT EXCEED
_ 10000 _ AND THAT THIS PLAT WAS PREPARED IN
ACCORDANCE NITH G.S. 47 -30 AS AMENDED.
ALSO HEREBY CERTIFY THAT THIS PLAT IS CF ONE OF THE
FOLLOWING: GS 47 -30 F(L) D; THAT THE SURVEY IS OF
ANOTHER CATEGORY, SUCH AS THE RECOMBINATION OF
1XINT111 PARCELS A COURT - ORDERED SURVEY, OR OTHER
EXCEPTON TO THE DEFINTION OF SUES-1- WITNESS MY ORIGINAL SIGNATURE. REGISTRATION NUMBER. AND
SEAL THIS _]TH _ SAY OF NOVEMBER , A,D, 2013.
y a'. y
SEAL r: = TEAS DocuMENr Is Nor
L 4647 = UNLESS SIGNED AND SEALED. LED.
ice, /I / /��1PI a1 10' PHLL- /KEE, �_
;t.ys
MONTGOMERY COUNTY, NORTE CAROLI INA-
REVIEW OFFICER FCR
MONT i0M RY COUNTY. C Ri1FY THAT THE .MAP OR
ALA 0 IOM EIS CERTIFICATION IS MEETS
ALL r\ SNA
TOPY REQUIREMENTS FOR RECORDICORDI NGG .
AS R
RENEW 0 CER \ ATE
2 THE PROPERTY S EXEMPT FROM TN[[ SUBDIVISION
REGULATIONS UNDER PARAGRAPH ARTICLE V,
SEO70N 50 CF THE .— TGON,ERY COUNTY
�\ SU bIV10 FI ORDI A *CE
�� /
_ L � J�sz 1
S BDIVI_ICV ADIAINISTRaroR DATE
\ O
p UIICUL'a
L42
fL68 RIT
\,
bSq O 4R es
P(23)
N 9C \\ AREA "B" '� e
m / - 1.2013 &'Id PLAT CABINET:_ SLIDE:81-
RED,SIREO TIS THE L DAY OF o__ ✓einbeR, TOTAL CONSERVATION VICINITY MAP
20/3 Ar a1Li-T—P('L AND RECORDED 1u EASEMENT AREA:
P_AT nCAEINET r- - SLIDE $'7 BY 21.02 ACRES
THECONSERVATON EASEMENT AREA SHOWN HEREDVS
y� STAHNE
. EE D MA SO_ ONCTK GP
DEP TY � iO JAA OFRTHATPROPERTYCONVEYE60N t"
I /�I� 00 // ��
REGISTER -OF DEEDS -_"7�
i\ F 387 ACRES
1 QP
� D�. P P_e pr
°I ,2s) + �7) �; \X\ N891444 E 432.29 (,H 947 E
\ \` b 27146-
1 5 C N07 °66'09 "E
L50r 1 29 °43'38" E /
1]5.fi0 142,85'
(s7) ••I3G1 �AI
N 923 °38'37 " E l'� ;A9) 4.7
I w 294.46' i N 85 °29'14" W
.'•••..; N��O N54 °53'06 "W
244,06' a
91 i ,
\ S 04 °2517" E N 24`37'26" W , -)
\1� 105.65' 121.27 (531 °•. jam
1 f." '301 N 46 °41 26" W
i 948 °07'67 "E 112.33
281,51' 'q4
AREA "C" N 2a °z5'o4° C'
I \ .'. •.':'3, d 51 A(:RFC 249.89'
1
1/12 "BBC
3116 \
I/2 RBC
DSTU�BED
JA VO4DALE L P
I PIA06594 -00 33
745
i DB, 117 PG. 745
F (ARCEL ONE)
R ERENCE DEEDS
DB 100 PG71 DB 98
PG;G7, DB:3G PG:290
\
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GEEA 0008. 4276
DB: 380 PG: G24
FCI C SL DB. 179 -D
0' 250' 500' 750' ,
ONE wcn = Two- nuluDeED FIF>Y PEEP
(� 5 66 °55'36" E
' (33)
1�\
v �
N 64`54'41" W o
h
"-
292.61' 13 1/i
N 84. 6,103" W _
45.93'
N 12 °09'19" W
306.30'
MARY C. MAULDIN
.l: 659 =f -CC- 469495
DB: 307 PG: 32G
(PARCEL 5)
5 49 °25'05" E
110.77'
AREA "D"
68 ACRES
t2
N 37 °06'39" W
111.60' -
N47 °39'37 "W /
" , ' H
x-
)�, 0
SUBJECT
PROPERTY (NITS)
1 :LN 3
CIA2N5 CR K L. N'E TABL
LINE BE RNG 5 CE CCNBERVATIOC PE`RGT
L20 N 27.48' CORNER -NC ffP CAP (rvP CAL)
i
\ 3 1 ^n 24 98'1392 E
\ :71" 0 9- <_ L28 N5814 E
D S °E `.26 2 E 7..
\ (PARCELP O) `'S PMb E
8 E
\ L27 N41]'28'2'
\ L3G 2'_40 W 3'
L31 NDO °0723 E 58113'
\ SURVEYORS NOTE5'
1 A!L DS C E GRSSUND MEASUREMENTS IN
U5 SU EY EET : OTHER ' NOTED.
'VC 0 LO 2 A.R S C U N E COO GATE METHOD
59 039 -3333
E 5'. PG'. 745 3 WRY ERN S'S LL E E Nis NIGHT OF
:RES (PAPCEL OI E) UNY 0 CE SNR'T E N RITTENCORDEO CLUNT 4 aDJWING PROP RTY OWNERSBSINE USED TO DENTIFY
5. THE PROFESSIONAL SURVEYOR HAS MADE NO
NVESTIGATICN OR INDEPENDENT SEARCH FOR
EASEMENTS, N"VI OF W YS E RANGES
1 RESTRICTVE COVENA`TS CORRECT RNERSPP
DR AN! OTHER FACT N A TE CND
CURRENT it TLE SEARC AY DISCLOSE A
I LICENSED ATTORNEY U D B CO ULTED.
5. BY GR PHIC DETER NA ION PC N OF THE
SUB C' PROPERTY PE RS TO L Wi IN THE 13
AV C FLOOD (E) oSAi ETERM NED
BY THE .E A 0659 0 J- ED'01 /02 /G8
7. GRID C APES AND NGS HERE DERVED
FRO G A'. POSITION S— OBSERVATONS
c58 C YHAT WERE OE111,1F Of ULL&U-1Z AND WERE
PERFORMED i HE CEOSPATIAL POSITIONING
OIG
( -�� ACCURA
CY STANDARDS (EL_55 A HORIZONNGE LEV
<,C CLASS GP ILL STAT; qDi iME 959° CON' - DENC� VEL
y'+. I LBO PF1� ALPS L1 i IC BSERVATIONS WITH AGELLAN
.MARYC MAU�II ESTATP • RK3 RECEI, RS.
N: G55A -OC G=8 -:220 e. UNIUTIES 'NERE LOCATED BASED ON VISIBLE ABOVE
DB: 3'i7 FG: 32Ge GROUND STRUCTURES, HERRCRE THE LOCaiION CF
,' '' UNCERGROUNC UTILITIES ARE APPROXIMATE OR MAY
'SJ (PABCeL <) BE PRESENT qND NOT SHOWN NREON. CALL
62) s2 / 1 -600 632 4949 BEFORE DGGING,
// 9. THE STATE OF NORTH CAROLINA RESERVES PIE
RIGHT TO USE A 12 WOE NCN E%CLUS VE EASEMENT
OFf3Ef l l o l FOR THE PURPOSE OF IVGRESE EGIo B AGO
REGRESS FROM PA HS AND ROADS WHICH ARE
SHOWN HEREOn r APPROx MAT 0
E L CATIONS FCR
ACCESS TO GONSERVAT'OM EASEMEN
AREAS
ACCESS S ALSO ?'RM TTED BETWEEN ALL STREAM
CROSSINENT GS SEE SECTION A N THE CONSERVATION
EASEM AGREEMENT
0 EASEMENT AR
ALL E%STNG FENCES WITHIN TIE CONSERVATION
EAS ARE TO BE R MOVED
e��" ,
JNO �O C\yp?ZV3 \ 1 E1ER iEaEFResov IPSme CENT u� E1 of LEND OLols
C O :L LLC BRAN H EL. W TER HOLE 'MAS SUG IN THE
�0 A ES
1 O : 65546 A348334 12. WETL D RE WERE DERIVED FROM
" -)
/ S10 °27'02 ' GO
G`GN A0 /' //✓
(NBA 92 61
IDENTFCATOVE AND MARKINGS PRR DED BY
'D'JNOX ENVRONMENTAL CONSULTATION AND
yV
185,4 p'
N \'(T� , ��
C ICE. 461
OESGN NC. FOR NCLJSION ON THS MAP.
Lam.
(AD)
5`L'
/
FINAL PLAT OF
A CONSERVATION EASEMENT SURVEY FOR:
CREEF
l� My ess <coLOoeass`
THE STATE OF NORTH CAROLINA,
K
DE 307 P G 326 P
ID 30
ECOSYSTEM ENHANCEMENT PROGRAM,
"PEE DEE STREAM RESTORATION SITE"
LEGEND:
SRO FILE NUMBER: 62_AO EEP PROJECT ID: 95350
B""ARr LOF
O 5/8" RBR SET W/ ER CAP
PROPERTY OF: JAVONDALE, LP
—
BOUNDARY LINE (NOT SURVEYED) SET IRON PIPE (SIP) 1" IP /CAP
MAILING ADDRESS:
- - --
TIE LINE UGLY
Q (UNLESS OTHERWISE NOTED)
118 ✓AVONDALE FARM DRIVE, MT. GILEAD, NC 27306
— — —
ADJOINING DEED LINES
51] CONCRETE MONUMENT
PARCEL IDENTIFICATION #: 6594 -00 -38 -5333
— —.
RIGHT OF WAY (R /W)
UTILITY POLE
DEED REFERENCES: OB: 777 PG: 745
X
—OW—
FENCE LINE
OVERH'AD .1E
�� NOT TO SCALE (NTS)
PEE DEE TOWNSHIP, MONTGOMERY COUNTY, NORTH CAROLINA
®
EXISTING STREAM /POND
PC: PLAT CABINET
DB: DEED BOOK
SURVEY BY: OD,MM,KP O2A'/N BY: EC
CHECKED BY.' PBX
CONSERVATON EASEMENT
(CE) AREA PG: PAGE
SURVEY DATE: 02/12/13 0 &/02/13
JOB #120759 -CE
ASPHALT
RB4 REBAR
BBC REBAR wTH ID GAP
SHEET SIZE 18 X24° SHEET d'. 1 OF 1
SCALE.' 1" =260•
SOIL /GRASS ROADBED
B IRONI PIPE
®
FENCE CORNER
N.A.D. NORTH AMERCAN DATUM 1983
P.O. Box 25566
■
CALCULATED POI. T CP"
sPC STATE PLANE COORDINATES
(NOT SET)
NC 28802
IXI
CE CORNER NUMB R
NGS NATIONAL cLOafnc suRWr
POB PONT OF BEGINNNG
/Ashevtitle,
(828) 575 -9021
ee
O
Ex Si NO 1/2 REB R
www.keemap.com
(UNLESS OTHERWSE NOTED)
License # C -3039
WEB®
i\ F 387 ACRES
1 QP
� D�. P P_e pr
°I ,2s) + �7) �; \X\ N891444 E 432.29 (,H 947 E
\ \` b 27146-
1 5 C N07 °66'09 "E
L50r 1 29 °43'38" E /
1]5.fi0 142,85'
(s7) ••I3G1 �AI
N 923 °38'37 " E l'� ;A9) 4.7
I w 294.46' i N 85 °29'14" W
.'•••..; N��O N54 °53'06 "W
244,06' a
91 i ,
\ S 04 °2517" E N 24`37'26" W , -)
\1� 105.65' 121.27 (531 °•. jam
1 f." '301 N 46 °41 26" W
i 948 °07'67 "E 112.33
281,51' 'q4
AREA "C" N 2a °z5'o4° C'
I \ .'. •.':'3, d 51 A(:RFC 249.89'
1
1/12 "BBC
3116 \
I/2 RBC
DSTU�BED
JA VO4DALE L P
I PIA06594 -00 33
745
i DB, 117 PG. 745
F (ARCEL ONE)
R ERENCE DEEDS
DB 100 PG71 DB 98
PG;G7, DB:3G PG:290
\
Iy 9 BOA
q o
(r(a�CGtiQ ��
FLr 9
IROLI ROD
GRIDUOBrt1 �A��!G��n�F- �fD13ruBeED;
!T� NARBEE.,n �
9 �>
rr'
'MJ FAIECOEb /CO .LC
GEEA 0008. 4276
DB: 380 PG: G24
FCI C SL DB. 179 -D
0' 250' 500' 750' ,
ONE wcn = Two- nuluDeED FIF>Y PEEP
(� 5 66 °55'36" E
' (33)
1�\
v �
N 64`54'41" W o
h
"-
292.61' 13 1/i
N 84. 6,103" W _
45.93'
N 12 °09'19" W
306.30'
MARY C. MAULDIN
.l: 659 =f -CC- 469495
DB: 307 PG: 32G
(PARCEL 5)
5 49 °25'05" E
110.77'
AREA "D"
68 ACRES
t2
N 37 °06'39" W
111.60' -
N47 °39'37 "W /
" , ' H
x-
)�, 0
SUBJECT
PROPERTY (NITS)
1 :LN 3
CIA2N5 CR K L. N'E TABL
LINE BE RNG 5 CE CCNBERVATIOC PE`RGT
L20 N 27.48' CORNER -NC ffP CAP (rvP CAL)
i
\ 3 1 ^n 24 98'1392 E
\ :71" 0 9- <_ L28 N5814 E
D S °E `.26 2 E 7..
\ (PARCELP O) `'S PMb E
8 E
\ L27 N41]'28'2'
\ L3G 2'_40 W 3'
L31 NDO °0723 E 58113'
\ SURVEYORS NOTE5'
1 A!L DS C E GRSSUND MEASUREMENTS IN
U5 SU EY EET : OTHER ' NOTED.
'VC 0 LO 2 A.R S C U N E COO GATE METHOD
59 039 -3333
E 5'. PG'. 745 3 WRY ERN S'S LL E E Nis NIGHT OF
:RES (PAPCEL OI E) UNY 0 CE SNR'T E N RITTENCORDEO CLUNT 4 aDJWING PROP RTY OWNERSBSINE USED TO DENTIFY
5. THE PROFESSIONAL SURVEYOR HAS MADE NO
NVESTIGATICN OR INDEPENDENT SEARCH FOR
EASEMENTS, N"VI OF W YS E RANGES
1 RESTRICTVE COVENA`TS CORRECT RNERSPP
DR AN! OTHER FACT N A TE CND
CURRENT it TLE SEARC AY DISCLOSE A
I LICENSED ATTORNEY U D B CO ULTED.
5. BY GR PHIC DETER NA ION PC N OF THE
SUB C' PROPERTY PE RS TO L Wi IN THE 13
AV C FLOOD (E) oSAi ETERM NED
BY THE .E A 0659 0 J- ED'01 /02 /G8
7. GRID C APES AND NGS HERE DERVED
FRO G A'. POSITION S— OBSERVATONS
c58 C YHAT WERE OE111,1F Of ULL&U-1Z AND WERE
PERFORMED i HE CEOSPATIAL POSITIONING
OIG
( -�� ACCURA
CY STANDARDS (EL_55 A HORIZONNGE LEV
<,C CLASS GP ILL STAT; qDi iME 959° CON' - DENC� VEL
y'+. I LBO PF1� ALPS L1 i IC BSERVATIONS WITH AGELLAN
.MARYC MAU�II ESTATP • RK3 RECEI, RS.
N: G55A -OC G=8 -:220 e. UNIUTIES 'NERE LOCATED BASED ON VISIBLE ABOVE
DB: 3'i7 FG: 32Ge GROUND STRUCTURES, HERRCRE THE LOCaiION CF
,' '' UNCERGROUNC UTILITIES ARE APPROXIMATE OR MAY
'SJ (PABCeL <) BE PRESENT qND NOT SHOWN NREON. CALL
62) s2 / 1 -600 632 4949 BEFORE DGGING,
// 9. THE STATE OF NORTH CAROLINA RESERVES PIE
RIGHT TO USE A 12 WOE NCN E%CLUS VE EASEMENT
OFf3Ef l l o l FOR THE PURPOSE OF IVGRESE EGIo B AGO
REGRESS FROM PA HS AND ROADS WHICH ARE
SHOWN HEREOn r APPROx MAT 0
E L CATIONS FCR
ACCESS TO GONSERVAT'OM EASEMEN
AREAS
ACCESS S ALSO ?'RM TTED BETWEEN ALL STREAM
CROSSINENT GS SEE SECTION A N THE CONSERVATION
EASEM AGREEMENT
0 EASEMENT AR
ALL E%STNG FENCES WITHIN TIE CONSERVATION
EAS ARE TO BE R MOVED
e��" ,
JNO �O C\yp?ZV3 \ 1 E1ER iEaEFResov IPSme CENT u� E1 of LEND OLols
C O :L LLC BRAN H EL. W TER HOLE 'MAS SUG IN THE
�0 A ES
1 O : 65546 A348334 12. WETL D RE WERE DERIVED FROM
" -)
/ S10 °27'02 ' GO
G`GN A0 /' //✓
(NBA 92 61
IDENTFCATOVE AND MARKINGS PRR DED BY
'D'JNOX ENVRONMENTAL CONSULTATION AND
yV
185,4 p'
N \'(T� , ��
C ICE. 461
OESGN NC. FOR NCLJSION ON THS MAP.
Lam.
(AD)
5`L'
/
FINAL PLAT OF
A CONSERVATION EASEMENT SURVEY FOR:
CREEF
l� My ess <coLOoeass`
THE STATE OF NORTH CAROLINA,
K
DE 307 P G 326 P
ID 30
ECOSYSTEM ENHANCEMENT PROGRAM,
"PEE DEE STREAM RESTORATION SITE"
LEGEND:
SRO FILE NUMBER: 62_AO EEP PROJECT ID: 95350
B""ARr LOF
O 5/8" RBR SET W/ ER CAP
PROPERTY OF: JAVONDALE, LP
—
BOUNDARY LINE (NOT SURVEYED) SET IRON PIPE (SIP) 1" IP /CAP
MAILING ADDRESS:
- - --
TIE LINE UGLY
Q (UNLESS OTHERWISE NOTED)
118 ✓AVONDALE FARM DRIVE, MT. GILEAD, NC 27306
— — —
ADJOINING DEED LINES
51] CONCRETE MONUMENT
PARCEL IDENTIFICATION #: 6594 -00 -38 -5333
— —.
RIGHT OF WAY (R /W)
UTILITY POLE
DEED REFERENCES: OB: 777 PG: 745
X
—OW—
FENCE LINE
OVERH'AD .1E
�� NOT TO SCALE (NTS)
PEE DEE TOWNSHIP, MONTGOMERY COUNTY, NORTH CAROLINA
®
EXISTING STREAM /POND
PC: PLAT CABINET
DB: DEED BOOK
SURVEY BY: OD,MM,KP O2A'/N BY: EC
CHECKED BY.' PBX
CONSERVATON EASEMENT
(CE) AREA PG: PAGE
SURVEY DATE: 02/12/13 0 &/02/13
JOB #120759 -CE
ASPHALT
RB4 REBAR
BBC REBAR wTH ID GAP
SHEET SIZE 18 X24° SHEET d'. 1 OF 1
SCALE.' 1" =260•
SOIL /GRASS ROADBED
B IRONI PIPE
®
FENCE CORNER
N.A.D. NORTH AMERCAN DATUM 1983
P.O. Box 25566
■
CALCULATED POI. T CP"
sPC STATE PLANE COORDINATES
(NOT SET)
NC 28802
IXI
CE CORNER NUMB R
NGS NATIONAL cLOafnc suRWr
POB PONT OF BEGINNNG
/Ashevtitle,
(828) 575 -9021
ee
O
Ex Si NO 1/2 REB R
www.keemap.com
(UNLESS OTHERWSE NOTED)
License # C -3039

APPENDIX B
BASELINE INFORMATION DATA

Appendix A
Categorical Exclusion Form for Ecosystem Enhancement
Program Projects
Version 1.4
Note: Only Appendix A should to be submitted (along with any supporting documentation) as the
environmental document.
Part
General , • Information
Project Name:
Pee Dee Stream RestorationSite
Count Name:
Montgomery County
EEP Number:
95350
Project Sponsor:
NCEEP
Project Contact Name:
Harry Tsomides
Project Contact Address:
5 Ravenscroft Drive, Suite 102, Asheville, NC 28801
Project Contact E -mail:
[e-mail]
EEP Project Mana er: 1 Harry Tsomides
Project Description
Stream restoration activities will restore approximately 6,138 feet of stream along Thompson
Creek, Dale Branch, and Jerry Branch by restoring natural channel morphology and proper
sediment transport capacity, improving bed form diversity, constructing a floodplain bench,
improving channel and stream bank stabilization, establishing a forested and herbaceous
riparian buffer plant community.
Reviewed By:
Date EEP Project Manager
Conditional Approved By:
Date For Division Administrator
FHwA
r-] Check this box if there are outstanding issues
Final Approval By:
y4
i
Date For Division Administra
FHwA
6 Version 1.4, 8/18105

Part 2: All Projects
Response
Coastal Zone Management Act CZMA
1. Is the project located in a CAMA county?
❑ Yes
E] No
2. Does the project involve ground- disturbing activities within a CAMA Area of
❑ Yes
Environmental Concern (AEC)?
❑ No
E] N/A
3. Has a CAMA permit been secured?
❑ Yes
❑ No
Q N/A
4. Has NCDCM agreed that the project is consistent with the NC Coastal Management
❑ Yes
Program?
❑ No
E] N/A
Comprehensive Environmental Response, Compensation and Liabilit Act CERCLA
1. Is this a "full- delivery" project?
0 Yes
❑ No
2. Has the zoning /land use of the subject property and adjacent properties ever been
❑ Yes
designated as commercial or industrial?
0 No
❑ N/A
3. As a result of a limited Phase I Site Assessment, are there known or potential
❑ Yes
hazardous waste sites within or adjacent to the project area?
E] No
❑ N/A
4. As a result of a Phase I Site Assessment, are there known or potential hazardous
❑ Yes
waste sites within or adjacent to the project area?
0 No
❑ N/A
5. As a result of a Phase 11 Site Assessment, are there known or potential hazardous
❑ Yes
waste sites within the project area?
❑ No
E] N/A
6. Is there an approved hazardous mitigation plan?
❑ Yes
❑ No
Q N/A
National Historic Preservation Act Section 106
1. Are there properties listed on, or eligible for listing on, the National Register of
❑ Yes
Historic Places in the project area?
0 No
2. Does the project affect such properties and does the SHPO /THPO concur?
❑ Yes
❑ No
El N/A
3. If the effects are adverse, have they been resolved?
❑ Yes
❑ No
El N/A
Uniform Relocation Assistance and Real PropertV Acquisition Policies Act Uniform
Act
1. Is this a "full- delivery" project?
0 Yes
❑ No
2. Does the project require the acquisition of real estate?
0 Yes
❑ No
❑ N/A
3. Was the property acquisition completed prior to the intent to use federal funds?
El Yes
❑ No
N/A
4. Has the owner of the property been informed:
El Yes
• prior to making an offer that the agency does not have condemnation authority; and
❑ No
• what the fair market value is believed to be?
❑ N/A
Version 1.4, 8/18/05

Version 1.4, 8/18/05
Part 3: Ground-Disturbing Activities
Regulation/Question
..
American Indian Religious Freedom Act AIRFA
1.
Is the project located in a county claimed as "territory" by the Eastern Band of
❑ Yes
Cherokee
Indians?
No
2.
Is the site of religious importance to American Indians?
❑ Yes
No
❑ N/A
3.
Is the project listed on, or eligible for listing on, the National Register of Historic
❑ Yes
Places?
❑ No
0 N/A
4.
Have the effects of the project on this site been considered?
❑ Yes
❑ No
[L-1 N/A
Antiquities Act AA
1.
Is the project located on Federal lands?
❑ Yes
No
2.
Will there be loss or destruction of historic or prehistoric ruins, monuments or objects
❑ Yes
of antiquity?
El No
❑ N/A
3.
Will a permit from the appropriate Federal agency be required?
❑ Yes
❑ No
N/A
4.
Has a permit been obtained?
❑ Yes
❑ No
N/A
Archaeological Resources Protection Act ARPA
1.
Is the project located on federal or Indian lands (reservation)?
❑ Yes
Q No
2.
Will there be a loss or destruction of archaeological resources?
❑ Yes
No
❑ N/A
3.
Will a permit from the appropriate Federal agency be required?
❑ Yes
❑ No
[L-1 N/A
4.
Has a permit been obtained?
❑ Yes
❑ No
[L-1 N/A
Endangered Species Act ESA
1.
Are federal Threatened and Endangered species and /or Designated Critical Habitat
Yes
listed for the county?
❑ No
2.
Is Designated Critical Habitat or suitable habitat present for listed species?
❑ Yes
Q No
❑ N/A
3.
Are T &E species present or is the project being conducted in Designated Critical
❑ Yes
Habitat?
Q No
❑ N/A
4.
Is the project "likely to adversely affect" the species and /or "likely to adversely modify"
❑ Yes
Designated
Critical Habitat?
No
❑ N/A
5.
Does the USFWS /NOAA- Fisheries concur in the effects determination?
❑ Yes
❑ No
0 N/A
6.
Has the USFWS /NOAA- Fisheries rendered a `jeopardy" determination?
❑ Yes
❑ No
0 N/A
Version 1.4, 8/18/05

Executive Order 13007 Indian Sacred Sites
1. Is the project located on Federal lands that are within a county claimed as "territory"
❑ Yes
by the EBCI?
E] No
2. Has the EBCI indicated that Indian sacred sites may be impacted by the proposed
❑ Yes
project?
❑ No
N/A
3. Have accommodations been made for access to and ceremonial use of Indian sacred
❑ Yes
sites?
❑ No
N/A
Farmland Protection Polic Act FPPA
1. Will real estate be acquired?
El Yes
❑ No
2. Has NRCS determined that the project contains prime, unique, statewide or locally
0 Yes
important farmland?
❑ No
❑ N/A
3. Has the completed Form AD -1006 been submitted to NRCS?
El Yes
❑ No
❑ N/A
Fish and Wildlife Coordination Act FWCA
1. Will the project impound, divert, channel deepen, or otherwise control /modify any
El Yes
water body?
❑ No
2. Have the USFWS and the NCWRC been consulted?
M Yes
❑ No
❑ N/A
Land and Water Conservation Fund Act Section 6 f
1. Will the project require the conversion of such property to a use other than public,
❑ Yes
outdoor recreation?
[Z] No
2. Has the NIPS approved of the conversion?
❑ Yes
❑ No
0 N/A
Magnuson-Stevens Fishery Conservation and Management Act Essential Fish
Habitat
1. Is the project located in an estuarine system?
❑ Yes
0 No
2. Is suitable habitat present for EFH- protected species?
❑ Yes
❑ No
0 N/A
3. Is sufficient design information available to make a determination of the effect of the
❑ Yes
project on EFH?
❑ No
Q N/A
4. Will the project adversely affect EFH?
❑ Yes
❑ No
N/A
5. Has consultation with NOAA- Fisheries occurred?
❑ Yes
❑ No
Q N/A
MigratorV Bird Treat Act MBTA
1. Does the USFWS have any recommendations with the project relative to the MBTA?
❑ Yes
Q No
2. Have the USFWS recommendations been incorporated?
❑ Yes
❑ No
Q N/A
Wilderness Act
1. Is the project in a Wilderness area?
❑ Yes
0 No
2. Has a special use permit and /or easement been obtained from the maintaining
❑ Yes
federal agency?
❑ No
0 N/A
Version 1.4, 8/18/05

NC DWQ Stream Identification Form Version 4.11 W ?" CA
Date: y 11411,5
Project/Site: �« p« D �� f
Latitude: S 5 251 b9
Evaluator: K M ttlr4� l Mc)k�
County: M,d
Longitude: $0, o2`aao
Total Points:
Stream Determination (circle one)
Other (� rt °
Stream is at least intermittent
31
Ephemeral Intermittent erenn-w
e.g. Quad Name:
if ? 19 or perennial if ? 30*
0.5
3
A. Geomorphology (Subtotal = I' 5 )
Absent
Weak
Moderate
Strong
1a. Continuity of channel bed and bank
0
1
2
3
2. Sinuosity of channel along thalweg
0
(1
0.5
3
3. In- channel structure: ex. riffle -pool, step -pool,
sequence
0
1
1
3
-ripple-pool
4. Particle size of stream substrate
0
1
1
3
5. Active /relict floodplain
0
Yes 3
2
3
6. Depositional bars or benches
0
0.
2
3
7. Recent alluvial deposits
0
0
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.
11. Second or greater order channel
No
Yes = 3
a artificial ditches are not rated; see discussions in manual
B. Hydrology (Subtotal = I )
12. Presence of Baseflow
0
1
2
0
13. Iron oxidizing bacteria
19. Rooted upland plants in streambed
1
2
3
14. Leaf litter
1.5
20. Macrobenthos (note diversity and abundance)
0.5
0
15. Sediment on plants or debris
0
0.
1
1.5
16. Organic debris lines or piles
0
0.5
1
1 1.5
17. Soil -based evidence of high water table?
No = 0
Yes 3
C. Biology (Subtotal = 6, )
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
0
3
21. Aquatic Mollusks
0
1
2
3
22. Fish
0
0.5
1
1.5
23. Crayfish
0
0.
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:
A
K

NC DWQ Stream Identification Form Version 4.11
w P44 3
Date: y x oll
Project/Site: Nc
Latitude: 35.151db'j *0
Evaluator: K Na�t�nol �5 Mv�b�
County: a 6� a
Longitude: og0. 0 ?934
Total Points:
Stream is at least intermittent
if a 19 or perennial if ? 30'
Stream Deter on circle one)
Ephemeral ntermitten Perennial
Other Alfr.w A4,
e.g. Quad Name:
A. Geomorphology (Subtotal= 12.5 )
Absent
Weak
Moderate
Strong
1a Continuity of channel bed and bank
0
1
Z
3
2. Sinuosity of channel along thalweg
0
1
Z
3
3. In- channel structure: ex. riffle -pool, step -pool,
ripple-pool sequence
0
1
1
3
4. Particle size of stream substrate
0
0
2
3
5. Active /relict floodplain
0
1
2
3
6. Depositional bars or benches
0
0.5
2
3
7. Recent alluvial deposits
U
1
2
3
8. Headcuts
0
-o
2
3
9. Grade control
0
0.5
1
1.5
10. Natural valley
0
0.5
1
11. Second or greater order channel
No = 0 )
Yes = 3
a artificial ditches are not rated; see discussions in manual
B. Hvdroloav (Subtotal = -;I- )
12. Presence of Bas eflow
0
1
2
3Q
13. Iron oxidizing bacteria
3
1
2
3
14. Leaf litter
1.5
1
0.
0
15. Sediment on plants or debris
2
0.5
1
1.5
16. Organic debris lines or piles
0
1 .5
1
1.5
174 Soil -based evidence of high water table?
No = 0
Yes =
C. Bioloav (Subtotal = 4.5 )
18. Fibrous roots in streambed
3
1
0
19. Rooted upland plants in streambed
3
1
0
20. Macrobenthos (note diversity and abundance)
1
2
3
21. Aquatic Mollusks
®
1
2
3
22. Fish
Q
0.5
1
1.5
23. Crayfish
®
0.5
1
1.5
24. Amphibians
0
0.5
1
1.5
25. Algae
0
1
1.5
26. Wetland plants in streambed
FACW = 0.75; OBL = 1.5
Other
*perennial streams may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:

NC DWO Stream Identification Form Version 4.11
Date: +t �1e
Project/Site: �ec �)ec i1 N
Latitude:
Evaluator: S. �`�1�1 :,
County: �` ..,... ,.
Longitude: _ 80. 6 t
Total Points:
Stream Determination (circle-one )
Other Me<<�., (n�,,.t�'•n
Stream is at feast intermittent
if? 19 or erennial if >_ 30* j 5
Ephemeral Intermittent erenm
e.g. Quad Name:
A. Geomorphology (Subtotal = M )
Absent
Weak
Moderate
Strong
13 Continuity of channel bed and bank
0
1
2
3
2. Sinuosity of channel along thalweg
0
I
2
3
3. In- channel structure: ex. riffle -pool, step -pool,
ripple-pool sequence
0
1
1
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
25. Algae
10. Natural valley
0
0.5
1
1.
11. Second or greater order channel
No =Q)
Yes = 3
' artificial ditches are not rated; see discussions in manual
B. Hvdroloav (Subtotal = 5.S
12. Presence of Baseflow
(o
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
C.
1
1.5
16. Organic debris lines or piles
0
0.5
1
1.5
17. Soil -based evidence of high water table?
No = 0
Yes 3
C. Biology (Subtotal =
18. Fibrous roots in streambed
3
2
1
0
19. Rooted upland plants in streambed
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: ehoko �. L.•��, - I: -.•::, ri•.,

NC DWO Stream Identification Form Version 4.11
Date: I I
Project/Site: ()p.G nee °�� (,g
Latitude: ° So ,03 1
Evaluator: rnI�
County: Mb„ nwU
Longitude: 3S.;?5S
Total Points:
Stream is at least intermittent
if>_ 19 or perennial if >_ 30*
Stream Deter AoaUon(circle one)
Ephemeral ntermitten Perennial
Other
e.g. Quad Name:
A. Geomorphology (Subtotal = I I )
Absent
Weak
Moderate
Strong
1a. 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
1
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.
11. Second or greater order channel
No
Yes = 3
artificial ditches are not rated; see discussions in manual
B. Hvdroloav (Subtotal = 1
12. Presence of Baseflow
3
1
2
3
13. Iron oxidizing bacteria
19. Rooted upland plants in streambed
1
2
3
14. Leaf litter
1.5
@
0.5
0
15. Sediment on plants or debris
0
01
1
1.5
16. Organic debris lines or piles
0
0.
1
1.5
17. Soil -based evidence of high water table?
No = 0
Yes =
C. Bioloov (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)
(O]
1
2
3
21. Aquatic Mollusks
1
2
3
22. Fish
0.5
1
1.5
23. Crayfish
0.5
1
1.5
24. Amphibians
0.5
1
1.5
25. Algae
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:

NC DWQ Stream Identification Form Version 4.11
Date: ,t i,
Project/Site: i'�t `j�4 " " "t "'`r
Latitude: WP b 35,153
Evaluator: j �n<'ti
County: Nor;
Longitude: _$b po�
Total Points:
Stream Determination (c
Other Motraw (y�
Stream is at least intermittent
Ephemeral Intermittent Perennia
e.g. Quad Name:
if >_ 19 or perennial if? 30* 5
m
3
A. Geomorphology (Subtotal =-A-)
Absent
Weak
Moderate
Strong
1a. Continuity of channel bed and bank
0
1
2
3
2. Sinuosity of channel along thalweg
0
1
m
3
3. In- channel structure: ex. riffle -pool, step -pool,
ripple-pool sequence
0
1
1
3
4. Particle size of stream substrate
0
1
1
3
5. Active /relict floodplain
0
il
2
3
6. Depositional bars or benches
0
1
2
3
7. Recent alluvial deposits
0
0
2
3
8. Headcuts
0
1
2
0.5
9. Grade control
0
0.5
1
10. Natural valley
0
0.5
1
.5
11. Second or greater order channel
No
Yes = 3
a artificial ditches are not rated; see discussions in manual
B. Hvdroloqv (Subtotal = 5.5 )
12. Presence of Baseflow
IQ)
1
2
3
13. Iron oxidizing bacteria
TO
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
2
1
1.5
17. Soil -based evidence of high water table?
No = 0
Yes = 3
C. Biology (Subtotal =
18. Fibrous roots in streambed
3
2
1
0
19. Rooted upland plants in streambed
2
1
0
20. Macrobenthos (note diversity and abundance))
1
2
3
21. Aquatic Mollusks
t0
1
2
3
22. Fish
I
0.5
1
1.5
23. Crayfish
co
0.5
1
1.5
24. Amphibians
0
0.5
1
1.5
25. Algae
(b)
0.5
1
1.5
26. Wetland plants in streambed
FACW =
0.75; OBL = 1.5 Other 1 U
*perennial streams may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch: 5
��'ludn U� I �Cll �J�Ll•1

NC DWQ Stream Identification Form Version 4.11
Date: q �I f It
Project/Site: Nt �iee
Latitude: vq
Evaluator: 5 Me�do 'l( I�,t,t.
County: fnc��SvwV
Longitude:
Total Points:
Stream Determination (circle one)
Other Mof - N�;�,
Stream is at least intermittent
if? 19 or perennial if? 30" 3 ` S
Ephemeral ntermitten Perennial
p
e. Quad Name:
g"
A. Geomorphology (Subtotal = U 5 )
Absent
Weak
Moderate
Strong
1a. Continuity of channel bed and bank
0
1
(2
3
2. Sinuosity of channel along thalweg
0
1
(.'
3
3. In- channel structure: ex. riffle -pool, step -pool,
ripple-pool sequence
0
0
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
(f^
2
3
7. Recent alluvial deposits
0
1
2
3
8. Headcuts
0
1
(21
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 =(b)
Yes = 3
a artificial ditches are not rated; see discussions in manual
B. Hydrology (Subtotal = ,1 )
12. Presence of Baseflow
®
1
2
3
13. Iron oxidizing bacteria
0
1
2
3
14. Leaf litter
1.5
6)
0.5
0
15. Sediment on plants or debris
0
0.3,
1
1.5
16. Organic debris lines or piles
0
.5
1
1.5
17. Soil -based evidence of high water table?
No = 0
Yes = 3
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)
1
2
3
21. Aquatic Mollusks
5)
1
2
3
22. Fish
CO)
0.5
1
1.5
23. Crayfish
0.5
1
1.5
24. Amphibians
0.5
1
1.5
25. Algae
(b)
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:

NC nWn Stream Identification Form Version 4.11
Date:
�
Project/Site: eG v` cc r
Latitude: 35, a503N
Evaluator: V •
County: I�
Longitude: - d0 paa�ga;
Total Points:
Stream Detel i i�circle one)
Other Morfaw Mwht�,�
Stream is at least intermittent at. S
Ephemeral ntermitt Perennial
e.g. Quad Name: Mk (i- ,I�rr�
if a 19 or perennial if z 30*
2
3
A. Geomorphology (Subtotal = 10.S )
Absent
Weak
Moderate
Strong
1a. 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 se uence
0
0.
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
0.5
2
3
7. Recent alluvial deposits
0
r
2
3
8. Headcuts
0
T
2
3
9. Grade control
0
0.
1
1.5
10. Natural valley
0
0.5
1
1.5
11. Second or greater order channel
No = 0
Yes = 3
artificial ditches are not rated; see discussions in manual
R i-ivrirnlnnv /C, ihtntal = , 1
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.
1
1.5
16. Organic debris lines or piles
0
0.5
1
1.5
17. Soil -based evidence of high water table?
No = 0
Yes 3�
f: Rinlnnv (Ci ihtntal =
18. Fibrous roots in streambed
2
1
0
19. Rooted upland plants in streambed
2
1
0
20. Macrobenthos (note diversity and abundance)
CO)
1
2
3
21. Aquatic Mollusks
1
2
3
22. Fish
0.5
1
1.5
23. Crayfish
0
0.5
1
1.5
24. Amphibians
r
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:

WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project/Site: Qcc Nt, City /County: mbwl 1N Sampling Date: -t
Applicant/Owner: y6x Stag Sampling Point: 'I-J? aa.
Investigator(s): U.. MAC t,�J c Section, Township, Range:
Landform (hillslope, terrace, etc.): Local relief (concave, convex, none): (oncauI, Slope ( %): O
Subregion (LRR or MLRA): X70 Lat: 35• ,)\ `J Mo 55 Long: - $0-0a3 145 Datum: 13A9 V3
Soil Map Unit Name: nnf NWI classification:
Are climatic / hydrologic conditions on t e site typical for this time of year? Yes __p No ❑ (If no, explain in Remarks.)
Are Vegetation ❑, Soil ❑, or Hydrology ❑ significantly disturbed? Are "Normal Circumstances" present? Yes No
Are Vegetation ❑, Soil ❑, or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes __m No ❑ Is the Sampled Area
Hydric Soil Present? Yes ❑ No ❑ within a Wetland? Yes No
Wetland Hydrology Present? Yes No ❑
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required: check all that apply)
® Surface Soil Cracks (136)
El Surface Water (Al)
_❑ Water- Stained Leaves (139)
❑ Sparsely Vegetated Concave Surface (138)
12 High Water Table (A2)
❑ Aquatic Fauna (1313)
❑ Drainage Patterns (1310)
❑ Saturation (A3)
Marl Deposits (B15) (LRR U)
Moss Trim Lines (1316)
Water Marks (B1)
Hydrogen Sulfide Odor (Cl)
n Dry- Season Water Table (C2)
Sediment Deposits (132)
® Oxidized Rhizospheres on Living Roots (C3)
© Crayfish Burrows (C8)
B Drift Deposits (B3)
Presence of Reduced Iron (C4)
Saturation Visible on Aerial Imagery (C9)
_ Algal Mat or Crust (64)
_ Recent Iron Reduction in Tilled Soils (C6)
_ Geomorphic Position (D2)
❑ Iron Deposits (135)
_❑ Thin Muck Surface (C7)
❑ Shallow Aquitard (D3)
❑ Inundation Visible on Aerial Imagery (137)
❑ Other (Explain in Remarks)
❑ FAC- Neutral Test (D5)
Field Observations: M
Surface Water Present? Yes 0 No
® Depth
Water Table Present? Yes No
(inches):
❑ Depth (inches):
Saturation Present? Yes No
❑ Depth (inches):
Wetland Hydrology Present? Yes __Iq No
includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version

