20131140 Ver 1_Draft Mitigation Plans_20131023

OWolf Creek�-*-
ENGINEERING
October 21, 2013
Eric Kulz
NCDWQ - Program Development Unit
1650 Mail Service Center
Raleigh, NC 27699 -1650
RE: EEP Draft Mitigation Plan review for
Pee Dee Stream Restoration Site
Yadkin River Basin — CU# 03040104
Montgomery County, North Carolina
Contract No. 95350
Consultant Project No.: 1058 -PDEE
Mr. Kulz,
Wolf Creek Engineering, PLLC
Engineering and Environmental Consulting
We are transmitting herewith one (1) hard copy the Draft Mitigation Plan for the above referenced
project.
If you require any additional information, please advise.
Sincerely,
Wolf Cr ek Engineering pllc
Grant Ginn, E.
President
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7 Florida Avenue • Weaverville, NorEb Carolina 28787 • 828.658.3649 • www.wolfcreckeng.com

DRAFT
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:
osystem
_�,I1 iai e111eI�
PROGRAM
NC Department of Environment and Natural Resources
Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh, NC 27699 -1652
October 2013
Pee Dee NCEEP Mitigation Plan 2013
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OCT 2 3 2013
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DRAFT
MITIGATION PLAN
Pee Dee Stream Restoration Site
Montgomery County, North Carolina
Project No. 95350
Yadkin River Basin
Cataloging Unit 03040104
Prepared for:
Ecosystem
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:
o f WCree
EIN
Wolf Creek Engineering, PLLC
7 Florida Avenue
Weaverville, NC 28787
(828) 658 -3649
October 2013
Pee Dee NCEEP Mitigation Plan 2013

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 H 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 1

Pee Dee NCEEP Mitigation Plan 2013 11

Table of Contents
10 RESTORATION PROJECT GOALS AND OBJECTIVES ..
2 0 SITE SELECTION
2 1 Directions to Site
2 2 Site Selection
3 0 SITE PROTECTION INSTRUMENT . .. .......
4 0 BASELINE INFORMATION
4 1 Project Information
4 2 Reach Summary Information
4 3 Wetland Summary Information
4 4 Regulatory Considerations
5 0 DETERMINATION OF CREDITS.
6 0 CREDIT RELEASE SCHEDULE
7 0 MITIGATION WORK PLAN
7 1 Description of Target Stream and Vegetation Communities
7 2 Design Narrative
8 0 MAINTENANCE PLAN
9 0 PERFORMANCE STANDARDS
10 0 MONITORING REQUIREMENTS
11 0 LONG -TERM MANAGEMENT PLAN
12 0 ADAPTIVE MANAGEMENT PLAN
13 0- FINANCIAL ASSURANCES
14 0 OTHER INFORMATION
14 1 DEFINITIONS ...
14 2 REFERENCES
Figure 1- Site Vicinity Map
Figure 2- Watershed Map
Figure 3- Soils Map
Figure 4- Existmg Hydrologic Features Map
Figure 5- Historic Conditions Map
Figure 6- Site Protection Instrument Figure
Figure 7- Proposed Hydrologic Features Map
Figure 8- Monitoring Features Map
APPENDICES
Appendix A Site Protection Instruments
Appendix B Baseline Information Data
Appendix C Mitigation Work Plan Data and Analyses
Appendix D Project Plan Sheets
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Pee Dee NCEEP Mitigation Plan 2013 ���

Pee Dee NCEEP Mitigation Plan 2013 IV

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 littp://www.nceep.iiet/sei-\,ices/restplails/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 macro invertebrate 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 1 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

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 Inns 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 35015'26 95" N and longitude 80 °01'47 83" W
2.2 Site Selection
2.23 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 grazmg 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 HUC 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 3