VEGETATION - Use scientific names of plants.
Sampling Point:
Absolute
Dominant Indicator
Dominance Test worksheet:
Tree Stratum (Plot size:
% Cover
Species? Status
Number of Dominant Species
1.
FAt-W
That Are OBL, FACW, or FAC: (A)
2. ❑
❑
Total Number of Dominant
3.
Species Across All Strata: (B)
4.
❑
Percent of Dominant Species
❑
5.
That Are OBL, FACW, or FAC: 1 ob
7.
❑
Prevalence Index worksheet:
5�0
= Total Cover
Total % Cover of: Multiply by:
Sapling Stratum (Plot size:
)
OBL species x 1 =
1.
❑
FACW species x 2 =
2.
❑
FAC species x 3 =
3.
❑
FACU species x4=
4.
❑
UPL species x 5 =
Column Totals: (A) (B)
5. ❑
6.
❑
7.
❑
Prevalence Index = B/A =
Hydrophytic Vegetation Indicators:
= Total Cover
Shrub Stratum (Plot size:
)
Dominance Testis >50%
1.
❑
_ Prevalence Index.is 53.0'
2.
®
_ Problematic Hydrophytic Vegetation' (Explain)
3.
❑
4.
❑
'Indicators of hydric soil and wetland hydrology must
❑
be present, unless disturbed or problematic.
5.
6.
❑
Definitions of Vegetation Strata:
7.
®
5D-,
Tree - Woody plants, excluding woody vines,
S ��
= %ono
Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
Herb Stratum (Plot size:
) 2•
(7.6 cm) or larger in diameter at breast height (DBH).
1. �OC�MPr 4 cy l i�r�rlc�
309p
® F cw
2. C���c kato
o
a go
❑ o3L
Sapling -Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and less
3. SFU( - °QS CfcnUb
❑ O5L
than 3 in. (7.6 cm) DBH.
4.
❑
Shrub - Woody plants, excluding woody vines,
5.
❑
approximately 3 to 20 It (1 to 6 m) in height.
6.
❑
Herb - All herbaceous (non- woody) plants, including
❑
7.
herbaceous vines, regardless of size. Includes woody
$
❑
plants, except woody vines, less than approximately
[3
3 ft (1 m) in height.
9.
Woody vine - All woody vines, regardless of height.
10. ❑
11.
❑
12.
❑
=
Total Cover
Woody Vine Stratum (Plot size:
)
1.
❑
2. ❑
3.
❑
4.
❑
5
❑
Hydrophytic
Vegetation
=
Total Cover
Present? Yes No
Remarks: (If observed, list morphological adaptations below)
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version

SOIL
Profile Description: (Describe to the del
Depth Matrix
(inches) Color (moist) %
1.5v� III go
�o `1.5`1ti S6 g5
Sampling Point: " W P as
the indicator or confirm the absence of indicators.)
Redox Features
Color (moist) % Type To T_
I-SYft, y /It 5?,,
Texture Remarks
u�-
'Type: C= Concentration, D= Depletion, RM= Reduced Matrix, CS= Covered or Coated Sand Grains. 2Location: PL =Pore Lining, M= Matrix
H dric Soil Indicators:
Indicators for Problematic Hydric Soils':
Histosol (Al)
®Polyvalue Below Surface (S8) (LRR S, T, U)
n 1 cm Muck (A9) (LRR O)
Ej Histic Epipedon (A2)
_Q Thin Dark Surface (S9) (LRR S, T, U)
2 cm Muck (A10) (LRR S)
Q Black Histic (A3)
Loamy Mucky Mineral (F1) (LRR O)
Reduced Vertic (F18) (outside MLRA 150A,B)
Hydrogen Sulfide (A4)
ZLoamy Gleyed Matrix (F2)
Piedmont Floodplain Soils (F19) (LRR P, S, T)
Stratified Layers (A5)
Depleted Matrix (F3)
fl Anomalous Bright Loamy Soils (F20)
_
Organic Bodies (A6) (LRR P, T, U)
5 cm Mucky Mineral (A7) (LRR P, T, U)
_Depleted
Redox Dark Surface (F6)
Dark Surface (F7)
(MLRA 153B)
Red Parent Material (TF2)
Muck Presence (A8) (LRR U)
MRedox Depressions (F8)
Very Shallow Dark Surface (TF12) (LRR T, U)
1 cm Muck (A9) (LRR P, T)
Marl (F10) (LRR U)
1�
L1
Other (Explain in Remarks)
Depleted Below Dark Surface (A11)
Depleted Ochric (F11) (MLRA 151)
[� Thick Dark Surface (At 2)
Iron- Manganese Masses (F12) (LRR O, P, T)
3Indicators of hydrophytic vegetation and
Q Coast Prairie Redox (A16) (MLRA 150A)
- Umbric Surface (F13) (LRR P, T, U)
wetland hydrology must be present,
Q Sandy Mucky Mineral (S1) (LRR O, S)
Q Sandy Gleyed Matrix (S4)
Delta Ochric (F17) (MLRA 151)
OReduced Vertic (F18) (MLRA 150A, 150B)
unless disturbed or problematic.
Sandy Redox (S5)
Piedmont Floodplain Soils (F19) (MLRA 149A)
Stripped Matrix (S6)
_ Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Q Dark Surface (S7) (LRR P, S, T, U)
Type:
Depth (inches):
Hydric Soil Present? Yes d No 13
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region – Interim Version

WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project/Site: Q2f. Qer_ City /County: CAD Sampling Date: 77 tl to
Applicant/Owner: State: OC Sampling Point: \Nr?,l
Investigator(s): L:. M\VCA,,jj Section, Township, Range:
Landform (hillslope, terrace, etc.): 4c Local relief (concave, convex, none): Comic \P_ Slope ( %): C)%
Subregion (LRR or MLRA): Lat: 35. Act 4 S Long: "160•Oa3bll Datum: -AAy%3
Soil Map Unit Name: C111Cnne NWI classification:
Are climatic / hydrologic conditions on the lite typical for this time of year? Yes El No (If no, explain in Remarks.)
Are Vegetation ❑, Soil ®, or Hydrology ® significantly disturbed? Are "Normal Circumstances" present? Yes No
Are Vegetation 11, Soil ®, or Hydrology ® naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes No
Is the Sampled Area
Hydric Soil Present? Yes 0 No Within a Wetland? Yes © No
Wetland Hydrology Present? Yes ® No
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Primary Indicators (minimum of one is required check all that apply)
12 Surface Water (Al) © Water- Stained Leaves (69)
Secondary Indicators (minimum of two required)
® Surface Soil Cracks (136)
Sparsely Vegetated Concave Surface (138)
13 High Water Table (A2)
® Saturation (A3)
® Aquatic Fauna (1313)
Marl Deposits (1315) (LRR U)
® � 1 Drainage Patterns (1310)
�! Moss Trim Lines (616)
(3 Water Marks (131)
Hydrogen Sulfide Odor (Cl)
r7l Dry- Season Water Table (C2)
a Sediment Deposits (132)
B Drift Deposits (133)
Oxidized Rhizospheres on Living Roots (C3)
Presence of Reduced Iron (C4)
Crayfish Burrows (C8)
Saturation Visible on Aerial Imagery (C9)
_ Algal Mat or Crust (134)
® Iron Deposits (135)
® Inundation Visible on Aerial Imagery
_ Recent Iron Reduction in Tilled Soils (C6)
_13 Thin Muck Surface (C7)
(B7) ® Other (Explain in Remarks)
_ Geomorphic Position (D2)
❑ Shallow Aquitard (D3)
® FAC- Neutral Test (D5)
Field Observations:
Surface Water Present? Yes
Water Table Present? Yes
Saturation Present? Yes
® No 16 Depth (inches):
® No ® Depth (inches):
® No Depth (inches):
Wetland Hydrology Present? Yes No
includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region — Interim Version

VEGETATION — Use scientific names of plants.
Sampling Point:
Tree Stratum (Plot size: 3D )
1. V"A64yw 1 A
Absolute Dominant Indicator
% Cover Species? Status
b Olt, FK -W
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC: (A)
p
2. C C — 5 w- Ara
3.
4.
5.
6.
E3 Acu
❑
❑
❑
Total Number of Dominant
Species Across All Strata: �1 (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: 100 (A/B)
Prevalence Index worksheet:
Total % Cover of: Multiply by:
7
❑
(o3% = Total Cover
Sapling Stratum (Plot size: )
OBL species x 1 =
1.
l0f, AGW
FACW species x 2 =
2.
FAC species x 3 =
3.
❑
FACU species x4=
4.
❑
UPL species x 5 =
5.
❑
Column Totals: (A) (B)
6.
7
Shrub Stratum (Plot size: )
❑
100 =Total Cover
Prevalence Index = B/A =
Hydrophytic Vegetation Indicators:
Dominance Test is >50%
1
❑
_ Prevalence Index is 53.01
2
❑
_ Problematic Hydrophytic Vegetation' (Explain)
3.
❑
q
5
❑
❑
'Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
6.
❑
Definitions of Vegetation Strata:
Tree – Woody plants, excluding woody vines,
7. ❑
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
Herb Stratum (Plot size: )
(7.6 cm) or larger in diameter at breast height (DBH).
1.
2
3
❑
❑
Sapling – Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and less
than 3 in. (7.6 cm) DBH.
4.
5.
❑
❑
Shrub– Woody plants, excluding woody vines,
approximately 3 to 20 ft (1 to 6 m) in height.
6.
❑
Herb – All herbaceous (non- woody) plants, including
herbaceous vines, regardless of size. Includes woody
7. ❑
$
9
❑
❑
plants, except woody vines, less than approximately
3 ft (1 m) in height.
10.
❑
Woody vine – All woody vines, regardless of height.
11.
❑
12.
❑
= Total Cover
Woody Vine Stratum (Plot size:
)
1.
2.
3.
❑
4.
5
❑
❑
= Total Cover
Hydrophytic
Vegetation
Present? Yes No
Remarks: (If observed, list morphological adaptations below)
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region – Interim Version

SOIL
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of i
Sampling Point: VJQ ill
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type To T_ Texture Remarks
n -tom � Svc- blb loo Cl Gu,. -.
'T e: C= Concentration, D =De letion, RM= Reduced Matrix, CS= Covered or Coated Sand Grains. 2Location: PL =Pore Linin , M= Matrix.
H
dric Soil Indicators:
Histosol
Below Surface (S8) (LRR S, T, U)
Indicators for Problematic Hydric Soils':
1 cm Muck (A9) (LRR O)
(Al)
Histic Epipedon (A2)
T®Polyvalue
OThin Dark Surface (S9) (LRR S, T, U)
2 cm Muck (A10) (LRR S)
Q
Black Histic (A3)
Loamy Mucky Mineral (F1) (LRR O)
Reduced Vertic (F18) (outside MLRA 150A,B)
Hydrogen Sulfide (A4)
Loamy Gleyed Matrix (F2)
Piedmont Floodplain Soils (1719) (LRR P, S, T)
Stratified Layers (A5)
Depleted Matrix (F3)
Anomalous Bright Loamy Soils (F20)
_
Organic Bodies (A6) (LRR P, T, U)
5 cm Mucky Mineral (A7) (LRR P, T, U)
_Depleted
Redox Dark Surface (F6)
Dark Surface (F7)
(MLRA 1536)
Red Parent Material (TF2)
U)
Muck Presence (A8) (LRR U)
Redox Depressions (F8)
Very Shallow Dark Surface (TF12) (LRR T,
1 cm Muck (A9) (LRR P, T)
Marl (F10) (LRR U)
Other (Explain in Remarks)
Depleted Below Dark Surface (A11)
Depleted Ochric (F11) (MLRA 151)
Q
Thick Dark Surface (Al2)
Iron- Manganese Masses (F12) (LRR O, P, T)
3Indicators of hydrophytic vegetation and
Coast Prairie Redox (A16) (MLRA 150A)
�Umbric Surface (F13) (LRR P, T, U)
wetland hydrology must be present,
Q
Sandy Mucky Mineral (S1) (LRR O, S)
Delta Ochric (F17) (MLRA 151)
unless disturbed or problematic.
Q
Sandy Gleyed Matrix (S4)
Reduced Vertic (F18) (MLRA 150A, 150B)
n
Sandy Redox (S5)
Piedmont Floodplain Soils (F19) (MLRA 149A)
a
Stripped Matrix (S6)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
[�
Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches): Hydric Soil Present? Yes —0 No
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region – Interim Version

WETLAND DETERMINATION DATA FORM - Eastern Mountains and Piedmont Region
Project/Site: ��P P T,2e J. e_ �• ..c. t'o City /County: 1 1 , {moo Sampling Date: / zo f 3
ApplicantlOwner: Q iC State: r J C Sampling Point: a
Investigator(s): `; k--L, k Section, Township, Range:
Landform (hillslope, terrace, etc.): II Po- c� Local relief (concave, convex, none): (s n c.� t4 Slope ( %): ® Z
-
Subregion (LRR or MLRA): L, (2, F, N Lat: Long: -&o o Z v 9 Z g Datum: rJ d
Soil Map Unit Name: C1 O d S 4, - J NWI classification: "i
Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.)
Are Vegetation ( Soil /J ° , or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes No
Are Vegetation rJ ,, , Soil I, or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes X No
Is the Sampled Area
Hydric Soil Present? Yes T No within a Wetland? Yes No
Wetland Hydrology Present? Yes No
Remarks:
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required: check all that apply)
_ Surface Soil Cracks (136)
_ Surface Water (Al)
True Aquatic Plants (B14)
_ Sparsely Vegetated Concave Surface (B8)
High Water Table (A2)
Hydrogen Sulfide Odor (Cl)
_ Drainage Patterns (1310)
v Saturation (A3)
_ Oxidized Rhizospheres on Living Roots (C3) _ Moss Trim Lines (B16)
_ Water Marks (131)
_ Presence of Reduced Iron (C4)
_ Dry- Season Water Table (C2)
Sediment Deposits (132)
_ Recent Iron Reduction in Tilled Soils (C6)
_ Crayfish Burrows (C8)
Drift Deposits (133)
_ Thin Muck Surface (C7)
_ Saturation Visible on Aerial Imagery (C9)
Algal Mat or Crust (134)
_ Other (Explain in Remarks)
_ Stunted or Stressed Plants (D1)
Iron Deposits (B5)
Geomorphic Position (D2)
_ Inundation Visible on Aerial Imagery (B7)
_ Shallow Aquitard (D3)
Water- Stained Leaves (139)
_ Microtopographic Relief (D4)
_ Aquatic Fauna (613)
_ FAC- Neutral Test (D5)
Field Observations:
Surface Water Present? Yes No
Depth (inches):
Water Table Present? Yes _� No
Depth (inches):
Saturation Present? Yes k No
Depth (inches): Z
Wetland Hydrology Present? Yes No
(includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring
well, aerial photos, previous inspections), if
available:
Remarks:
ff
(-f- r ,l, / i(d ��d- L
US Army Corps of Engineers Eastern Mountains and Piedmont - Version 2.0

VEGETATION (Four Strata) - Use scientific names of plants.
7
Sapling /Shrub Stratum (Plot
1.
2.
3.
7
= Total Cover
50% of total cover: 100 20% of total cover: 7-0
= Total Cover
50% of total cover:_ 20% of total cover: 2
Herb Stratum (Plot size: )
2.
5.
7.
8.
9.
1C
11
100 = Total Cover
50% of total cover: s 0 20% of total cover: 7.f
Woody Vine Stratum (Plot size: )
1.
= Total Cover
50% of total cover: 20% of total cover:
photo numbers here or on a separate sheet.)
Sampling Point:
Dominance Test worksheet:
Absolute
Dominant Indicator
Tree Stratum (Plot size: )
% Cover
Species? Status
That Are OBL, FACW, or FAC:
(A)
Total Number of Dominant
3.
(B)
4..
5. �_8 rCS ; t ra
(A /B)
Prevalence Index worksheet:
7
Sapling /Shrub Stratum (Plot
1.
2.
3.
7
= Total Cover
50% of total cover: 100 20% of total cover: 7-0
= Total Cover
50% of total cover:_ 20% of total cover: 2
Herb Stratum (Plot size: )
2.
5.
7.
8.
9.
1C
11
100 = Total Cover
50% of total cover: s 0 20% of total cover: 7.f
Woody Vine Stratum (Plot size: )
1.
= Total Cover
50% of total cover: 20% of total cover:
photo numbers here or on a separate sheet.)
Sampling Point:
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC:
(A)
Total Number of Dominant
Species Across All Strata:
(B)
Percent of Dominant Species
That Are OBL, FACW, or FAC:
(A /B)
Prevalence Index worksheet:
Total % Cover of:
Multiply by:
OBL species
x 1 =
FACW species
x 2 =
FAC species
x 3 =
FACU species
x 4 =
UPL species
x 5 =
Column Totals:
(A)
(B)
Prevalence Index = B/A =
1 - Rapid Test for Hydrophytic Vegetation
_ 2 - Dominance Test is >50%
_ 3 - Prevalence Index is 53.0'
4 - Morphological Adaptations' (Provide supporting
data in Remarks or on a separate sheet)
Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
Definitions of Four Vegetation Strata:
Tree - Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
height.
Sapling /Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than or equal to 3.28 ft (1
m) tall.
Herb - All herbaceous (non- woody) plants, regardless
of size, and woody plants less than 3.28 ft tall.
Woody vine - All woody vines greater than 3.28 ft in
Hydrophytic
Vegetation
Present? Ye No
US Army Corps of Engineers Eastern Mountains and Piedmont - Version 2.0

SOIL
Sampling Point:
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type Loc Texture Remarks
D" 10 ifs / ?, oy
D= DeDletion. RM= Reduced Matrix, MS= Masked Sand Grains.
Hydric Soil Indicators:
Indicators for Problematic Hydric Soils':
_ Histosol (Al)
_ Dark Surface (S7)
_ 2 cm Muck (A10) (MLRA 147)
_ Histic Epipedon (A2)
_ Polyvalue Below Surface (S8) (MLRA 147, 148)
_ Coast Prairie Redox (A16)
_ Black Histic (A3)
_ Thin Dark Surface (S9) (MLRA 147, 148)
(MLRA 147, 148)
Hydrogen Sulfide (A4)
_ Loamy Gleyed Matrix (F2)
_ Piedmont Floodplain Soils (F19)
_ Stratified Layers (A5)
_ Depleted Matrix (F3)
(MLRA 136, 147)
_ 2 cm Muck (A10) (LRR N)
_ Redox Dark Surface (F6)
_ Very Shallow Dark Surface (TF12)
_ Depleted Below Dark Surface (A11)
_ Depleted Dark Surface (F7)
_ Other (Explain in Remarks)
_ Thick Dark Surface (Al2)
_ Redox Depressions (F8)
Sandy Mucky Mineral (S1) (LRR N,
Iron - Manganese Masses (F12) (LRR N,
MLRA 147, 148)
MLRA 136)
_ Sandy Gleyed Matrix (S4)
_ Umbric Surface (F13) (MLRA 136, 122)
3Indicators of hydrophytic vegetation and
_ Sandy Redox (S5)
_ Piedmont Floodplain Soils (F19) (MLRA 148)
wetland hydrology must be present,
_ Stripped Matrix (S6)
_ Red Parent Material (F21) (MLRA 127, 147)
unless disturbed or problematic.
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
Hydric Soil Present? Yes ,,�L_ No
'1� C14 ni
US Army Corps of Engineers !'
b:,
Eastern Mountains and Piedmont - Version 2.0

r
o stem_
PROGRAM
EEP Floodplain Requirements Checklist
This form was developed by the National Flood Insurance program, NC Floodplain
Mapping program and Ecosystem Enhancement Program to be filled for all EEP projects.
The form is intended to summarize the floodplain requirements during the design phase
of the projects. The form should be submitted to the Local Floodplain Administrator
with three copies submitted to NFIP (attn. Edward Curtis), NC Floodplain Mapping Unit
(attn. John Gerber) and NC Ecosystem Enhancement Program.
Project Location
Name of project:
Pee Dee Stream Restoration Site
Name if stream or feature:
Tributaries to Clark's Creek
County:
Montgomery County, NC
Name of river basin:
Yadkin River Basin
Is project urban or rural?
Rural
Name of Jurisdictional
municipality /county:
Montgomery County
DFIRM panel number for
entire site:
6594
Consultant name:
Wolf Creek Engineering, pllc
Phone number:
(828) 658 -3649
Address:
7 Florida Ave.
Weaverville, NC 28787
2013 -06 -18 FENM Floodplain_Checklist.doc Page 1 of 4

Design Information
Environmental Banc and Exchange (EBX) proposes to restore and enhance three unstable
tributaries to Clark's Creek in Montgomery County. The site is located approximately
one mile south of the town of Pee Dee, NC at latitude 35 °15'27" and longitude
80 °01'48 ". The site encompasses approximately 20 acres of agricultural land consists of
three small tributaries to Clark's Creek. No restoration work is proposed for Clark's
Creek.
Reach
Length
Priority
Thompson Creek
250
One (Restoration)
Thompson Creek
1314
Three (Enhancement)
Dale Branch
375
One (Restoration)
Dale Branch
2955
Three (Enhancement)
Jerry Branch
1670
One (Restoration)
Floodplain Information
Is project located in a Special Flood Hazard Area (SFHA)?
Yes (--- No
If project is located in a SFHA, check how it was determined:
I— Redelineation
Detailed Study
Limited Detail Study
Approximate Study
Don't know
List flood zone designation:
Check if applies:
17- AE Zone
r Floodway
Non-Encroachment
None
,"AZone
Y Local Setbacks Required
No Local Setbacks Required
2013 -06 -18 FEMA_Floodplain_Checklist.doc Page 2 of 4

If local setbacks are required, list how many feet:
Does proposed channel boundary encroach outside floodway /non-
encroachment/setbacks?
Yes r No
Land Acquisition (Check)
F State owned (fee simple)
- Conservation easment (Design Bid Build)
r Conservation Easement (Full Delivery Project)
Note: if the project property is state - owned, then all requirements should be addressed to
the Department of Administration, State Construction Office (attn: Herbert Neily,
(919) 807 -4101)
Is community /county participating in the NF1P program?
0 Yes r No
Note: if community is not participating, then all requirements should be addressed to
NFIP (attn: Edward Curtis, (919) 715 -8000 x369)
Name of Local Floodplain Administrator: Andrew Gahagan
Phone Number: (910) 572 -3304
2013 -06 -18 FEMA_Floodplain_Checklist_doc Page 3 of 4

Floodplain Requirements
This section to be filled by designer /applicant following verification with the LFPA
W No Action
F No Rise
Letter of Map Revision
" Conditional Letter of Map Revision
F Other Requirements
List other requirements: None
Comments:
Clark's Creek is a detailed study stream with an established floodway. No work is to be
done on Clark's Creek except where two of the tributaries tie into Clark's Creek. None of
the tributaries are studied streams. Coordination with Montgomery County F000dplain
Manager, Andrew Gahagan, verified that a map revision would not be required for lateral
grading work into the Clark's Creek floodplain that is required for restoration of the
tributaries.
Name: _S. Grant Ginn, P.E. Signature:
Title: President Date:
2013 -06 -18 FEMA_Floodplain Checklist.doc Page 4 of 4

APPENDIX C
MITIGATION WORK PLAN DATA and ANALYSES
C1 Hydraulic Geometry
• Design Curves
• Morphology Curves
C2 Desijzn Calculations
• Conceptual Design Calculations
• Sediment Regime
• Design Section Calculations
• Morphologic Tables
• Competence Calculations
• Capacity Calculations
• Bed Material Calculations
C3 Hydraulic Modeling
• Existing HEC -RAS Output
• Proposed HEC -RAS Output
• HEC -RAS Sediment Transport
C4 Assessment Data
• BEHI/NBS Calculations
• Existing Morphology
• Sediment Data
• Morphologic Site Map
C5 Reference Reach Data
• Talbott's Branch

APPENDIX CI
Hydraulic Geometry

Pee Dee
Bankfull Width
100
s i
v
10
c
�o
m
1
0.0 0.1 1.0 10.0 100.0
Drainage Area
• On -Site Quick Sections (G)
♦ Off -Site Quick Sections
Primary Reference (B)
• Secondary Reference (E)
♦ On -site Reference
Regional Curve
Design Line 2
Power (Design Line 1)
Power (Regional Curve)
- -- Power (Watershed)
Power (Design Line 2)
Design Line 1
Design Line 2
Regional Curve
Watershed Curve
Coefficient
15.0
Exponent
0.40
Design Line 1
X Y
Design Line 2
X Y
Regional Curve
X Y
Watershed Curve
X Y
9.5
0.10
11.9
0.43
0.1
5.972
0.02
6.424
0.02
2.211
0.1
5.175
13.0
0.40
1 4
1 26.117
1 0.4
1 8.668
1 50
1 63.935
1 4
22.634
Pee Dee
Cross Sectional Area
1000
100
• On -Site Quick Sections (G)
�o
♦ Off -Site Quick Sections
a
Primary Reference (B)
Q ♦ • Secondary Reference (E)
0
10 ♦ On -site Reference
w- Regional Curve
N
Q Design Line 2
04 U
- Power (Design Line 1)
-Power (Regional Curve)
1 - -- Power (Watershed Curve)
- Power (Design Line 2)
0.1
0.0 0.1 1.0 10.0 100.0
Drainage Area
Design Line 1
Design Line :2
Regional Curve
Watershed Curve
Coefficient
17.0
Exponent
0.68
Design Line 1
X Y
Design Line 2
X Y
Regional Curve
X Y
Watershed Curve
X Y
11.0
0.40
21.4
0.68
0.1
3.552
0.02
2.300
0.02
1.499
0.1
3.134
15.0
0.68
1 4
1 43.636
1 0.4
1 7.625
1 50
1 306.423
1 4
1 38.503

100
L
10
M
m
m
Pee Dee
Bed Width Design
1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1111 1 1 1 1 1 1 1 1 i i I I I I Ii1l
0.0 0.1 1.0 10.0 100.0
Drainage Area
• On -Site Quick Sections (G)
Off -Site Quick Sections
Primary Reference (B)
• Secondary Reference (E)
♦ On -site Reference
Regional Curve
Power (Design Line 1)
- -- Power (Watershed Curve)
Power (Regional Curve)
Power (Design Line 2)
Design Line 1
Design Line 2
Regional Curve
Watershed Curve
Coefficient
Exponent
0.45
Design Line 1
X Y
Design Line 2
X Y
Regional Curve
X Y
Watershed Curve
X Y
X Y X Y X Y
0.25
N7.2
0.45
0.1
3.761
0.028
2.945
0.02
2.064
0.1
3.406
1 0.27
0.45
50
4
19.780
0.4
5.726
50
69.778
4
17.914
Pee Dee
Max Depth
10
• On -Site Quick Secitons (G)
Off -Site Quick Sections
s /♦ * Primary Reference (B)
CL
• Secondary Reference (E)
X ♦ On -site Reference
A I F _
- Regional Curve
Watershed Curve
Power (Design Line)
Power (Regional Curve)
- -- Power (Watershed Curve)
0.1
0.0 0.1 1.0 10.0 100.0
Drainage Area
Coefficient
Exponent
Design Line Regional Cury e Watershed Curve
Design Linel
1.33
1 0.27
X Y X Y X Y
Regional Curvel
1.50
1 0.27
0.02
0.463
0.02
0.522
0.02
0.504
Watershed Curve
1 1.45
1 0.27
50
3.824
50
4.313
50
4.170

APPENDIX C2
Design Calculations

Stream Design Calculations
Status Summary
Project: Pee Dee
Project No.: 1058 -PDEE
Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
Design Component
Status
Date of Final
Designer
Conceptual Design
FINAL
6/15/13
CME
Discharge Calculations
FINAL
3/6/13
SGG
Sediment Regime
FINAL
3/21/13
SGG
Section Design
FINAL
3/21/13
SGG
Typical Section Dimensions
FINAL
6/15/13
CME
Plan /Profile Measurements
DRAFT
6/15/13
CME
Morphologic Design Table
FINAL
3/5/13
SGG
Structure Dimensions
DRAFT
Competence Calculations
FINAL
3/21/13
SGG
Design Slopes
DRAFT
HEC -RAS
FINAL
3/18/13
SGG
Sediment Transport
FINAL
3/18/13
SGG
Transition Reach Design
DRAFT
Supplemental Bed Material
DRAFT
Credit Calculations
FINAL
6/18/13
MMF
P: X 1058- PDEE�Design X2013 -06 -17 PDEE Channel Design.xism 611812013

Conceptual Design
Estimated Channel Values from Regional Curves
Project: Pee Dee
Project No.: 1058 -PDEE
Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
Hydro - Physio Province:) NC Piedmont
WBKF
ABKF
d M EAN
QBKF
WBED
d MAX
WBKF
dMAX
Regional Curve Equations
Coefficient
Exponent
11.89
0.43
21.43
0.68
1.5
0.32
89.04
0.72
12
1.5
0.45
0.27
Aooroximate Equations
Coefficient
Exponent
8.29
0.45
0.32
2.1
Design Status
FINAL
6/15/13
CME
(Limited Data, Not Used in Calculations)
(Limited Data, Not Used in Calculations)
(Used in Calculations)
(Used in Calculations)
Reach
Estimated Dimensions from Regional Curves
Drain.
Area
(mil)
W BKF
(ft)
A BKF
(ft)
d MEAN
(ft)
W BED
(ft)
d Pool Tangent
MAX
Spacing Rc Length
(ft) i (ft) (ft) (ft)
Thompson Creek 1A
0.11
4.6
4.8
0.7
3.0
1.0
23 9
9
Thompson Creek 1B
0.11
4.6
4.8
0.7
3.0
1.0
23
9
9
Thompson Creek 2
0.14
5.1
5.6
0.8
3.4
1.1
26
10
10
Thompson Creek 3
0.16
5.4
6.2
0.8
3.6
1.2
27
11
11
Dale Branch 1
0.03
2.6
2.0
0.5
1.7
0.7
13
5
5
Dale Branch 2A
0.04
3.0
2.4
0.5
1.9
0.7
15
6
6
Dale Branch 2B
0.04
3.0
2.4
0.5
1.9
0.7
15
6
6
Dale Branch 2C
0.04
3.0
2.4
0.5
1.9
0.7
15
6
6
Dale Branch 2D
0.04
3.0
2.4
0.5
1.9
0.7
15
6
6
Dale Branch 2E
0.04
3.0
2.4
0.5
1.9
0.7
15
6
6
Dale Branch 3
0.05
3.3
2.8
0.6
2.1
0.8
16
7
7
Dale Branch 4
0.08
4.0
3.8
0.7
2.6
0.9
20
8
8
Dale Branch 5A
0.09
4.2
4.2
0.7
2.8
1.0
21
8
8
Dale Branch 5B
0.09
4.2
4.2
0.7
2.8
1.0
21
8
8
Dale Branch 5C
0.09
4.2
4.2
0.7
2.8
1.0
21
8
8
Jerry Branch 1
0.07
3.8
3.5
0.6
2.5
0.9
19
8
8
Jerry Branch 2
0.12
4.8
5.1
0.8
3.2
1.1
24
10
10
Jerry Branch 3
0.13
4.9
5.4
0.8
3.3
1.1
25
10
10
Hudson Branch 1
0.03
2.6
2.0
0.5
1.7
0.7
13
5
5
P: 11058- PDEE�Design J2013 -06 -17 PDEE Channel Design.xlsm 611812013

Reach Locations
Project: Pee Dee
Project No.: 1058 -PDEE
Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
Reach
Existing Thalweg
Stationing
Proposed Design
Stationing
Description
Begin
End
Begin
End
Thompson Creek 1A
100 +00
102 +50
100 +00
102 +50
U/s of Dam
Thompson Creek 1B
102 +50
105 +10
102 +50
105 +11
U/s of Dam
Thompson Creek 2
105 +10
116 +50
105 +11
115 +64
Dam to Ford
Thompson Creek 3
116 +50
118 +50
115 +64
118 +13
D/s of Ford
Dale Branch 1
200 +00
205 +33
200 +00
203 +75
Enhancement U/s of Pond
Dale Branch 2A
200 +00
205 +33
203 +75
205 +00
Transition out of pond
Dale Branch 2B
205 +00
206 +40
D/s of pond to bedrock transition
Dale Branch 2C
206 +40
207 +50
Bedrock Transition
Dale Branch 2D
207 +50
211 +15
Fr BR Transition to pipe transition
Dale Branch 2E
211 +15
213 +50
Transition to and out of u/s pipe
Dale Branch 3
205 +33
211 +01
213 +50
219 +00
Pipe Crossing to draw on right
Dale Branch 4
211 +01
219 +25
219 +00
227 +25
Draw on right to pipe transition
Dale Branch 5A
219 +25
221 +87
227 +25
229 +70
Transition to and out of d/s pipe
Dale Branch 5B
221 +87
226 +46
229 +70
232 +85
D/s of pipe to transition to Clarks Cr
Dale Branch 5C
232 +85
234 +50
Transition to Clarks Cr
Jerry Branch 1
300 +00
304 +50
300 +00
304 +35
U/s of Hudson
Jerry Branch 2
304 +50
311 +20
304 +35
310 +60
Hudson to Reference Section
Jerry Branch 3
311 +20
317 +18
310 +60
317 +30
D/s of Reference Section
Hudson Branch 1
400 +00
403 +58
403 +58
P: 11058- PDEE�Design J2013 -06 -17 PDEE Channel Design.xlsm 611812013

Discharge Calculations
Estimated Values from Regional Regression Equations
Design Status
Project: Pee Dee FINAL
Project No.: 1058 -PDEE 3/6/13
Client: EBX SGG
Contract No.: -
County /State: Montgomery Co., NC
Event
Bankfull
2 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
200 -yr
500 -yr
Regional Regression Equations
Coefficient
Exponent
89.04
0.72
135
0.702
242
0.677
334
0.662
476
0.645
602
0.635
745
0.625
908
0.616
1160
I 0.605
Include
Estimated Discharges
Reach
Drainage
Area Bankfull
(mi) (cfs)
2 -yr 5 -yr
(cfs) (cfs)
10 -yr
(cfs)
25 -yr
(cfs)
50 -yr
(cfs)
100 -yr
(cfs)
Thompson Creek 1A
0.11
18
29
54
77
115
148
188
Thompson Creek 1B
0.11
18
29
54
77
115
148
188
Thompson Creek 2
0.14
22
34
64
91
134
173
218
Thompson Creek 3
0.16
24
37
70
99
146
188
237
Dale Branch 1
0.03
7
12
23
33
50
65
83
Dale Branch 2A
0.04
9
14
27
40
60
78
100
Dale Branch 2B
0.04
9
14
27
40
60
78
100
Dale Branch 2C
0.04
9
14
27
40
60
78
100
Dale Branch 2D
0.04
9
14
27
40
60
78
100
Dale Branch 2E
0.04
9
14
27
40
60
78
100
Dale Branch 3
0.05
10
16
32
46
69
90
115
Dale Branch 4
0.08
14
23
44
63
93
121
154
Dale Branch 5A
0.09
16
25
47
68
101
130
165
Dale Branch 5B
0.09
16
25
47
68
101
130
165
Dale Branch 5C
0.09
16
25
47
68
101
130
165
Jerry Branch 1
0.07
13
21
40
57
86
111
141
Jerry Branch 2
0.12
19
30
58
82
121
157
198
Jerry Branch 3
0.13
20
32
61
87
128
165
208
Hudson Branch 1
0.03
7
12
23
33
50
65
83
P: X1 058-PDEE� Design X 2013 -06 -17 PDEE Channel Design.xlsm 611812013

Sediment Regime
Project:
Pee Dee
Project No.:
1058 -PDEE
Client:
EBX
Contract No.:
-
County /State:
Montgomery Co., NC
Design Status
FINAL
3/21/13
SGG
Depositional Patterns
Point Bars
Mid - channel Bars
Side - channel Bars
Diagonal Bars
Bar Length /WEED
Dune Presentation of Bars
Channel Branching
Tributary Deltas
Dune Length /Height (ft)
Ripple Length /Height (ft)
Sediment Measurements
Pebble Count %Sand
(Riffle) Dso
D84
D9t
Pebble Count %Sand
(Reach) Dso
Dgq
D9s
Bar Sample %Sand
Dso
D84
D9s
DMAX
Bed Sample %Sand
Dso
D84
D9s
Sediment Regime
Sediment Load
Sediment Mobility
Minimal
Minimal
Minimal
Upstream
Upstream
Upstream
Upstream
Moderate
None
None
Adjacent
Extended
Adjacent
Extended
Reach
None
None
None
None
None
None
Thompson
None
None
Forecast
Forecast
Forecast
Forecast
None
Creek
Dale Branch
Jerry Branch
(Thompsn)
(Thompsn)
(Dale)
(Dale)
Bed Material Nature
None
None
None
None
None
None
Depth of Bed Probe (ft)
< 0.1
0.1
< 0.1
No
< 0.1
0.1
0.1
Matrix Bonding
Loose
Loose
Loose
Data
Loose
Loose
Loose
Parent Material Exposure
Yes
Yes
Yes
Available
No
Yes
Yes
Well Graded
No
No
No
(Pond)
No
No
No
Depositional Patterns
Point Bars
Mid - channel Bars
Side - channel Bars
Diagonal Bars
Bar Length /WEED
Dune Presentation of Bars
Channel Branching
Tributary Deltas
Dune Length /Height (ft)
Ripple Length /Height (ft)
Sediment Measurements
Pebble Count %Sand
(Riffle) Dso
D84
D9t
Pebble Count %Sand
(Reach) Dso
Dgq
D9s
Bar Sample %Sand
Dso
D84
D9s
DMAX
Bed Sample %Sand
Dso
D84
D9s
Sediment Regime
Sediment Load
Sediment Mobility
Minimal
Minimal
Minimal
None
Minimal
Minimal
Minimal
Moderate
None
None
Moderate
Moderate
None
None
None
None
None
None
None
None
None
None
None
None
2
2
1.5
None
2
2
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
9%
14%
11%
Low
Mod. Low
Mod. Low
8
6
6
Moderate
Moderate
Moderate
15
11
13
24
15
22
19%
Mod. Low
25%
Low
Mod. Low
Mod. Low
7
Moderate
6
Moderate
Moderate
Moderate
14
13
24
21
37
32
9% 14% 11%
8 6 6
15 11 13
24 15 22
Mod. Low
Mod. Low
Mod. Low
Low
Mod. Low
Mod. Low
Moderate
Moderate
Moderate
Moderate
Moderate
Moderate
P: X 1 058-PDEE� Design �2013-06-1 7 PDEE Channel Design.xlsm 611812013

Sediment Regime
Project: Pee Dee
% Sand
(Riffle)
Project No.: 1058 -PDEE
< 0.1
< 0.1
FINAL
Client: EBX
Pebble Count
% Sand
3/21/13
Contract No.: -
Loose
Loose
SGG
County /State: Montgomery
Co., NC
% Sand
140
Parent Material Exposure
Yes
Yes
Upstream
Upstream
21
DMAX
Bed Sample
Well Graded
Aggregate
No
Adjacent
Extended
Dale Bed
D95
Coarse Bed
Test Pit
Source
Reach
None
None
Forecast
Forecast
Surface
West Slope
Sample
Sample
Sample
(Jerry)
(Jerry)
Sample
Dale Valley
(Thompsn)
(Dale)
(Jerry)
Bed Material Nature
% Sand
(Riffle)
Depth of Bed Probe (ft)
< 0.1
< 0.1
1%
D95
Pebble Count
% Sand
(Reach)
Matrix Bonding)
Loose
Loose
None
D95
Bar Sample
% Sand
140
Parent Material Exposure
Yes
Yes
None
D95
21
DMAX
Bed Sample
Well Graded
No
No
D84
D95
Depositional Patterns
Point Bars
Mid - channel Bars
Side - channel Bars
Diagonal Bars
Bar Length /WBED
Dune Presentation of Bars
Channel Branching
Tributary Deltas
Dune Length /Height (ft)
Ripple Length /Height (ft)
Sediment Measurements
Pebble Count
% Sand
(Riffle)
Dso
3%
D84
1%
D95
Pebble Count
% Sand
(Reach)
Dso
140
D84
None
D95
Bar Sample
% Sand
140
Dso
78
D84
None
D95
21
DMAX
Bed Sample
% Sand
1.5
Dso
D84
D95
Sediment Regime
Sediment Load
Sediment Mobilitv
Minimal
Minimal
21%
3%
7
1%
None
None
7
7
54
140
43
None
None
15
15
140
87
78
None
None
20
21
150
87
1.5
1.5
None
None
None
None
None
None
None
None
None
None
Mod. Low I Mod. Low
Moderate Moderate
31%
5
8
13
16
21%
21%
3%
7
1%
54
7
7
54
140
43
78
20
15
15
140
87
78
20
21
150
87
Mod. Low I Mod. Low
Moderate Moderate
31%
5
8
13
16
21%
3%
1%
7
7
54
43
15
15
140
78
20
21
150
87
P: X 1 058-PDEE� Design �2013-06-1 7 PDEE Channel Design.xlsm 611812013

10.0
5.0
40.0
Design Section 1
Project: Pee Dee
Project No.: 1058 -PDEE
Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
Design Status
FINAL
3/21/13
SGG
45.0 50.0 55.0 60.0
Regional Curve - Reference /Watershed - -- Quick Section Detailed Section - Design Section
P
Hydr. R
W/d Ratio
Section Comparisons
Regional Ref/ Quick
Curve Wtrshed Section
Design Section
Design
Section
6.4
7.3
Coef
Exp
WBKF
WBED
10.60
0.45
107%
dMAx
1.33
0.27
WBEC
Bank Slope
2.5
(H:1)
110%
Thalweg Ratio
0.3
WTHL
Toe Depth Ratio
0.8
1.7
Bench Width Ratio
0.5
279%
dMAx
Bench Slope
10
(H:1)
1.1
Drainage Area
0.24
(sq. mi.)
dTOE
86%
60%
Point of Comparison
ABKF
0.8
Thompson
Creek Downstream of Site
0.7
68%
1 92%
dMEAN
P
Hydr. R
W/d Ratio
Section Comparisons
Regional Ref/ Quick
Curve Wtrshed Section
Detailed
Section
Design
Section
6.4
7.3
9.0
8.6
9.2
143%
125%
102%
107%
4.3
5.1
4.0
5.6
129%
110%
139%
1.3
1.5
0.6
1.7
129%
110%
279%
1.3
1.0
1.1
1.5
0.9
68%
92%
86%
60%
1.1
0.8
0.9
0.7
68%
1 92%
80%
8.1
5.7
6.2
7.6
6.0
74%
106%
97%
79%
1.26
0.77
0.69
0.88
0.65
52%
84%
95%
74%
7.4
7.9
9.3
9.7
9.5
129%
121%
102%
98%
1.10
0.72
0.66
0.78
0.63
57%
87%
95%
81%
5.1
9.5
13.1
9.8
14.1
276%
148%
108%
144%
P: X 1 058-PDEE� Design �2013-06-1 7 PDEE Channel Design.xlsm 611812013

10.0
5.0 L
40.0
Design Section 2
Project: Pee Dee
Project No.: 1058 -PDEE
Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
Design Status
FINAL
3/21/13
SGG
45.0 50.0 55.0 60.0
Regional Curve - Reference /Watershed - -- Quick Section - Detailed Section - Design Section
P
Hydr. R
W/d Ratio
Section Comparisons
Regional
Curve
Design Section
Quick
Section
Detailed
Section
Design
Section
Coef
Exp
WBKF
WBED
7.20
0.25
197%
dMAx
1.33
0.27
WBEC
Bank Slope
4.0
(H:1)
177%
Thalweg Ratio
0.3
WTHL
Toe Depth Ratio
0.8
0.8
Bench Width Ratio
0.5
151%
dMAx
Bench Slope
20
(H:1)
0.6
Drainage Area
0.03
(sq. mi.)
dTOE
92%
103%
Point of Comparison
ABKF
0.5
Upstream of Dale Branch
0.4
0.4
dMEAN
P
Hydr. R
W/d Ratio
Section Comparisons
Regional
Curve
Ref/
Wtrshed
Quick
Section
Detailed
Section
Design
Section
2.6
3.2
8.0
10.1
6.3
239%
197%
79%
62%
1.7
2.0
3.4
3.0
177%
151%
88%
0.5
0.6
0.8
0.9
177%
151%
112%
0.7
0.6
0.5
0.6
0.5
75%
92%
103%
87%
0.5
0.5
0.4
0.4
75%
92%
103%
2.0
1.4
2.5
3.8
2.1
107%
153%
85%
55%
0.75
0.43
0.31
0.38
0.34
45%
78%
108%
89%
3.2
3.5
8.1
12.5
6.4
203%
183%
79%
1 51%
0.62
0.39
0.31
0.31
0.33
53%
84%
107%
108%
3.5
7.4
25.7
26.7
18.7
533%
253%
73%
70%
P: X 1 058-PDEE� Design �2013-06-1 7 PDEE Channel Design.xlsm 611812013

10.0
50
Design Section 3
Project: Pee Dee Design Status
Project No.: 1058 -PDEE FINAL
Client: EBX 3/21/13
Contract No.: - SGG
County /State: Montgomery Co., NC
■■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■
■ ■ ■ ■ ■■■� ■� ■. Mom I��■■■■■■■■■■
■■■■■■■■ ■■■■■■ ■ ■ ■ ■ ■ ■■■■ ■ ■ ■■■■■■■■■■ ■ ■ ■■
■■■■■■■■ ■ ■ ■ ■ ■■ ■ ■ ■ ■ ■ ■■■■ ■■■■ ■ ■ ■ ■ ■■ ■■■■■■
■■■■■■■■■ ■ ■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■
■■■■■■■■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■
■■■■■■■■■ ■■ ■ ■ ■ ■ ■ ■■■ ■ ■■ ■ ■ ■■■■■■■■■■ ■ ■ ■ ■ ■■
■■■■■■■■■ ■ ■ ■ ■ ■ ■ ■■■■■ ■■■■ ■ ■ ■ ■ ■ ■■■■■■■ ■ ■ ■■
■■■■■■■■■ ■ ■■■■■■■ ■■■■■■■■ ■ ■ ■ ■ ■■ ■ ■■■■■ ■ ■■
40.0 45.0 50.0 55.0 60.0
Regional Curve - Reference /Watershed - -- Quick Section - Detailed Section - Design Section
Hydr. R
W/d Ratio
Section Comparisons
Regional
Curve
Design Section
Detailed
Section
Design
Section
4.8
Coef
Exp
WBKF
WBED
10.60
0.45
107%
dMAx
1.33
0.27
WBEC
Bank Slope
2.5
(H:1)
129%
Thalweg Ratio
0.3
WTHL
Toe Depth Ratio
0.8
0.7
Bench Width Ratio
0.5
110%
dMAx
Bench Slope
10
(H:1)
0.8
Drainage Area
0.12
(sq. mi.)
cITOE
92%
100%
Point of Comparison
ABKF
0.9
Jerry Branch On -site Reference
0.5
0.6
dMEAN
92%
120%
P
Hydr. R
W/d Ratio
Section Comparisons
Regional
Curve
Ref/ Quick
Wtrshed Section
Detailed
Section
Design
Section
4.8
5.6
6.6
4.6
7.1
148%
127%
107%
154%
3.2
3.7
3.5
4.1
129%
110%
117%
1.0
1.1
0.7
1.2
129%
110%
175%
1.1
0.8
0.8
0.9
0.8
70%
92%
100%
88%
0.9
0.7
0.5
0.6
70%
92%
120%
5.1
3.5
3.1
2.4
3.7
74%
106%
123%
154%
1.06
0.64
0.46
0.53
0.53
50%
83%
115%
100%
5.6
6.0
6.8
7.7
7.3
132%
122%
108%
95%
0.91
0.59
0.45
0.31
0.51
56%
87%
114%
163%
4.5
8.7
14.3
8.7
13.4
297%
153%
94%
154%
P: X 1 058-PDEE� Design �2013-06-1 7 PDEE Channel Design.xlsm 611812013

Typical Section Dimensions
Project: Pee Dee
Project No.: 1058 -PDEE
Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
De51$n Status
FINAL
6/15/13
CME
Reach
Drainage
Area
(mil)
Design
g
Section
W BKF
W BED
W THAL
W BENCH
d MAX
d TOE
Bank
Slope
p
(H:1)
Thompson Creek 1A
0.11
2
8.8
4.1
1.2
4
0.73
0.59
4
Thompson Creek 1B
0.11
2
8.8
4.1
1.2
4
0.73
0.59
4
Thompson Creek 2
0.14
1
7.5
4.4
1.3
4
0.78
0.63
2.5
Thompson Creek 3
0.16
1
7.9
4.6
1.4
4
0.81
0.65
2.5
Dale Branch 1
0.03
2
6.3
3.0
0.9
3
0.52
0.41
4
Dale Branch 2A
0.04
1
4.7
2.5
0.7
2
0.56
0.45
2.5
Dale Branch 2B
0.04
2
6.8
3.2
1.0
3
0.56
0.45
4
Dale Branch 2C
0.04
1
4.7
2.5
0.7
2
0.56
0.45
2.5
Dale Branch 2D
0.04
2
6.8
3.2
1.0
3
0.56
0.45
4
Dale Branch 2E
0.04
1
4.7
2.5
0.7
2
0.56
0.45
2.5
Dale Branch 3
0.05
2
7.2
3.4
1.0
4
0.59
0.47
4
Dale Branch 4
0.08
1
6.1
3.4
1.0
3
0.67
0.54
2.5
Dale Branch 5A
0.09
1
6.4
3.6
1.1
3
0.69
0.56
2.5
Dale Branch 5B
0.09
1
6.4
3.6
1.1
3
0.69
0.56
2.5
Dale Branch 5C
0.09
1
6.4
3.6
1.1
3
0.69
0.56
2.5
Jerry Branch 1
0.07
2
7.9
3.7
1.1
4
0.65
0.52
4
Jerry Branch 2
0.12
1
7.1
4.1
1.2
4
0.75
0.60
2.5
Jerry Branch 3
0.13
1
7.3
4.2
1.3
4
0.77
0.61
2.5
Hudson Branch 1
0.03
2
6.3
3.0
0.9
3
0.52
0.41
4
Reach
Pool Dimensions
Width
Ratio
W'"
Wour
dpOOL /dmAx
Ratio
daooL
Thompson Creek 1A
1.1
5.3
4.4
1.5
1.10
Thompson Creek 1B
1.1
5.3
4.4
1.5
1.10
Thompson Creek 2
1.1
4.5
3.8
1.5
1.17
Thompson Creek 3
1.1
4.7
3.9
1.5
1.22
Dale Branch 1
1.1
3.8
3.1
1.5
0.77
Dale Branch 2A
1.1
2.8
2.4
1.5
0.84
Dale Branch 2B
1.1
4.1
3.4
1.5
0.84
Dale Branch 2C
1.1
2.8
2.4
1.5
0.84
Dale Branch 2D
1.1
4.1
3.4
1.5
0.84
Dale Branch 2E
1.1
2.8
2.4
1.5
0.84
Dale Branch 3
1.1
4.3
3.6
1.5
0.89
Dale Branch 4
1.1
3.7
3.0
1.5
1.01
Dale Branch 5A
1.1
3.8
3.2
1.5
1.04
Dale Branch 5B
1.1
3.8
3.2
1.5
1.04
Dale Branch 5C
1.1
3.8
3.2
1.5
1.04
Jerry Branch 1
1.1
4.7
3.9
1.5
0.97
Jerry Branch 2
1.1
4.3
3.5
1.5
1.13
Jerry Branch 3
1.1
4.4
3.6
1.5
1.15
Hudson Branch 1
1.1
3.8
3.1
1.5
0.77
P: X 1 058-PDEE� Design X2013-06-1 7 PDEE Channel Design.xlsm 611812013

Hydraulic Dimensions
Project: Pee Dee
Project No.: 1058 -PDEE
Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
Design Status
FINAL
3/5/13
SGG
Reach
Stream
Type
A BKF
P WET
R HYD
d MEAN
W/D Ratio
Entrench
Ratio
Thompson Creek 1A
Bc
4.2
9.0
0.5
0.5
18.6
4.5
Thompson Creek 1B
Bc
4.2
9.0
0.47
0.48
18.6
3.4
Thompson Creek 2
Bc
4.2
7.8
0.54
0.55
13.5
4.0
Thompson Creek 3
Bc
4.6
8.2
0.56
0.58
13.7
3.2
Dale Branch 1
Bc
2.1
6.4
0.33
0.34
18.7
5.6
Dale Branch 2A
Bc
1.8
4.9
0.36
0.38
12.5
2.5
Dale Branch 2B
Bc
2.5
6.9
0.36
0.36
18.7
2.4
Dale Branch 2C
Bc
1.8
4.9
0.36
0.38
12.5
2.5
Dale Branch 2D
Bc
2.5
6.9
0.36
0.36
18.7
2.7
Dale Branch 2E
Bc
1.8
4.9
0.36
0.38
12.5
3.0
Dale Branch 3
Bc
2.8
7.3
0.38
0.39
18.7
4.2
Dale Branch 4
Bc
2.9
6.3
0.45
0.47
13.0
4.1
Dale Branch 5A
Bc
3.1
6.6
0.47
0.49
13.1
2.4
Dale Branch 5B
C
3.1
6.6
0.47
0.49
13.1
3.1
Dale Branch 5C
Bc
3.1
6.6
0.47
0.49
13.1
1.9
Jerry Branch 1
Bc
3.3
8.0
0.41
0.42
18.6
2.5
Jerry Branch 2
Bc
3.7
7.3
0.51
0.53
13.4
3.5
Jerry Branch 3
Bc
4.0
7.6
0.52
0.54
13.5
3.4
Hudson Branch 1
Bc
2.1
6.4
0.33
0.34
18.7
4.8
14.0
17.5
7.5
0.0
12.4
Jerry Branch 1
2.9
3.9
Morphologic Dimensions
Reach
Pool Spacing /WAVE
Pool Spacing
Belt Width
min
target
max
min
target
max
min
target
max
Thompson Creek 1A
3.3
4.4
5.5
21.4
28.6
35.7
9.7
13.0
16.2
Thompson Creek 1B
3.3
4.4
5.5
21.4
28.6
35.7
9.7
13.0
16.2
Thompson Creek 2
3.3
4.4
5.5
19.6
26.2
32.7
8.9
11.9
14.9
Thompson Creek 3
2.9
3.9
4.9
18.3
24.4
30.4
9.4
12.5
15.7
Dale Branch 1
3.3
4.4
5.5
15.4
20.5
25.6
7.0
9.3
11.6
Dale Branch 2A
3.7
5.0
6.2
13.5
17.9
22.4
5.4
7.2
9.0
Dale Branch 2B
3.1
4.1
5.2
15.5
20.7
25.9
7.5
10.0
12.5
Dale Branch 2C
2.4
3.2
4.0
8.7
11.6
14.4
5.4
7.2
9.0
Dale Branch 2D
3.1
4.1
5.2
15.5
20.7
25.9
7.5
10.0
12.5
Dale Branch 2E
2.7
3.6
4.6
9.9
13.1
16.4
5.4
7.2
9.0
Dale Branch 3
3.1
4.1
5.2
16.4
21.9
27.4
8.0
10.6
13.3
Dale Branch 4
3.1
4.1
5.2
14.7
19.6
24.6
7.1
9.5
11.9
Dale Branch 5A
2.9
3.9
4.9
14.5
19.3
24.2
7.5
0.0
12.4
Dale Branch 5B
5.0
6.0
7.0
24.9
29.9
34.8
10.0
9.9
L11.6
24.9
Dale Branch 5C
2.1
2.8
3.5
10.5
14.0
17.5
7.5
0.0
12.4
Jerry Branch 1
2.9
3.9
4.9
16.8
22.5
28.1
8.7
14.4
Jerry Branch 2
2.9
3.9
4.9
16.3
21.7
27.1
8.4
11.2
14.0
Jerry Branch 3
3.1
4.1
5.2
17.9
23.9
29.8
8.6
11.5
14.4
Hudson Branch 1
2.6
3.4
4.3
11.9
15.9
19.9
7.0
9.3
11.6
P: X 1 058-PDEE� Design X2013-06-1 7 PDEE Channel Design.xlsm 611812013

Morphologic Dimensions
Project: Pee Dee
Project No.: 1058 -PDEE
Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
Reach
Rc /WAVC
Radius of Curvature
min
max
min
max
Thompson Creek 1A
2.0
3.0
13
19
Thompson Creek 16
2.0
3.0
13
19
Thompson Creek 2
2.0
3.0
12
18
Thompson Creek 3
2.0
3.0
13
19
Dale Branch 1
2.0
3.0
9
14
Dale Branch 2A
2.0
3.0
7
11
Dale Branch 2B
2.0
3.0
10
15
Dale Branch 2C
2.0
3.0
7
11
Dale Branch 2D
2.0
3.0
10
15
Dale Branch 2E
2.0
3.0
7
11
Dale Branch 3
2.0
3.0
11
16
Dale Branch 4
2.0
3.0
9
14
Dale Branch 5A
2.0
3.0
10
15
Dale Branch 5B
1.5
2.5
7
12
Dale Branch 5C
2.0
3.0
10
15
Jerry Branch 1
2.0
3.0
12
17
Jerry Branch 2
2.0
3.0
11
17
Jerry Branch 3
2.0
3.0
12
17
Hudson Branch 1
2.0
3.0
9
14
6
Dale Branch 3
60%
40%
9.9
Design Status
E DRAFT
6/15/13
CME
SAVE
SVALLEV
Sinuosity
Meander
Width
Ratio
0.007
0.018
1.1
3
0.030
0.032
1.0
3
0.022
0.024
1.1
3
0.023
0.028
1.2
3
0.039
0.023
1.1
4
0.120
0.100
1.1
3
0.0297
0.016
1.1
4
0.045
0.036
1.0
3
0.042
0.031
1.0
3
0.040
0.027
1.1
2
0.027
0.025
1.0
2
0.028
0.028
1.0
2
0.050
0.029
1.0
2
0.023
0.023
1.0
2
0.043
0.041
1.0
2
0.037
0.031
1.0
2
0.024
0.028
1.1
2
0.024
0.019
1.0
2
0.012
0.050
1.1
2
3.0
8
4
9
Reach
Percent
Tangent
Percent Feature Length
Curve Minimum
Target
Maximum
Tangent
Curve
Tangent
Curve
Tangent
Curve
Thompson Creek 1A
60%
40%
12.9
8.6
17
11
21
14
Thompson Creek 1B
60%
40%
12.9
8.6
17
11
21
14
Thompson Creek 2
60%
40%
11.8
7.8
16
10
20
13
Thompson Creek 3
65%
35%
11.9
6.4
16
9
20
11
Dale Branch 1
60%
40%
9.2
6.1
12
8
15
10
Dale Branch 2A
55%
45%
7.4
6.1
10
8
12
10
Dale Branch 2B
60%
40%
9.3
6.2
12
8
16
10
Dale Branch 2C
65%
35%
5.6
3.0
8
4
9
5
Dale Branch 2D
60%
40%
9.3
6.2
12
8
16
10
Dale Branch 2E
65%
35%
6.4
3.4
9
5
11
6
Dale Branch 3
60%
40%
9.9
6.6
13
9
16
11
Dale Branch 4
60%
40%
8.8
5.9
12
8
15
10
Dale Branch 5A
65%
35%
9.4
5.1
13
7
16
8
Dale Branch 5B
55%
45%
13.7
11.2
16
13
19
16
Dale Branch 5C
65%
35%
6.8
3.7
9
5
11
6
Jerry Branch 1
65%
35%
10.9
5.9
15
8
18
10
Jerry Branch 2
65%
35%
10.6
5.7
14
8
18
9
Jerry Branch 3
60%
40%
10.7
7.2
14
10
18
12
Hudson Branch 1
65%
35%
7.7
4.2
10
6
13
7
P: X 1 058-PDEE� Design X2013-06-1 7 PDEE Channel Design.xlsm 611812013

Structure Dimensions
Project: Pee Dee
Project No.: 1058 -PDEE
Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
Reach
Arm Throat
Length Width
(L) (W)
Buried
Length
(X)
Total
Log
Length
Thompson Creek 1A
7.0
3.0
3
13
Thompson Creek 1B
7.0
3.0
3
13
Thompson Creek 2
7.0
3.0
3
13
Thompson Creek 3
7.0
3.0
3
13
Dale Branch 1
5.0
2.0
3
11
Dale Branch 2A
4.0
2.0
3
10
Dale Branch 2B
5.0
2.0
3
11
Dale Branch 2C
4.0
2.0
3
10
Dale Branch 2D
5.0
2.0
3
11
Dale Branch 2E
4.0
2.0
3
10
Dale Branch 3
5.0
2.0
3
11
Dale Branch 4
5.0
2.0
3
11
Dale Branch 5A
6.0
2.0
3
12
Dale Branch 5B
6.0
2.0
3
12
Dale Branch 5C
6.0
2.0
3
12
Jerry Branch 1
6.0
3.0
3
12
Jerry Branch 2
7.0
2.0
3
13
Jerry Branch 3
7.0
2.0
3
13
Hudson Branch 1
5.0
2.0
3
11
Design Status
DRAFT
Boulder Size
Length
Width
Depth
3
2
1
3
2
2
3
2
2
3
2
2
3
2
2
3
2
2
3
2
2
3
2
2
3
2
2
3
2
2
3
2
2
3
2
2
3
2
2
3
2
2
3
2
2
3
2
2
3
2
2
3
2
2
3
2
1
P: X 1 058-PDEE� Design X2013-06-1 7 PDEE Channel Design.xlsm 611812013

Competence Calculations
Project: Pee Dee
Project No.: 1058 -PDEE
Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
Design Status
FINAL
3/21/13
SGG
Reach
Hydraulic
Radius (ft)
Largest Particle Calculations
Representative Particle Calculations
T*
YS
DMAX
(mm)
S
(ft /ft)
t*
YS
D50
(mm)
S
(ft /ft)
Thompson Creek 1A
0.47
0.009
1.65
32
0.0033
0.035
1.65
6
0.0024
Thompson Creek 1B
0.47
0.010
1.65
37
0.0043
0.032
1.65
25
0.0093
Thompson Creek 2
0.54
0.010
1.65
37
0.0037
0.032
1.65
25
0.0081
Thompson Creek 3
0.56
0.009
1.65
32
0.0028
0.035
1.65
6
0.0020
Dale Branch 1
0.33
0.009
1.65
32
0.0047
0.035
1.65
6
0.0034
Dale Branch 2A
0.36
0.009
1.65
32
0.0043
0.035
1.65
6
0.0031
Dale Branch 2B
0.36
0.009
1.65
32
0.0044
0.035
1.65
6
0.0032
Dale Branch 2C
0.36
0.009
1.65
32
0.0043
0.035
1.65
6
0.0031
Dale Branch 2D
0.36
0.009
1.65
32
0.0044
0.035
1.65
6
0.0032
Dale Branch 2E
0.36
0.009
1.65
32
0.0043
0.035
1.65
6
0.0031
Dale Branch 3
0.38
0.009
1.65
32
0.0041
0.035
1.65
6
0.0030
Dale Branch 4
0.45
0.009
1.65
32
0.0035
0.035
1.65
6
0.0025
Dale Branch 5A
0.47
0.009
1.65
32
0.0033
0.035
1.65
6
0.0024
Dale Branch 5B
0.47
0.009
1.65
32
0.0033
0.035
1.65
6
0.0024
Dale Branch 5C
0.47
0.009
1.65
32
0.0033
0.035
1.65
6
0.0024
Jerry Branch 1
0.41
0.009
1.65
32
0.0038
0.035
1.65
6
0.0027
Jerry Branch 2
0.51
0.009
1.65
32
0.0030
0.035
1.65
6
0.0022
Jerry Branch 3
0.52
0.009
1.65
32
0.0030
0.035
1.65
6
0.0022
Hudson Branch 1
0.33
0.009
1.65
32
0.0047
0.035
1.65
6
0.0034
Reach
Calculation Method
Sediment
Load
Percent Calculated
Slope
Design Slope Range
(ft /ft)
Min
Max
Thompson Creek 1A
Representative Particle
Low
80%
100%
0.0019 to 0.0024
Thompson Creek 16
Representative Particle
Low
80%
100%
0.0074 to 0.0093
Thompson Creek 2
Representative Particle
Low
80%
100%
0.0065 to 0.0081
Thompson Creek 3
Representative Particle
Low
80%
100%
0.0016 to 0.0020
Dale Branch 1
Representative Particle
Low
80%
100%
0.0028 to 0.0034
Dale Branch 2A
Representative Particle
Low
80%
100%
0.0025 to 0.0031
Dale Branch 2B
Representative Particle
Low
80%
100%
0.0025 to 0.0032
Dale Branch 2C
Representative Particle
Low
80%
100%
0.0025 to 0.0031
Dale Branch 2D
Representative Particle
Low
80%
100%
0.0025 to 0.0032
Dale Branch 2E
Representative Particle
Low
80%
100%
0.0025 to 0.0031
Dale Branch 3
Representative Particle
Low
80%
100%
0.0024 to 0.0030
Dale Branch 4
Representative Particle
Low
80%
100%
0.0020 to 0.0025
Dale Branch 5A
Representative Particle
Low
80%
100%
0.0019 to 0.0024
Dale Branch 5B
Representative Particle
Low
80%
100%
0.0019 to 0.0024
Dale Branch 5C
Representative Particle
Low
80%
100%
0.0019 to 0.0024
Jerry Branch 1
Representative Particle
Low
80%
100%
0.0022 to 0.0027
Jerry Branch 2
Representative Particle
Low
80%
100%
0.0018 to 0.0022
Jerry Branch 3
Representative Particle
Low
80%
100%
0.0017 to 0.0022
Hudson Branch 1
Representative Particle
Low
80%
100%
0.0028 to 0.0034
P: X 1 058-PDEE� Design �2013-06-1 7 PDEE Channel Design.xlsm 611812013

Transition Reach Design
Project:
Pee Dee
Project No.:
1058 -PDEE
Client:
EBX
Contract No.:
-
County /State:
Montgomery Co., NC
Design Status
DRAFT
Reach
Bankfull
Location d
Max
Design Critical
Depth Shear
(ft) r*
Transition
Slope
(ft /ft)
Shear
Stress
t
Design
Size in
( )
Armor
Stone
Size
Thompson Creek 2
105 +50
0.78
1.17
0.04
0.05
3.66
10.7
12 in Stone
Thompson Creek 2
106 +40
0.78
0.78
0.04
0.01
0.39
1.1
6 in Stone
Thompson Creek 2
115 +57
0.78
0.78
0.04
0.04
2.05
6.0
6 in Stone
Thompson Creek 2
115 +57
0.78
1.56
0.04
0.04
4.10
11.9
12 in Stone
Dale Branch 1
203 +50
0.52
0.52
0.04
0.08
2.42
7.0
12 in Stone
Dale Branch 1
203 +50
0.52
0.77
0.04
0.08
3.62
10.6
12 in Stone
Dale Branch 3
219 +00
0.59
0.59
0.04
0.05
1.85
5.4
6 in Stone
Dale Branch 3
219 +00
0.59
1.01
0.04
0.05
3.14
9.2
12 in Stone
Dale Branch 4
220 +70
0.67
0.67
0.04
0.05
2.10
6.1
12 in Stone
Dale Branch 4
220 +70
0.67
1.21
0.04
0.05
3.78
11.0
12 in Stone
Dale Branch 4
222 +25
0.67
0.67
0.04
0.05
2.10
6.1
12 in Stone
Dale Branch 4
225 +00
0.67
1.28
0.04
0.05
3.99
11.6
12 in Stone
Jerry Branch 3
314 +00
0.77
0.77
0.04
0.05
2.39
7.0
12 in Stone
Jerry Branch 3
314 +00
0.77
1.30
0.04
0.05
4.07
11.8
12 in Stone
P: X 1 058-PDEE� Design X2013-06-1 7 PDEE Channel Design.xlsm 611812013

Supplemental Bed Material Design
Project:
Pee Dee
Project No.:
1058 -PDEE
Client:
EBX
Contract No.:
-
County /State:
Montgomery Co., NC
Design Status
DRAFT
Material Gradation
Percentage of Total by Weight
Material
Size
Sand /Clay
ABC(M)
1/2" Stone
(No. 57)
3/4" Stone
(No. 5)
2" Stone
(Surge)
6" Stone
NCDOT
(Class A)
12" Stone
NCDOT
(Class B)
18" Stone
NCDOT
(Class 1)
Sand
#16
#10
100
#8
12
#4
9
2
3/8"
9
3
1/2"
16
12
2
3/4"
16
25
3
1"
13
48
32
1.5"
12
7
58
2"
13
3
5
3"
19
4"
50
19
5"
50
19
6"
19
19
13
8"
19
19
13
9"
5
19
14
10"
19
14
12"
19
14
14"
5
13
16"
14
18"
5
24"
Total%
100
100
100
100
100
100
100
100
P:�1058- PDEE� Design �2013 -06 -17 PDEE Channel Design.xlsm 611812013

Supplemental Bed Material Design
Project: Pee Dee
Project No.: 1058 -PDEE
Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
Design Status
DRAFT
Material Composition
Reach
Sand /Clay
ABC(M)
1/2" Stone
(No. 57)
3/4" Stone
(No. 5)
2" Stone
(Surge)
6" Stone
NCDOT
(Class A)
12" Stone
NCDOT
(Class B)
18" Stone
NCDOT
(Class 1)
Thompson Creek 1A
40%
60%
24
43
Thompson Creek 1B
22
35
81
Thompson Creek 1B
10%
172
Thompson Creek 2
30%
30%
30%
100
123
Thompson Creek 2
10%
2
2
30%
30%
30%
43
Dale Branch 1
Thompson Creek 3
40%
60%
12
24
43
Dale Branch 2A
2
2
Dale Branch 1
40%
60%
43
Dale Branch 2B
2
2
4
12
Dale Branch 2A
40%
60%
2
2
4
12
24
43
Dale Branch 2B
40%
60%
4
12
24
43
Dale Branch 2E
2
Dale Branch 2C
40%
60%
24
43
Dale Branch 3
2
2
4
Dale Branch 2D
40%
60%
Dale Branch 4
2
2
4
12
24
Dale Branch 2E
40%
60%
2
4
12
24
43
Dale Branch 5B
Dale Branch 3
40%
60%
12
24
43
Dale Branch 5C
2
2
Dale Branch 4
40%
60%
43
Jerry Branch 1
2
2
4
12
Dale Branch 5A
40%
60%
2
2
4
12
24
43
Dale Branch 5B
40%
60%
4
12
24
43
Hudson Branch 1
2
Dale Branch 5C
40%
60%
24
43
Jerry Branch 1
40%
60%
Jerry Branch 2
40%
60%
Jerry Branch 3
40%
60%
Hudson Branch 1
40%
60%
Design Size Distribution (mm)
Reach
D16
D35
D50
D65
D84
I D95
Thompson Creek 1A
2
2
4
12
24
43
Thompson Creek 1B
22
35
81
100
123
172
Thompson Creek 2
22
35
81
100
123
172
Thompson Creek 3
2
2
4
12
24
43
Dale Branch 1
2
2
4
12
24
43
Dale Branch 2A
2
2
4
12
24
43
Dale Branch 2B
2
2
4
12
24
43
Dale Branch 2C
2
2
4
12
24
43
Dale Branch 2D
2
2
4
12
24
43
Dale Branch 2E
2
2
4
12
24
43
Dale Branch 3
2
2
4
12
24
43
Dale Branch 4
2
2
4
12
24
43
Dale Branch 5A
2
2
4
12
24
43
Dale Branch 5B
2
2
4
12
24
43
Dale Branch 5C
2
2
4
12
24
43
Jerry Branch 1
2
2
4
12
24
43
Jerry Branch 2
2
2
4
12
24
43
Jerry Branch 3
2
2
4
12
24
43
Hudson Branch 1
2
2
4
12
24
43
P:�1058- PDEE� Design �2013 -06 -17 PDEE Channel Design.xlsm 611812013

Project: Pee Dee
Project No.: 1058 -PDEE
Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
Credit Calculations
Credit Ratio Definition
Title Approach Credit Ratio
R
Restoration
1
:1
El
Enhancement 1
1.5
: 1
Ell
Enhancement II
2.5
: 1
P
Preservation
5:1
HQP
High Quality Pres.
5
: 1
Reach Location Existing Proposed Total Total Approach SMU
Existing Proposed
Thompson Creek 1A
Approach
Title Ft
250
0.0 250.0 El 166.7
R Below
MMF
Enhancement I
El 625.0
Enhancement II
Ell 0.0
Thompson Creek 1B
P 0.0
261
0.0
261.0
R
261.0
Thompson Creek 2
1053
0.0
1053.0
I R
1053.0
Thompson Creek 3
193' not enough buffer
0.0
0.0
R
0.0
from pipe outlet
Dale Branch 1
375
n? o
I I El I 250.0
Dale Branch 2A
125
0.0
125.0 I R I 125.0
Dale Branch 2B
140
0.0
I R I 140.0
Dale Branch 2C
110
0.0
110.0 I R I 110.0
Dale Branch 2D
365
I R I 365.0
Dale Branch 2E
235'- subtracted 60'
175
0.0
iv5.0 J R I 175.0
Subtotals: 0.0 2854.0 2645.7
Totals: 0.0 Below Below
Component Totals
FINAL
Approach
Title Ft
6/18/13
Restoration
R Below
MMF
Enhancement I
El 625.0
Enhancement II
Ell 0.0
Preservation
P 0.0
High Quality Pres.
HQP 0.0
Credit Calculations
Project: Pee Dee
Project No.: 1058 -PDEE
SMU Totals
Below
416.7 t Below
0.0 Below
0.0
0.0
0.0
Credit Ratio Definition
Title Approach Credit Ratio
R X 1058 -PDEE Design X2013 -06 -17 PDEE Channel Design.xlsm 611812013

Client: EBX R
Contract No.: - El
County /State: Montgomery Co., NC Ell
P
HQP
Reach Location Existing Proposed
Restoration
1 : 1
Enhancement 1
1.5 : 1
Enhancement 11
2.5 : 1
Preservation
5 : 1
High Quality Pres.
5 : 1
Total Total Approach SMU
Existing Proposed
Dale Branch 3
Ft
R
550
0.0 550.0 R 550.0
625.0
Ell
0.0
P
0.0
HQP
0.0
Dale Branch 4
825
0.0
825.0
R
825.0
Dale Branch 5A
245 - subtracted 60'
185
0.0
185.0
I R
185.0
Dale Branch 5B
315
0.0
315.0
I R
315.0
Dale Branch 5C
165
0.0
165.,:
I R
165.0
Jerry Branch 1
435
0.0
435.0
R
435.0
Jerry Branch 2
625
0.0
625.0
I R
625.0
Jerry Branch 3
670- subtracted 60'
610
0.0
610.0
R
610.0
Hudson Branch 1
52.6
I R I 52.6
0.0
0.0 I R I 0.0
Subtotals: 0.0 3762.6 3762.6
Totals: 0.0 6616.6 1 6408.3
FINAL
6/18/13
MMF
Approach
Restoration
Enhancement I
Enhancement II
Preservation
High Quality Pres
Component Totals
Title
Ft
R
5991.6
El
625.0
Ell
0.0
P
0.0
HQP
0.0
SMU Totals
5991.6
416.7 6408.3
0.0 t t 6408.3
0.0
0.0
0.0
R X 1058 -PDEE� Design X2013 -06 -17 PDEE Channel Design.xlsm 611812013

APPENDIX C3
Hydraulic Modeling

HEC -RAS Output - Existing Channel
River
River Sta
Profile
QTotal
Min Ch El
W.S. Elev
E.G. Elev
Froude #
Chl
Vel Chnl
Shear
Chan
Power
Chan
Power
Total
(cfs)
(ft)
(ft)
(ft)
(ft /s)
(lb /sq ft)
(Ib /ft s)
(Ib /ft s)
1
8
BKF
9
354.33
354.97
355.07
0.92
2.82
0.37
1.04
0.69
1
8
2 yr
14
354.33
355.04
355.19
0.99
3.35
0.49
1.66
1.08
1
1 8
10 yr
1 40
354.33
355.33
1 355.52
0.91
4.08
1 0.61
2.47
1.25
1
8
50 yr
78
354.33
355.55
355.85
1.01
5.25
0.91
4.78
2.55
1
8
100 yr
100
354.33
355.66
356.01
1.03
5.69
1.03
5.85
3.17
1
7
BKF
9
347.6
348.2
348.46
1
4.09
0.68
2.77
2.77
1
7
2 yr
14
347.6
348.38
348.73
1
4.71
0.83
3.92
3.92
1
7
10 yr
40
347.6
349.09
349.74
1.01
6.49
1.35
8.74
8.74
1
7
50 yr
78
347.6
349.87
350.76
1
7.53
1.66
12.54
12.54
1
7
100 yr
100
347.6
350.22
351.22
1.01
8
1.82
14.57
14.26
1
6
BKF
9
339.05
339.94
340.12
0.8
3.39
0.46
1.56
1.56
1
6
2 yr
14
339.05
340.17
340.38
0.75
3.7
0.5
1.87
1.87
1
6
10 yr
40
339.05
340.86
341.32
0.82
5.43
0.93
5.04
5.04
1
6
50 yr
78
339.05
341.36
342.28
1.01
7.69
1.74
13.39
13.39
1
6
100 yr
100
339.05
341.71
342.77
1.01
8.26
1.95
16.07
16.07
1
5
BKF
10
337.43
338.31
338.55
0.88
3.94
0.6
2.35
2.35
1
5
2 yr
16
337.43
338.53
338.86
0.95
4.61
0.78
3.58
3.58
1
5
10 yr
46
337.43
339.28
339.78
0.94
5.69
1.03
5.88
4.42
1
5
50 yr
90
337.43
339.9
340.48
0.88
6.42
1.18
7.56
4.42
1
5
100 yr
115
337.43
340.17
340.76
0.84
6.62
1.2
7.95
4.09
1
4
BKF
10
322.57
323.12
323.3
1.01
3.4
0.51
1.73
1.73
1
4
2 yr
16
322.57
323.26
323.49
1
3.81
0.59
2.23
2.23
1
4
10 yr
46
322.57
323.73
324.04
0.96
4.48
0.71
3.19
2.36
1
4
50 yr
90
322.57
324.1
324.41
0.84
4.83
0.72
3.47
1.55
1
4
100 yr
115
322.57
324.21
324.57
0.87
5.26
0.82
4.33
1.96
1
3
BKF
14
299.63
300.17
300.38
1.01
3.65
0.56
2.03
2.03
1
3
2 yr
23
299.63
300.34
300.62
1.01
4.24
0.68
2.9
2.9
1
3
10 yr
63
299.63
300.87
301.37
1.01
5.67
1.01
5.75
5.75
1
3
50 yr
121
299.63
301.59
302.08
0.83
5.69
0.9
5.14
2.47
1
3
100 yr
154
299.63
301.79
302.31
0.84
6.05
0.98
5.94
2.87
1
2
BKF
14
294.54
295.2
295.39
1
3.53
0.53
1.88
1.88
1
2
2 yr
23
294.54
295.35
295.62
1.01
4.15
0.67
2.78
2.78
1
2
10 yr
63
294.54
295.86
296.35
1.01
5.58
1
5.57
5.57
1
2
50 yr
121
294.54
296.41
297.09
1.01
6.64
1.27
8.42
8.42
1
2
100 yr
154
294.54
296.66
297.44
1.01
7.1
1.39
9.84
9.59
1
1
BKF
16
286.4
287.22
287.51
0.98
4.31
0.69
2.99
2.99
1
1
2 yr
25
286.4
287.43
287.81
1
5
0.87
4.35
4.35
1
1
10 yr
68
286.4
288.17
288.86
1.01
6.68
1.32
8.79
8.79
1
1
50 yr
130
286.4
288.95
289.92
0.98
7.91
1.65
13.08
10.49
1
1
100 yr
165
286.4
289.71
290.07
0.59
5.53
0.74
4.07
0.83