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 miZ (59 acres) and the drainage
area of Jerry Branch at the downstream end of the Site is 0 158 miZ (101 acres) Land use within the
watershed consists of 56 % pasture, 17% forest, 15% pme 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 metavolcamc 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 mterbedded 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 mfluence 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 Badm - Goldston complex, Badin- Tarrus complex, Chenneby silt loam, and
Goldston -Badm 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 i
deep- rooted vegetation and unstable channel characteristics appear to have contributed to the degradation S
of stream banks
The current landowner has owned the property since 1954 The land was originally used as a dairy farm r
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 4

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 C) 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 10
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 10 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 (BEM) 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 17 The bank - height ratios on
Thompson are typically within the range of 14 to 3 3 Additionally, the BWI values range for 1 1 to 12
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
Thompson Creek, below the pond, has a limited riparian buffer consisting of the invasive species
multiflora rose (Rosa multiflora) and Chinese privet (Ligustrum smense) 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 5

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 12 to 2 0 while the MDI values typically
range from 17 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 tunes 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 floodplam where it becomes
deeply incised in the floodplam 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 14 to 2 6. The bank - height ratios on Jerry are j
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 6 ! '

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 grams 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
t►mescale 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

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WATERSHED MAP
PEE DEE RESTORATION SITE N FIGURE
olf Cree Montgomery Mtme County, North Carolina
A
ENGINEEwN USGS Topographic Map
0 225 450 900 1,350 1,800
Feet
Date: 1U/k3/2U1

Date: 10/1/2013

Date: 6/18/2013

1058 -PDEE PEE DEE STREAM RESTORATION • PHOTOS
Photo 1: Thompson Creek facing downstream 12/4/12
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
Photo 6: Thompson Creek facing downstream 12/4/12

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
Photo 11: Dale Branch facing downstream 12/4/12
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

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
186
385333
Easement
The land protection instrument(s) have not been finalized and recorded The template /preliminary
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
Pee Dee NCEEP Mitigation Plan 2013 30
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4.1 Project Information
Project Name
Pee Dee Stream Restoration
County
Montgomery County
Project Area (acres)
18 6 ac
Project Coordinates (latitude and lon etude
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 -basm
03 -07 -10
Project Drainage Area (acres)
286
Project Drainage Area Percentage of Impervious
Area
<10%
CGIA Land Use Classification
2 0103 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
II
II
H
Drainage area
102
58
83
19
NCDWQ stream identification score
305
34
305
N/A
NCDWQ Water Quality Classification
C
C
C
C
Morphological Descnphon (stream type) (Rosgen)
G4
G5
G5
G5
Evolution trend (Ros en )
IV
IV
IV
IV
Underlying mapped sods
GoE, BeC2 BaC2
GoE, CnA
GoE, BaC2, BaB2
BaC2
Drainage class
Well - drained
Well - drained
Well - dramed
Well- drained
Sod H dric status
Non -H dric
Non -H dnc
Non -H dnc
Non -H dnc
Sloe
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 mvasive vegetation
30%
30%
30%
30%
4.3 Wetland Summa
Information
Parameters
Wetland 1
Wetland 2
Size of Wetland acres
030
010
Wetland Type (non- nparian, riparian nverme or
riparian non- nvenne )
Riparian
Non- Riverine
Riparian
Non- Rivenne
Mapped Soil Senes
GoE
CnA
Drainage class
B
B/D
Sod H dnc Status
H dnc
H dnc
Source of Hydrology
Groundwater
Groundwater
Hydrologic Im airment
None
None
Native vegetation commune
Non -tidal Freshwater Marsh
Non -tidal Freshwater Marsh
Percent composition of exotic invasive vegetation
15%
15%
4.4 Regulatory Considerations
Regulation
Applicable9
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 (CAMA
N/A
FEMA Flood lam Compliance
N/A
Essential Fisheries Habitat
N/A
ERTR
Pee Dee NCEEP Mitigation Plan 2013 30
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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 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
Station in /Location
Existing
Footage/Acreage
Approach
PI, P11 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 I
416.7
Enhancement 11
Creation
Preservation
High Quality
Preservation
BMP Elements
Element
Location
Purpose /Function
Notes
FB
Entire Site
Protect Stream
BMP Elements
BR = Bioretention Cell; SF = Sand Filter; SW = Stormwater Wetland; WDP = Wet Detention Pond; DDP = Dry Detention Pond; FS = Filter Strip; S = Grassed
Swale; LS = Level Spreader; NI = Natural Infiltration Area; FB = Forested Buffer
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
Forested Wetlands 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
3
Third year monitoring report demonstrates performance
10%
60%
standards are being met
4
Fourth year monitoring report demonstrates performance
10%
70%
standards are being met
5
Fifth year monitoring report demonstrates performance
10%
80%
standards are being met, Provided that all performance standards are met, the IRT
may allow the NCEEP to discontinue hydrologic monitonng after the fifth year, but
vegetation monitoring must continue for an additional two years after the fifth year
for a total of seven years
6
Sixth year monitoring report demonstrates performance
10%
90%
standards are being met
7
Seventh year monitoring report demonstrates performance
10%
100%
standards are being met, and project has received close -out
approval
Non - forested Wetlands 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
15%
55%
standards are being met
3
Third year monitoring report demonstrates performance
20%
75%
standards are being met
4
Fourth year monitoring report demonstrates performance
10%
85%
standards are being met
5
Fifth year monitoring report demonstrates performance
15%
100%
standards are being met and project has received closeout approval
Pee Dee NCEEP Mitigation Plan 2013 32