HEC -RAS Output- Proposed Channel
River
River Sta
Profile
QTotal
Min Ch El
W.S. Elev
E.G. Elev
Froude #
Chl
Vel Chnl
Shear
Chan
Power
Chan
Power
Total
(cfs)
(ft)
(ft)
(ft)
(ft /s)
(lb /sq ft)
(Ib /ft s)
(Ib /ft s)
1
8
BKF
9
354.5
355.07
355.26
1
3.5
0.53
1.84
1.74
1
8
2 yr
14
354.5
355.23
355.44
0.92
3.79
0.55
2.08
1.22
1
1 8
10 yr
1 40
354.5
355.65
1 355.88
0.8
4.44
1 0.62
2.75
0.85
1
8
50 yr
78
354.5
355.92
356.22
0.86
5.39
0.84
4.54
1.46
1
8
100 yr
100
354.5
356.03
356.37
0.9
5.92
0.98
5.82
1.96
1
7
BKF
9
350.51
351.08
351.27
1.01
3.51
0.53
1.86
1.77
1
7
2 yr
14
350.51
351.24
351.45
0.9
3.75
0.54
2.02
1.17
1
7
10 yr
40
350.51
351.67
351.96
0.86
4.8
0.72
3.47
1.36
1
7
50 yr
78
350.51
352.01
352.38
0.89
5.78
0.95
5.47
2.11
1
7
100 yr
100
350.51
352.15
352.57
0.92
6.26
1.07
6.73
2.62
1
6.5
BKF
9
345.9
346.47
346.66
1.01
3.52
0.53
1.87
1.78
1
6.5
2 yr
14
345.9
346.63
346.84
0.9
3.73
0.53
1.99
1.14
1
6.5
10 yr
40
345.9
347.06
347.37
0.88
4.9
0.75
3.69
1.67
1
6.5
50 yr
78
345.9
347.44
347.83
0.88
5.82
0.95
5.54
2.26
1
6.5
100 yr
100
345.9
347.59
348.03
0.92
6.36
1.1
6.96
2.88
1
6
BKF
9
340.51
341.68
341.69
0.2
1.11
0.04
0.04
0.02
1
6
2 yr
14
340.51
342.07
342.08
0.17
1.09
0.03
0.04
0.02
1
6
10 yr
40
340.51
343.75
343.76
0.1
1.01
0.02
0.02
0.01
1
6
50 yr
78
340.51
344.72
344.74
0.12
1.31
0.03
0.04
0.02
1
6
100 yr
100
340.51
344.87
344.89
0.14
1.64
0.05
0.09
0.03
1
5.5
Culvert
1
5
BKF
10
339.63
340.23
340.42
1.01
3.58
0.54
1.95
1.92
1
5
2 yr
16
339.63
340.39
340.63
0.95
4
0.61
2.42
1.73
1
5
10 yr
46
339.63
340.89
341.15
0.78
4.56
0.63
2.88
0.91
1
5
50 yr
90
339.63
341.2
341.53
0.85
5.63
0.89
4.99
1.77
1
5
100 yr
115
339.63
341.31
341.71
0.91
6.27
1.07
6.71
2.4
1
4
BKF
10
322.7
323.33
323.56
1.01
3.8
0.59
2.24
2.24
1
4
2 yr
16
322.7
323.52
323.79
0.96
4.26
0.66
2.83
2.09
1
4
10 yr
46
322.7
324.07
324.28
0.71
4.35
0.56
2.44
0.55
1
4
50 yr
90
322.7
324.32
324.6
0.81
5.47
0.83
4.55
1.19
1
4
100 yr
115
322.7
324.43
324.74
0.86
6
0.97
5.85
1.59
1
3
BKF
14
300.17
300.94
301.19
1.01
3.98
0.63
2.5
2.5
1
3
2 yr
23
300.17
301.16
301.44
1.01
4.26
0.69
2.94
2.94
1
3
10 yr
63
300.17
301.72
302.09
0.88
4.98
0.77
3.86
2.04
1
3
50 yr
121
300.17
302.18
302.59
0.83
5.66
0.88
4.98
1.98
1
3
100 yr
154
300.17
302.35
302.8
0.84
6.05
0.97
5.85
2.31
1
2.5
Culvert
1
2
BKF
14
296.7
297.47
297.72
1.01
3.98
0.63
2.5
2.5
1
2
2 yr
23
296.7
297.69
297.97
1.01
4.27
0.69
2.95
2.95
1
2
10 yr
63
296.7
298.21
298.53
0.86
4.76
0.72
3.42
1.54
1
2
50 yr
121
296.7
298.57
298.97
0.88
5.7
0.92
5.27
2.38
1
2
100 yr
154
296.7
298.72
299.17
0.91
6.21
1.06
6.56
2.9
1
1
BKF
16
288.13
288.95
289.19
0.98
3.98
0.62
2.45
2.45
1
1
2 yr
25
288.13
289.15
289.43
1
4.29
0.69
2.97
2.97
1
1
10 yr
68
288.13
289.64
289.83
0.74
4.08
0.53
2.15
0.62
1
1
50 yr
130
288.13
289.86
290.13
0.84
5.16
0.78
4.05
1.42
1
1
100 yr
165
288.13
289.96
290.26
0.88
5.61
0.91
5.09
1.91

HEC -RA5 Output Comparison
River
River Sta
Profile
WSEL Diff
Power ch
Diff
Power ch
% Diff
Power Tot
Diff
Power Tot
% Diff
1
8
BKF
0.1
0.8
77%
1.05
152%
1
8
2 yr
0.19
0.42
25%
0.14
13%
1
8
10 yr
0.32
1 0.28
11%
-0.4
-32%
1
8
50 yr
0.37
-0.24
-5%
-1.09
-43%
1
8
100 yr
0.37
-0.03
-1%
-1.21
-38%
1_
7
BKF
2.88
-0.91
-33%
-1
-36%
1
7
2 yr
2.86
-1.9
-48%
-2.75
-70%
1
7
10 yr
2.58
-5.27
-60%
-7.38
-84%
1
7
50 yr
2.14
-7.07
-56%
-10.43
-83%
1
7
100 yr
1.93
-7.84
-54%
-11.64
-82%
1
BKF
1.74
-1.52
-97%
-1.54
-99%
1
2 yr
1.9
-1.83
-98%
-1.85
-99%
1
10 yr
2.89
-5.02
-100%
-5.03
-100%
1
50 yr
3.36
-13.35
-100%
-13.37
-100%
1
100 yr
3.16
-15.98
-99%
-16.04
-100%
1
5
BKF
1.92
-0.4
-17%
-0.43
-18%
1
5
2 yr
1.86
-1.16
-32%
-1.85
-52%
1
5
10 yr
1.61
-3
-51%
-3.51
-79%
1
5
50 yr
1.3
-2.57
-34%
-2.65
-60%
1
5
100 yr
1.14
-1.24
-16%
-1.69
-41%
1
4
BKF
0.21
0.51
29%
0.51
29%
1
4
2 yr
0.26
0.6
27%
-0.14
-6%
1
4
10 yr
0.34
-0.75
-24%
-1.81
-77%
1
4
50 yr
0.22
1.08
31%
-0.36
-23%
1
4
100 yr
0.22
1.52
35%
-0.37
-19%
1
3
BKF
0.77
0.47
23%
0.47
23%
1
3
2 yr
0.82
0.04
1%
0.04
1%
1
3
10 yr
0.85
-1.89
-33%
-3.71
-65%
1
3
50 yr
0.59
-0.16
-3%
-0.49
-20%
1
3
100 yr
0.56
-0.09
-2%
-0.56
-20%
1
2
BKF
2.27
0.62
33%
0.62
33%
1
2
2 yr
2.34
0.17
6%
0.17
6%
1
2
10 yr
2.35
-2.15
-39%
-4.03
-72%
1
2
50 yr
2.16
-3.15
-37%
-6.04
-72%
2
100 yr
2.06
-3.28
-33%
-6.69
-70%
1
1
BKF
1.73
-0.54
-18%
-0.54
-18%
1
1
2 yr
1.72
-1.38
-32%
-1.38
-32%
1
1
10 yr
1.47
-6.64
-76%
-8.17
-93%
1
1
50 yr
0.91
-9.03
-69%
-9.07
-86%
1
1
100 yr
0.25
1.02
25%
1.08
130%

HEC -RAS Sediment Data UT1 Existing (Bankfull)
River
Reach
RS
Ch Dist
Invert
Change
(ft)
Mass Out
Cum: All
(tons)
Mass In
Cum: All
(tons)
Dale
1
8
110.33
0.00
0.10
0.10
Dale
1
7
337.98
0.00
0.18
0.10
Dale
1
6
90.04
0.00
0.18
0.18
Dale
1
5
731.84
0.00
0.20
0.18
Dale
1
4
870.25
0.00
0.24
0.20
Dale
1
3
120.8
0.00
0.25
0.24
Dale
1
2
249.49
0.00
0.29
0.25
Dale
1
1
398.45
0.00
0.29
0.29
Dale
1
1
398.45
0.00
0.25
0.26
HEC -RAS Sediment Data- UT1 Proposed (Bankfull)
River
Reach
RS
Ch Dist
Invert
Change
(ft)
Mass Out
Cum: All
(tons)
Mass In
Cum: All
(tons)
Dale
1
8
110.33
0.00
0.15
0.15
Dale
1
7
152.72
0.00
0.15
0.15
Dale
1
6.5
185.26
0.00
0.10
0.15
Dale
1
6
90.04
0.00
0.10
0.10
Dale
1
5
731.84
0.00
0.17
0.10
Dale
1
4
870.25
0.00
0.20
0.17
Dale
1
3
120.8
0.00
0.22
0.20
Dale
1
2
249.49
0.00
0.26
0.22
Dale
1
1
398.45
0.00
0.25
0.26
HEC -RAS Sediment Data- UT1 Existing (2 -Year)
River
Reach
RS
Ch Dist
Invert
Change
(ft)
Mass Out
Cum: All
(tons)
Mass In
Cum: All
(tons)
Dale
1
8
110.33
0.00
0.17
0.17
Dale
1
7
337.98
0.00
0.28
0.17
Dale
1
6
90.04
0.00
0.29
0.28
Dale
1
5
731.84
0.00
0.34
0.29
Dale
1
4
870.25
0.00
0.38
0.34
Dale
1
3
120.8
0.00
0.39
0.38
Dale
1
2
249.49
0.00
0.47
0.39
Dale
1
1
398.45
0.00
0.49
0.47

HEC -RAS Sediment Data- UT1 Proposed (2 -Year)
River
Reach
RS
Ch Dist
Invert
Change
(ft)
Mass Out
Cum: All
(tons)
Mass In
Cum: All
(tons)
Dale
1
8
110.33
0.00
0.14
0.14
Dale
1
7
152.72
0.00
0.13
0.14
Dale
1
6.5
185.26
0.00
0.08
0.13
Dale
1
6
90.04
0.00
0.09
0.08
Dale
1
5
731.84
0.00
0.18
0.09
Dale
1
4
870.25
0.00
0.24
0.18
Dale
1
3
120.8
0.00
0.29
0.24
Dale
1
2
249.49
0.00
0.39
0.29
Dale
1
1
398.45
0.00
0.39
0.39
HEC -RAS Sediment Data- UT1 Existing (10 -Year)
River
Reach
RS
Ch Dist
Invert
Change
(ft)
Mass Out
Cum: All
(tons)
Mass In
Cum: All
(tons)
Dale
1
8
110.33
0.00
0.21
0.21
Dale
1
7
337.98
0.00
0.81
0.21
Dale
1
6
90.04
0.00
1.00
0.81
Dale
1
5
731.84
0.00
0.94
1.00
Dale
1
4
870.25
0.00
0.90
0.94
Dale
1
3
120.8
0.00
0.96
0.90
Dale
1
2
249.49
0.00
1.20
0.96
Dale
1
1
398.45
0.00
1.30
1.20
Dale
1
1
398.45
0.00
0.27
0.36
HEC -RAS Sediment Data -UT1 Proposed (10 -Year)
River
Reach
RS
Ch Dist
Invert
Change
(ft)
Mass Out
Cum: All
(tons)
Mass In
Cum: All
(tons)
Dale
1
8
110.33
0.00
0.14
0.14
Dale
1
7
152.72
0.00
0.19
0.14
Dale
1
6.5
185.26
0.00
0.16
0.19
Dale
1
6
90.04
0.00
0.20
0.16
Dale
1
5
731.84
0.00
0.16
0.20
Dale
1
4
870.25
0.00
0.19
0.16
Dale
1
3
120.8
0.00
0.24
0.19
Dale
1
2
249.49
0.00
0.36
0.24
Dale
1
1
398.45
0.00
0.27
0.36

APPENDIX C4
Assessment Data

Erosion Rate Calculations
Project: 1058 -PDEE Date: 1/9/2013
Stream: Thompson Crew: MM,CE,GG
Reach /Description: Page: 1 Of: 14
Feature Units
Reach Name 1 2 3 4 5 6
Station /Location
100 +00
107 +00
108 +00
108 +00
109 +50
109 +50
Photo No.
Reach Length
ft
200
100
150
150
50
50
Bank
RT -LT -Both
Both
Both
RT
LT
RT
LT
Bank Height
ft
1
2
3.5
3.5
2
4
Bankfull Height
ft
0.6
1
1
1
1
4
Root Depth
ft
0.2
0.3
0.4
0.1
0.2
0.5
Root Density
%
30%
30%
40%
10%
50%
20%
Bank Angle
Degrees
20
75
90
90
40
90
Surface Protection
%
30%
30%
75%
10%
70%
25%
Bank Material
C- G -S -SC
SC
C
Crew:
C
C
C
Stratification
N -M -E
N
N
N
N
N
N
Thalweg Position
C -OC -Toe
C
C
OC
OC
OC
OC
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
No
Yes
No
No
No
No
BEHI Calculation
Bnk Ht / Bkf Ht
1.67
2.00
3.50
3.50
2.00
1.00
BEHI Score
6.13
8.00
10.00
10.00
8.00
1.00
Root Depth / Bnk Ht
0.20
0.15
0.11
0.03
0.10
0.13
BEHI Score
7.60
8.20
8.63
9.66
8.80
8.50
Bank Angle
20
75
90
90
40
90
BEHI Score
2.00
5.50
8.00
8.00
3.00
8.00
Surface Protection
30%
30%
75%
10%
70%
25%
BEHI Score
6.00
6.00
2.14
10.00
2.57
6.67
Bank Material Adjustment
0
-10
FALSE
-10
-10
-10
Stratification Adjustment
0
0
0
0
0
0
Total BEHI Score
30.93
27.10
38.16
37.62
21.70
23.83
Rating
High
Moderate
High
High
Moderate
Moderate
NBS Calculation
Thalweg Position Score
1
1
1.5
1.5
1.5
1.5
Toe Depth Ratio Score
0
0
0
0
0
0
Local Slope Score
0
1
0
0
0
0
Total NBS Rating
1
2
1.5
1.5
1.5
1.5
WARSS NBS Rating
1
3
2
2
2
2
Rating
Very Low
Moderate
Low
Low
Low
Low
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.1
0.1
0.1
0.1
0.0
0.0
Sheet Total
Erosion Total (ft3 /yr)
19
12
54
54
3
6
148

Erosion Rate Calculations
Project: 1058 -PDEE Date: 1/9/2013
Stream: Thompson Crew: MM,CE,GG
Reach /Description: Page:2 Of: 16
Feature Units
Reach Name 7 8 9 10 11 12
Station /Location
110 +00
111 +50
113 +50
114 +00
116 +50
117 +00
Photo No.
Reach Length
ft
150
200
30
200
50
100
Bank
RT -LT -Both
Both
Both
Both
Both
Both
LT
Bank Height
ft
2.6
1
2
1.5
3
2.5
Bankfull Height
ft
0.9
0.4
0.8
0.8
0.8
0.08
Root Depth
ft
0.5
0.1
1
0.3
1
0.3
Root Density
%
30%
30%
40%
20%
50%
30%
Bank Angle
Degrees
80
20
80
60
75
70
Surface Protection
%
40%
30%
20%
45%
70%
30%
Bank Material
C- G -S -SC
C
SC
C
C
C
C
Stratification
N -M -E
N
N
N
N
N
N
Thalweg Position
C -OC -Toe
OC
C
C
C
C
C
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
No
No
No
No
No
No
BEHI Calculation
Bnk Ht / Bkf Ht
2.89
2.50
2.50
1.88
3.75
31.25
BEHI Score
9.42
8.80
8.80
7.24
10.00
10.00
Root Depth / Bnk Ht
0.19
0.10
0.50
0.20
0.33
0.12
BEHI Score
7.69
8.80
4.00
7.60
6.00
8.56
Bank Angle
80
20
80
60
75
70
BEHI Score
6.00
2.00
6.00
4.00
5.50
5.00
Surface Protection
40%
30%
20%
45%
70%
30%
BEHI Score
5.14
6.00
7.33
4.71
2.57
6.00
Bank Material Adjustment
-10
0
-10
-10
-10
-10
Stratification Adjustment
0
0
0
0
0
0
Total BEHI Score
27.49
35.20
23.47
23.02
21.85
29.08
Rating
Moderate
High
Moderate
Moderate
Moderate
Moderate
NBS Calculation
Thalweg Position Score
1.5
1
1
1
1
1
Toe Depth Ratio Score
0
0
0
0
0
0
Local Slope Score
0
0
0
0
0
0
Total NBS Rating
1.5
1
1
1
1
1
WARSS NBS Rating
2
1
1
1
1
1
Rating
Low
Very Low
Very Low
Very Low
Very Low
Very Low
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.0
0.1
0.0
0.0
0.0
0.0
Sheet Total
Erosion Total (ft3 /yr)
12
19
1
5
3
4
44

Erosion Rate Calculations
Project: 1058 -PDEE Date: 1/9/2013
Stream: Thompson Crew: MM,CE,GG
Reach /Description: Page:3 Of: 16
Feature Units
Reach Name 13 14 15 16 17 18
Station /Location
117 +00
118 +00
118 +50
118 +80
118 +80
119 +50
Photo No.
Reach Length
ft
100
50
30
70
70
150
Bank
RT -LT -Both
RT
Both
Both
LT
RT
Both
Bank Height
ft
1.5
1.5
3.5
4.2
2
2.5
Bankfull Height
ft
0.8
0.8
0.8
0.8
0.8
0.9
Root Depth
ft
0.3
0.5
0.4
0.2
0.4
0.3
Root Density
%
35%
50%
30%
10%
40%
20%
Bank Angle
Degrees
35
80
90
90
90
75
Surface Protection
%
30%
60%
15%
15%
40%
25%
Bank Material
C- G -S -SC
SC
C
C
C
C
C
Stratification
N -M -E
N
N
N
N
N
N
Thalweg Position
C -OC -Toe
C
C
C
OC
OC
OC
DTOE /DMEAN
<1 or >1
<1
<1
<1
>1
<1
<1
Local Slope > Avg
Yes -No
No
No
Yes
No
No
No
BEHI Calculation
Bnk Ht / Bkf Ht
1.88
1.88
4.38
5.25
2.50
2.78
BEHI Score
7.24
7.24
10.00
10.00
8.80
9.24
Root Depth / Bnk Ht
0.20
0.33
0.11
0.05
0.20
0.12
BEHI Score
7.60
6.00
8.63
9.43
7.60
8.56
Bank Angle
35
80
90
90
90
75
BEHI Score
2.75
6.00
8.00
8.00
8.00
5.50
Surface Protection
30%
60%
15%
15%
40%
25%
BEHI Score
6.00
3.43
8.00
8.00
5.14
6.67
Bank Material Adjustment
0
-10
-10
-10
-10
-10
Stratification Adjustment
0
0
0
0
0
0
Total BEHI Score
32.65
20.44
34.17
35.37
28.47
29.65
Rating
High
Moderate
High
High
Moderate
High
NBS Calculation
Thalweg Position Score
1
1
1
1.5
1.5
1.5
Toe Depth Ratio Score
0
0
0
1
0
0
Local Slope Score
0
0
1
0
0
0
Total NBS Rating
1
1
2
2.5
1.5
1.5
WARSS NBS Rating
1
1
3
4
2
2
Rating
Very Low
Very Low
Moderate
High
Low
Low
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.1
0.0
0.1
0.1
0.0
0.1
Sheet Total
Erosion Total (ft3 /yr)
14
1
12
35
4
38
105

Erosion Rate Calculations
Project: 1058 -PDEE Date: 1/9/2013
Stream: Jerry Crew: MM,CE,GG
Reach /Description: Page:4 Of: 16
Feature Units
Reach Name 19 20 21 22 23 24
Station /Location
300 +00
300 +00
301 +00
301 +50
301 +70
302 +30
Photo No.
Reach Length
ft
100
100
50
20
60
80
Bank
RT -LT -Both
RT
LT
Both
Both
Both
Both
Bank Height
ft
1.5
1.2
2.2
2.2
3.3
1.2
Bankfull Height
ft
0.6
0.6
0.6
0.6
0.6
0.6
Root Depth
ft
0.3
0.1
1
1
1
1
Root Density
%
15%
20%
20%
30%
25%
50%
Bank Angle
Degrees
65
45
85
7
90
80
Surface Protection
%
50%
60%
20%
20%
10%
30%
Bank Material
C- G -S -SC
C
C
C
C
C
C
Stratification
N -M -E
N
N
N
N
N
N
Thalweg Position
C -OC -Toe
C
C
C
C
C
C
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
No
No
Yes
No
No
No
BEHI Calculation
Bnk Ht / Bkf Ht
2.50
2.00
3.67
3.67
5.50
2.00
BEHI Score
8.80
8.00
10.00
10.00
10.00
8.00
Root Depth / Bnk Ht
0.20
0.08
0.45
0.45
0.30
0.83
BEHI Score
7.60
9.00
4.55
4.55
6.36
2.33
Bank Angle
65
45
85
7
90
80
BEHI Score
4.50
3.25
7.00
1.35
8.00
6.00
Surface Protection
50%
60%
20%
20%
10%
30%
BEHI Score
4.28
3.43
7.33
7.33
10.00
6.00
Bank Material Adjustment
-10
-10
-10
-10
-10
-10
Stratification Adjustment
0
0
0
0
0
0
Total BEHI Score
24.78
23.46
27.67
21.41
33.35
17.33
Rating
Moderate
Moderate
Moderate
Moderate
High
Low
NBS Calculation
Thalweg Position Score
1
1
1
1
1
1
Toe Depth Ratio Score
0
0
0
0
0
0
Local Slope Score
0
0
1
0
0
0
Total NBS Rating
1
1
2
1
1
1
WARSS NBS Rating
1
1
3
1
1
1
Rating
Very Low
Very Low
Moderate
Very Low
Very Low
Very Low
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.0
0.0
0.1
0.0
0.1
0.0
Sheet Total
Erosion Total (ft3 /yr)
3
2
7
1
19
0
31

Erosion Rate Calculations
Project: 1058 -PDEE Date: 1/9/2013
Stream: Jerry Crew: MM,CE,GG
Reach /Description: Page:5 Of: 16
Feature Units
Reach Name 25 26 27 28 29 30
Station /Location
303 +00
304 +50
400 +00
400 +50
305 +00
306 +10
Photo No.
trib
trib
Reach Length
ft
150
50
50
100
110
120
Bank
RT -LT -Both
Both
Both
Both
Both
Both
Both
Bank Height
ft
3
5
1.5
2.5
3.5
1.5
Bankfull Height
ft
0.6
0.6
0.4
0.4
0.6
0.6
Root Depth
ft
1.3
1.5
0.5
1
2
0.5
Root Density
%
15%
20%
30%
40%
30%
40%
Bank Angle
Degrees
90
90
60
75
80
45
Surface Protection
%
15%
15%
50%
20%
40%
70%
Bank Material
C- G -S -SC
C
C
C
C
C
C
Stratification
N -M -E
N
Y
N
N
N
N
Thalweg Position
C -OC -Toe
C
C
OC
OC
C
C
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
Yes
Yes
No
No
No
No
BEHI Calculation
Bnk Ht / Bkf Ht
5.00
8.33
3.75
6.25
5.83
2.50
BEHI Score
10.00
10.00
10.00
10.00
10.00
8.80
Root Depth / Bnk Ht
0.43
0.30
0.33
0.40
0.57
0.33
BEHI Score
4.80
6.40
6.00
5.20
3.64
6.00
Bank Angle
90
90
60
75
80
45
BEHI Score
8.00
8.00
4.00
5.50
6.00
3.25
Surface Protection
15%
15%
50%
20%
40%
70%
BEHI Score
8.00
8.00
4.28
7.33
5.14
2.57
Bank Material Adjustment
-10
-10
-10
-10
-10
-10
Stratification Adjustment
0
FALSE
0
0
0
0
Total BEHI Score
29.93
31.60
22.95
25.90
22.50
18.84
Rating
High
High
Moderate
Moderate
Moderate
Low
NBS Calculation
Thalweg Position Score
1
1
1.5
1.5
1
1
Toe Depth Ratio Score
0
0
0
0
0
0
Local Slope Score
1
1
0
0
0
0
Total NBS Rating
2
2
1.5
1.5
1
1
WARSS NBS Rating
3
3
2
2
1
1
Rating
Moderate
Moderate
Low
Low
Very Low
Very Low
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.1
0.1
0.0
0.0
0.0
0.0
Sheet Total
Erosion Total (ft3 /yr)
50
28
2
8
7
0
95

Erosion Rate Calculations
Project: 1058 -PDEE Date: 1/9/2013
Stream: Jerry Crew: MM,CE,GG
Reach /Description: Page:6 Of: 16
Feature Units
Reach Name 31 32 33 34 35 36
Station /Location
307 +30
307 +30
308 +50
310 +00
310 +20
311.2
Photo No.
Reach Length
ft
120
120
140
20
100
80
Bank
RT -LT -Both
RT
LT
Both
Both
Both
Both
Bank Height
ft
2.5
1.5
2
1
1.5
1
Bankfull Height
ft
0.8
0.8
0.8
0.8
0.8
0.8
Root Depth
ft
1
0.5
0.4
0.2
0.3
0.3
Root Density
%
35%
40%
40%
10%
30%
40%
Bank Angle
Degrees
85
50
75
30
85
40
Surface Protection
%
30%
70%
50%
50%
20%
60%
Bank Material
C- G -S -SC
C
C
C
SC
C
SC
Stratification
N -M -E
N
N
N
N
N
N
Thalweg Position
C -OC -Toe
OC
OC
C
C
C
C
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
No
No
No
No
No
No
BEHI Calculation
Bnk Ht / Bkf Ht
3.13
1.88
2.50
1.25
1.88
1.25
BEHI Score
9.80
7.24
8.80
3.93
7.24
3.93
Root Depth / Bnk Ht
0.40
0.33
0.20
0.20
0.20
0.30
BEHI Score
5.20
6.00
7.60
7.60
7.60
6.40
Bank Angle
85
50
75
30
85
40
BEHI Score
7.00
3.50
5.50
2.50
7.00
3.00
Surface Protection
30%
70%
50%
50%
20%
60%
BEHI Score
6.00
2.57
4.28
4.28
7.33
3.43
Bank Material Adjustment
-10
-10
-10
0
-10
0
Stratification Adjustment
0
0
0
0
0
0
Total BEHI Score
26.13
17.53
25.12
28.04
28.37
25.15
Rating
Moderate
Low
Moderate
Moderate
Moderate
Moderate
NBS Calculation
Thalweg Position Score
1.5
1.5
1
1
1
1
Toe Depth Ratio Score
0
0
0
0
0
0
Local Slope Score
0
0
0
0
0
0
Total NBS Rating
1.5
1.5
1
1
1
1
WARSS NBS Rating
2
2
1
1
1
1
Rating
Low
Low
Very Low
Very Low
Very Low
Very Low
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.0
0.0
0.0
0.0
0.0
0.0
Sheet Total
Erosion Total (ft3 /yr)
10
1
5
0
3
1
19

Erosion Rate Calculations
Project: 1058 -PDEE Date: 1/9/2013
Stream: Jerry Crew: MM,CE,GG
Reach /Description: Page:7 Of: 16
Feature Units
Reach Name 37 38 39 40 41 42
Station /Location
312 +00
313 +00
314 +00
315 +25
315 +25
316 +00
Photo No.
Reach Length
ft
100
100
125
75
75
70
Bank
RT -LT -Both
Both
Both
Both
LT
RT
Both
Bank Height
ft
2.2
2.5
1.2
1.5
1.2
4
Bankfull Height
ft
0.8
0.8
0.8
0.9
0.9
0.9
Root Depth
ft
0.8
1
0.3
1
1
1.5
Root Density
%
40%
30%
20%
50%
50%
30%
Bank Angle
Degrees
75
90
70
80
65
90
Surface Protection
%
70%
35%
45%
70%
90%
20%
Bank Material
C- G -S -SC
C
G
C
C
C
C
Stratification
N -M -E
N
N
N
N
N
N
Thalweg Position
C -OC -Toe
C
C
C
C
C
C
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
Yes
No
No
No
No
No
BEHI Calculation
Bnk Ht / Bkf Ht
2.75
3.13
1.50
1.67
1.33
4.44
BEHI Score
9.20
9.80
5.25
6.13
4.37
10.00
Root Depth / Bnk Ht
0.36
0.40
0.25
0.67
0.83
0.38
BEHI Score
5.64
5.20
7.00
3.17
2.33
5.50
Bank Angle
75
90
70
80
65
90
BEHI Score
5.50
8.00
5.00
6.00
4.50
8.00
Surface Protection
70%
35%
45%
70%
90%
20%
BEHI Score
2.57
5.57
4.71
2.57
0.86
7.33
Bank Material Adjustment
-10
5
-10
-10
-10
-10
Stratification Adjustment
0
0
0
0
0
0
Total BEHI Score
20.97
41.97
21.30
13.58
7.06
29.33
Rating
Moderate
Very High
Moderate
Low
Very Low
Moderate
NBS Calculation
Thalweg Position Score
1
1
1
1
1
1
Toe Depth Ratio Score
0
0
0
0
0
0
Local Slope Score
1
0
0
0
0
0
Total NBS Rating
2
1
1
1
1
1
WARSS NBS Rating
3
1
1
1
1
1
Rating
Moderate
Very Low
Very Low
Very Low
Very Low
Very Low
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.1
0.5
0.0
0.0
0.0
0.0
Sheet Total
Erosion Total (ft3 /yr)
13
127
3
0
0
5
147

Erosion Rate Calculations
Project: 1058*PDEE Date: 1/9/2013
Stream: Jerry Crew: MM,CE,GG
Reach /Description: Page:8 Of: 16
Feature Units
Reach Name 43 44
Station /Location
316 +70
317 +50
Photo No.
Reach Length
ft
150
130
Bank
RT -LT -Both
Both
Both
Bank Height
ft
3
4
Bankfull Height
ft
0.9
1
Root Depth
ft
1
1.5
Root Density
%
40%
30%
Bank Angle
Degrees
85
100
Surface Protection
%
40%
30%
Bank Material
C- G -S -SC
C
C
Stratification
N -M -E
N
N
Thalweg Position
C -OC -Toe
C
C
DTOE /DMEAN
<1 or >1
<1
<1
Local Slope > Avg
Yes -No
No
No
BEHI Calculation
Bnk Ht / Bkf Ht
3.33
4.00
BEHI Score
10.00
10.00
Root Depth / Bnk Ht
0.33
0.38
BEHI Score
6.00
S.50
Bank Angle
8S
100
BEHI Score
7.00
8.33
Surface Protection
40%
30%
BEHI Score
S.14
6.00
Bank Material Adjustment
-10
-10
Stratification Adjustment
0
0
Total BEHI Score
26.36
28.33
Rating
Moderate
Moderate
NBS Calculation
Thalweg Position Score
1
1
Toe Depth Ratio Score
0
0
Local Slope Score
0
0
Total NBS Rating
1
1
0
0
0
0
WARSS NBS Rating
1
1
Rating
Very Low
Very Low
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.0
0.0
Sheet Total
Erosion Total (ft3 /yr)
8
9
16

Erosion Rate Calculations
Project: 1058*PDEE Date: 1/9/2013
Stream: Dale Crew: MM,CE,GG
Reach /Description: Page:9 Of: 16
Feature Units
Reach Name 1 1 2 3 4 5
Station /Location
200 +25
200 +25
201 +25
201 +60
202 +00
203 +00
Photo No.
Reach Length
ft
150
150
35
40
100
100
Bank
RT -LT -Both
LT
RT
Both
Both
Both
Both
Bank Height
ft
3.5
3
2.5
2
1.2
2.2
Bankfull Height
ft
0.5
0.5
0.5
0.5
0.5
0.6
Root Depth
ft
0.75
1
1
0.5
0.3
1.5
Root Density
%
25%
25%
25%
20%
25%
20%
Bank Angle
Degrees
80
70
70
65
50
80
Surface Protection
%
30%
50%
30%
60%
60%
35%
Bank Material
C- G -S -SC
C
C
C
C
C
C
Stratification
N -M -E
N
N
N
N
N
M
Thalweg Position
C -OC -Toe
C
C
C
C
C
C
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
No
No
No
No
Yes
Yes
BEHI Calculation
Bnk Ht / Bkf Ht
7.00
6.00
5.00
4.00
2.40
3.67
BEHI Score
10.00
10.00
10.00
10.00
8.64
10.00
Root Depth / Bnk Ht
0.21
0.33
0.40
0.25
0.25
0.68
BEHI Score
7.43
6.00
5.20
7.00
7.00
3.09
Bank Angle
80
70
70
65
50
80
BEHI Score
6.00
5.00
5.00
4.50
3.50
6.00
Surface Protection
30%
50%
30%
60%
60%
35%
BEHI Score
6.00
4.28
6.00
3.43
3.43
5.57
Bank Material Adjustment
-10
-10
-10
-10
-10
-10
Stratification Adjustment
0
0
0
0
0
5
Total BEHI Score
28.71
24.17
24.86
24.26
21.73
27.84
Rating
Moderate
Moderate
Moderate
Moderate
Moderate
Moderate
NBS Calculation
Thalweg Position Score
1
1
1
1
1
1
Toe Depth Ratio Score
0
0
0
0
0
0
Local Slope Score
0
0
0
0
1
1
Total NBS Rating
1
1
1
1
2
2
WARSS NBS Rating
1
1
1
1
3
3
Rating
Very Low
Very Low
Very Low
Very Low
Moderate
Moderate
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.0
0.0
0.0
0.0
0.1
0.1
Sheet Total
Erosion Total (ft3 /yr)
9
8
1
1
7
13
40

Erosion Rate Calculations
Project: 1058*PDEE Date: 2/20/2013
Stream: Dale Crew: MM,CE,GG
Reach /Description: Page: 10 Of: 16
Feature Units
Reach Name 6 7 8 9 10 11
Station /Location
204 +00
205 +00
205 +30
206 +00
206 +00
206 +75
Photo No.
Reach Length
ft
100
30
70
75
75
125
Bank
RT -LT -Both
Both
Both
Both
RT
LT
Both
Bank Height
ft
5
2
2.5
2.5
2
1.5
Bankfull Height
ft
0.6
0.6
0.6
0.6
0.6
0.6
Root Depth
ft
0.3
1
0.7
1
0.8
0.3
Root Density
%
15%
35%
30%
40%
30%
25%
Bank Angle
Degrees
90
55
65
85
70
45
Surface Protection
%
15%
35%
30%
60%
50%
40%
Bank Material
C- G -S -SC
C
C
C
C
C
C
Stratification
N -M -E
M
N
N
N
N
N
Thalweg Position
C -OC -Toe
C
C
C
C
C
OC
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
No
No
No
No
No
Yes
BEHI Calculation
Bnk Ht / Bkf Ht
8.33
3.33
4.17
4.17
3.33
2.50
BEHI Score
10.00
10.00
10.00
10.00
10.00
8.80
Root Depth / Bnk Ht
0.06
0.50
0.28
0.40
0.40
0.20
BEHI Score
9.28
4.00
6.64
5.20
5.20
7.60
Bank Angle
90
55
65
85
70
45
BEHI Score
8.00
3.75
4.50
7.00
5.00
3.25
Surface Protection
15%
35%
30%
60%
50%
40%
BEHI Score
8.00
5.57
6.00
3.43
4.28
5.14
Bank Material Adjustment
-10
-10
-10
-10
-10
-10
Stratification Adjustment
5
0
0
0
0
0
Total BEHI Score
40.16
20.99
26.02
23.49
22.88
24.12
Rating
Very High
Moderate
Moderate
Moderate
Moderate
Moderate
NBS Calculation
Thalweg Position Score
1
1
1
1
1
1.5
Toe Depth Ratio Score
0
0
0
0
0
0
Local Slope Score
0
0
0
0
0
1
Total NBS Rating
1
1
1
1
1
2.5
WARSS NBS Rating
1
1
1
1
1
4
Rating
Very Low
Very Low
Very Low
Very Low
Very Low
High
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.5
0.0
0.0
0.0
0.0
0.1
Sheet Total
Erosion Total (ft3 /yr)
253
1
3
3
3
21
284

Erosion Rate Calculations
Project: 1058*PDEE Date: 2/20/2013
Stream: Dale Crew: MM,CE,GG
Reach /Description: Page: 11 Of: 16
Feature Units
Reach Name 12 13 14 15 16 17
Station /Location
208 +00
208 +50
209 +50
210 +50
211 +50
213 +00
Photo No.
Reach Length
ft
50
100
100
100
150
75
Bank
RT -LT -Both
Both
Both
Both
Both
Both
Both
Bank Height
ft
1.5
1
5
3.5
1.3
2
Bankfull Height
ft
0.6
0.6
0.6
0.6
0.6
0.6
Root Depth
ft
1
0.3
1.5
1.5
0.3
0.5
Root Density
%
35%
25%
25%
35%
20%
25%
Bank Angle
Degrees
45
30
95
75
50
65
Surface Protection
%
35%
35%
15%
35%
50%
30%
Bank Material
C- G -S -SC
C
C
C
C
C
C
Stratification
N -M -E
N
N
M
N
N
N
Thalweg Position
C -OC -Toe
OC
C
OC
C
OC
C
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
No
No
No
No
No
Yes
BEHI Calculation
Bnk Ht / Bkf Ht
2.50
1.67
8.33
5.83
2.17
3.33
BEHI Score
8.80
6.13
10.00
10.00
8.27
10.00
Root Depth / Bnk Ht
0.67
0.30
0.30
0.43
0.23
0.25
BEHI Score
3.17
6.40
6.40
4.86
7.23
7.00
Bank Angle
45
30
95
75
50
65
BEHI Score
3.25
2.50
8.17
5.50
3.50
4.50
Surface Protection
35%
35%
15%
35%
50%
30%
BEHI Score
5.57
5.57
8.00
5.57
4.28
6.00
Bank Material Adjustment
-10
-10
-10
-10
-10
-10
Stratification Adjustment
0
0
5
0
0
0
Total BEHI Score
17.68
19.60
36.57
23.93
22.67
26.66
Rating
Low
Moderate
High
Moderate
Moderate
Moderate
NBS Calculation
Thalweg Position Score
1.5
1
1.5
1
1.5
1
Toe Depth Ratio Score
0
0
0
0
0
0
Local Slope Score
0
0
0
0
0
1
Total NBS Rating
1.5
1
1.5
1
1.5
2
WARSS NBS Rating
2
1
2
1
2
3
Rating
Low
Very Low
Low
Very Low
Low
Moderate
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.0
0.0
0.1
0.0
0.0
0.1
Sheet Total
Erosion Total (ft3 /yr)
0
2
51
6
6
9
74

Erosion Rate Calculations
Project: 1058*PDEE Date: 2/20/2013
Stream: Dale Crew: MM,CE,GG
Reach /Description: Page: 12 Of: 16
Feature Units
Reach Name 18 19 20 21 21 22
Station /Location
213 +75
216 +50
217 +5
218 +5
218 +5
219 +5
Photo No.
Reach Length
ft
275
100
100
100
100
180
Bank
RT -LT -Both
Both
Both
Both
RT
LT
Both
Bank Height
ft
1
2.8
3.1
3.5
2.5
3.5
Bankfull Height
ft
0.6
0.6
0.8
0.8
0.8
0.9
Root Depth
ft
0.4
1
1.2
1.5
0.5
0.4
Root Density
%
15%
20%
35%
40%
20%
25%
Bank Angle
Degrees
45
90
55
75
60
60
Surface Protection
%
35%
20%
40%
30%
65%
70%
Bank Material
C- G -S -SC
C
C
C
C
C
C
Stratification
N -M -E
N
N
N
N
N
N
Thalweg Position
C -OC -Toe
C
C
OC
C
C
OC
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
No
Yes
No
No
No
Yes
BEHI Calculation
Bnk Ht / Bkf Ht
1.67
4.67
3.88
4.38
3.13
3.89
BEHI Score
6.13
10.00
10.00
10.00
9.80
10.00
Root Depth / Bnk Ht
0.40
0.36
0.39
0.43
0.20
0.11
BEHI Score
5.20
5.71
5.35
4.86
7.60
8.63
Bank Angle
45
90
55
75
60
60
BEHI Score
3.25
8.00
3.75
5.50
4.00
4.00
Surface Protection
35%
20%
40%
30%
65%
70%
BEHI Score
5.57
7.33
5.14
6.00
3.00
2.57
Bank Material Adjustment
-10
-10
-10
-10
-10
-10
Stratification Adjustment
0
0
0
0
0
0
Total BEHI Score
19.35
30.10
22.44
24.07
23.87
24.82
Rating
Low
High
Moderate
Moderate
Moderate
Moderate
NBS Calculation
Thalweg Position Score
1
1
1.5
1
1
1.5
Toe Depth Ratio Score
0
0
0
0
0
0
Local Slope Score
0
1
0
0
0
1
Total NBS Rating
1
2
1.5
1
1
2.5
WARSS NBS Rating
1
3
2
1
1
4
Rating
Very Low
Moderate
Low
Very Low
Very Low
High
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.0
0.1
0.0
0.0
0.0
0.1
Sheet Total
Erosion Total (ft3 /yr)
0
31
10
6
4
71
122