5
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
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
cnteria 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 H Rosgen classifications were conducted on Talbott's
Branch for a total of 309 LF (See Appendix C)
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 110 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 Venfication of bankfull was accomplished by plotting the bankfull cross sectional area against the
regional curve data (Appendix C) The graph indicates that the bankfull 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 venfication 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
i 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,
i 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 135c 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 dust 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
Reach 2 is proposed for Priority I restoration as a Type B4 stream with moderate sinuosity and an average
i channel slope of 2 2% Consideration was given to restoring the channel on its current grade since the
i 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
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
Pee Dee NCEEP Mitigation Plan 2013 35

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 floodplam 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 headcuttmg 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 floodplam 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
7.22 Restoration Methods
Restoration of Type B4 and B4c streams will consist of constructing a low sinuosity (1 05) stream with a
moderate width -depth ratio (13 -19) that accesses the floodplam at greater- than -bankf ill 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
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
Pee Dee NCEEP Mitigation Plan 2013 36

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 backf►lhng 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 burred 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 dust 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
L_ profile model Cross sections were taken through the channel and the adjacent valley at representative
locations throughout the project reach. Existing hydraulic conditions were evaluated and the model
calibrated based on available site data
Pee Dee NCEEP Mitigation Plan 2013 37

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 EEC -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
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
Pee Dee NCEEP Mitigation Plan 2013 38

I
I
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 sigmficant decrease in
stream power in all storm events The decrease in stream power is to be expected due to the proposed
mcrease 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

dI
i
1
Legend
BMP Location
I ] Proposed Permanent Pipe Crossing
Conservation Easement Boundary
Proposed Enhancement Intermittent
Proposed Restoration Intermittent
Proposed Restoration Perennial
Wetland
Property Boundary
911
PROPOSED CONDITIONS MAP
PEE DEE RESTORATION SITE N FIGURE
=J,Wo [ f C tee Montgomery County, North Carolina
ENGINEEKINC , V
0 150 300 600 900 1,200 7
Feet
Date: 7/23/2013

Date: 10/8/2013

8.0 MAINTENANCE PLAN
EBX will monitor the site on a regular basis and shall conduct a physical inspection of the site a mmmium
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 m -stream structures to prevent piping, securing of loose cow matting,
and supplemental installations of live stakes and other target vegetation
along the channel. Areas where storm water and floodplam 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 coin 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 mvasive 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 CDA) 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
I
Pee Dee NCEEP Mitigation Plan 2013 42