Erosion Rate Calculations
Project: 1058*PDEE Date: 2/20/2013
Stream: Dale Crew: MM,CE,GG
Reach /Description: Page: 13 Of: 16
Feature Units
Reach Name 23 24 25 26 27
Station /Location
221 +50
22 +50
223 +75
224 +25
226 +50
Photo No.
Reach Length
ft
120
125
50
125
100
Bank
RT -LT -Both
Both
Both
Both
Both
Both
Bank Height
ft
1.5
2
2.8
1.7
3.5
Bankfull Height
ft
0.8
0.8
0.8
0.8
0.9
Root Depth
ft
0.2
0.5
1
0.8
2
Root Density
%
15%
35%
30%
20%
25%
Bank Angle
Degrees
45
70
85
65
90
Surface Protection
%
25%
40%
30%
30%
60%
Bank Material
C- G -S -SC
C
C
C
C
C
Stratification
N -M -E
N
N
N
N
N
Thalweg Position
C -OC -Toe
C
C
OC
C
C
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
No
No
No
No
No
BEHI Calculation
Bnk Ht / Bkf Ht
1.88
2.50
3.50
2.13
3.89
BEHI Score
7.24
8.80
10.00
8.20
10.00
Root Depth / Bnk Ht
0.13
0.25
0.36
0.47
0.57
BEHI Score
8.40
7.00
5.71
4.35
3.64
Bank Angle
45
70
85
65
90
BEHI Score
3.25
5.00
7.00
4.50
8.00
Surface Protection
25%
40%
30%
30%
60%
BEHI Score
6.67
5.14
6.00
6.00
3.43
Bank Material Adjustment
-10
-10
-10
-10
-10
Stratification Adjustment
0
0
0
0
0
Total BEHI Score
25.29
24.77
27.28
21.80
23.17
Rating
Moderate
Moderate
Moderate
Moderate
Moderate
NBS Calculation
Thalweg Position Score
1
1
1.5
1
1
Toe Depth Ratio Score
0
0
0
0
0
Local Slope Score
0
0
0
0
0
Total NBS Rating
1
1
1.5
1
1
0
WARSS NBS Rating
1
1
2
1
1
Rating
Very Low
Very Low
Low
Very Low
Very Low
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.0
0.0
0.0
0.0
0.0
Sheet Total
Erosion Total (ft3 /yr)
3
4
4
4
6
21

Erosion Rate Calculations
Project: 1058*PDEE Date: 6/5/2013
Stream: Dale Crew: MM,CE,GG
Reach /Description: Page: 14 Of: 16
Feature Units
Reach Name
Dale Ext
Dale Ext
Dale Ext
Dale Ext
Dale Ext
Dale Ext
Station /Location
207 +25
20700
20625
20600
20550
20550
Photo No.
Reach Length
ft
125
25
75
25
50
50
Bank
RT -LT -Both
Both
RT
Both
Both
RT
LT
Bank Height
ft
1.5
2.5
1.5
2
0.5
1.2
Bankfull Height
ft
0.5
0.5
0.5
0.5
0.5
0.5
Root Depth
ft
0.3
0.7
0.3
0.4
0.2
0.2
Root Density
%
35%
25%
15%
25%
25%
35%
Bank Angle
Degrees
45
100
30
85
30
70
Surface Protection
%
40%
15%
25%
30%
25%
25%
Bank Material
C- G -S -SC
C
C
C
C
C
C
Stratification
N -M -E
N
N
N
N
N
N
Thalweg Position
C -OC -Toe
C
OC
C
C
C
C
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
No
No
Yes
No
No
No
BEHI Calculation
Bnk Ht / Bkf Ht
3.00
S.00
3.00
4.00
1.00
2.40
BEHI Score
9.60
10.00
9.60
10.00
1.00
8.64
Root Depth / Bnk Ht
0.20
0.28
0.20
0.20
0.40
0.17
BEHI Score
7.60
6.64
7.60
7.60
S.20
8.00
Bank Angle
4S
100
30
85
30
70
BEHI Score
3.25
8.33
ISO
7.00
2.S0
S.00
Surface Protection
40%
15%
2S%
30%
25%
25%
BEHI Score
S.14
8.00
6.67
6.00
6.67
6.67
Bank Material Adjustment
-10
-10
-10
-10
-10
-10
Stratification Adjustment
0
0
0
0
0
0
Total BEHI Score
24.66
32.04
25.97
29.93
14.03
27.53
Rating
Moderate
High
Moderate
High
Low
Moderate
NBS Calculation
Thalweg Position Score
1
1.S
1
1
1
1
Toe Depth Ratio Score
0
0
0
0
0
0
Local Slope Score
0
0
1
0
0
0
Total NBS Rating
1
1.S
2
1
1
1
WARSS NBS Rating
1
2
3
1
1
1
Rating
Very Low
Low
Moderate
Very Low
Very Low
Very Low
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.0
0.1
0.1
0.1
0.0
0.0
Sheet Total
Erosion Total (ft3 /yr)
3
6
7
5
0
1
22

Erosion Rate Calculations
Project: 1058*PDEE Date: 6/5/2013
Stream: Dale Crew: MM,CE,GG
Reach /Description: Page: 15 Of: 16
Feature Units
Reach Name
Dale Ext
Dale Ext
Dale Ext
Dale Ext
Dale Ext
Station /Location
20500
20450
20375
20125
20000
Photo No.
Reach Length
ft
50
50
75
125
125
Bank
RT -LT -Both
Both
Both
Both
Both
Both
Bank Height
ft
0.5
2.5
3
0.5
2.5
Bankfull Height
ft
0.5
0.5
0.5
0.3
0.03
Root Depth
ft
0.1
0.5
1
0.1
0.2
Root Density
%
10%
25%
30%
15%
15%
Bank Angle
Degrees
30
85
90
20
40
Surface Protection
%
10%
30%
25%
15%
25%
Bank Material
C- G -S -SC
C
C
C
C
C
Stratification
N -M -E
N
N
N
N
N
Thalweg Position
C -OC -Toe
C
C
C
C
C
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
No
Yes
Yes
No
Yes
BEHI Calculation
Bnk Ht / Bkf Ht
1.00
5.00
6.00
1.67
83.33
BEHI Score
1.00
10.00
10.00
6.13
10.00
Root Depth / Bnk Ht
0.20
0.20
0.33
0.20
0.08
BEHI Score
7.60
7.60
6.00
7.60
9.04
Bank Angle
30
85
90
20
40
BEHI Score
2.50
7.00
8.00
2.00
3.00
Surface Protection
10%
30%
25%
15%
25%
BEHI Score
10.00
6.00
6.67
8.00
6.67
Bank Material Adjustment
-10
-10
-10
-10
-10
Stratification Adjustment
0
0
0
0
0
Total BEHI Score
20.83
29.93
29.33
23.33
28.55
Rating
Moderate
High
Moderate
Moderate
Moderate
NBS Calculation
Thalweg Position Score
1
1
1
1
1
Toe Depth Ratio Score
0
0
0
0
0
Local Slope Score
0
1
1
0
1
Total NBS Rating
1
2
2
1
2
0
WARSS NBS Rating
1
3
3
1
3
Rating
Very Low
Moderate
Moderate
Very Low
Moderate
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.0
0.1
0.1
0.0
0.1
Sheet Total
Erosion Total (ft3 /yr)
0
14
13
1
19
48

Erosion Rate Calculations
Project: 1058*PDEE Date: 6/5/2013
Stream: Dale Crew: MM,CE,GG
Reach /Description: Page: 16 Of: 16
Feature Units
Reach Name
Jerry Ext
Jerry Ext
Jerry Ext
Jerry Ext
Jerry Ext
Jerry Ext
Station /Location
30300
30200
30100
30025
30000
Photo No.
Reach Length
ft
125
100
100
75
25
Bank
RT -LT -Both
Both
Both
Both
Both
Both
Bank Height
ft
1.3
3
1.2
0.08
2
Bankfull Height
ft
0.4
0.4
0.4
0.3
0.3
Root Depth
ft
0.1
0.8
0.5
0.2
0.4
Root Density
%
15%
20%
20%
30%
25%
Bank Angle
Degrees
75
90
50
30
85
Surface Protection
%
15%
35%
25%
25%
20%
Bank Material
C- G -S -SC
C
C
C
C
C
Stratification
N -M -E
N
N
N
N
N
Thalweg Position
C -OC -Toe
C
C
C
C
C
DTOE /DMEAN
<1 or >1
<1
<1
<1
<1
<1
Local Slope > Avg
Yes -No
No
Yes
No
No
No
BEHI Calculation
Bnk Ht / Bkf Ht
3.25
7.50
3.00
0.27
6.67
BEHI Score
FALSE
10.00
9.60
1.00
10.00
Root Depth / Bnk Ht
0.08
0.27
0.42
2.50
0.20
BEHI Score
9.08
6.80
5.00
0.00
7.60
Bank Angle
75
90
50
30
85
BEHI Score
5.50
8.00
3.50
2.50
7.00
Surface Protection
15%
35%
25%
25%
20%
BEHI Score
8.00
S.57
6.67
6.67
7.33
Bank Material Adjustment
-10
-10
-10
-10
-10
Stratification Adjustment
0
0
0
0
0
Total BEHI Score
22.42
29.66
23.66
2.31
31.27
Rating
Moderate
High
Moderate
Very Low
High
NBS Calculation
Thalweg Position Score
1
1
1
1
1
Toe Depth Ratio Score
0
0
0
0
0
Local Slope Score
0
1
0
0
0
Total NBS Rating
1
2
1
1
1
0
WARSS NBS Rating
1
3
1
1
1
Rating
Very Low
Moderate
Very Low
Very Low
Very Low
Erosion Rate Prediction
NC or CO
NC
Erosion Rate (ft/yr)
0.0
0.1
0.0
0.0
0.1
Sheet Total
Erosion Total (ft3 /yr)
3
33
2
0
5
43

Site Assessment Calculations
Project: 1058 -PDEE Date: 1/9/2013
Stream: All Crew: mm,ce,gg
Reach /Description: All Page: 1 Of: 4
Feature Units
Section Number 1 2 3 4 5 6 (ref) 7 (ref)
Reach Name
Thompson
Thompson
Thompson
Thompson
Thompson
Thompson
Thompson
Location
u/s pond
d/s pond
111 +45
115 +50
116 +75
d/s site
d/s site
DA
square miles
0.061
0.121
0.128
0.138
0.155
0.165
0.233
WBKF
ft
5
7
9
7
7.8
9.7
9
WBED
ft
3
4.8
7.3
4.7
5
4
4
DBKF
ft
1
1
0.9
0.9
0.9
0.8
0.9
DTOE LT
ft
0
0
0.1
-0.1
-0.2
0
0
DTOE RT
ft
0
-0.3
0
0.05
-0.2
-0.1
0
Field DTHAL
ft
0.3
0.2
0.2
0.2
0
0.1
0.15
WTHAL
ft
0.7
1
1
0.8
1.1
0.8
0.6
Bank Height
ft
1.5
3.5
2.6
1.5
3
0.9
1.2
Flood Prone Width
ft
20
9
15
20
12
25
15
Quick Section Calculation
DMAx
1.30
1.20
1.10
1.10
0.90
0.90
1.05
Average DTOE
1.00
0.85
0.95
0.88
0.70
0.75
0.90
DTHAL
0.30
0.35
0.15
0.23
0.20
0.15
0.15
ABKF
4.6
6.0
8.4
5.7
5.1
5.5
6.2
DMEAN
0.91
0.86
0.93
0.82
0.65
0.57
0.69
W/D ratio
5.5
8.1
9.7
8.5
12.0
17.1
13.1
Bank Height Ratio
1.2
2.9
2.4
1.4
3.3
1.0
1.1
Entrenchment Ratio
4.0
1.3
1.7
2.9
1.5
2.6
1.7
Index Calculations
Ref Bed Width Coef 9.6 9.6 9.6 9.6 9.6 9.6 9.6
Ref Bed Width Exp
0.45
0.45
0.45
0.45
0.45
0.45
0.45
Ref Max Depth Coef
1.45
1.45
1.45
1.45
1.45
1.45
1.45
Ref Max Depth Exp
0.27
0.27
0.27
0.27
0.27
0.27
0.27
Reference Bed Width
2.7
3.7
3.8
3.9
4.1
4.3
5.0
Bed Width Index (BWI)
1.1
1.3
1.9
1.2
1.2
0.9
0.8
Reference DMAx
0.7
I 0.8
0.8
I 0.8
0.9
0.9
1.0
Max Depth Index (MDI)
2.2
4.3
3.1
1.8
3.4
1.0
1.2
Stream
Type (Rosgen)
Stream Type
G
G
G
G
G
C
B

Site Assessment Calculations
Project: 1058 -PDEE Date: 1/9/2013
Stream: All Crew: mm,ce,gg
Reach /Description: All Page: 2 Of: 4
Feature Units
Section Number 8 9 10 11 12 (ref) 13 (ref) 14
Reach Name Jerry Jerry TRIB Jerry Jerry Jerry Jerry
Location 301 +50 302 +30 308 +00 311 +40 311 +60 313 +80
DA
square miles
0.065
0.066
0.026
0.105
0.119
0.12
0.123
WBKF
ft
3.5
7
4.5
3.5
8
6.6
4
WBED
ft
2
4.8
3
2.6
4.8
3.5
2.7
DBKF
ft
0.6
0.6
0.5
0.8
0.4
0.7
0.9
DTOE LT
ft
0
0
-0.2
0
-0.25
-0.15
0
DTOE RT
ft
0
0
0.1
0
0
-0.3
0.1
Field DTHAL
ft
0.3
0.1
0.2
0.15
0.1
0.05
0.15
WTHAL
ft
0.5
1
0.5
0.5
1.2
0.7
0.6
Bank Height
ft
2.2
9
2.5
7.5
0.75
0.75
3
Flood Prone Width
ft
9
3.3
8
2.5
15
15
6.5
Quick Section Calculation
DMAx
0.90
0.70
0.70
0.95
0.50
0.75
1.05
Average DTOE
0.60
0.60
0.45
0.80
0.28
0.48
0.95
DTHAL
0.30
0.10
0.25
0.15
0.23
0.28
0.10
ABKF
2.0
3.8
2.1
2.7
2.4
3.0
3.3
DMEAN
0.58
0.55
0.47
0.76
0.30
0.45
0.84
W/D ratio
6.0
12.8
9.5
4.6
26.3
14.6
4.8
Bank Height Ratio
2.4
12.9
3.6
7.9
1.5
1.0
2.9
Entrenchment Ratio
2.6
0.5
1.8
0.7
1.9
2.3
1.6
Index Calculations
Ref Bed Width Coef 9.6 9.6 9.6 9.6 9.6 9.b 9.6
Ref Bed Width Exp
0.45
0.45
0.45
0.45
0.45
0.45
0.45
Ref Max Depth Coef
1.45
1.45
1.45
1.45
1.45
1.45
1.45
Ref Max Depth Exp
0.27
0.27
0.27
0.27
0.27
0.27
0.27
Reference Bed Width
2.8
2.8
1.9
3.5
3.7
3.7
3.7
Bed Width Index (BWI)
0.7
1.7
1.6
0.7
1.3
0.9
0.7
Reference DMAx
0.7
I 0.7
0.5
I 0.8
0.8
0.8
0.8
Max Depth Index (MDI)
3.2
12.9
4.6
9.5
0.9
0.9
3.6
Stream
Type (Rosgen)
Stream Type
G
G
G
G
B
G

Site Assessment Calculations
Project: 1058 -PDEE Date: 2/20/2013
Stream: All Crew: mm,ce,gg
Reach /Description: All Page: 3 Of: 4
Feature Units
Section Number 15 16 (ref) 17 (ref) 18 19 20 21
Reach Name Jerry Dale Dale Dale Dale Dale Dale
Location 316 +20 200 +00 200 +10 201 +80 204 +30 206 +65 209 +10
DA
square miles
0.125
0.0276
0.0277
0.03
0.035
0.043
0.048
WBKF
ft
5.7
8.5
8
4.8
5
6
6
WBED
ft
3.5
4
3.4
4
3.5
3.6
3
DBKF
ft
0.9
0.5
0.4
0.6
0.6
0.7
0.6
DTOE LT
ft
0
0
0
0.1
0
0.1
0
DTOE RT
ft
0
0
0
-0.1
0
0.1
0.1
Field DTHAL
ft
0.15
0.1
0.1
0.1
0.1
0.2
0.1
WTHAL
ft
1
0.9
0.8
0.7
1
1
0.6
Bank Height
ft
3.5
0.6
0.6
2.2
5.5
2
1.1
Flood Prone Width
ft
8
18
20
7
7
9
15
Quick Section Calculation
DMAx
1.05
0.60
0.50
0.70
0.70
0.90
0.70
Average DTOE
0.90
0.50
0.40
0.60
0.60
0.80
0.65
DTHAL
0.15
0.10
0.10
0.10
0.10
0.10
0.05
ABKF
4.5
3.4
2.5
2.9
2.8
4.1
3.0
DMEAN
0.79
0.40
0.31
0.60
0.56
0.68
0.50
W/D ratio
7.3
21.4
25.7
8.0
9.0
8.8
11.9
Bank Height Ratio
3.3
1.0
1.2
3.1
7.9
2.2
1.6
Entrenchment Ratio
1.4
2.1
2.5
1.5
1.4
1.5
2.5
Index Calculations
Ref Bed Width Coef 9.6 9.6 9.6 9.6 9.6 9.6 9.6
Ref Bed Width Exp
0.45
0.45
0.45
0.45
0.45
0.45
0.45
Ref Max Depth Coef
1.45
1.45
1.45
1.45
1.45
1.45
1.45
Ref Max Depth Exp
0.27
0.27
0.27
0.27
0.27
0.27
0.27
Reference Bed Width
3.8
1.9
1.9
2.0
2.1
2.3
2.4
Bed Width Index (BWI)
0.9
2.1
1.8
2.0
1.6
1.5
1.2
Reference DMAx
0.8
I 0.6
0.6
I 0.6
0.6
I 0.6
0.6
Max Depth Index (MDI)
4.2
1.1
1.1
3.9
9.4
3.2
1.7
Stream
Type (Rosgen)
Stream Type
G
C
C
G
G
G
G

Site Assessment Calculations
Project: 1058 -PDEE Date: 2/20/2013
Stream: All Crew: mm,ce,gg
Reach /Description: All Page: 4 Of: 4
Feature Units
Section Number 22 23 24
Reach Name
Location
Dale
Dale
Dale
224 +20
218 +00
219 +85
DA
square miles
0.07
0.079
0.0865
WBKF
ft
6.5
5.5
8
WBED
ft
5.3
4.2
4
DBKF
ft
0.8
0.8
0.75
DTOE LT
ft
-0.1
-0.1
0
DTOE RT
ft
0
0
0
Field DTHAL
ft
0.15
0.15
0.2
WTHAL
ft
0.8
0.9
0.8
Bank Height
ft
3.1
3.5
2.5
Flood Prone Width
ft
9
6.5
9
Quick Section Calculation
DMAx
0.95
0.95
0.95
Average DTOE
0.75
0.75
0.75
DTHAL
0.20
0.20
0.20
ABKF
5.0
4.1
5.0
DMEAN
0.77
0.75
0.62
W/D ratio
8.4
7.3
12.9
Bank Height Ratio
3.3
3.7
2.6
Entrenchment Ratio
1.4
1.2
1.1
Index Calculations
Ref Bed Width Coef
9.6
9.6
9.6
Ref Bed Width Exp
0.45
0.45
0.45
Ref Max Depth Coef
1.45
1.45
1.45
Ref Max Depth Exp
0.27
0.27
0.27
Reference Bed Width
2.9
3.1
3.2
Bed Width Index (BWI)
1.8
1.4
1.3
Reference DMAx
0.7
I 0.7
0.7
Max Depth Index (MDI)
4.4
4.8
3.3
Stream
Type (Rosgen)
Stream Type
G
G
F

Two samples may be entered below. Select sample type for each.
Point Bar 1W
Sieve &
Sieve Sieve Sample Retained Passing
Size Weight Weight on Sieve Sieve
(mm) (g) (g) (g)
282 19%
577 39%
449 30%
172 12%
0 0%
1480
- -- - --
19% 19%
39% 58%
30% 88%
12% 100°%
total
wt retained
in sieves:
..
Note: .
Point Bar - --
100%
90%
80°%
70%
c
m
t 60%
w 50%
v 40%
o- 30%
20%
10%
0%
--E-- cumulative
cwt of particles passing sieve
sand gravel cobble
--------------------
I
I
I
I
-----------------
I I
I I
I I
I I
I I
I I
I I
I
0.1 1 10
particle size (mm)
Size (mm)
D16 - -- D65 9.4
D35 5.3 D84 14
D50 6.9 D95 24
700
600
500
L
m
400
0
300 D)
0
200 N
100
0
100 1000
sand 100°%

axis (mm)
a b c Sp
0.20
0.27
mean shape factor: 0.24

Two samples may be entered below. Select sample type for each.
Point Bar
Sieve
Size
(mm)
Sieve
Weight
(g)
1W
Sieve &
Sample
Weight
(g)
Retained
on Sieve
(g)
Passing
Sieve
270 16%
- --
- --
601 35%
16%
16%
637 37%
35%
50%
222 13%
37%
87%
0 0%
13%
100°%
total wt retained in sieves:
1730
Note:
' - - .
. Th . . . n
. property
Point Bar - --
100%
90%
80°%
70%
c
m
t 60%
w 50%
v 40%
o- 30%
20%
10%
0%
—0— cumulative % cwt of particles passing sieve
ravel cobble 700
600
I
500
I m
I 400
I o
300 D)
I m
200
I
I 100
I
0
0.1 1 10 100 1000
particle size (mm)
Size (mm)
D16 4 D65 11
D35 5.9 D84 15
D50 7.9 D95 24
sand 100°%

axis (mm)
a b c Sp
0.36
0.36
mean shape factor: 0.36

Two samples may be entered below. Select sample type for each.
Point Bar 1W
Sieve &
Sieve Sieve Sample Retained Passing
Size Weight Weight on Sieve Sieve
(mm) (g) (g) (g)
309 25%
517 42%
300 24%
102 8%
0 0%
1228
- -- - --
25% 25%
42% 67%
24% 92%
8% 100°%
total
wt retained
in sieves:
Note: _ .
Point Bar - --
100%
90%
80°%
70%
m
t 60%
w 50%
v 40%
o- 30%
20%
10%
0%
—4w-- cumulative % cwt of particles oassina sieve
sand gravel cobble
----------------- —-
I
I
I
I
-------- - - - - -- —
I I
I I
I I
I I
I I
I I
I I
I
0.1 1 10
particle size (mm)
Size (mm)
D16 - -- D65 7.7
D35 4.7 D84 13
D50 6 D95 21
600
500
400 m
<o'
3
300 °
200 COD-
100
0
100 1000
sand 100°%

axis (mm)
a b c Sp
0.43
0.09
k,
mean shape factor: 0.26

3) Bulk Sample
Sieve Analysis
Two samples may be entered below. Select sample type for each.
Point Bar 1W
Sieve &
Sieve Sieve Sample Retained Passing
Size Weight Weight on Sieve Sieve
(mm) (g) (g) (g)
Point Bar - --
�cumulative % cwt of particles passing sieve
100% sand grave I cobble
90%
80%
70%
t 60%
m
c50%
v 40%
`m
o- 30%
20%
10%
0%
-----------------
—
I
900
800
700
600
500 0
400 m
300 y
200
100
0
393 22%
777 43%
467 26%
170 9%
0 0%
1807
- -- - --
22% 22%
43% 65%
26% 91%
9% 100%
0.1 1 10 100 1000
particle size (mm)
Size (mm)
D16 - -- D65 8.1 sand 100%
D35 5 D84 13
D50 6.3 D95 22
total
wt retained
in sieves:
Note: ` "'" .' n

axis (mm)
a b c Sp
0.13
0.08
mean shape factor: 0.11

3) Bulk Sample
Sieve Analysis
Two samples may be entered below. Select sample type for each.
Point ear Sieve & 1W
Sieve Sieve Sample Retained Passing
Size Weight Weight on Sieve Sieve
(mm) (g) (g) (g)
Point Bar - --
--E--cumulative % cwt of particles passing sieve
100% sand gravel cobble
90%
80%
70%
M 60%
m
w 50%
v 40%
o- 30%
20%
10%
0%
----------- -
— — .
- - - -- --
I
I
I
— — — I
I
I I
I
I
I I
I
I I
I I
1
1
800
700
600
500
400
�
300
y
200
100
1 0
286 18%
691 45%
378 24%
196 13%
0 0%
1551
- --
18% 18%
45% 63%
24% 87%
13% 100%
0.1 1 10 100 1000
particle size (mm)
Size (mm)
D16 - -- D65 8.5 sand 100%
D35 5.2 D84 15
D50 6.5 D95 21
total
wt retained
in sieves:
Note: "'F' "= ' .. P - =

axis (mm)
a b c Sp
0.54
0.40
mean shape factor: 0.47

3) Bulk Sample
Sieve Analysis
Two samples may be entered below. Select sample type for each.
WI
Point ear Sieve & 1W
Sieve Sieve Sample Retained Passing
Size Weight Weight on Sieve Sieve
(mm) (g) (g) (g)
Point Bar - --
--E--cumulative % cwt of particles passing sieve
100% sand gravel cobble
90%
80%
70%
M 60%
m
w 50%
v 40%
o- 30%
20%
10%
0%
----------- -
— — .
- - - -- —
— — —
I
I
I
I
I I
I
I l
800
700
600
500
400
300
y
200
100
0
362 25%
668 46%
398 27%
31 2%
0 0%
1459
- --
25% 25%
46% 71%
27% 98%
2% 100%
0.1 1 10 100 1000
particle size (mm)
Size (mm)
D16 - -- D65 7.4 sand 100%
D35 4.7 D84 11
D50 5.9 D95 15
total
wt retained
in sieves:
Note: '"• ®- • - •

axis (mm)
a b c Sp
0.38
0.62
mean shape factor: 0.50

Two samples may be entered below. Select sample type for each.
Point Bar 1W
Sieve &
Sieve Sieve Sample Retained Passing
Size Weight Weight on Sieve Sieve
(mm) (g) (g) (g)
406 22%
719 39%
459 25%
250 14%
0 0%
1834
- -- - --
22% 22%
39% 61%
25% 86%
14% 100°%
total
wt retained
in sieves:
Note: . D _ -. ' - r
Point Bar - --
100%
90%
80°%
c
70%
m
t 60%
w 50%
v 40%
o- 30%
20%
10%
0%
--t— cumulative % cwt of particles passing sieve
sand gravel cobble
--------------------
I
I
I
-------- - - - - -- —
I I
I I
I I
I I
I I
I I
I I
I
800
700
600
i
500
3
400 °
300
200
100
0
0.1 1 10 100 1000
particle size (mm)
Size (mm)
D16 - -- D65 8.9
D35 5 D84 15
D50 6.5 D95 20
sand 100°%

axis (mm)
a b c Sp
0.86
0.24
mean shape factor: 0.55

axis (mm)
a b c Sp
0.28
0.39
L
mean shape factor: 0.33

3) Bulk Sample
Sieve Analysis
Two samples may be entered below. Select sample type for each.
Point bar Sieve & 1W
Sieve Sieve Sample Retained Passing
Size Weight Weight on Sieve Sieve
(mm) (g) (g) (g)
Point Bar - --
—41-- cumulative % cwt of particles passing sieve
100% sand gravel _cobble 1200
i
90%
80%
70%
@
L 60%
m
C 50%
aa) 40% -
`m
o- 30%
20%
10%
0%
--------------------
— —
- - - - --
— — — — — — — — — —
I
I
1000
800
600
400
200
0
m
s
o
N
34 1%
74 2%
319 10%
784 25%
766 25%
1108 36%
0
0 0%
3085
- --
1% 1%
2% 4%
10% 14%
25% 39%
25% 64%
36 0 /o
100%
0.1 1 10 100 1000
particle size (mm)
Size (mm)
D16 17 D65 65 sand 100%
D35 28 D84 78
D50 43 D95 87
total
wt retained
in sieves:
Note: ' "'_ '• ' • •

axis (mm)
a b c Sp
0.17
0.52
mean shape factor: 0.34

3) Bulk Sample
Sieve Analysis
Two samples may be entered below. Select sample type for each.
Point bar Sieve & 1W
Sieve Sieve Sample Retained Passing
Size Weight Weight on Sieve Sieve
(mm) (g) (g) (g)
Point Bar - --
—41-- cumulative % cwt of particles passing sieve
100% sand gravel cobble
90%
80%
70%
@
d 60%
w 50%
ID 40%
0 30%
20%
10%
0%
-----------------
I
I
700
500
400
300
200
100
0
�.
a
n
y
405 35%
580 51%
149 13%
10 1%
0 0%
1144
- -- - --
35% 35%
51% 86%
13% 99%
1% 100%
0.1 1 10 100 1000
particle size (mm)
Size (mm)
D16 D65 6 sand 100%
D35 - -- D84 7.8
D50 4.9 D95 13
total
wt retained
in sieves:
Note: '" '• • - • I i-

axis (mm)
a b c Sp
0.65
0.10
mean shape factor: 0.38

Two samples may be entered below. Select sample type for each.
Point Bar 1W
Sieve &
Sieve Sieve Sample Retained Passing
Size Weight Weight on Sieve Sieve
(mm) (g) (g) (g)
951 32%
1287 43%
613 21%
121 4%
0 0%
2972
- -- - --
32% 32%
43% 75%
21% 96%
4% 100°%
total
wt retained
in sieves:
Note: - MM 6109 -
Point Bar - --
100%
90%
80°%
70%
c
m
t 60%
w 50%
v 40%
o- 30%
20%
10%
0%
--4w— cumulative % cwt of particles passing sieve
ravel cobble 1400
1200
I
1000
m
800
I o
600
m
400
I
200
I
0
0.1 1 10 100 1000
particle size (mm)
Size (mm)
D16 - -- D65 6.8
D35 4.2 D84 11
D50 5.3 D95 16
sand 100°%

axis (mm)
a b c Sp
0.50
0.18
mean shape factor: 0.34

cm
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LOCATION KEY
LEGEND
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PLANS
WoICCreek Engineering
ENGINEEMNG & ENVIRONMENTAL CONSULTING
LICENSE NO P-0417
0
+
D
(D
+
CD
0
+
CD
0
+/
PRELIMINARY
NOT FOR CONSTRUCTION
PEE DEE STREAM RESTORATION
ENVIRONMENTAL BANC AND EXCHANGE
PLAN & PROFILE
AS NOTED i-
1175
,GG
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puwo aormw'`~`�
20 0 20 60
sm
SCALE IN FEET
�
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\ �
LOCATION KEY
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EXISTING FENCE
`
\
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sm
SCALE IN FEET
�
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101+80 102+00 103+00 104+00 105+00
FULL SIZE PLAN — HORIZONTAL SCALE: 1 ^ = 20' VERTICAL SCALE 1^ = 2' HALF SIZE PLAN — HORIZONTAL: 1 ^ = 40' VERTICAL: 1^ = 4'
KIM
THOMPSON CREEK
LOCATION KEY
LEGEND
EXISTING FENCE
101+80 102+00 103+00 104+00 105+00
FULL SIZE PLAN — HORIZONTAL SCALE: 1 ^ = 20' VERTICAL SCALE 1^ = 2' HALF SIZE PLAN — HORIZONTAL: 1 ^ = 40' VERTICAL: 1^ = 4'
KIM
THOMPSON CREEK

ti
Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
A_
LICENSE 10. 1-0411
7 Florida W-211, NC 26787
PHONE: [phone] WWW.WOLFCREE;KENG.COU
LOCATION KEY
LEGEND
­-- —
EXISTING FENCE
eAK
FULL SIZE PLAN - HORIZONTAL SCALE: 1 " = 20' VERTICAL SCALE: 1 " = 2' 61 CMNNR- HALF SIZE PLAN - HORIZONTAL: 1 " = 40' VERTICAL: 1 " = 4'
THOMPSON CREEK
j

LOCATION KEY
EXISTING FENC
k-a%= VeDDIN 'Irl
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111+00 112+00 113+00 114+00 115+00
FULL SIZE PLAN - HORIZONTAL SCALE: 1" = 20' VERTICAL SCALE: 1 2' HALF SIZE PLAN - HORIZONTAL: 1 40' VERTICALl" = 4'
THOMPSON CREEK
Wol(Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P-0417
PHONE: [phone] WWW.WOLFCREEKENG.COM
ENVIRONMENTAL BANC AND EXCHANGE
PLAN & PROFILE
AS NOTED
LOCATION KEY
EXISTING FENC
k-a%= VeDDIN 'Irl
OA RIC-5
111+00 112+00 113+00 114+00 115+00
FULL SIZE PLAN - HORIZONTAL SCALE: 1" = 20' VERTICAL SCALE: 1 2' HALF SIZE PLAN - HORIZONTAL: 1 40' VERTICALl" = 4'
THOMPSON CREEK

ml
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mo
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0
0
EXISTING
TRIG
rs
20 0 20 60
Z
SCALE IN FEET
�J,
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Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NIL 1-0417
NC 28787
®
EREL:I:M:IN/
PHONE: [phone]
PEE DEE STREAM
"N.WOLFCREEKENG.COM
EXISTING
12" CCP
EXISTING
NOT FOR C(
ENVIRONMENTAL
THOMPSON
CREEK
PLAN & PROFILE
AS NOTED
12/19/2012
- I
SGG - 105�
EXIArING
BEDROCK
LOCATION KEY
LEGEND
EXISTING
TRIG
rs
20 0 20 60
Z
SCALE IN FEET
340
115+00
115+50 116+00 116+50 117+00 117+50 118+00 118+50 119+00 119+50 120+00
FULL SIZE PLAN — HORIZONTAL SCALE: 1" = 20' VERTICAL SCALE: 1 = 2' HALF SIZE PLAN — HORIZONTAL: 1 40' VERTICAL:1" = 4'
m
cm
cm
345
M
THOMPSON CREEK
Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NIL 1-0417
NC 28787
EREL:I:M:IN/
PHONE: [phone]
PEE DEE STREAM
"N.WOLFCREEKENG.COM
RESTORATION
BANC AND EXCHANGE
NOT FOR C(
ENVIRONMENTAL
PLAN & PROFILE
AS NOTED
12/19/2012
- I
SGG - 105�
LOCATION KEY
LEGEND
EXISTING FENCE
iii
SAN Y-S
340
115+00
115+50 116+00 116+50 117+00 117+50 118+00 118+50 119+00 119+50 120+00
FULL SIZE PLAN — HORIZONTAL SCALE: 1" = 20' VERTICAL SCALE: 1 = 2' HALF SIZE PLAN — HORIZONTAL: 1 40' VERTICAL:1" = 4'
m
cm
cm
345
M
THOMPSON CREEK

389
387.5
911.1
382.5
PLANS
RUCTION
Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P -0411
7 Florida Ave He Here, NC 28787
PHONE: I AOLFCREEI(ENG.COM
PEE DEE STREAM RESTORATION
ENVIRONMENTAL BANC & EXCHANGE
+m�
PLAN & PROFILE
AS NOTED
-CME
1058
12
08/04/2019
2F m EGG
wn ar wx.
ommnon
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10 0 10 30
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x
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LOCATION KEY
-x -x- EXISTING FENCE
- - - -- EXISTING THALWEG II
• •• . EXISTING T.O.B.
EXISTING TREE
SAVE TREE
m eeol>i N
BANKS
dZ $ae-
200 +50 200 +75 201 +00 201 +50 202 +00 202 +50
FULL SIZE PLAN - HORIZONTAL SCALE: 1" = 10' VERTICAL SCALE: 1 " = 1' HALF SIZE PLAN - HORIZONTAL: 1 " = 20' VERTICAL)" = 2'
i1212
382.51
380
377.51
375
DALE BRANCH

1381.5
380
1377.5
375
372.5
D
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r
Z
\ _ ...
r1p
LOCATION KEY
LEGEND
-. -r- EXISTING FENCE
EXISTING THALWEG II
............... EXISTING T.O.B.
EXISTING TREE
SAVE TREE
202 +50
203 +00 203 +50 203 +75 204 +00 204 +50 205 +00
FULL SIZE PLAN - HORIZONTAL SCALE: 1 " = 10' VERTICAL SCALE: 1 " = 1' HALF SIZE PLAN - HORIZONTAL: 1 " = 20' VERTICAL:1 " = 2'
371.51
370
367.51
365
362.51
DALE BRANCH
Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P -0417
RY PLANS
7 F7arida Ave BeaverdUe, NC 28787
MOLPCREEKEN0.CON
-PEE DEE'STRE3AM RESTORATION
°•A° ENVIRONMENTAL BANC & EXCHANGE
NSTRUCTION
PLAN & PROFILE
acu AS NOTED
sr CLIR
• °°�� tle.
1058
13
^• r 08/04/2013 cm
�* SGG
-
wn
o¢mmon
LOCATION KEY
LEGEND
-. -r- EXISTING FENCE
EXISTING THALWEG II
............... EXISTING T.O.B.
EXISTING TREE
SAVE TREE
202 +50
203 +00 203 +50 203 +75 204 +00 204 +50 205 +00
FULL SIZE PLAN - HORIZONTAL SCALE: 1 " = 10' VERTICAL SCALE: 1 " = 1' HALF SIZE PLAN - HORIZONTAL: 1 " = 20' VERTICAL:1 " = 2'
371.51
370
367.51
365
362.51
DALE BRANCH

366.5
365
362.5
360
%/
EXISTING FENCE
- - - --
�`-
x h
" " " " "• " "•
EXISTING T.O.B.
EXISTING TREE
SAVE TREE�j
EROI �c�11y�.S
SCALE IN FEET
....
Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P -0417
7 Fiudde Ave Ifeev Ale, NC 28787
PHONE: [phone]f".MOLPCREEEENG.COM
PRELIMINARY PLANS
PEE DEE STREAM RESTORATION
NOT FOR CONSTRUCTION ENVIRONMENTAL BANC & EXCHANGE
PLAN & PROFILE
AS NOTED °tee' w CME
wn 06/04/2013 ic SGG 1058 14
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- 1
LOCATION KEY
—. —_—
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" " " " "• " "•
EXISTING T.O.B.
EXISTING TREE
SAVE TREE�j
EROI �c�11y�.S
361.51
360
357.51
R&Y
357.5 357.5 1 352.5 352.5
205 +00 205 +50 206 +00 206 +50 206 +75 207 +00 207 +50
FULL SIZE PLAN - HORIZONTAL SCALE: 1 " = 10' VERTICAL SCALE: 1 " = 1' HALF SIZE PLAN - HORIZONTAL: 1" = 20' VERTICAL:1 " = 2' DALE BRANCH

359
357.5
354
352.51
355
350
1352.5
347.51
o .l
208 +00 208 +50 208 +75 209 +00 209 +50 210 +00
FULL SIZE PLAN — HORIZONTAL SCALE: 1" = 10' VERTICAL SCALE: 1 " = 1' HALF SIZE PLAN — HORIZONTAL: 1 " = 20' VERTICAL:1 " = 2'
345
DALE BRANCH

1356.5
355
1352.5
350
1347.5
200+00
----------
0 ­0 0 -- - - ------ IF -PRELIMINARY PLANS
0
00
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+ + + - -- - ------ -- --------- +
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7 Florida Ave W—.-Wi , NC 23787
PHONE: (M) 658-3649 W"MOLFGHMENG.COM
I PLAN & PROFILE I
1058 1 12
LOCATION KEY
EXISTING FENCE
................. EXISTING T.O.B.
MPIN61
F-5A R RS
200+50 201+00 201+50 202+00 202+50
FULL SIZE PLAN - HORIZONTAL SCALE: 1" = 10' VERTICAL SCALE: 1 1' HALF SIZE PLAN - HORIZONTAL: 1 20' VERTICAL: 1 = 2'
om,
352.51
'two]
347.51
345
DALE BRANCH

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Wolf&eek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
IICENSI NO, P-0417
PHONE: [phone] WWW.WOLFCREEKENG.COM
!ELIMINARY PLANS PEE DEE STREAM RESTORATION
ENVIRONMENTAL BANC & EXCHANGE
FOR CONSTRUCTION
PLAN & PROFILE
i7 �IG 105
mm F-evDilul
�
283+80 203+50 204*00 204+50 205+00
FULL SIZE PLAN - HORIZONTAL SCALE: 1^ = 10' VERTICAL SCALE: 1^ = 1' HALF SIZE PLAN - HORIZONTAL: 1^ = 20' VERTICAL: 1^ = 2'
mm
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KIM
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283+80 203+50 204*00 204+50 205+00
FULL SIZE PLAN - HORIZONTAL SCALE: 1^ = 10' VERTICAL SCALE: 1^ = 1' HALF SIZE PLAN - HORIZONTAL: 1^ = 20' VERTICAL: 1^ = 2'
mm
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mm
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205+50 206+08 208+50 207+00 207+50
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��I
DALE BRANCH