9.0 PERFORMANCE STANDARDS
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 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 matenals 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 a 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 l
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.
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 mmimum survival
Pee Dee NCEEP Mitigation Plan 2013 43

of 320 stems per acre by the end of the Year 3 monitoring period and a minimum of 260 stems per acre at
the end of Year 5 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
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 j4
project close -out
Required
Parameter
Quanti1y
Ereauency
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
�i
Pee Dee NCEEP Mitigation Plan 2013 44 i
1

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
-V' 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 gamed 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
i� 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- mvested in the
Endowment Account to offset losses due to inflation
s
Pee Dee NCEEP Mitigation Plan 2013 45

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 MiUgahon Plan 2013 46

14.0 OTHER INFORMATION
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. (1984) Bed - material entrainment and hydraulic geometry of gravel -bed rivers in Colorado.
Geological Society of America Bulletin, 95, 3 71 -3 78.
Environmental Data Resources, Inc. 2011. EDR Radius Map Report.
Faber - Langendoen, D., Rocchio, J., Schafale, M., Nordman, C., Pyne, M., Teague, J., Foti, T., Confer, 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), Conservingforest 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/ps/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, 2"d edition, Wildland Hydrology, Pagosa Springs, CO.
Pee Dee NCEEP Mitigation Plan 2013 47

APPENDIX A
SITE PROTECTION INSTRUMENT(S)

Exhibit A
[INSERT LEGAL DESCRIPTION]
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IN TESTIMONY WHEREOF, the Grantor has hereunto set his hand and seal, the day
and year first above written
(SEAL)
NORTH CAROLINA
COUNTY OF
I, , a Notary Public in and for the County and State
aforesaid, do hereby certify that , Grantor, personally appeared
before me this day and acknowledged the execution of the foregoing instrument
IN WITNESS WHEREOF, I have hereunto set my hand and Notary Seal this the
day of , 20_
Notary Public
My commission expires.
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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
t- 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
'v 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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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
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
NCEEP Full Delivery Conservation Easement Template adopted 13 August 2013
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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
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
E 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.
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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
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 J
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 -
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E. Industrial, Residential and Commercial Uses. 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
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, mmerals, 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
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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 Uses. 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.
The Grantor reserves the right, for himself, his successors and assigns, to operate motorized
vehicles within Crossing Area(s) described on the survey recorded in Plat Book ,
Page , of the Montgomery County Registry as "reserved stream crossing ". Said
crossing shall not exceed 60 feet in width, and must be maintained and repaired by Grantor, his
successors or assigns to prevent degradation of the Conservation Easement Area.
C. Educational Uses. 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.
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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 ' 2013 by Phillip B. Kee, PLS Number NC -4647
and recorded in the Montgomery County, North Carolina Register of Deeds at Plat Book 717
Page 745.
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:
I. 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
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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 13 August 2013
Page 2 of 11

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 day of , 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
Page 1 of 1 I

i
I
i�
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
1: General Project Information
Pro ect Name:
Pee Dee Stream RestoretionSlte
Count Name:
Montgomery County
EEP Number:
95350
Project Sponsor:
NCEEP
Project Contact Name:
Harry Tsomides
Project Contact Address:
5 Ravenscron Drive, Suite 102, Asheville, NC 28801
Project Contact E -mail:
ha [e-mail]
EEP Project Mana er: I Hany T5
Project
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:
c
l�
Date EEP Proje t Manager
Conditional Approved By:
Date For Division Administrator
FHWA
❑ Check this box if there are outstanding issues
Final Approval By:
Date For Division Administra
FHWA
Version 1.4, 8/18/05