K *10l
337.5
335
1332.5
330
NOT FOR
RY PLANS P
Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P -0417
7 Florida Ave W— erville. NC 28787
PHONE: [phone] W".110LPCREEKENG.COM
PEE DEE STREAM RESTORATION
ENVIRONMENTAL BANC & EXCHANGE
PLAN & PROFILE
AS NOTED 0°•^. R
R CME -
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J
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LOCATION KEY
LEGEND
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................. EXISTING T.O.B.
slemwil
`rV 1 rA 0-
I '
- - -I f __I i 1 i• . -. '' I __I. _. -1' I -._.. I ._ i - 17_ � I . I i -- I �. I- I
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207 +50
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FULL SIZE PLAN - HORIZONTAL SCALE: 1" = 10' VERTICAL SCALE: 1 " = 1' HALF SIZE PLAN - HORIZONTAL: 1 " = 20' VERTICAL:1 " = 2'
331.51
330
327.51
325
322.51
DALE BRANCH
207 +50
208 +00 208 +50 209 +00 209 +50 210 +00
FULL SIZE PLAN - HORIZONTAL SCALE: 1" = 10' VERTICAL SCALE: 1 " = 1' HALF SIZE PLAN - HORIZONTAL: 1 " = 20' VERTICAL:1 " = 2'
331.51
330
327.51
325
322.51
DALE BRANCH

331.5
330
327.5
325
322.5 - ,
210 +00
f d �
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Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P -0617
7 Florida Ave T— ervRle. NC 211787
PRONE: (828) 658 -3868 ER9.ROLFCREEKENG.COM
P°O1"ef" PEE DEE STREAM RESTORATION
ENVIRONMENTAL BANC & EXCHANGE
PLAN & PROFILE
sin AS NOTED
n CME�
e0'
1158
16
D»s 2/19/2013
-SGG
an
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J
LOCATION KEY
LEGEND
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EXISTING T.O.B.
210 +50 211 +00 211 +50 212 +00 212 +50
FULL SIZE PLAN — HORIZONTAL SCALE: 1" = 10' VERTICAL SCALE: 1 " = 1' HALF SIZE PLAN — HORIZONTAL: 1 " = 20' VERTICAL:1 " = 2'
331.51
330
327.51
325
322.51
DALE BRANCH

324
1322.5
124
322.51
320
ooze]
1317.5
317.51
213 +00 213 +50 214 +00 214 +50 215 +00.
FULL SIZE PLAN - HORIZONTAL SCALE: 1" = 10' VERTICAL SCALE: 1 " = 1' HALF SIZE PLAN - HORIZONTAL: 1 " = 20' VERTICAL:1 " = 2'
315
DALE BRANCH

1321.5
|317.5
315
_
,
^.v
/
LOCATION KEY
EXISTING FENCE
muTxl,1)cq
216+50 218+00 316+50 217+00 217+60
FULL SIZE PLAN — HORIZONTAL SCALE: 1^ = 10' VERTICAL SCALE: 1" = 1' HALF SIZE PLAN — HORIZONTAL: 1^ = 20' VERTCAL1^ = 2'
316.51
]15
312.5|
DALE BRANCH
Wolf Creek Engineerfng
LICENSE 110. P-04LI
We-will, NC 28787
PHONE: [phone] WWW. WOLFCREEUNG.COM
PEE DEE STREAM RESTORATION
PLAN & PROFILE
1058
1;
2/19/2013 1--SGG
_
,
^.v
/
LOCATION KEY
EXISTING FENCE
muTxl,1)cq
216+50 218+00 316+50 217+00 217+60
FULL SIZE PLAN — HORIZONTAL SCALE: 1^ = 10' VERTICAL SCALE: 1" = 1' HALF SIZE PLAN — HORIZONTAL: 1^ = 20' VERTCAL1^ = 2'
316.51
]15
312.5|
DALE BRANCH

9m,
tm#1
W o , 1 - rCreek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P-0417
7 Fl—ld. Ave W--Rk, NC 28787
PHONE: [phone] WWV.WOLFCREEKENG.COM
LOCATION KEY
-- EXISTING FENCE
- ....... I-- EXISTING T.O.B.
Z=M E�WWNLq
FA101LS
)^If ID fir,
305 livl -17vw i i i i i I I i
217+50
218+00 218+50 219+00 219+50 220+00
FULL SIZE PLAN - HORIZONTAL SCALE: 1" = 10' VERTICAL SCALE: 1 1' HALF SIZE PLAN - HORIZONTAL: 1 20' VERTICAL: I = 2'
maim
im
cm
m
0
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0
0
0
0
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R49 I:i
R47
10 0 10 30
er
SCALE IN FEET
W o , 1 - rCreek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P-0417
7 Fl—ld. Ave W--Rk, NC 28787
PHONE: [phone] WWV.WOLFCREEKENG.COM
LOCATION KEY
-- EXISTING FENCE
- ....... I-- EXISTING T.O.B.
Z=M E�WWNLq
FA101LS
)^If ID fir,
305 livl -17vw i i i i i I I i
217+50
218+00 218+50 219+00 219+50 220+00
FULL SIZE PLAN - HORIZONTAL SCALE: 1" = 10' VERTICAL SCALE: 1 1' HALF SIZE PLAN - HORIZONTAL: 1 20' VERTICAL: I = 2'
maim
im
cm
m
0
I

220+50 221+00 221+50
FULL SIZE PLAN - HORIZONTAL SCALE: 1" = 10' VERTICAL SCALE: 1 1'
222+0 222+50
HALF SIZE PLAN - HORIZONTAL: 1^ = 20' VERTICAL: 1^ = 2'
MI
0
ME
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DALE BRANCH
WoICCreek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
W.-III, NC 29787
PHONE: [phone] WOIYCREEKENG.COM
PEE DEE STREAM RESTORATION
ENVIRONMENTAL BANC & EXCHANGE
PLAN & PROFILE
'105
3/15/2013
�GG
220+50 221+00 221+50
FULL SIZE PLAN - HORIZONTAL SCALE: 1" = 10' VERTICAL SCALE: 1 1'
222+0 222+50
HALF SIZE PLAN - HORIZONTAL: 1^ = 20' VERTICAL: 1^ = 2'
MI
0
ME
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DALE BRANCH

m• l
ON
7141
O
IV
Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. 1-041l
W-ill, NC 28787
PHONIC (828) 858 -3649 WWW.WOLFCREEKENCCOM
1058 1 21
LOCATION KEY
_LEGEND
EXISTING FENCE
EXISTING T.O.B.
223+00 223+5 224+00 224+50 225+00
FULL SIZE PLAN - HORIZONTAL SCALE: 1" = 10' VERTICAL SCALE: 1 = 1' HALF SIZE PLAN - HORIZONTAL: 1" = 20' VERTICAL: 1" = 2'
wm
400=0
mt]
0
Nm
DALE BELNC�H
x
10 0 10 30
SCALE IN FEET
7141
O
IV
Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. 1-041l
W-ill, NC 28787
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ENGINEERING & ENVIRONMENTAL CONSULTING
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PHONE- [phone] lf".WOLFCREEKENGXOM
PLAN & PROFILE
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LOCATION KEY
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JERRY BRANCH
Wol Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P -0417
7 FToride Ave NesverviUe. NC 28787
PRONE' (828) 858 -3848 RRN.WOLFCREEKENG.COM
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JERRY BRANCH
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NSTRUCTION
wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P -0417
7 Florida Ave Q- -file. NC 28787
PHONE: [phone] IINII.VOLPCREEEENG.COM
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323
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ENGINEERING & ENVI"NMENTAL CONSULTING
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PLAN m pamnILm
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JERRY BRANCH
EXISTING
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Wolf Creek Engineering
ENGINEERING & ENVI"NMENTAL CONSULTING
LICENSE NO- P-040
PHONE: [phone] WWW.WOLFCREEKENGXOM
PEE DEE STREAM RESTORATION
ENVIRONMENTAL BANC AND EXCHANGE
PLAN m pamnILm
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LOCATION KEY
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JERRY BRANCH

No
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No
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mm
1
315+50 316+00 316+50 317+00 317*50 318*00
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318+50
319+00
319+50
320+00
HALF SIZE PLAN
- HORIZONTAL: 1
40' VERTICAL:1"
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WE
JERRY BRANCH

APPENDIX C5
Reference Reach Data

Stream:
Talbott's Branch
Watershed:
Forested
Location:
Birkhead National
Forest
Latitude:
- --
Longitude:
- --
State:
North Carolina
County:
- --
Date:
April 10, 2013
Observers:
Grant Ginn,
Chris Engle, Megan Mailloux
Channel type:
B4c
Drainage area (sq.mi.):
0.42
notes:
- --
Dimension
bankfull channel
typical
min
max
LW
floodplain: width flood prone area (ft)
18.0
16.0
21.0
low bank height (ft)
0.9
0.8
1.3
riffle -run: x -area bankfull (sq.ft.)
7.3
5.4
8.0
width bankfull (ft)
11.7
9.8
13.1
mean depth (ft)
0.62
0.5
0.8
max depth (ft)
0.9
0.8
1.2
hydraulic radius (ft)
0.6
pool: x -area pool (sq.ft.)
10.1
7.8
10.1
width pool (ft)
11.1
8.6
12.3
max depth pool (ft)
1.2
1.1
1.7
hydraulic radius (ft)
0.8
dimensionless ratios:
typical
min
max
width depth ratio
18.8
12.3
19.6
entrenchment ratio
1.5
1.4
1.8
riffle max depth ratio
1.4
1.3
1.9
bank height ratio
1.0
0.9
1.4
pool area ratio
1.4
1.1
1.4
pool width ratio
0.9
0.7
1.1
pool max depth ratiol
1.9
1.8
2.7
hydraulics:
typical
min
max
discharge rate (cfs)
28.0
15.0
29.6
channel slope %)
1.5
riffle -run
min
max
pool
velocity (ft/s)
3.8
2.8
3.7
2.8
Froude number
0.87
0.69
0.74
0.30
shear stress (lbs /sq.ft.)
0.562
0.486
0.734
0.749
shear velocity (ft/s)
0.538
0.501
0.615
0.622
stream power (lb /s)
26.2
14.1
27.7
unit stream power (lb /ft/s)
2.240
1.399
2.840
relative roughness
3.7
- --
- --
friction factor u /u"
7.1
4.1
5.0
threshold grain size (t' =0.06) (mm)
26.0
23.9
36.1
Shield's parameter
0.032

Pattern
typical
min
max
meander length (ft)
- --
- --
- --
belt width (ft)
21.0
- --
- --
amplitude (ft)
- --
- --
- --
radius (ft)
18.0
- --
- --
arc angle (degrees)
- --
- --
- --
stream length (ft)
390.0
valley length (ft)
260.0
1.5
Sinuosity
Meander Length Ratio
- --
- --
- --
Meander Width Ratio
1.8
- --
- --
Radius Ratio
1.5
- --
- --
Profile
typical
min
max
pool -pool spacing (ft)
39.0
18.0
53.0
riffle length (ft)
14.0
4.0
30.0
pool length (ft)
13.0
7.0
30.0
run length (ft)
7.0
2.0
13.0
glide length (ft)
6.0
2.5
8.0
channel slope ( %)
1.53
riffle slope ( %)
2.7
17
5.9
pool slope ( %)
0.7
0
4.3
run slope ( %)
1.9
0
4.9
glide slope ( %)
0.4
1.7
1
1.4
measured valley slope ( %)
valley slope from sinuosity ( %)
2.3
1.2
0.3
2.6
Riffle Length Ratio
Pool Length Ratio
1.1
0.6
2.6
Run Length Ratio
0.6
0.2
1.1
Glide Length Ratio
0.5
0.2
0.7
Riffle Slope Ratio
1.8
1.1
3.9
Pool Slope Ratio
0.5
0
2.8
Run Slope Ratio
1.2
0
3.2
Glide Slope Ratio
0.3
0.7
0.9
Pool Spacing Ratio
3.3
1.5
4.5
Channel Materials
Riffle
Point
BkF
Surface
Bar
Channel
D16 (mm)
14
- --
27
12
D35 (mm)
35
- --
46
44
D50 (mm)
52
- --
63
58
D65 (mm)
74
- --
72
78
D84 (mm)
110
- --
85
120
D95 (mm)
170
- --
94
190
mean (mm)
39.2
37.9
dispersion
2.9
3.5
skewness
-0.1
-0.2
Shape Factor
0.54
% Silt/Clay
4%
- --
0%
2%
% Sand
2%
- --
100%
2%
• Gravel
49%
- --
0%
47%
• Cobble
38%
- --
0%
39%
% Boulder
1%
- --
0%
1%
% Bedrock
6%
- --
9%
% Clay Hardpan
- --
% Detritus /Wood
- --
% Artificial
- --
Largest Mobile (mm)l
947

102
100
98
c
°- 96
W 94
92
90
1000
Talbott's Branch
-4w-- bed +Water srf tbankfull o x- section o riffle crest • pool ■ run o glide x BKF RT + Terr LT - Rack Line
-+ !; --
--------------------
0 IL A IL zy A D
1018. 1030.( 104 1053.0 1084.5 11 1124.5 1184.0 1236.0 1261.0
1050 1100
3.4 (1.7 - 5.9)
0.67 (0 - 4.3)
1.9 (0-4.9)
0.44 (0 - 1.4)
ratio
2.2 (1.1 -3.9)
0.4 (0-2.8)
1.2 (0-3.2)
0.3 (0-0.9)
1150 1200
Channel Distance (ft)
14.1 (4-30)
12.6 (7 - 29.5)
7.0 (2 - 12.5)
5.7 (2.5-8)
1250 1300 1350
ngth ratio pool -pool spacing (ft) p -p ratio
1.2 (0.3 - 2.6) - -- - --
1.1 (0.6 - 2.5) 38.6 (18 - 53.2) 3.3 (1.5 - 4.5)
0.6 (0.2 - 1.1) - -- - --
0.5 (0.2 - 0.7) - -- - --

101
100.5
100
99.5
0
CO 99
0
w 98.5
98
97.5
97
10+18 Talbott's Branch, Riffle
0 5 10 15 20
Width
Bankfull Dimensions Flood Dimensions
5.8
x- section area (ft.sq.)
9.8
width (ft)
0.6
mean depth (ft)
0.8
max depth (ft)
10.4
wetted parameter (ft)
0.6
hyd radi (ft)
16.7
width -depth ratio
Bankfull
Flow
3.0 velocity (ft /s)
17.1 discharge rate (cfs)
0.70 Froude number
1.6 entrenchment ratio
0.8 low bank height (ft)
1.0 low bank height ratio
Flow Resistance
0.042
Manning's roughness
0.25
D'Arcy- Weisbach fric.
4.3
resistance factor u /u*
1.6
relative roughness
25
Materials
52 D50 Riffle (mm)
110 D84 Riffle (mm)
26 threshold grain size (mm):
Forces & Power
1.53
channel slope ( %)
0.53
shear stress (lb /sq.ft.)
0.52
shear velocity (ft/s)
1.66
unit strm power (lb /ft/s)
30

101.5
101
100.5
100
0
99.5
99
w 98.5
98
97.5
97
96.5
-5
,n
Bankfull Dimensions
9.1
x- section area (ft.sq.)
9.9
width (ft)
0.9
mean depth (ft)
1.3
max depth (ft)
10.8
wetted parameter (ft)
0.8
hyd radi (ft)
10.8
width -depth ratio
Bankfull
Flow
3.9 velocity (ft /s)
35.4 discharge rate (cfs)
0.75 Froude number
10+29.5 Talbott's Branch, Pool
5 10 15 20
Width
Flood Dimensions Materials
1.5 entrenchment ratio
1.3 low bank height (ft)
1.0 low bank height ratio
Flow Resistance
0.042 Manning's roughness
0.22 D'Arcy- Weisbach fric.
5.3 resistance factor u /u*
2.5 relative roughness
25 30
52 D50 Riffle (mm)
110 D84 Riffle (mm)
39 threshold grain size (mm):
Forces & Power
1.53 channel slope ( %)
0.80 shear stress (lb /sq.ft.)
0.64 shear velocity (ft/s)
3.4 unit strm power (lb /ft/s)

101
100.5
100
c
99.5
0
99
a�
w 98.5
98
97.5
97
0
5
Bankfull Dimensions
8.0
x- section area (ft.sq.)
10.0
width (ft)
0.8
mean depth (ft)
1.0
max depth (ft)
10.5
wetted parameter (ft)
0.8
hyd radi (ft)
12.3
width -depth ratio
Bankfull
Flow
3.7 velocity (ft /s)
29.6 discharge rate (cfs)
0.74 Froude number
10+44 Talbott's Branch, Riffle
10
15 20
Width
Flood Dimensions
15.8
W flood prone area (ft)
1.6
entrenchment ratio
1.3
low bank height (ft)
1.3
low bank height ratio
Flow Resistance
0.042
Manning's roughness
0.22
D'Arcy- Weisbach fric.
5.0
resistance factor u /u*
2.2
relative roughness
25
Materials
52 D50 Riffle (mm)
110 D84 Riffle (mm)
36 threshold grain size (mm):
Forces & Power
1.53 channel slope ( %)
0.73 shear stress (lb /sq.ft.)
0.62 shear velocity (ft/s)
2.8 unit strm power (lb /ft/s)
30

100.5
100
99.5
99
0
98.5
a)
w 98
97.5
97
96.5
0
Bankfull Dimensions
10.1
x- section area (ft.sq.)
11.1
width (ft)
0.9
mean depth (ft)
1.1
max depth (ft)
12.1
wetted parameter (ft)
0.8
hyd radi (ft)
12.2
width -depth ratio
Bankfull
Flow
3.9 velocity (ft /s)
39.4 discharge rate (cfs)
0.75 Froude number
10+53.5 Talbott's Branch, Pool
10
15 20
Width
Flood Dimensions
16.1
W flood prone area (ft)
1.4
entrenchment ratio
1.7
low bank height (ft)
1.5
low bank height ratio
Flow Resistance
0.042
Manning's roughness
0.22
D'Arcy- Weisbach fric.
5.2
resistance factor u /u*
2.5
relative roughness
25
Materials
52 D50 Riffle (mm)
110 D84 Riffle (mm)
39 threshold grain size (mm):
Forces & Power
1.53 channel slope ( %)
0.80 shear stress (lb /sq.ft.)
0.64 shear velocity (ft/s)
3.4 unit strm power (lb /ft/s)
30

100.5
100
99.5
c
99
0
is 98.5
a�
w 98
97.5
97
96.5
0 5
Bankfull Dimensions
10+84.5 Talbott's Branch, Riffle
10 15 20 25
Width
7.3
x- section area (ft.sq.)
11.7
width (ft)
0.6
mean depth (ft)
0.9
max depth (ft)
12.0
wetted parameter (ft)
0.6
hyd radi (ft)
18.8
width -depth ratio
Bankfull
Flow
3.2 velocity (ft /s)
23.1 discharge rate (cfs)
0.71 Froude number
Flood Dimensions
1.5 entrenchment ratio
0.9 low bank height (ft)
1.0 low bank height ratio
Flow Resistance
0.042
Manning's roughness
0.24
D'Arcy- Weisbach fric.
4.5
resistance factor u /u*
1.7
relative roughness
30
35 40
Materials
52
D50 Riffle (mm)
110
D84 Riffle (mm)
29
threshold grain size (mm):
Forces &
Power
1.53
channel slope ( %)
0.58
shear stress (lb /sq.ft.)
0.55
shear velocity (ft/s)
1.88
unit strm power (lb /ft/s)

98.5
98
0
97.5
CO
w 97
96.5
96
0 5
Bankfull Dimensions
5.4
x- section area (ft.sq.)
10.3
width (ft)
0.5
mean depth (ft)
0.8
max depth (ft)
10.5
wetted parameter (ft)
0.5
hyd radi (ft)
19.6
width -depth ratio
Bankfull
Flow
2.8 velocity (ft /s)
15.0 discharge rate (cfs)
0.69 Froude number
11 +18 Talbott's Branch, Riffle
10 15
20
Materials
Width
Flood Dimensions
D50 Riffle (mm)
20.7
W flood prone area (ft)
2.0
entrenchment ratio
1.2
low bank height (ft)
1.4
low bank height ratio
Flow Resistance
0.042
Manning's roughness
0.26
D'Arcy- Weisbach fric.
4.1
resistance factor u /u*
1.5
relative roughness
25
30 35
Materials
52
D50 Riffle (mm)
110
D84 Riffle (mm)
24
threshold grain size (mm):
Forces &
Power
1.53
channel slope ( %)
0.49
shear stress (lb /sq.ft.)
0.50
shear velocity (ft/s)
1.4
unit strm power (lb /ft/s)

98.5
98
97.5
C
0
97
0
w
96.5
95.5 +
0
Bankfull Dimensions
7.8
x- section area (ft.sq.)
12.3
width (ft)
0.6
mean depth (ft)
1.1
max depth (ft)
12.7
wetted parameter (ft)
0.6
hyd radi (ft)
19.4
width -depth ratio
Bankfull
Flow
3.2 velocity (ft /s)
24.8 discharge rate (cfs)
0.71 Froude number
11 +24.7 Talbott's Branch, Pool
10 15 20 25
Width
Flood Dimensions Materials
- -- W flood prone area (ft)
- -- entrenchment ratio
1.1 low bank height (ft)
1.0 low bank height ratio
Flow Resistance
0.042
Manning's roughness
0.24
D'Arcy- Weisbach fric
4.6
resistance factor u /u*
1.8
relative roughness
30 35
52 D50 Riffle (mm)
110 D84 Riffle (mm)
29 threshold grain size (mm):
Forces & Power
1.53
channel slope ( %)
0.59
shear stress (lb /sq.ft.)
0.55
shear velocity (ft/s)
1.92
unit strm power (lb /ft/s)

99
98
97
c
0
CO 96
0
w 95
94
93
11 +84 Talbott's Branch, Pool
0 5 10 15 20
Width
Bankfull Dimensions Flood Dimensions
10.0
x- section area (ft.sq.)
10.9
width (ft)
0.9
mean depth (ft)
1.7
max depth (ft)
11.7
wetted parameter (ft)
0.9
hyd radi (ft)
11.9
width -depth ratio
Bankfull
Flow
1.8 entrenchment ratio
1.7 low bank height (ft)
1.0 low bank height ratio
Flow Resistance
25
Materials
52 D50 Riffle (mm)
110 D84 Riffle (mm)
40 threshold grain size (mm):
Forces & Power
3.9 velocity (ft /s) 0.042 Manning's roughness 1.53 channel slope ( %)
39.4 discharge rate (cfs) 0.22 D'Arcy- Weisbach fric. 0.81 shear stress (lb /sq.ft.)
0.75 Froude number 5.6 resistance factor u /u* 0.65 shear velocity (ft/s)
2.5 relative roughness 3.5 unit strm power (lb /ft/s)
30

Cross Section
1238
12+38 Talbott's Branch,
Riffle
97
96.5
96
95.5
0 95
a', 94.5
w
94
93.5
93
92.5
0
5
10
15
20
25 30
Width
Bankfull
Dimensions
Flood Dimensions
Materials
7.8
x- section area (ft.sq.)
17.3
W flood prone area (ft)
52
D50 Riffle (mm)
13.1
width (ft)
1.3
entrenchment ratio
110
D84 Riffle (mm)
0.6
mean depth (ft)
- --
low bank height (ft)
27
threshold grain size (mm):
1.2
max depth (ft)
- --
low bank height ratio
13.7
wetted parameter (ft)
0.6
hyd radi (ft)
22.1
width -depth ratio
Bankfull
Flow
Flow Resistance
Forces &
Power
3.0
velocity (ft /s)
0.042
Manning's roughness
1.53
channel slope ( %)
23.3
discharge rate (cfs)
0.25
D'Arcy- Weisbach fric.
0.54
shear stress (lb /sq.ft.)
0.70
Froude number
4.6
resistance factor u /u*
0.53
shear velocity (ft/s)
1.6
relative roughness
1.7
unit strm power (lb /ft/s)

96.5
96
95.5
95
.o94.5
D 94
w 93.5
93
92.5
92
0 5
Bankfull Dimensions
8.4
x- section area (ft.sq.)
8.6
width (ft)
1.0
mean depth (ft)
1.2
max depth (ft)
9.4
wetted parameter (ft)
0.9
hyd radi (ft)
8.7
width -depth ratio
Bankfull
Flow
4.1 velocity (ft /s)
34.0 discharge rate (cfs)
0.76 Froude number
12+61 Talbott's Branch, Pool
10
15
Width
Flood Dimensions
12.4
W flood prone area (ft)
1.5
entrenchment ratio
- --
low bank height (ft)
- --
low bank height ratio
Flow Resistance
0.042
Manning's roughness
0.21
D'Arcy- Weisbach fric.
5.4
resistance factor u /u*
2.7
relative roughness
20
Materials
52 D50 Riffle (mm)
110 D84 Riffle (mm)
42 threshold grain size (mm):
Forces & Power
1.53 channel slope ( %)
0.85 shear stress (lb /sq.ft.)
0.66 shear velocity (ft/s)
3.8 unit strm power (lb /ft/s)
25

Two individual samples may be entered below. Select sample type for each.
Riffle Surface 1W
Material Size Range (mm; Count
silt /clay 0 0.062
very fine sand 0.062 0.125
fine sand 0.125 0.25
medium sand 0.25 0.5
coarse sand 0.5 - 1
very coarse sand 1 - 2
D35
35
D50
52
D65
74
very fine gravel 2 - 4
fine gravel 4 - 6
fine gravel 6 - 8
medium gravel 8 - 11
medium gravel 11 - 16
coarse gravel 16 - 22
coarse gravel 22 - 32
very coarse gravel 32 - 45
very coarse gravel 45 - 64
110
D95
170
f
small cobble 64 -90
medium cobble 90 - 128
large cobble 128 - 180
very large cobble 180 256
small boulder 256 362
small boulder 362 - 512
medium boulder 512 - 1024
large boulder 1024 - 2048
very large boulder 2048 - 4096
total particle count:
bedrock ------- - - - - --
clay hardpan -------------
detritus /wood
artificial
94
total count: 100
Note: _ r� �
Riffle Surface Pebble Count, Talbott's Branch
100%
90%
80%
70%
60%
c 50%
m
a 40%
30%
20%
10%
0%
— cumulative % —# of particles
JIIUI Iay aanu iavci wvvic uvuwci
I
I
I
I
I
----------------------- --
I I
I I
I I
1 I
I I
I
I I
I I
I I
I I
I
0.01 0.1
Size (mm)
D16
14
D35
35
D50
52
D65
74
D84
110
D95
170
1 10 100
particle size (mm)
Size Distribution
mean 39.2
dispersion 2.9
skewness -0.13
16
14
12
10 3
CT
8 0
-a
v
6
m
0
4
1000 10000
silt/clay 4%
sand 2%
gravel 49%
cobble 38%
boulder 1 %
bedrock 6%

Feature Percent of Reach
Riffle % Run %
Riffle, Pool, Run, Glide W
Pool % Glide �� -J
Weighted pebble count by bed features
Material Size Range (mm) weighted
silt/clay 0 - 0.062
1.9
very fine sand 0.062 - 0.125
0.0
fine sand 0.125 - 0.25
1.1
medium sand 0.25 -0.5
0.0
coarse sand 0.5 - 1
0.0
very coarse sand 1 - 2
1.1
very fine gravel 2 - 4
1.0
fine gravel 4 - 6
3.9
fine gravel 6 - 8
3.0
medium gravel 8 - 11
3.0
medium gravel 11 - 16
3.9
coarse gravel 16 - 22
4.8
coarse gravel 22 - 32
1.1
very coarse gravel 32 - 45
11.1
very coarse gravel 45 - 64
19.9
small cobble 64 -90
15.8
medium cobble 90 - 128
15.5
large cobble 128 - 180
6.9
very large cobble 180 - 256
5.1
small boulder 256 - 362
1.0
small boulder 362 - 512
0.0
medium boulder 512 - 1024
0.0
large boulder 1024 - 2048
0.0
very large boulder 2048 -4096
0.0
total particle weighted count:
100
bedrock --------------- - - - - --
10.2
clay hardpan --------------- - - - - --
0.0
detritus /wood --------------- - - - - --
0.0
artificial --------------- - - - - --
0.0
total weighted count:
110.2
Note:
Weighted pebble count by bed features Talbott's Branch
38% riffle 32% pool 21 % run 9% glide
--m-weighted percent - Riffle Pool -- Run
100% silt/clay sand gravel
90%
- -. ---------------------
80% -
@ 70%
60%
c
c50% --------------------------
40%
CL I
30%
I
20%
I
10%
I
0%
-r- Glide
-# of particles
ar .- 25%
20% m
3
m
Q
15% m
0
m
D
10%
v
5% cn
Z)
sv
0%
0.01 0.1 1 10 100 1000 10000
particle size (mm)
Size (mm)
D16
12
D35
44
D50
58
D65
78
D84
120
D95
190
Size Distribution
mean 37.9
dispersion 3.5
skewness -0.18
silt/clay 2%
sand 2%
gravel 47%
cobble 39%
boulder 1%
bedrock 9%

Vnlnt Ik '
Sieve
Size
(mm)
Sieve
Weight
(g)
_
Sieve &
Sample Retained
Weight on Sieve
(g) (g)
Passing
Sieve
93 3
110 4%
109 4%
176 6%
885 32%
1407 51%
0 0%
2780
3%
4%
4%
6%
32%
51%
3%
7%
11%
18%
49%
100%
total
Note:
wt retained
in sieves:
h#zrl Suwswme.x
Sieve Sieve
Size Weight
(mm) (g)
�
Sieve &
Sample
Weight
(g)
Retained
on Sieve
(9)
Passing
Sieve
Note:
•
total:
107 1%
223 3%
277 3%
302 3%
1841 21 %
5960 68 %
0 0%
8710
- --
1%
3%
3%
3%
21%
68%
- --
1%
4%
7%
10%
32%
100%
Point Bar Talbott's Branch
--w-cumulative % -wt of particles passing sieve
100%
90
80
70%
m
60
d
w 50
40%
n 30%
20%
10%
0%
100
90%
80%
70%
60%
-
50%
d 2 40%
30%
20%
10%
0%
1600
1400
1200
f
1000
800 9
°m
600
m
400 m
200
0
0.1 1 10 100 1000
particle size (mm)
Size (mm)
016 27 D65 72 sand 100%
D35 46 D84 85
D50 63 D95 94
Bed Sub - pavement Talbott's Branch
cumulative % -wt of particles passing sieve
7000
6000
5000
F
m
4000
3000
2000 x
1000
0
0.1 1 10 100 1000
particle size (mm)
Size (mm)
D16 38 D65 83
D35 65 D84 97
D50 73 D95 110

Individual .
Two individual samples may be entered below. Select sample type for each.
Riffle Surface 1W
Material Size Range (mm; Count
silt /clay 0 0.062
very fine sand 0.062 0.125
fine sand 0.125 0.25
medium sand 0.25 0.5
—cumulative %
coarse sand 0.5 - 1
very coarse sand 1 - 2
100%
very fine gravel 2 - 4
gravel
fine gravel 4 - 6
IMIN
fine gravel 6 - 8
medium gravel 8 - 11
medium gravel 11 - 16
coarse gravel 16 - 22
coarse gravel 22 - 32
80%
very coarse gravel 32 - 45
very coarse gravel 45 -64
small cobble 64 -90
medium cobble 90 - 128
large cobble 128 - 180
very large cobble 180 256
small boulder 256 362
70%
small boulder 362 - 512
medium boulder 512 - 1024
large boulder 1024 - 2048
very large boulder 2048 - 4096
total particle count:
98
bedrock ------- - - - - --
clay hardpan -------------
detritus /wood
artificial
total count: 100
Note: = r� �
I
I
I
I
I
I
I I
I I
I I
I I
I I
I I
I I
I I
I I
I I
I
Riffle Surface Pebble Count, Talbott's Branch
—cumulative %
—# of particles
100%
silt/claV sand
gravel
cobble boulder
16
90%
14
80%
12
70%
60%
10
–
a
C
c
50%
8
0
U6
a
40%
6
30%
ai
4
20%
10%
2
0%
0
0.01
0.1
1 10
100 1000
10000
particle size (mm)
Size (mm)
Size Distribution
Type
D16 10
mean 31.6
silt/clay 1%
bedrock
2%
D35 20
dispersion 3.2
sand 6%
D50 37
skewness -0.07
gravel 61%
D65 57
cobble 30%
D84 100
boulder 0%
D95 160
I
I
I
I
I
I
I I
I I
I I
I I
I I
I I
I I
I I
I I
I I
I

Feature Percent of Reach
Riffle % Run %
Riffle, Pool, Run, Glide W
Pool � ,; % Glide ���° _J
Weighted pebble count by bed features
Material Size Range (mm) weighted
silt/clay 0 - 0.062
2.9
very fine sand 0.062 - 0.125
0.0
fine sand 0.125 - 0.25
0.0
medium sand 0.25 -0.5
0.0
coarse sand 0.5 - 1
0.0
very coarse sand 1 - 2
1.9
very fine gravel 2 - 4
0.0
fine gravel 4 - 6
2.9
fine gravel 6 - 8
1.0
medium gravel 8 - 11
1.9
medium gravel 11 - 16
9.3
coarse gravel 16 - 22
6.6
coarse gravel 22 - 32
10.4
very coarse gravel 32 - 45
11.1
very coarse gravel 45 - 64
17.9
small cobble 64 -90
15.2
medium cobble 90 - 128
10.3
large cobble 128 - 180
6.7
very large cobble 180 - 256
1.8
small boulder 256 - 362
0.0
small boulder 362 - 512
0.0
medium boulder 512 - 1024
0.0
large boulder 1024 - 2048
0.0
very large boulder 2048 -4096
0.0
total particle weighted count:
100
bedrock --------------- - - - - --
15.4
clay hardpan --------------- - - - - --
0.0
detritus /wood --------------- - - - - --
0.0
artificial --------------- - - - - --
0.0
total weighted count:
115.4
Note: .
Weighted pebble count by bed features Talbott's Branch
29% riffle 24% pool 28% run
19% glide
E--m-weighted
percent - Riffle
- Pool -- Run -r- Glide
-#
of particles
100%
silt/clay
sand
ravel
cobble
boulder
20%
90%
18%
80%
- -.
--------------------
16%
cQ
70%
1
14%
1
CD
Q
60%
i
12%
�
50%
------------------
- - - - --
I
I
10%
a�
I
0
40%
I
8%
CL
I
'0
30%
1
6%
20%
1
4%
ccnn
10%
2%
p�
1
0%
0%
0.01 0.1 1
10
100 1000
10000
particle size (mm)
Size (mm)
Size Distribution
Type
D16 14
mean 37.2
silt/clay
3%
bedrock
13%
D35 30 dispersion
2.7
sand
2%
D50 47 skewness -0.11
gravel
53%
D65 63
cobble
30%
D84 99
boulder
0%
D95 150

3) Bulk Sample
Sieve
Analysis
Two samples may be entered below. Select sample type for each.
" "m r
Point Bar Talbott's
Branch
cumulative %
—wt of part icles passing sieve
Sieve &
Sieve
Sieve
Sample
Retained
Passing
sand
qravel
cobble
Size
Weight
Weight
on Sieve
Sieve
100%
90%
--------
- -- - --
______________
i
i
1400
1200
(mm) (g) (g) (g)
228 9% -- - --
260 11%
9%
9%
80%
264 11%
11%
20%
70%
1000£
406 16%
1314 53%
11%
16%
30%
47%
L 60%
m
�?
800
0 0%
53%
100%
- 50%
—_____
--
- - -_
—_
600
40%
c. 30%
I I
o
- 400 m
20
200
10%
I I
0%
0.1
1
10
100
0
1000
particle
size (mm)
total wt retained in sieves:
2472
Size (mm)
D16
6.3
D65
40
sand 100%
Note: •
D35
19
D84
51
D50
33
D95
59
8e'y'"pc`'e"1em
Bed Sub - pavement Talbott's Branch
—f cumulative %
—wt of particles passing sieve
Sieve &
Sieve
Sieve
Sample
Retained
Passing
sand
oravel
c ble
Size
Weight
Weight
on Sieve
Sieve
100%
2500
(mm)
(g)
(g)
(g)
90%
80%
2000
233 4%
307 6%
_ _
4% 4%
539 10%
6%
10%
70%
f
717 13%
10%
20%
E 60%
1500 0'
1369 25%
13%
33
m
2323 42%
0 0%
5488
25%
42%
58%
100%
50%
5 40%
30%
20%
10%
- - - - --
-
- - - --
I
I
I
I
o
a
1000 a
'"
500
0%
0.1 1 10 100
particle size (mm)
Size (mm)
0
1000
total:
D16
D35
12
34
D65
D84
70
94
Note:
D50
51
D95
110

TALBOTTS BRANCH REFERENCE REACH
Photo 1: Talbotts Branch facing downstream 4/10/13
Photo 2: Talbotts Branch facing downstream 4/10/13

TALBOTTS BRANCH REFERENCE REACH
Photo 3: Talbotts Branch facing downstream 4/10/13
Photo 4: Talbotts Branch facing downstream 4/10/13

APPENDIX D
PROJECT PLAN SHEETS (11 "x17 ")

O
M
N
W
h
0
w
W
i`
�+
r °132
it31
M ALBFWLE
Zi<ve 111 Srigir�' 6nix
U
1zP
blulf=it zim
Gio 117:.
p-
1171
i -.139
39
1413
73 �a
DEE 1
f 1174
i
Pee Dee �~
1113 1126
1174 _
1174
73
8 *'1
�- l uls\\
� 4
111 yy -
i
Il 7
Bpi
VICINITY MAP
NOT TO SCALE
SHEET
INDEX
SHEET NO.
DESCRIPTION
I
TITLE SHEET
1A
SITE PLAN
2
TYPICAL SECTIONS
3 -3C
DETAILS
4-32
PLAN AND PROFILE
PI-P6
PLANTING PLAN
EC -1- EC-1 I
EROSION CONTROL PLANS
XS -I - XS -28
CROSS SECTIONS
GRAPHIC SCALES (SCALE IN FEET)
10 0 10 30
PLAN SHEETS
20 0 10 30
HORIZONTAL PROFILE
2 0 1 6
VERTICAL PROFILE
STATE
REP MIECT M.
SHEET 140.
MA SHRBTS
NC.
95350
1 1
83
Final Plans 1/9/2D14
PEE DEE -
STRE
A Al RESTORA T PR O, ECT-
r"TT
OMPSON CREEK, DALE BRANCH, JERRY BRANCH AND HUDSON BRANCH
MONTGOMERY COUNTY, NORTH CAROLINA
PROJECT LENGTHS
PROPOSED RESTORATION:
THOMPSON CREEK
DALE BRANCH
JERRY BRANCH
HUDSON BRANCH
PROPOSED ENHANCEMENT:
THOMPSON CREEK
DALE BRANCH
TOTAL LENGTH
1314 FT
= 2355 FT
1670 FT
= 53 FT
= 250 FT
375 FT
= 6617 FT
�L
Prepared by:
wolf free
ENC,1NMPJN
Wolf Creek Engineering, Pllc
License No. P-0417
7 Florida Avenue
Weaverville, North Carolina 28787
Phone: [phone]
www.wolfcreekeng.com
4
`L�,���StlllllJlJl,�/
SEAL
0 1767
JJJJ11111 {111\
PkOIECT ENGINEER
FINAL PLANS
Prepared far:
Tommy. Cousins
PROJECT MANAGER

PROPOSED PERMANENT STREAM ➢ \
CROSSING (PIPED) p m \ \
1® 36" X 56LF RCP
INVERTS TO BE SET 12" BELOW Z y
EXISTING STREAM GRADE. n \
LOCATION TO BE DETERMINED IN 2
FIELD BY THE ENGINEER \
m o 4' AGRICULTURAL GATE �
m
PERENNIAL ORIGIN
N: 549221.58'
/ E: 1693043.22' \
4' AGRICULTURAL GATE
\ \ PERENNIAL ORIGIN O +
N: 549229.17' �9l�
€: 1692247.26' Cy O
' \ 12' AGRICULTURAL GATE nS�
WETLANDS
FF oeF ,�
Rpq�
e m
Y.i
12' AGRICULTURAL GATE
PROPOSED PERMANENT STREAM
PROPOSED CROSSING (PIPED)
BMPs PROPOSED PERMANENT FENCE 10 36" X 56LF RCP
INVERTS TO BE SET 18" BELOW
EXISTING STREAM GRADE.
12' AGRICULTURAL GATE LOCATION TO BE DETERMINED
IN FIELD BY THE ENGINEER OSG
PROPOSED PERMANENT PERENNIAL ORIGIN �9OP
STREAM CROSSING (PIPED) N: 548942.44' 2�yy
12' AGRICULTURAL GATE E: 1694123.95' PROPOSED
PERMANENT
— — FENCE
PROPOSED CONSERVATION
/ EASEMENT BOUNDARY
\\ .\ PROPOSED CONSERVATION \ 4' AGRICULTURAL GATE---,
\ EASEMENT BOUNDARY \ \ PROPOSED �ERRy
\ FENCENENT RR RANCH
-1 1 P !� \\ \ GRADE OUT EXISTING \
� p t^y WINDROWS AND BURN
PROPOSED BMP WOODY DEBRIS
PROPOSED
0 , '', PERMANENT y \\ 12' AGRICULTURAL GATE \ \
N Z 1 FENCE y I 12' AGRICULTURAL GATE \
i12' AGRICULTURAL GATE \
PROPOSED CONSERVATION y \
' c C
I I 4' AGRICULTURAL GATE EASEMENT BOUNDARY S
PROPOSED 2' `
BASE DITCH I PROPOSED PERMANENT
STREAM CROSSING (PIPED)
PROPOSED BMP
\' 12' AGRICULTURAL GATE
C//A 12' AGRICULTURAL GATE
9 PROPOSED PERMANENT
STREAM CROSSING (PIPED)
-P� x y \ \+ 12' AGRICULTURAL GATE
0 � � � � PROPOSED
PERMANENT
FENCE
\ EXISTING WETLANDS
1
1
1
t
y
cl, i y
G <F,,
150 0 150 450
SCALE IN FEET
3
PROPOSED E
STREAM CROSSING (PIPED)
' PROPOSED
PERMANENT
FENCE
12' AGRICULTURAL GATE

SECTION DETAIL FOR
BANKFULL BELOW GRADE
QROW
BANK PROTECTION
SOD AND COIR MAT
SEE DETAIL SHEET 3A
SECTION DETAIL FOR
BANKFULL BELOW GRADE
WBI
GROWUP
BANK PROTECTION
SOD AND COIR MAT
SEE DETAIL SHEET 3A
SECTION DETAIL FOR SECTION DETAIL FOR
BANKFULL AT GRADE BANKFULL BELOW GRADE
BKF
WBENN We
BANKFULL
fdRIFF TTOE
(ZP'rTI0KI 1
WIN W OUT
IL THALWEG
BANKFULL
dTOE dPOOL
Wrfik
SECTION 1
TYPICAL POOL
NOT TO SCALE
BANK PROTECTION
SOD AND COIR MAT
SEE DETAIL SHEET 3A
KFULL AT GRADE
BANK PROTECTION
SOD AND COIR MAT
SEE DETAIL SHEET 3A
TABLE l-, SECTION DIMENSIONS
REACH
TYPICAL
SECTION
STATION
RIFFLE DIMENSIONS
POOL DIMENSIONS
WBKF
(ft)
W BED
(ft)
WTHAL
(ft)
WBENCH
(ft)
d RIFF
(ft)
dTOE
(ft)
WIN
(ft)
W OUT
(ft)
d po (ft) L
o
PROX
APPEPTH OOL
D
THOMPSON CREEK - 1A
2
100+00 TO 102+50
8.8
4.1
1.2
4
0.73
0.59
5.3
4,4
1.10
0.5
THOMPSON CREEK - 1B
2
102+50 TO 105+11
8.8
4.1
1.2
4
0.73
0.59
5.3
4.4
1.10
0.5
THOMPSON CREEK - 2
1
105+11 TO 116+61
7.5
4,4
1.3
4
0.78
0.63
4.5
3.8
1.17
0.5
THOMPSON CREEK - 3
1
116+61 TO 118+13
7.9
4.6
1.4
4
0.81
0.65
4.7
3.9
1.22
0.5
DALE BRANCH 1
2
200+00 TO 203+75
6.3
3.0
1 0.9
3
0.52
0.41
1 3.8
3.1
0.77
0.5
DALE BRANCH 2A
1
203+75 TO 205+00
4.7
2.5
03
2
0-56
0.45
2.8
2.4
0.84
0.5
DALE BRANCH 2B
2
205+00 TO 206+40
H
3.2
1.0
3
0.56
0.45
4,1
3.4
0.84
0.5
DALE BRANCH 2C
1
206+40 TO 207+50
4.7
2.5
0.7
2
0.56
0.45
2.8
2.4
0.84
0.5
DALE BRANCH 2D
2
207+50 TO 211+09
6.8
3.2
1.0
3
0.56
0.45
4.1
3.4
0.84
0.5
DALE BRANCH 2E
1
211+09 TO 213+50
4.7
2.5
0.7
2
0.56
0.45
2.8
2.4
0-84
0.5
DALE BRANCH 3
2
213+50 TO 219+00
7.2
3.4
1.0
4
0.59
0.47
4.3
3.6
0.89
0.5
DALE BRANCH 4
1
219+00 TO 227+25
6.1
3.4
1.0
3
0.67
0.54
3.7
3.0
1.01
0.5 1
DALE BRANCH 5A
1
227+25 TO 229+70
6.4
3.6
1.1
3
0.69
1 0.56
3.8
3.2
1.04
0.5
DALE BRANCH 5B
1
229+70 TO 232+85
6.4
3,6
1.1
3
0.69
0.56
33
3.2
1.04
0.5
DALE BRANCH 5C
1
232+85 TO 234+50
6.4
3.6
1.1
3
0.69
0.56
3.8
3.2
1.04
0.5
JERRY BRANCH 1
2
300+00 TO 304+35
7.9
3.7
1.1
4
0.65
1 0.52
4.7
3.9
0.97
0.5
JERRY BRANCH 2
1
304+35 TO 310+60
7.1
4.1
1.2
4
0.75
0.60
4.3
3.5
1.13
0.5
JERRY BRANCH 3
1
310+60 TO 317+30
7.3
4.2
1.3
4
0.77
0.61
4.4
3.6
1.15
0.5
HUDSON BRANCH
2
402+74 TO 403+76
6.3
3.0
0.9 1
3
0.52
0.41
3.8
3.1
0.77
0.5
SECTION DETAIL FOR
BANKFULL AT GRADE
TABLE 2: SUPPLEMENTAL BED MATERIAL
REACH
PERCENT OF TOTAL MAX
S =016Ci PEE DEE STREAM RESTORATION
L GRQUUD
1/2" STONE
3/4" STONE
-Z Omu ENVIRONMENTAL BANC AND EXCHANGE
6" STONE
12" STONE
DEPTH OF BED
MATERIAL
IN
20:
60%
-
TYPICAL SECTIONS
-
BANKFULL
NATWRAL GROUND
AN'T
4:1
dmFF dTOE
'A_
W-us AS NOTED bm. By rnmf PROM= w
30%
30%
30%
WE 1/9/2014 con. v -SG-G- 1058
BANK PROTECTION
HA
WTL
BANK PROTECTION
lw" mm. DXBCXWM
EXCELSIOR MATTING
WSED
EXCELSIOR MATTING
30%
SEE DETAIL SHEET 3A
0.5
SEE DETAIL SHEET 3A
40%
60%
SECTION 2
-
-
-
TYPICAL RIFFLE
0.5
DALE BRANCH 1
40%
60%
-
GENERAL NOTES:
0.05
NOT TO SCALE
-
1. CONTRACTOR SHALL PERFORM ALL NECESSARY SUBSURFACE
SECTION DETAIL FOR
40%
SECTION DETAIL FOR
-UTILITY INVESTIGATIONS PRIOR TO COMMENCING CONSTRUCTION.
BANKFULL BELOW GRADE
WB�F (ft)
BANKFULL AT GRADE
THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD
0.4
DALE BRANCH - 2B
40%
VERIFICATION OF EXISTING CONDITIONS, OBSTRUCTIONS, AND
-
-
6.8
UTILITIES WHICH MAY AFFECT PROPOSED WORK.
WBENCH
WIN -W OUT
DALE BRANCH - 2C
2. CONSTRUCTION SHALL BEGIN AT THE UPSTREAM END OF EACH
60%
-
--------
CHANNEL REACH AND PROCEED DOWNSTREAM UNLESS APPROVED
LGRQUND 4: 7
-THALWEG
0.4
OTHERWISE BY THE ENGINEER.
I 1,10
r0
q
-
3. ALL MECHANIZED EQUIPMENT OPERATED IN OR NEAR THE
20:1
1.8
-
STREAM. OR ITS TRIBUTARIES SHALL BE INSPECTED REGULARLY
DALE BRANCH - 2E
, BANKFULL
NATURAL GROUND
AND MAINTAINED TO PREVENT CONTAMINATION OF STREAM
4:1
dTOE
W\w\&
WATERS FROM FUELS, LUBRICANTS, HYDRAULIC FLUIDS OR OTHER
0.4
.
dpwL
40%
TOXIC MATERIALS..
0.55
0.58
0.34
4. CLEARING AND GRUBBING SHALL BE LIMITED TO THAT WHICH IS
0.36
0.4
DALE BRANCH - 4
NECESSARY FOR CONSTRUCTION OF THE PROPOSED CHANNEL
BANK PROTECTION
-
BANK PROTECTION
AND SHALL BE APPROVED BY THE ENGINEER.
EXCELSIOR MATTING
V tHAL
EXCELSIOR MATTING
5. CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE INGRESS
SEE DETAIL SHEET 3A
60%
SEE DETAIL SHEET 3A
AND EGRESS FROM SITE FOR ALL VEHICLES INCLUDING, BUT NOT
0.78
SECTION 2
-
LIMITED TO, TRAFFIC ON ADJACENT PUBLIC ROADS AFFECTED BY
CONSTRUCTION TRAFFIC.
DALE BRANCH - 5B
TYPICAL POOL
60%
SHALL DISPOSE ALL MATERIALS
6. GENERATED CONTRACTOR BY CONSTRUCTION OF ACTIVITIES WASTE IN ACCORDANCE WITH
0.59
NOT TO SCALE
0.69
ALL FEDERAL, STATE AND LOCAL REGULATIONS.
0.4
DALE BRANCH - 5C
40%
7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRS TO
-
S AVG (ft /ft)
0.007
EXISTING FACILITIES FROM DAMAGES OCCURRING AS A RESULT
TABLE 2: SUPPLEMENTAL BED MATERIAL
REACH
PERCENT OF TOTAL MAX
ON-SITE
SAND/CLAY
3/8- STONE
1/2" STONE
3/4" STONE
2" STONE
6" STONE
12" STONE
DEPTH OF BED
MATERIAL
THOMPSON CREEK - 1A
40%
60%
-
-
-
JERRY
BRANCH 1
-
0.5
THOMPSON CREEK - 1B
10%
-
-
30%
30%
30%
-
0.5
THOMPSON CREEK - 2
10%
-
-
30%
30%
30%
-
0.5
THOMPSON CREEK - 3
40%
60%
-
-
-
-
-
0.5
DALE BRANCH 1
40%
60%
-
-
0.05
0.08
-
0.4
DALE BRANCH 2A
40%
60%
-
-
WB�F (ft)
8.8
-
0.4
DALE BRANCH - 2B
40%
60%
-
-
6.8
4.7
-
0.4
DALE BRANCH - 2C
40%
60%
-
-
7.3
6.3
-
0.4
DALE BRANCH - 2D
40%
60%
-
1.8
2.5
1.8
-
0.4
DALE BRANCH - 2E
40%
60%
-
3.1
3.3
3.7
-
0.4
DALE BRANCH - 3
40%
60%
0.55
0.58
0.34
0.38
0.36
0.4
DALE BRANCH - 4
40%
60%
-
0.49
0.49
0.49
-
0.4
DALE BRANCH - 5A
40%
60%
-
0.73
0.78
0.81
-
0.4
DALE BRANCH - 5B
40%
60%
-
0.59
0.67
0.69
-
0.4
DALE BRANCH - 5C
40%
60%
-
S AVG (ft /ft)
0.007
0.030
-
0.4
JERRY BRANCH - 1
40%
60%
-
0.042
0.040
0,027
-
0.4
JERRY BRANCH - 2
40%
60%
-
0.024
0.012
SVALLEY('t/f Q
-
0.4
JERRY BRANCH - 3
40%
60%
-
0.016
0.036
0.031
-
0.4
HUDSON BRANCH
40%
60%
0.041
0.031
A
0.019
0.050
0.3
NVU.- JkJrr-LLMLlVlML DLtJ MMILINIML IMDLL 1,'.l rf-%VVIL)LU IN inr- UL141 inam JvrrlWLVII MMILRAL 1Z) NUI MMILAOLL
ON SITE. HOWEVER, SITE INVESTIGATIONS INDICATE THAT SUFFICIENT MATERIAL IS AVAILABLE ON SITE.
TABLE 3: MORPHOLOGIC TABLE
REACH
THOMPSON
CREEK 1A
THOMPSON
CREEK 1B
THOMPSON
CREEK 2
THOMPSON
CREEK 3
DALE
BRANCH 1
DALE
BRANCH 2A
DALE
BRANCH 2B
DALE
BRANCH 2C
DALE
BRANCH 2D
DALE
BRANCH 2E
DALE
BRANCH 3
DALE
BRANCH 4
DALE
BRANCH 5A
DALE
BRANCH 5B
DALE
BRANCH 5C
JERRY
BRANCH 1
JERRY
BRANCH 2
JERRY
BRANCH 3
HUDSON
BRANCH
STREAM TYPE
84
84
B4
B4
B4
B4
84
84
B4
B4
84
B4
B4
C4
B4
B4
B4
B4
B4
DRAINAGE AREA (mil)
0.11
0.11
0.14
0.16
0.03
0.04
0.04
0.04
0.04
0.04
0.05
0.08
0.09
0.09
0.09
0.07
0.12
0.13
0.03
WB�F (ft)
8.8
8.8
7.5
7.9
6.3
4.7
6.8
4.7
6.8
4.7
7.2
6.1
6.4
6.4
6.4
7.9
7.1
7.3
6.3
XSBKF (ft')
4.2
4.2
4.2
4.6
2.1
1.8
2.5
1.8
2.5
1.8
2.8
2.9
3.1
3.1
3.1
3.3
3.7
4.0
2.1
dMEAN(ft)
0.48
0.48
0.55
0.58
0.34
0.38
0.36
0.38
0.36
0.38
0.39
0.47
0.49
0.49
0.49
0.42
0.53
0.54
0.34
dMAX(ft)
0,73
0.73
0.78
0.81
0.52
0.56
0.56
0.56
0.56
0.56
0.59
0.67
0.69
0.69
0.69
0.65
0.75
0.77
0.52
S AVG (ft /ft)
0.007
0.030
0.022
0.023
0.039
0.120
0.029
0.045
0.042
0.040
0,027
0.028
0.050
0.023
0,043
0.037
0.024
0.024
0.012
SVALLEY('t/f Q
0.018
0.032
0.024
0.028
0.023
0.100
0.016
0.036
0.031
0.027
0.025
0,028
0.029
0.023
0.041
0.031
0.028
0.019
0.050
W/D RATIO
18.6
18.6
13.5
13.7
18.7
12.5
18.7
12.5
18.7
12.5
18.7
13.0
13.1
13.1
13.1
18.6
13.4
13.5
18.7
ENTRENCHMENT RATIO
4.5
3.4
4.0
3.2
5.6
2.5
2.4
2.5
2.7
3.0
4.2
4.1
2.4
3.1
1.9
2.5
3.5
3.4
4.8
SINUOSITY
1.1
1.0
1.1
1.2
1.1
1.1
1.1
1.0
1.0
1.1
1.0
1.0
1.0
1.0
1.0
1.0
1.1
1.0
1.1
POOL-TO-POOL RATIO
4.4
4.4
4.4
3.9
4.4
5.0
4.1
3.2
4.1
3.6
4.1
4.1
3.9
6.0
2.8
3.9
3.9
4.1
3.4
MEANDER WIDTH RATIO,
3
3
i 3
3
1 4
4
r 3
3
2
2
2
2
1 2 1
2 j
2
2
2
OF CONSTRUCTION ACTIVITIES. .
8. THE INSTALLATION OF EROSION CONTROL MEASURES AND
PRACTICES SHALL OCCUR PRIOR TO LAND DISTURBING ACTIVITIES.
SURVEY:
THE COORDINATE SYSTEM IS THE NAD83(2007) STATE PLANE GRID.
CHANNEL CONSTRUCTION NOTES:
1. BED MATERIAL ON RIFFLE SECTIONS SHALL CONSIST OF BED
MATERIAL EXCAVATED FROM EXISTING CHANNEL AND
SUPPLEMENTED WITH MATERIAL ACCORDING TO TABLE 2 AND
AS DIRECTED BY THE ENGINEER.
2. THE CHANNEL BANKS SHALL BE STABILIZED ACCORDING TO
THE BANK PROTECTION DETAILS ON SHEET 3A.
3. DIMENSION TOLERANCES SHALL BE AS FOLLOWS:
WIDTH: 0.5 FT
DEPTH: 0.2 FT
RIFFLE ELEVATIONS: +/- 0.1 FT
POOL ELEVATIONS: + 0.1 FT, - 0.5 FT
STRUCTURE ELEVATIONS: +/- 0.1 FT
4. EXISTING CHANNEL INDICATED TO BE FILLED ON PLANS
SHALL BE BACKFILLED WITH 1 -FOOT LIFTS AND COMPACTED
TO IN-SITU SOIL DENSITY. CHANNEL SHALL BE FREE FROM
BRUSH AND ORGANIC DEBRIS PRIOR TO BACKFILLING.
5. PUMP AROUND OPERATION SHALL BE USED TO DIVERT FLOW
DURING CONSTRUCTION EXCEPT AS ALLOWED BY THE
ENGINEER. ALL EXCAVATION SHALL BE PERFORMED IN THE
DRY OR IN ISOLATED REACHES EXCEPT AS ALLOWED BY
THE ENGINEER.
TREE HARVEST NOTES:
1. WOODY MATERIAL WILL BE HARVESTED ON-SITE FOR USE
AS IN-STREAM STRUCTURES FOR STREAMBANK STABILITY,
GRADE CONTROL AND AQUATIC HABITAT
ENHANCEMENT /RESTORATION. WOODY MATERIAL INCLUDES
BOTH LARGE AND SMALL DIAMETER TREES INCLUDING STEM
AND ROOT MASS, TREES WILL BE HARVESTED FROM
UPLAND AREAS AS WELL AS ALONG RECONSTRUCTED
STREAM BANKS DURING THE RESTORATION CONSTRUCTION
PROCESS. TREES SELECTED FOR PROTECTION ARE
INDICATED ON PLANS.
2. PREFERRED HARVEST TREES TO BE SELECTED FOR
RESTORATION PURPOSES SHALL FIRST INCLUDE ALL
DISEASED, DAMAGED, HAZARD, AND UNDESIRABLE TREE
SPECIES UNTIL THE QUANTITIES NEEDED FOR STREAM
RESTORATION ARE MET. AREAS SELECTED FOR HARVEST
SHALL OCCUR WITHIN THE LIMITS OF DISTURBANCE AND
DELINEATED BY A CERTIFIED ARBORIST OR OTHER
PROFESSIONAL ECOLOGIST/BIOLOGIST.
3. ALL WOODY MATERIALS WILL BE STOCKPILED IN THE
APPROVED STAGING AND STOCKPILE AREAS.
L AREAS WHERE ARE HARVESTED PROPER BMP
AND EROSION AND SEDIMENT CONTROL WILL BE
IMPLEMENTED AND THE AREA IMMEDIATELY STABILIZED WITH
TEMPORARY AND PERMANENT SEEDING/MULCH AS
HARVESTING OCCURS.

EXTEND FILTER FABRIC 2' MIN
PAST END OF STRUCTURE (TYP)
BACKFILL /� o
SEE NOTE i\,
° l
60' � � 45'
HEADER r
cr
LOG
___.----- --FILTER FABRIC
BACKER LOG / Y' BACKER
HEADER /
1 �
D£ R L 0 G
NO FILTER FABRIC
/ --~-�' °Q ON DOWNSTREAM
�--'� IN* ( �pQ �' LOG PAIR
/
GRADE SET 0.2'
ABOVE DOWNSTREAM
HEAD -OF- RIFFLE
B
f / `
STRUCTURE INVERT
(GRADE PT. ELEV)
BURY END OF LOG SILL
INTO CHANNEL BANK
(SEE TABLE 4 FOR 'X' MIN) i 0 r BRUSH TOE
180 0 ° / (LENGTH 3')
� B
EXTEND FILTER FABRIC 2' MIN
PAST END OF STRUCTURE (TYP) DOUBLE LOG SILL
PLAN VIEW
NOT TO SCALE
SECURE FABRIC
TO HEADER LOG QF,
FILTER FABRIC BACKFILL CAP�,�0
SEE NOTE 2 �p
4 //
BANKFULL
BENCH
VOIDS SHALL BE
CHINKED WITH BRUSH
PRIOR TO INSTALLATION
OF FILTER FABRIC
BACKFILL
SEE NOTE 1
NOTES:
1. STRUCTURE BACKFILL MATERIAL SHALL CONSIST OF
ON -SITE SOIL COMPACTED TO IN -SITU DENSITY.
2. STRUCTURE BACKFILL CAP SHALL CONSIST OF
2' -4" STONE AND ON -SITE SOIL MIXED IN EQUAL
PARTS. MIXTURE CAN BE ACHIEVED BY COMPACTING
STONE INTO PLACED SOIL. WHERE ON -SITE
STONE /GRAVEL IS AVAILABLE AND OF SUFFICIENT
SIZE IT MAY BE USED IN PLACE OF QUARRY STONE,
AS APPROVED BY THE ENGINEER,
3. ALL VOIDS AND GAPS BETWEEN BOULDERS AND
LOGS SHALL BE CHINKED WITH STONE PRIOR TO
INSTALLATION OF FILTER FABRIC.
EXTEND FILTER FABRIC 2' MIN
PAST END OF STRUCTURE (TYP)
J� °
°
BACKFILL
SEE NOTE1�
r r
60'
� l
GRADE SET 0.2'
ABOVE DOWNSTREAM
�o �o HEAD -OF- RIFFLE
de9 �o is
^Ab STRUCTURE INVERT NO FILTER FABRIC_
BACKER LOG / r B (GRADE PT. ELEV) ��" ON DOWNSTREAM
/ \ LOG PAIR
HEADER LOG
FILTER FABRIC I l A R
B CKE LOG
BURY END OF LOG SILL
INTO 4 CHANNEL BANK // ° ° BRUSH TOE \
(SEE TABLE OR X MW) 0 r (LENGTH 3')
B
°
°
` EXTEND FILTER FABRIC 2' MIN
f PAST END OF STRUCTURE (TYP)
CROSS LOG SILL
PLAN VIEW
NOT TO SCALE
LUNU 1 -3 UTA t1AKUWUUU
LIMBS.
SECTION B-B
NOT TO SCALE
BANKFULL
BENCH
....,TABLE-, 4:- STRUCTURE DIMENSIONS
REACH
STRUCTURES
BOULDERS
TOTAL LOG
LENGTH (FT)
L
(FT)
W
(FT)
X
(FT)
LENGTH
(FT)
WIDTH
(FT)
DEPTH
(FT)
THOMPSON CREEK 1A
7
3
3
2.0 -3.0
1.5 -2.0
1.0 -1.5
13
THOMPSON CREEK 1B
7
3
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
13
THOMPSON CREEK 2
7
3
3
2.5 -3.5
2.0 --2.5
1.5 -2.0
13
THOMPSON CREEK 3
7
3
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
13
DALE BRANCH 1
5
2
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
11
DALE BRANCH 2A
4
2
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
10
DALE BRANCH 2B
5
2
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
11
DALE BRANCH 2C
4
2
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
10
DALE BRANCH 2D
5
2
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
11
DALE BRANCH 2E
4
2
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
10
DALE BRANCH 3
5
2
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
11
DALE BRANCH 4
5
2
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
11
DALE BRANCH 5A
6
2
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
12
DALE BRANCH 5B
6
2
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
12
DALE BRANCH 5C
6
2
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
12
JERRY BRANCH 1
6
3
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
12
JERRY BRANCH 2
7
2
3
2.5 -3.5
2.0 -2.5
1.5 -2.0
13
JERRY BRANCH 3
7 1
2 1
3
2.5 -3.5
2.0 -2.5
1.5 -2.0 1
13
HUDSON BRANCH
5 1
2 1
3
12.0-3.0
1.5 -2.0
1.0 -1.5
11
NV1L: !VIAL LVU MMU111 INULVULJ IML KVVIVALL
LOG SILL
PLAN VIEW
NOT TO SCALE
TABLE 5: LOG DIAMETERS
EXTEND FILTER FABRIC 2' MIN
MIN DIAMETER (IN)
i° PAST END OF STRUCTURE (TYP)
< 20
°
)E
20 -40
18
f` °O/
40 -60
SEEK �/ 00 /
30
NOTE 1� i
45'
HEADER LOG
h�o STRUCTURE INVERT
/-' B (GRADE PT. ELEV)
BACKER LOG
/
FILTER FABRIC
1
�
BURY END OF LOG SILL
INTO CHANNEL BANK/
'X'
(SEE TABLE 4 FOR MIN)
to
\,
BRUSH TOE
(LENGTH 3')
EXTEND FILTER FABRIC 2' MIN
PAST END OF STRUCTURE (TYP)
B
LOG SILL
PLAN VIEW
NOT TO SCALE
TABLE 5: LOG DIAMETERS
TOTAL LOG LENGTH (FT)
MIN DIAMETER (IN)
MAX DIAMETER (IN)
< 20
12
18
20 -40
18
24
40 -60
24
30

\---- 2 "X2"X 1 B" HARDWOOD
STAKES ON 2' CENTERS
BANK PROTECTION -- METHOD 3
SOIL LIFT
NOT TO SCALE
w
0
C3
FILTER FABRIC - w
6
n
BACKFILL 0
SEE NOTES
FLOW��
i°
a °
°pq
°
I; 00
STRUCTURE INVERT
AND STA LOCATION
(GRADE PT. ELEV)
FILTER FABRIC
EXTEND FILTER FABRIC 2' MIN
PAST END OF STRUCTURE (TYP)
C FOOTER ROCK (TYP)
* X1 NOTE: SEE TABLE 4 FOR MIN ROCK DIMENSIONS
EXTEND FILTER FABRIC 2' MEN
PAST END OF STRUCTURE (TYP)
BOULDER ARCH
PLAN VI EW
NOT TO SCALE
STRUCTURE INVERTS , `
AND STA LOCATION
(GRADE PT. ELEV) BACKFILL ` EXTEND FILTER FABRIC
SEE MOTES 2' (MIN) INTO BANK (TYP)
BOULDER STEP
PLAN VIEW
NOT TO SCALE
z
Q
2' (MIN)
w mv. DESCRWMN
0
COIR FIBER o
NOTES:
MATTING +-
BANKFULL
�c
z
m
BENCH
TOE MATTING INTO CHANNEL
7 of
0 W-10 00
2. STRUCTURE BACKFILL CAP SHALL CONSIST OF
BED BY INSTALLING BED
w
2 " -4" STONE AND ON -SITE SOIL MIXED IN EQUAL
MATERIAL AFTER INSTALLATION
o
PARTS. MIXTURE CAN BE ACHIEVED BY COMPACTING
OF MATTING
_
STONE INTO PLACED SOIL. WHERE ON -SITE
--�
SEED AND STRAW
STONE /GRAVEL IS AVAILABLE AND OF SUFFICIENT
_ •
2 "X2 "X18" HARDWOOD
' TOPSOIL AND SOD
STAKES ON 2' CENTERS
AS APPROVED BY THE ENGINEER.
SALVAGED FROM SITE
1/3 TO- 1/2 WIDTH
BED MATERIAL
NOTCHED
OF FOOTER ROCK
LOGS SHALL BE CHINKED WITH STONE PRIOR TO
ANCHORS ON
INSTALLATION OF FILTER FABRIC.
3' CENTERS
2 "X2 "X18" HARDWOOD
STAKES ON 2' CENTERS
BANK PROTECTION - METHOD
1
SOD AND COIR MAT
NOT TO SCALE
z
EXCELSIOR 2' (MIN)
MATTING WITH
JUTE NETTING o
x
BANKFULL
BENCH
TOE MATTING INTO CHANNEL
m
0
BED BY INSTALLING BED
w
MATERIAL AFTER INSTALLATION
°
OF MATTING
SEED AND STRAW
•
3r :.s.i
2 "X2 "X 1$" HARDWOOD
.tti
l.r_ •r.
TOPSOIL AND SOD
STAKES ON 2' CENTERS
SALVAGED FROM SITE
BED MATERIAL
NOTCHED
ANCHORS ON
3' CENTERS
2 "X2 "X 18" HARDWOOD
STAKES ON 2' CENTERS
BANK PROTECTION - METHOD
2
SOD AND EXCELSIOR MAT
NOT TO SCALE
z
a
m 2' (MIN)
0
COIR FIBER MATTING o
WITH BURLAP BACKING '"
BANKFULL
BENCH
NOTCHED ANCHORS
ON 3' CENTERS
SEED AND
STRAW
BRUSH TOE OR ROOTWAD
TOPSOIL AND SOD
ACCORDING TO PLANS
SALVAGED FROM SITE
2 "X2 "X18" HARDWOOD
�-BURLAP BACKING
STAKES ON 2' CENTERS
\---- 2 "X2"X 1 B" HARDWOOD
STAKES ON 2' CENTERS
BANK PROTECTION -- METHOD 3
SOIL LIFT
NOT TO SCALE
w
0
C3
FILTER FABRIC - w
6
n
BACKFILL 0
SEE NOTES
FLOW��
i°
a °
°pq
°
I; 00
STRUCTURE INVERT
AND STA LOCATION
(GRADE PT. ELEV)
FILTER FABRIC
EXTEND FILTER FABRIC 2' MIN
PAST END OF STRUCTURE (TYP)
C FOOTER ROCK (TYP)
* X1 NOTE: SEE TABLE 4 FOR MIN ROCK DIMENSIONS
EXTEND FILTER FABRIC 2' MEN
PAST END OF STRUCTURE (TYP)
BOULDER ARCH
PLAN VI EW
NOT TO SCALE
STRUCTURE INVERTS , `
AND STA LOCATION
(GRADE PT. ELEV) BACKFILL ` EXTEND FILTER FABRIC
SEE MOTES 2' (MIN) INTO BANK (TYP)
BOULDER STEP
PLAN VIEW
NOT TO SCALE
mow'\
FLOW
~✓ i \ FILTER FABRIC
BACKFILL CAP
SEE NOTE 2
1 t
NOTE: SEE TABLE 4 FOR MIN DOCK DIME 6 (MIN)
BACKFILL a ,
SEE NOTE 1
HEADER ROCK
FOOTER ROCK
41
SECTION C -C
NOT TO SCALE
GRADE POINT ELEVATION (TYP)
SET HEADER BACK
1/3 TO 1/2 DIA OF (-" GRADE POINT ELEVATION (TYP)
al FOOTER ROCK J
SECTION D -D
NOT TO SCALE
Ulm
w mv. DESCRWMN
NOTES:
1. STRUCTURE BACKFILL MATERIAL SHALL CONSIST OF
_
ON -SITE SOIL COMPACTED TO !N -SITU DENSITY.
2. STRUCTURE BACKFILL CAP SHALL CONSIST OF
2 " -4" STONE AND ON -SITE SOIL MIXED IN EQUAL
PARTS. MIXTURE CAN BE ACHIEVED BY COMPACTING
FLOW
_
STONE INTO PLACED SOIL. WHERE ON -SITE
--�
STONE /GRAVEL IS AVAILABLE AND OF SUFFICIENT
GRADE POINT ELEVATION
SIZE IT MAY BE USED IN PLACE OF QUARRY STONE,
FILTER FABRIC
SET HEADER BACK
AS APPROVED BY THE ENGINEER.
BACKFILL CAR
1/3 TO- 1/2 WIDTH
3• ALL VOIDS AND GAPS BETWEEN BOULDERS AND
SEE NOTE 2
OF FOOTER ROCK
LOGS SHALL BE CHINKED WITH STONE PRIOR TO
INSTALLATION OF FILTER FABRIC.
°
6 "(MIN)
BACKFILL • , °.
SEE NOTE 1
HEADER ROCK
FOOTER ROCK
mow'\
FLOW
~✓ i \ FILTER FABRIC
BACKFILL CAP
SEE NOTE 2
1 t
NOTE: SEE TABLE 4 FOR MIN DOCK DIME 6 (MIN)
BACKFILL a ,
SEE NOTE 1
HEADER ROCK
FOOTER ROCK
41
SECTION C -C
NOT TO SCALE
GRADE POINT ELEVATION (TYP)
SET HEADER BACK
1/3 TO 1/2 DIA OF (-" GRADE POINT ELEVATION (TYP)
al FOOTER ROCK J
SECTION D -D
NOT TO SCALE

NOTES:
1. WHERE THERE IS INSUFFICIENT
EXISTING BED MATERIAL, MATERIAL
WILL BE SUPPLEMENTED WITH
MATERIAL ACCORDING TO TABLE 2
AND AS DIRECTED BY THE ENGINEER.
2. THE BED FORM AND DIMENSIONS
WILL BE ACCORDING TO THE
DESIGN TYPICAL SECTION.
3. THE INSTALLED BED MATERIAL
SHALL BE A MINIMUM OF 5 INCHES
IN DEPTH.
RIPRAP GRADE
CONTROL
EXISTING DRAINAGE
EXISTING BANKS ARE TO BE
MAINTAINED AND PROTECTED FROM
DAMAGE DURING INSTALLATION OF
RAISED BED NATURAL GROUND
THALW EG
PROPOSED
-SLOPE GRADE BACKFILL WITH EXCAVATED BED
MATERIAL
BACKFILL TO SUBGRADE ELEVATION
WITH SOIL COMPACTED TO IN -SITU
SOIL DENSITY
EXISTING BED MATERIAL TO BE
EXCAVATED AND REUSED FOR
PROPOSED BED IF POSSIBLE WITHOUT
DISTURBING THE EXISTING BANKS
RAISED RIFFLE
NOT TO SCALE
BASIN LENGTH
t
BMP DETAIL
NOT TO SCALE
NOTE: BASIN WIDTH AND
LENGTH INDICATED ON PLANS.
5'
(MIN)
(1' (MIN) CLASS 8 STONE NO. 57 STONE
(1' THICK) WEIR ELEVATION
D a �, CLASS B STONE
5
(MIN) 5'
D a a D a APRON
FILTER FABRIC FILTER FABRIC C3
D a D
BMP SECTION
NOT TO SCALE
18"
(MIN)
TOP OF BERM
BERM ELEVATION
WEIR ELEVATION
WEIR LENGTH
FILTER STONE
NOTE: WEIR LENGTH, WEIR
ELEVATION, AND BERM
FILTER FABRIC ELEVATION INDICATED ON
PLANS.
BMP OUTFALL ELEVATION
NOT TO SCALE
PROPOSED GRADE
W BED VARIES
VARIES
/ NATURAL GROUND NATURAL GROUND
W THAL NATURAL GROUND NATURAL GROUND
2,•� 1' (MIN) r'fA
18"
' ,• �.' :3 •k_ •..., ;.• •�r. ••, , . •. .,<` �'.• •,, •..." -;t ^'c•,• . ., ,,, • !'•,.. o a a FILTER FABRIC
rw•�: :.4.� � • �; • 1iy � .�, `.ct •'h. ".: '+. �.: • s..�• ,' `,r v • s t :'� .: Mme.
CLASS B
MINIMUM DEPTH BANK PROTECTION -- I RIPRAP
BOTTOM OF AS SPECIFIED BED MATERIAL- SEE BANK PROTECTION 2'
SEE SHEET 2, CHANNEL 4'
SUBGRADE IN TABLE 2 DETAILS AND CHANNEL
CONSTRUCTION NOTE 1
CONSTRUCTION NOTE 2 Z' BASE DITCH
AND TABLE 2 4' BASE DITCH
MATERIAL TAI WZ CLASS B RIPRAP W CLASS B RIPRAP
MAT
BED E L D E L NOT TO SCALE NOT TO SCALE
NOT TO SCALE

PERMANENT CROSSING (PIPE)
PLAN VIEW
NOT TO SCALE
PIPE SIZE, TYPE AND
O.D. OF PIPE --I NUMBER AS INDICATED
(MIN) ON PLAN SHEETS
STONE (TYP)
,SS B RIPRAP)
SIZE, TYPE AND
IBER AS INDICATED
PLAN SHEETS
PROPOSED CHANNEL--/ t1' (MIN) PIPE INVERT ELEVATION TO BE
SET AS INDICATED ON PLAN SHEETS
PERMANENT CROSSING (PIPE
ELEVATION E-E
NOT TO SCALE
6" AGGREGATE
12" MIN PIPE SIZE, TYPE AND BASE COURSE
O.D. OF PIPE COVER NUMBER AS INDICATED
(MIN) ON PLAN SHEETS
HANNEL BE
APPROVED BACKFILL
OR SELECT BACKFILL
MATERIAL 2' (MIN)
4" (MIN) LOOSELY PLACED APPROVED
SUITABLE LOCAL MATERIAL OR SELECT
MATERIAL FOR PIPE FOUNDATION. (TYP)
PERMANENT CROSSING (PIPE)
SECTION F-F
NOT TO SCALE
PROPOSED PIPE
SIZE, TYPE AND
NUMBER AS
INDICATED ON PLAN
SHEETS
16, 6" AGGREGATE
BASE COURSE 12- STONE (TYP)
18" (MIN) (CLASS B RIPRAP)
PIPE SIZE, TYPE AND
NUMBER AS INDICATED
'MIN,
ON PLAN SHEETS
— — — — — — — — — — — — — — — — - --- - - - - -- — — - - - - --
PIPE FOUNDATION—� PROPOSED CHANNEL PROPOSED
FILTER FABRIC (TYP) MATERIAL BED THROUGH PIPE CHANNEL BED
PERMANENT CROSSING (PIP,
SECTION
NOT TO SCALE
TOP OF BANK
TOE OF BANK
TOE OF BANK
TOP OF BANK
2" STONE (TYP)
LASS B RIPRAP)
RIPRAP OUTLET PROTECTION - PLAN
NOT TO SCALE
a.
0
4' 1.2 x WBKF 4'
NATURAL NATURAL GROUND
GROUND
/-12" STONE (TYP) 18- (MIN)
VARIES (CLASS B RIPRAP) ti
FILTER FABRIC
BACKFILL
MATERIAL
EXISTING DITCH
RIPRAP OUTLET PROTECTION SECTION G-G
NOT TO SCALE
PLANSHEETS
ARMORED RIFFLE DETAIL
NOT TO SCALE
RIPRAP
BED MATERIAL
dmFf COIR FIBER
dRIFF MATTING TO BE
PLACED PRIOR TO
INSTALLATION OF
BED MATERIAL
1 Sm DEPTH SECTION H-H
NOT TO SCALE
Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P-0417
7 Florida Ave Weaverville, KC 28787
PHONE: [phone] WWW.WOLFCRE=NG.00M
PORMPEE DEE STREAM RESTORATION
767
Owm ENVIRONMENTAL BANC AND EXCHANGE
Ap -1\
DETAILS
0/11 AN
w" AS NOTED
NWX. BY mmf
mbwm No
mwmc 14
DA72 1/9/2014
cm. by SGG
1058
3c
D►7x
By
mm.
v2sclunwN
NOTES:
1. ARMORED RIFFLE BED MATERIAL SHALL BE
COMPOSED OF MATERIAL IN THE FOLLOWING
PROPORTIONS AS DIRECTED BY THE ENGINEER.
...
MATERIAL % BY VOLUME
12—IN STONE 60
2—IN STONE 30
ONSITE SOIL 10
4' 1.2 x WBKF 4'
NATURAL NATURAL GROUND
GROUND
/-12" STONE (TYP) 18- (MIN)
VARIES (CLASS B RIPRAP) ti
FILTER FABRIC
BACKFILL
MATERIAL
EXISTING DITCH
RIPRAP OUTLET PROTECTION SECTION G-G
NOT TO SCALE
PLANSHEETS
ARMORED RIFFLE DETAIL
NOT TO SCALE
RIPRAP
BED MATERIAL
dmFf COIR FIBER
dRIFF MATTING TO BE
PLACED PRIOR TO
INSTALLATION OF
BED MATERIAL
1 Sm DEPTH SECTION H-H
NOT TO SCALE

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ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P-0417
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PHONE: [phone] WWW.WOIYCREEMG.COM
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ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P-0417
7 Florida Ave Weaverville, NC 28787
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ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P-0417
7 Florida Ave Weaverville, NC 28787
PHONE: [phone] WWW.WOlJ?CRL?EKENG.COM
POT PEE DEE STREAM RESTORATION
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ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P-0417
7 Florida Ave Weaverville, NC 28787
PHONE: [phone] WWW.WOlJ?CRL?EKENG.COM
POT PEE DEE STREAM RESTORATION
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403+00 = 111 = 1 I, 404+00 4 " 405+00
FULL SIZE PLAN - HORIZONTAL SCALPT"o 1 01 VERTICAL SCALE: 1 HALF SIZE PLAN - OH40+RRONTAL: 1 = 201 VERTICAL:1" = 2
-- ----- LL ---- 1111 ----- - L ------- ­"-­"­­'-'­­­'­'
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-6' LIVE STAKE SPACING/ ROW SPACING
3' ROW SPACING
3' LIVE STAKE SPACING/
3' ROW SPACING
STAGGI
PLAN VIEW
BUDS FACING UPWARD SQUARE CUT TOP
LIVE CUTTING
MIN. YZ" DIA
ANGLE CUT 30 - 45 DEGREE
LIVE STAKE DETAIL
1 ST LIVE STAKE ROW
SET 1.5' FROM TOE
ON INSIDE OF BEND
` 1ST LIVE STAKE ROW SHALL BE
AT LEAST 15 FROM TOE OF
RIFFLE SECTION CHANNEL OR AT TOP OF BANK,
WHICHEVER DISTANCE 1S SHORTER
NOT TO SCALE
POOL SECTION
NOT TO SCALE
i ST LIVE STAKE ROW
SET AT EDGE OF LOW
WATER ON OUTSIDE
OF BEND
/_ LIVE STAKE SPACING
5 I AKINU rA I l tKN
NOT TO SCALE
r y
COMMON NAME
NUMBER OF LIVE STAKE ROWS
CHANNEL
SPACING (ft)
PLANT
MATERIAL
SIZE
TOTAL STEMS
DEPTH
INSIDE
TANGENT
OUTSIDE
(FT)
OF BEND
Buttonbush
OF BEND
0 - 1.5
1
1
2
1.5 - 2.5
2
2
3
2.5 - 3.5
3
3
4
` 1ST LIVE STAKE ROW SHALL BE
AT LEAST 15 FROM TOE OF
RIFFLE SECTION CHANNEL OR AT TOP OF BANK,
WHICHEVER DISTANCE 1S SHORTER
NOT TO SCALE
POOL SECTION
NOT TO SCALE
i ST LIVE STAKE ROW
SET AT EDGE OF LOW
WATER ON OUTSIDE
OF BEND
/_ LIVE STAKE SPACING
5 I AKINU rA I l tKN
NOT TO SCALE
r y
COMMON NAME
STRATUM
SCIENTIFIC NAME
SPACING (ft)
PLANT
MATERIAL
SIZE
TOTAL STEMS
Black Willow
midstory
Salix nigra
3x3
Live Stake
547
Buttonbush
understory
Cephalanthus occidentalis
3x3
Live Stake
547
Silky Dogwood
understory
Comus amomum
3x3
Live Stake
547
Ninebark
junderstory
Physocarpus opulifolius
3x3
Live Stake
547
TOTAL
2188
SCIENTIFIC NAME
SEEDING DENSITY % MIX
(lbs /acre)
PERMANENT
S;Wtchgrass
Panicum wrgatum
4.5
BUFFER PLANTINGS
COMMON NAME
SCIENTIFIC NAME
PLANT MATERIAL SIZE
STEMS /ACRE
AREA
(Acres)
TOTAL STEMS
River Birch
Betu/a nigra
Bare Root
85
16.9
1437
Ironwood
Carpinus caroliniana
Bare Root
85
16.9
1437
Shagbark Hickory
Carya ovata
Bare Root
85
16.9
1437
Green Ash
Fraxinus pennsylvanica
Bare Root
85
16.9
1437
Sycamore
P/atanus occidentalis
Bare Root
85
16.9
1437
Water Oak
Quercus nigra
Bare Root
85
16.9
1437
Willow Oak
Quencus phellos
Bare Root
85
16.9
1437
American Elm
Ulmus amencana
Bare Root
85
16.9
1437
TOTAL
11492
DAT2 1/9/2014 can. By SGG 10513
IMT2 sir REV. asmmnm
PLANTING `NOTES:
TEMPORARY AND PERMANENT SEED
1. ALL DISTURBED AREAS WILL BE STABILIZED USING MULCH AND
TEMPORARY SEED TO PROVIDE ADEQUATE GROUND COVER AND
CONDITION THE SOIL.
2. MULCH. MUST BE ADDED TO ACHIEVE 80% COVERAGE (ROUGHLY
2 TONS /ACRE FOR WHEAT STRAW}
3. A FERTILITY. SOIL TEST SHALL BE USED TO DETERMINE
FERTILIZER AMOUNTS OR, IF NO SOIL TEST IS AVAILABLE, A
STANDARD MIXTURE SHALL BE APPLIED OF 2 TONS OF LIME PER
ACRE AND 700 -1000 LBS OF 10 -10 -10 FERTILIZER PER ACRE.
BARE ROOT PLANTINGS
1. PLANT BARE ROOT SHRUBS AND TREES IN AREAS AS INDICATED
ON THE PLANS.
2. PROVIDE 8' OF SPACING BETWEEN PLANTS -
3. LOOSEN COMPACTED SOIL AND PLANT IN HOLES FORMED WITH A
MATTOCK, DIBBLE BAR OR EQUAL.
4. PROVIDE PLANTING HOLE SUFFICIENT IN SIZE AND DEPTH TO
PREVENT CROWDING OF ROOTS. -
ROW SPACING 5. ROOTS SHALL BE KEPT MOIST DURING TRANSPORTATION,
DISTRIBUTION, AND INSTALLATION.
6. PLANTS SHALL BE HEELED -IN INTO MOIST SOIL IF NOT
PROMPTLY PLANTED AFTER DELIVERY TO THE PROJECT SITE.
LIVE STAKES:
1. STAKES SHOULD BE CUT AND INSTALLED ON THE SAME DAY.
2. STAKES THAT ARE SPLIT SHALL NOT BE INSTALLED.
3. STAKES SHALL BE INSTALLED PERPENDICULAR TO THE BANK AND
WITH BUDS POINTING UPWARDS.
4. STAKES SHALL BE )� TO 2 INCHES IN DIAMETER AND 2 TO 3
FEET IN LENGTH.
5. AFTER INSTALLATION, THE TOP PORTION OF STAKES SHALL BE
PRUNED WITH A SQUARE CUT LEAVING NO LESS THAN 3 INCHES
AND NO MORE THAN 6 INCHES ABOVE THE GROUND.
COMMON NAME
SCIENTIFIC NAME
SEEDING DENSITY % MIX
(lbs /acre)
PERMANENT
S;Wtchgrass
Panicum wrgatum
4.5
15
Broom Sedge
Andropogon viginicus
4.5
15
Indian Grass
Sorhgastrum nutans
6
20
Eastern Gamma Grass
Tripsacum dactyoides
7.5
25
Lance - Leaved Coreopsis
Coreopsis lanceolata
3
10
Deer tongue
Panicum clandestinum
4.5
15
Totals
30
100%
COMMON NAME SCIENTIFIC NAME
LBS/ ACRE
Temporary -. -
August to March (cool season)
20
Oats
Fogopyrum esculentum
12
Wheat Grass
Triticum aestivum
12
Rye Grain
Secale cereal
13
Barley
1
13
April to August (warm season)
Millet
Utochola ramose
20
Buckwheat
Fogopyrum esculentum
30

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Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
7 Florida Ave
LICENSE N0. PReaverville, NC 28787
PHONE: [phone] WWW.WOLFCREEKENG.COM
"mm PEE DEE STREAM RESTORATION
ENVIRONMENTAL BANC AND EXCHANGE
PLANTING PLANS
ANT AS NOTE D 10. o mm
lrrrtt ) D MMF
BAT& 2/9/26014 cHm xy SGG 1058 P -2
DAIS w W. bBMt1 nm
LOCATION KEY
LEGEND
BUFFER
PLANTINGS
j - - -- --
%_
- - --
,
- - -
f - -
_ - "- - _ - - -- - z - -. _. - - _
- =- - r- ROMP N --
PROPOSO
T S - -�-
i--
CREEK _ - - _ __�. _
r-- - % - - - - -- - -
,r
_
i .-
_. -
�- -. ! ,, /'- .:'' % ./ r ;' < ' /, . -, <. ;' :/ -. < � � •.__- ... -,` .. !. . �:. ._ h. _. / _ / < - - SIC - -_. _
l/ -Y
�.'
PROPOSED PERMANENT -_
STREAM CROSSING (PIPED) -
_
i
1
t
,5
50 0 50 150
SCALE IN FEET
THOMPSON CREEK

d
50 0 50 150
SCALE IN FEET
LEGEND
BUFFER
PLANTINGS
DALE BRANCH

Wolf Creek Engineering
`����itttit ►j ►►►��! ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P-0417
7 Florida Ave Weaverville, NC 28787
PHONE: [phone] "W.WOLFCREEMG.COM
_ T PEE DEE STREAM RESTORATION
2— 767 = °" ENVIRONMENTAL BANC AND EXCHANGE
+ mis
PLANTING PLANS
ANT ssus DRDIi. BY nRs
1 t t t t t %� AS NOTED HISF
l "T2 1/9/2014 +m. w SGG 1058 P -4
um BY M. D89CRunwN
LOCATION KEY
LEGEND
BUFFER
PLANTINGS
\ \, \�-�,, \,, •. - - - -__ ___ - - - - -- -- - __ _ - -- -- - -- : / ` '
-
EXISTING MATURE ./, / • °�� _mil EXISTING MA T� U
-VEGETATION
RF �-- �.-_,, _ ;-' � - -•._ .
_-
_ --
''r,-'--•_ -
`� - - - - -- - -- - (NO PLANTINGS) (NO PLANTINGS) -
_-
r
--
-
j
_
__'.. .. _,..... ----" __.__.,— _._. -._ -._.— ., -, / —� .- � / ; ,_ /- • -- -'•_ J�� a..e�" -= — % it
�r
�"" �...�s - - _ iii \ - - -- M`r, -, f `- -.1+�" ,' . %J •� - �_.- / f / `V +'}
` 777 f
PROPOSED
_
l/
1 ,
-
i^'
_
DALE
z= �
r
- -
BRANCH - -- - -
----- - - ---- - -�� // -�� -
f
/
< r
f
r !
!
f
, Jl
l=
C.,•1 , _ � --�._. _ _ _ _- .. __. _ .- ___ � _ _, ^ .. .-.�` . -- ' - \�''"' PROPOSED BMP
(NO PLANTINGS)
,l
_
EXISTING MATURE
V j /PROPOSED BMP
,.� ,l VEGETATION
(NO PLANTINGS) (NO PLANTINGS)
1 �
50 4 50 150
SCALE IN per DALE BRANCH

Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO. P -0417
7 Florida Ave Weaverville. NC 28787
PHONE: [phone] WWW.WOIYCREEKENG.COM
POff PEE BEE STREAM RESTORATION
767 — mm ENVIRONMENTAL BANC AND EXCHANGE
FNc�NE
Tmjt PLANTING PLANS
?AN 9c" AS NOTED ORM sY NO. �mao
i ► : ( �.�
1/9/2014 cm- By SGG 1058 P--5
DrTI BY MY. DSBCRIP'Dom
_ f
} ,,:,,,;,:�, - ,,• ;` LOCATIO EY
PROPOSED
DALE LEGEND
BRANCH
EXSITING WETLANDS
(NO PLANTINGS)
BUFFER
Z --'Z PLANTINGS
j% ,! l� r !.'l r /f i /l! ! /r` /i f / ,// / f f / X'' '/ y / f /, ~4 `►"+ '\ `\\
/f /,; f...' �.. �f i% i ;.-.,C f f f/ // / f�i r� f •, ff /f y --_- - ,,� • - - -
\
l
/ i
/
�,��� f,, ../''
�JJ�IC( - -
! .' /` : r / ` ' f ✓ � /yam.. r i , i .. _ / ` � >i •%� .�'. % ` /
J - -
,PROPOSED PERMANENT
STREAM CROSSING PIPED '
' � � ; �/ r; / , , -/ __ / 'y _ • � ,' ! ; � - .,,� / ' , j` ,fin f
' ,- �' '; is -• /, ,,' � r. --�"� - � �, :. - ,�..:. -- - - -- - .,.____ f j s ; / ;�. � ' ; J ° '' �,,� , .� _ � k
y
EXISTING
CLARKS
CREEK
•
50 0 50 150 DALE
SCALE IN FEET BRANCH

` \',`� _\ \. �� � 1 � \ fir' \, J ..•° -� `` `'--� -- --
I IN
EXISTING MATURE ,:
VEGETATION i ''�
(NO PLANTINGS)
/
f
;f
.- /" `- �/' i' �' '/' f'� f / ;iii" �:� � �• `} �-
r
t
/
f-
.l
t�
is
,f
/
,r
EXISTING MATURE
PROPOSED VEGETATION
LOCATION KEY
(NO PLANTINGS)
HUDSON �,, \,�., _..__- "
BRANCH \�' ~`--
—_ �.._ --' -- LEGEND
BUFFER
! fit=
f PLANTINGS
PROPOSED - ,
/ _' JERRY `
_
BRANCH`.,
PROPOSED BMP
(NO PLANTINGS)
Imo.,, /�i / � / 1 / �•_^ _ `•`'\..- ,.. \.
ol
ol
-_
I
_
}
/
- — EXISTING MATURE
rte`
... --:: f ` - J'•. 333 '/
- -
. \,., \, _ _ _ / -,� o }✓_ : \'` _ - _ - -, - -_ __ - VEGETATION
_
NO PLANTINGS
_
' \ \
EXISTING MATURE � _ - :.•-" ;' ,
,
VEGETATION ATI N _
O PLANTINGS
eK
_
�. \ _ti •' \' - � /- �_ --_ - _. —__.. .r' -.._ _ —._. _ - ,/ / i 1. / i
" __. yam. \. �•. `.' -,_ \ ., , • .... ., .` -.._ ! - - -'�' - - f . - - __. —.._ -- ---- - - _-- i j I I ; ...,. ,. -�M1
PROPOSED PERMANENT
STREAM CROSSING (PIPED)
50 0 50 150
SCALE IN FEET
a
- -�..- - -- '.�- � '!,' 'ice ,' ✓ `;`��
,•.,�, �
j-
f
JERRY BRANCH

C)
M
lmm�
V
W
ti
O
a
W
W
U
e
1131
i sa` 43
TO ALBEAWLE
.. 1139 f 5ufnrr Fork
Licul i)\ 8s��tiet
LlniKt! 17[!Iha ii l a
� 1.2M1 l
l 122% 1
1
t1�ifP.3Rl %�1 \111
1
AML Zim 1174
1171 1139
,3g
73
1112
DEE a
IJ 7-174
/J
I 1
i Pee Dee °
I 1113 17J
3174
Ili4
73
T
1111
4
311_
?L3
J �
VICINITY
NOT TO SCAT
SHEET INDEX
SHEET NO.
DESCRIPTIOT
EC -1
TITLE SHEET
EC -2
EROSION CO.
EC -3 - EC -3A
EROSION CO
EC -4
EROSION CO.
EC -5 -EC I I
EROSION CO.
ENVIRONMENTAL BANC A EXCHANGE
STATE
W iIMSCT NO.
SHEET NO.
TOTAL SHEETS
NC
95350
1
12
Final, Plans 1/9/2014
PEEDEE
. _ gY11, .. MBC!llQli L►'iR iPP10Yl�
REVISIONS
STREA Al j RESTORA Tjj
14 Kffim Mel mWiff"alms"ok mitm g ''
150 0 150 450
SITE PLAN SHEET
50 0 50 150
PLAN SHEETS
PROPOSED RESTORATION:
THOMPSON CREEK
DALE BRANCH
JERRY BRANCH
HUDSON BRANCH
PROPOSED ENHANCEMENT:
THOMPSON CREEK
DALE BRANCH
TOTAL LENGTH
= 1314 FT
= 2955 FT
= 1670 FT
= 53 FT
= 250 FT
= 375 FT
= 6617 FT
Prepared by:
00 Ect9e ENCIEWUN
Wolf Creek Engineering, PIIc
License No. P -0417
7 Florida Avenue
Weaverville, North Carolina 28787
Phone: [phone]
www.wolfcreekeng,com
A�'.,
SEAL —
021767
Ile
S FtiGINE�� ? .�•`
P OJECT E GINEER
!EROSION CONTROL PLANS I
Prepared for:
Tommy Cousins
PROJECT MANAGER

GENERAL NOTES:
DISTURBED ACREAGE: 32.25 ACRES INCLUDING CONSTRUCTION EASEMENT
SITE SOILS: BADIN - GOLDSTON COMPLEX, BADIN- TARRUS COMPLEX, CHENNEBY SILT
LOAM, AND GOLDSTON- -BADIN COMPLEX
1. THE CONTRACTOR SHALL INSTALL AND MAINTAIN THROUGHOUT THE DURATION OF
CONSTRUCTION ALL EROSION CONTROL MEASURES IN ACCORDANCE WITH THESE PLANS AND
IN ACCORDANCE WITH APPLICABLE EROSION AND SEDIMENT CONTROL REGULATIONS.
2. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE
NORTH CAROLINA EROSION AND SEDIMENT CONTROL REGULATIONS, U.S. DEPARTMENT OF
AGRICULTURE, AND U.S. NATURAL RESOURCES CONSERVATION SERVICE REGULATIONS.
3. THE CONTRACTOR SHALL CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND
STRUCTURES TO MINIMIZE EROSION.
4. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED CONTINUOUSLY,
RELOCATED WHEN AND AS NECESSARY, AND SHALL BE CHECKED AFTER EVERY RAINFALL.
SEEDED AREAS SHALL BE CHECKED REGULARLY AND SHALL BE WATERED, FERTILIZED,
RE- SEEDED, AND MULCHED AS NECESSARY TO OBTAIN A DENSE STAND OF GRASS. IF ANY
MEASURE IS FOUND TO BE DAMAGED, DEFICIENT, OR UNSTABLE IT SHALL BE REPAIRED
IMMEDIATELY.
5. DISTURBED AREAS THAT ARE NOT OTHERWISE STABILIZED SHALL BE AMENDED AND SEEDED,
TEMPORARILY OR PERMANENTLY IN ACCORDANCE WITH THE NORTH CAROLINA SEDIMENT
CONTROL REGULATIONS. PERMANENT SEEDING AND GRASS ESTABLISHMENT ARE REQUIRED
PRIOR TO PROJECT COMPLETION AND ACCEPTANCE.
6. ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER
THAN 3:1 SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND
COVER WITHIN 7 DAYS OF ANY LAND- DISTURBING ACTIVITY.
7. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN
14 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO
LONGER NEEDED. TRAPPED SEDIMENT AND DISTURBED SOIL AREAS RESULTING FROM THE
DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT
FURTHER EROSION AND SEDIMENTATION.
8. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD
SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL
BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A
SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER
SEDIMENT IS REMOVED IN THIS. MANNER.
9. A CONSTRUCTION ENTRANCE SHALL BE INSTALLED AT ALL ACCESS POINTS FROM ANY
PUBLIC ROAD. WHEN A CRUSHED STONE CONSTRUCTION ENTRANCE HAS BEEN COVERED
WITH SOIL OR HAS BEEN PUSHED INTO THE SOIL BY CONSTRUCTION TRAFFIC, IT SHALL BE
REPLACED WITH A DEPTH OF STONE EQUAL TO THAT OF THE ORIGINAL APPLICATION.
10, ALL DRAINAGE INLETS SHALL BE PROTECTED FROM SILTATION. INEFFECTIVE PROTECTION
DEVICES SHALL BE IMMEDIATELY REPLACED AND THE INLET CLEANED. FLUSHING IS NOT AN
ACCEPTABLE METHOD OF CLEANING.
11. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES SHALL BE STABILIZED OR
PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE CONTRACTOR SHALL BE RESPONSIBLE
FOR THE TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES
ON SITE AS WELL AS SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE.
12. SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER
MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY
LAND DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND
DISTURBANCE TAKES PLACE.
13. STABILIZATION MEASURES SHALL BE APPLIED TO STRUCTURES SUCH AS DAMS, DIKES, AND
DIVERSIONS, IMMEDIATELY AFTER INSTALLATION.
14. ALL SILT BASINS, SILT TRAPS, AND SEDIMENT BASINS SHALL BE CLEANED OUT WHEN HALF
OF THE CAPACITY HAS BEEN REACHED.
15. A PUMP AROUND OPERATION SHALL BE USED TO DIVERT FLOW DURING CONSTRUCTION.
16. CONSTRUCTION ACTIVITIES SHALL BE LIMITED TO AREA INSIDE THE CONSERVATION EASEMENT
AND THE TEMPORARY CONSTRUCTION EASEMENT.
SITE PRESERVATION AGREEMENT:
CONSTRUCTION SEQUENCE
SEDIMENT & EROSION CONTROL LEGEND
THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING
THE CONTRACTOR SHALL FOLLOW THE SEQUENCE OF CONSTRUCTION IN ACCORDANCE WITH THE
ANY DAMAGE BY THE CONTRACTOR TO EXISTING FACILITIES
PLANS AND AS DIRECTED BY THE ENGINEER.
INCLUDING BUT NOT LIMITED TO ROADS, GATES, FENCES,
PROPERTY BOUNDARY ........................................ ..•••• ---- -- - - --
CURBS, AND UTILITIES. CONSTRUCTION ENTRANCES SHALL BE
INSTALLED AT ALL ACCESS LOCATIONS PER THE PLANS AND
THE CONTRACTOR SHALE. CONDUCT STREAM WORK, -INCLUDING INSTALLATION OF IN- STREAM
STRUCTURES, GRADING, STABILIZATION MEASURES, AND SEEDING AND MULCHING, ON A SECTION
CONSTRUCTION ENTRANCE
SPECIFICATIONS.
OF STREAM THAT CAN BE ENTIRELY COMPLETED IN A SINGLE DAY.
........ ...............................
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY
IMPROVEMENT TO THE ROAD CONDITION, GATES, AND FENCES,
1. THE CONTRACTOR SHALL IDENTIFY THE PROJECT BOUNDARY, LIMITS OF DISTURBANCE,
-
SiYi. I■t■ T FENCE ...... i ......................... .......a...s..,.►...........a.•
REQUIRED FOR ACCESS DURING CONSTRUCTION.
SENSITIVE AREAS, STAGING AREAS, AND CONSTRUCTION ENTRANCES WITH THE ENGINEER.
2. THE CONTRACTOR SHALL PREPARE STABILIZED CONSTRUCTION ENTRANCES AS INDICATED ON
LIMITS OF DIS' TU' RBANCE ........... ............................... •- -
EROSION CONTROL MEASURES DURING CONSTRUCTION:
THE PLAN.
.
DURING CONSTRUCTION THE CONTRACTOR SHALL BE
RESPONSIBLE FOR INSTALLING ADDITIONAL EROSION CONTROL
3. THE CONTRACTOR SHALL MOBILIZE EQUIPMENT, MATERIALS, PREPARE STAGING AREAS, AND
STOCKPILE AREAS AS SHOWN ON THE PLANS.
TEMPORARY. STREAM CROSSING . ............................... TIC
MEASURES NOT SHOWN ON THE PLANS BUT NECESSARY TO
4. CONSTRUCTION TRAFFIC TO BE LIMITED TO "LIMITS OF DISTURBANCE" AS INDICATED ON THE
CONTROL EXCESS SEDIMENT, IF DETERMINED BY THE
ENGINEER.
CONSTRUCTION PLANS AND AS DIRECTED BY THE ENGINEER.
5. THE CONTRACTOR SHALL INSTALL ALL TEMPORARY ROCK CHECK DAMS, SILT FENCE, TREE
TEMPORARY STAGING AREA ....... ...............................
PROTECTION FENCE, AND MULCHING AROUND ALL CONSTRUCTION AREAS INCLUDING STAGING
STAGING AND STOCKPILE AREAS:
SPECIFIED AREAS SHOWN ON THE PLANS HAVE BEEN
AND STOCKPILE AREAS AS INDICATED ON THE CONSTRUCTION PLANS AND AS DIRECTED BY
THE ENGINEER.
EXISTING WETLANDS ................... ............................... W W
ESTABLISHED AS STAGING AND STOCKPILE AREAS. THE
CONTRACTOR MAY ESTABLISH ADDITIONAL STAGING AND
6. THE CONTRACTOR SHALL INSTALL ALL TEMPORARY STREAM CROSSINGS AS SHOWN ON THE
PLANS. DITCHES AND STREAM REACHES WILL BE LEFT OPEN DURING INITIAL PHASES OF
PUMP LOCATION ......................... ...............................
STOCKPILE AREAS ALONG THE PROJECT, AS NECESSARY, TO
CONSTRUCTION TO ALLOW FOR DRAINAGE AND TO KEEP SITE ACCESSIBLE.
CARRY OUT THE WORK. ALL STAGING AND STOCKPILE AREAS
MUST BE INSIDE THE LIMITS OF DISTURBANCE AND APPROVED
7. PUMP - AROUND OPERATION SHALL BE USED TO DIVERT FLOW DURING CONSTRUCTION EXCEPT
AS ALLOWED BY THE ENGINEER. ALL EXCAVATION SHALL BE PERFORMED IN THE DRY OR IN
STILLING BASIN LOCATION ......... ............................... rJ
BY THE ENGINEER. SILT FENCE SHALL BE REQUIRED IN
ISOLATED REACHES EXCEPT AS ALLOWED BY THE ENGINEER.
AREAS WHERE LOOSE SOIL HAS BEEN PLACED IN THE
8. THE CONTRACTOR SHALL BEGIN CLEARING, FLOODPLAIN EXCAVATION, AND GRADING WORK TO
ROCK SILT CHECK ...................... ...............................
<
STAGING AND STOCKPILE AREAS.
DESIGN GRADES AT THE UPSTREAM END OF EACH CHANNEL AS INDICATED ON THE
CONSTRUCTION PLANS. THE CONTRACTOR SHALL NOT DISTURB ANY MORE FLOODPLAIN AREA
MISCELLANEOUS:
LARGER AND STREAM REACH LONGER THAN CAN STABILIZED IN ONE DAY,
THE CONTRACTOR SHALL BE RESPONSIBLE FOR HAVING A
9• ONCE A SECTION OF STREAM AND FLOODPLAIN HAVE BEEN EXCAVATED TO DESIGN GRADES,
RAIN GAUGE ON THE PROJECT SITE AND FOR RECORDING
IN- STREAM STRUCTURES, MATTING, AND TRANSPLANTS SHALL BE INSTALLED IN THAT
DAILY RAINFALL AMOUNTS DURING CONSTRUCTION.
SECTION. EXISTING BED MATERIAL SHALL BE HARVESTED AND PLACED IN THE CONSTRUCTED
CHANNEL DURING PUMP - AROUND OPERATIONS SO THAT BOTH CHANNELS ARE IN THE DRY
DURING CONSTRUCTION ACTIVITIES.
10. THE CONTRACTOR SHALL BEGIN INSTALLING IN- STREAM STRUCTURES FROM THE UPSTREAM
SECTION WORKING DOWNSTREAM. AL CONSTRUCTION WORK IS TO BE PERFORMED IN THE
D& UNLESS OTHERWISE DIRECTED BY THE ENGINEER OR OTHER REGULATORY AGENCY. IF
EXCESSIVE SEDIMENTATION DOWNSTREAM BECOMES A CONCERN, THE ENGINEER OR PROJECT
MANAGER IN CHARGE MAY DIRECT THE CONTRACTOR TO INSTALL A TEMPORARY ROCK CHECK
PHASING OF WORK:
DAM AND SETTLING BASIN DOWNSTREAM. THIS AREA IS TO BE MAINTAINED ON A REGULAR
1. CONSTRUCT PIPE CROSSING ON JERRY BRANCH
BASIS BY THE CONTRACTOR.
11.ONCE A STREAM WORK PHASE IS COMPLETE, THE CONTRACTOR WILL APPLY TEMPORARY
UPSTREAM OF RESTORATION WORK. CONSTRUCT JERRY
PERMANENT SEEDING, AND MULCH TO ALL AREAS DISTURBED DURING
BRANCH FROM STA 300 +35 TO STA 317 +24. THIS
.SEEDING,
CONSTRUCTION. TEMPORARY AND PERMANENT SEEDING MIXTURES WILL BE APPLIED AS
PHASE INCLUDES CONSTRUCTION OF HUDSON BRANCH.
2. CONSTRUCT DALE BRANCH FROM STA 200 +00 TO STA
SHOWN ON THE PLANTING PLAN. TEMPORARY SEEDING WILL BE APPLIED IN ALL AREAS
234 +50.
SUSCEPTIBLE TO EROSION SUCH THAT GROUND COVER IS ESTABLISHED WITHIN 7 WORKING
3. CONSTRUCT PIPE CROSSING ON THOMPSON CREEK
DAYS FOLLOWING COMPLETION OF ANY GRADING PHASE. PERMANENT GROUND COVER WILL
UPSTREAM OF RESTORATION WORK. CONSTRUCT
BE ESTABLISHED FOR ALL DISTURBED AREAS WITHIN 15 WORKING DAYS FOLLOWING
THOMPSON CREEK FROM STA 100 +00 TO STA
COMPLETION OF CONSTRUCTION.
12. ALL SEEDING AND MULCHING SHALL BE COMPLETED BEFORE LEAVING THE PROJECT SITE
116 +61.
ALONG WITH REMOVAL OF ANY TEMPORARY STREAM CROSSINGS AND TEMPORARY CHECK
DAMS.
13. THE CONTRACTOR OR OTHER QUALIFIED PERSONNEL SHALL PLANT ALL WOODY VEGETATION
AND INSTALL LIVE STAKING ACCORDING TO THE PLANTING DETAILS AND SPECIFICATIONS. ALL
PERMANENT SEEDING AND PLANTINGS SHALL BE PERFORMED DURING THE APPROPRIATE TIME
OF YEAR.
14. THE CONTRACTOR SHALL ENSURE THAT THE SITE IS FREE OF TRASH AND LEFTOVER
MATERIALS PRIOR TO DEMOBILIZATION OF EQUIPMENT FROM THE SITE.

8' MAX WITH WIRE
6' MAX WITHOUT WIRE
POST (SEE NOTE 1)
WIRE BACKING
14 GAUGE WIRE (MIN) IMPEI
k FILTER FABRIC (SEE NOTE 2)
6- SPACING (MAX) r__T'L V/- DIKE
BACKFILL WITH EARTH
AFTER PLACING FILTER _'*"�
FABRIC IN TRENCH
I jl �`I
CONS-rj� 01V Lj
UCT/ Af?EA 4» 8"
l O 18- DEPTH (MIN)
NOTES:
1. POSTS SHALL BE EITHER 4—IN THICK PINE, 2—IN THICK OAK, OR 1.33 LB/LF
STEEL WITH A MINIMUM LENGTH OF 4—FT. STEEL POSTS SHALL HAVE
PROJECTIONS TO FACILITATE FASTENING FABRIC.
2. FILTER FABRIC SHALL MEET THE FOLLOWING:
A) MINIMUM WIDTH OF 36 INCHES.
8) EOS NOT LARGER THAN U.S. STANDARD SIEVE NO. 70
C) GRAB STRENGTH 90-120 L8.
D) CONFORM TO ASTM D-1682 OR ASTM D-177
3. SILT FENCES TO BE INSTALLED IN LOCATIONS AS SHOWN ON THE EROSION
AND SEDIMENT CONTROL PLAN AND AS DIRECTED BY THE ENGINEER PRIOR TO
BEGINNING OF CONSTRUCTION TO CONTROL SEDIMENT.
4. SILT FENCES TO BE MAINTAINED AND CLEANED AS NECESSARY TO MAINTAIN IN
FUNCTIONAL CONDITION. SILT FENCES SHALL BE INSPECTED AT LEAST ONCE A
WEEK AND AFTER EACH RAINFALL EVENT,
5. SILT FENCES TO BE REMOVED AND THE AREA TO BE RESTORED TO ITS
NATURAL CONDITION WHEN PERMANENT EROSION AND SEDIMENT CONTROL
PROCEDURES ARE EFFECTIVE.
TEMPORARY SILT FENCE,
N.T.S.
NOTES:
1. MAINTAIN CONSTRUCTION ENTRANCE IN CONDITION
NECESSARY TO PREVENT MUD OR SEDIMENT FROM
LEAVING THE SITE.
2. IMMEDIATELY REMOVE ANY OBJECTIONABLE MATERIAL
SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
CONSTRUCTION ENTRANCE
N.T.S.
SEQUENCE
OF CONSTRUCTION
UCENSE NO. P-0417
7 norida Ave Weavervflle, I
FOR TYPICAL PUMP-AROUND
B
8
PHONE: [phone] WWW.WOLFCRE
PEE DEE STREAM RESTORATION
TEMPORARY 1
INSTALL STILLING BASINS.
6
ENVIRONMENTAL BANC AND EXCHANGE
FLEXIBLE HOSE 2.
INSTALL UPSTREAM PUMP AND TEMPORARY FLEXIBLE
HOSE.
EXISTING CHANNEL
%,,!
EROSION CONTROL DETAIL
3.
PLACE UPSTREAM IMPERVIOUS DIKE AND BEGIN
IG
A 'f A,
scm mm. a pRoj= M.
PUMPING OPERATIONS FOR STREAM DIVERSION.
AS NOTED
DA" 1/9/2014 cum
cme
By SGG
1058
4.
PLACE DOWNSTREAM IMPERVIOUS DIKE AND PUMPING .
APPARATUS. DEWATER ENTRAPPED .AREA.
_ 2-
NY
mm.
Dyscmmon
5.
PERFORM STREAM RESTORATION WORK IN
ACCORDANCE WITH THE PLANS.
6.
EXCAVATE ANY ACCUMULATED SILT AND DEWATER
BEFORE REMOVAL OF IMPERIOUS DIKES. REMOVE
IMPERVIOUS DIKES, PUMPS, AND TEMPORARY
<
Q
FLEXIBLE HOSE. (DOWNSTREAM DIKE FIRST).
U-
>
7.
ALL GRADING AND STABILIZATION MUST BE
COMPLETED WITHIN THE PUMP—AROUND AREA
a_
a-
BETWEEN THE IMPERVIOUS DIKES. THE
CONTRACTOR IS RESPONSIBLE FOR DETERMINING
THE LOCATION OF THE IMPERVIOUS DIKES.
8.
REMOVE STILLING BASINS AND BACKFILL.
STABILIZED DISTURBED AREA WITH SEED AND
IMPERVIOUS DIKE
MULCH.
PLAN
IMPERVIOUS DIKE NOTES:
N.T.S.
1.
ALL EXCAVATION SHALL BE PERFORMED IN ONLY
DRY OR ISOLATED SECTIONS OF THE CHANNEL.
2.
IMPERVIOUS DIKES ARE TO BE USED TO ISOLATE
NO. 57 STONE
STILLING BASIN
WORK FROM STREAM FLOW WHEN NECESSARY.
6" THICK (MIN)
3.
ALL GRADED AREAS SHALL BE STABILIZED WITHIN
20 IMPERVIOUS RUBBERIZED
4.
24 HOURS.
MAINTENANCE OF STREAM FLOW OPERATION SHALL
(MIN) OR PLASTIC SHEETING
PUMP INTAKE IMMEDIATELY
BE INCIDENTAL TO THE WORK. THIS INCLUDES
UPSTREAM OF DIKE
5.
SHEETING, DIVERSIONS PIPES, PUMPS AND HOSES.
PUMPS AND HOSES SHALL BE OF SUFFICIENT SIZE
. . . . . . .
MIN. HEIGHT REQ'D TO PROVIDE
ADEQU ATE POOL FOR PUMP INTAKE.
TO DEWATER THE WORK AREA.
BASE FLOW-
PUMP-AROUND OPERATION (TYP)
ul
N.T.S.
KEY SHEETING INTO GEOTEXTILE FABRIC
STREAM BED AND CLASS 'B' RIPRAP
BACKFILL
SPECIAL STILLING BASIN
NATURAL IMPERVIOUS DIKE
GROUND PROVIDE STABILIZED OUTLET SECTION A-A
TO EXISTING CHANNEL
-------- I ­N N.T.S.
15' (MIN) �s \ -1 CONSTRUCT OVERFLOW WEIR
S EDIMENT CONTROL NE GROUND I EXISTING NATURAL TO PREVENT BANK EROSION.
8- DEPTH (MIN) CHANNEL
FILTER FABRIC
"A4
SPECIAL STILLING BASIN na
WITH ROCK PAD
N.T.S.
1' MIN — 5'
NO. 57 STONE
6" MIN
FLOW
5' MAX
377
12" STONE
OVERFLOW WEIR WIDTH
NATURAL SHALL BE % OF
GROUND CHANNEL WIDTH
12" STONE
TEMPORARY ROCK
CHECK DAM
N.T.S.
z
C14
GEOTEXTILE FABRIC
IMPERVIOUS DIKE
SECTION B-B,
N.T.S.
NOTE:
PROVIDE FENCE AS SHOWN ON PLAN. PROVIDE
AT LEAST ONE FOOT OF DISTANCE FROM TREE
TO FENCE FOR EACH INCH OF TREE DBH.
LOCATE FENCE OUTSIDE OF CRITICAL ROOT ZONE.
TREE PROTECTION FENCE
N.T.S.
CE 0

MIN. OVERLAP TO BE
DETERMINED BY
CONTRACTOR
TIMBER MATS (SIZE
TO BE DETERMINED
BY CONTRACTOR)
NATURAL
GROUND
""—EXISTING CHANNEL
TEMPORARY STREAM
CROSSING TIMBER MAT
N.T.S.
NOTES
1. CONTRACTOR SHALL USE TIMBER MATS FOR ALL TEMPORARY
STREAM CROSSINGS EXCEPT WHERE PERMANENT PIPE OR FORD
CROSSINGS ARE USED.
2. TIMBER MATS ARE TO BE SUFFICIENTLY LONG TO EXTEND BEYOND
THE BANK SO THAT BANK FAILURE IS PREVENTED.
3. ALL TEMPORARY STREAM CROSSINGS SHALL BE MAINTAINED IN
GOOD WORKING CONDITION. REGULAR INSPECTION AND
MAINTENANCE OF CROSSINGS IS THE RESPONSIBILITY OF THE
CONTRACTOR.
z
AT
2 "X2 "X 18" HARDWOOD
COIR FIBER
a
2' (MIN)
MATTING
STAKES ON 2 CENTERS
MATTING
TOP OF BANK
CL
ANCHOR OVERLAP
ON 1 CENTERS
TOE MATTING INTO CHANNEL BED
0
BANKFULL
BENCH
N. T S: MATTING TO
as
BY INSTALLING BED MATERIAL
BE UNDERLAIN BY
AFTER INSTALLATION OF MATTING o
TOPSOIL %SOD, SEED
ANCHORS ON
ui
p
AND STRAW.
3' CENTERS
2. MATTING SHALL
DIRECTION
SEED AND
BE INSTALLED PRIOR
OF FLO&
STRAW
2 "X2 "X18" HARDWOOD
TO THE INTRODUCTION
TOPSOIL AND SOD
STAKES ON 2 CENTERS
OF WATER TO A
SALVAGED FROM SITE
STREAM SECTION.
BED MATERIAL
NOTCHED ANCHORS
ON 3' CENTERS
2 "X2 "X18" HARDWOOD
\-2"X2"Xl8"
STAKES ON 2' CENTERS
6" OVERLAY
HARDWOOD
BANK PROTECTION
{MIN.}
STAKES ON 2' CENTERS
SOD AND MAT
COIR
FIBER MATTING DETAIL PLAN VIEW
NOT TO SCALE
NOT TO SCALE

c
Y
PROPOSED
TEMPORARY V
HUAL ROUTE \
1 PROPOSED
LIMITS OF
DISTURBANCE
` 1
� I 1
1
.1
\ i
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SCALE IN FEET �----- -- "'�.�`-- - -- - -'

\ \
PROPOSED PERMANENT i
STREAM CROSSING (PIPED)
\ \ EXISTING
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SCALE IN FEET
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JERRY BRANCH

wolf cme
ua0llr, ENGINEERING & EI
MCEM
7 Florida Ave
PHONE: [phone]
S PEE DEE STREAM
7 ENVIRONMENTAL BAl
ACIN6� e .� °` EROSION CON4
ANT
HIM
HI Illaaa% AS NOTES ' n Ni
/ / -y '• 1/9/2014 -SC
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fZT1 _ JERRY r
1 _ c - BRANCH \
— T PROPOSED BMP
Ln
USE EXISTING FARM
ROAD FOR HAUL �\ .� i S5
- - — ROUTE
PROPOSED \ \ ` ' — �. \\ • ` / /
TEMPORARY
HAUL ROUTE
EXISTING PROPOSED PERMANENT *�• , > _
\c \ ,
��* \ FARM ROAD STREAM CROSSING (PIPED) 1
EXISTING
\ \ / FARM ROAD
9 i and 2
x ,
Tgr /. .
AT, �.� ..
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50 0 50 150
SCALE IN FEET JERRY BRANCH

l\GN�\N� S '
M_ I I
y,
M SHEET EC_ 10
50 0 50 150
SCALE IN FEET
DALE BRANCH

- f
PROPOSED ` 1
TEMPORARY
HAUL ROUTE
vo
\\ ;
-PROPOSED
DALE-
7 -
RANC ' -
i
1
C)�� PROPOSED BMP
1./
PROPOSED BMP

EXISTING
CLARKS
CREEK
SCALE�
DALE BRANCH

s
L . 13-3HS 3N�1dNW
03 !
� I
! PROPOSED
! ! TEMPORARY
! ' HAUL ROUTE
EXISTING
FARM ROAD
lv
PROPOSED PERMANENT
STREAM CROSSING (PIPED),
r
'S14
— —
P I
50 0 50 150
SCALE IN FEET
CREEK
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