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
Q N/A
3. Has a CAMA permit been secured?
❑ Yes
❑ No
[Z] N/A
4. Has NCDCM agreed that the project is consistent with the NC Coastal Management
❑ Yes
Program?
❑ No
0 N/A
Comprehensive Environmental Response, Compensation and Liability Act CERCLA
1. Is this a "full- delivery" project?
Q Yes
❑ No
2. Has the zoning /land use of the subject property and adjacent properties ever been
❑ Yes
designated as commercial or industrial?
Q 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?
0 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?
No
❑
N/A
5. As a result of a Phase II Site Assessment, are there known or potential hazardous
Yes
waste sites within the project area?
❑
No
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
❑� N/A
3. If the effects are adverse, have they been resolved?
❑ Yes
❑ No
0 N/A
Uniform Relocation Assistance and Real Property Acquisition Policies Act Uniform
Act
1. Is this a "full- delivery" project?
[Z]
Yes
❑
No
2. Does the project require the acquisition of real estate?
Yes
❑
No
❑
N/A
3. Was the property acquisition completed prior to the intent to use federal funds?
0
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

Part 3: Ground-Disturbing Activities
Response
American Indian Reli ious Freedom Act AIRFA
1. Is the project located in a county claimed as "territory" by the Eastern Band of ❑ Yes
Cherokee Indians? E] No
2. Is the site of religious importance to American Indians?
❑ Yes
E] No
❑ N/A
3. Is the project listed on, or eligible for listing on, the National Register of Historic
❑ Yes
Places?
[_1 No
E] N/A
4. Have the effects of the project on this site been considered?
❑ Yes
❑ No
❑� 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?
E] 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
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
0
N/A
4. Has a permit been obtained?
❑
Yes
❑
No
[Z]
N/A
Endangered Species Act ESA
1. Are federal Threatened and Endangered species and /or Designated Critical Habitat
Q Yes
listed for the county?
❑ No
2. Is Designated Critical Habitat or suitable habitat present for listed species?
❑ Yes
❑� No
❑ N/A
3. Are T &E species present or is the project being conducted in Designated Critical
❑ Yes
Habitat?
M No
❑ N/A
4. Is the project "likely to adversely affect' the species and /or "likely to adversely modify"
❑ Yes
Designated Critical Habitat?
Q 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
❑✓ 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 Policy Act FPPA
1. Will real estate be acquired?
Yes
❑ No
2. Has NRCS determined that the project contains prime, unique, statewide or locally
Q Yes
important farmland?
❑ No
❑ N/A
3. Has the completed Form AD -1006 been submitted to NRCS?
Q Yes
❑ No
❑ N/A
Fish and Wildlife Coordination Act FWCA
1. Will the project impound, divert, channel deepen, or otherwise control /modify any
0 Yes
water body?
❑ No
2. Have the USFWS and the NCWRC been consulted?
Q Yes
❑ No
❑ N/A
Land and Water Conservation Fund Act Section 6
1. Will the project require the conversion of such property to a use other than public,
❑ Yes
outdoor recreation?
E] No
2. Has the NPS approved of the conversion?
❑ Yes
❑ No
❑✓ N/A
Ma nuson- Stevens Fishery Conservation and Mana ement 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
❑✓ N/A
3. Is sufficient design information available to make a determination of the effect of the
❑ Yes
project on EFH?
❑ No
[Z] N/A
4. Will the project adversely affect EFH?
❑ Yes
❑ No
❑� N/A
5. Has consultation with NOAA- Fisheries occurred?
❑ Yes
❑ No
❑✓ N/A
Migratory Bird Treaty Act MBTA
1. Does the USFWS have any recommendations with the project relative to the MBTA?
❑ Yes
0 No
2. Have the USFWS recommendations been incorporated?
❑ Yes
❑ No
❑� N/A
Wilderness Act
1. Is the project in a Wilderness area?
❑ Yes
El No
2. Has a special use permit and /or easement been obtained from the maintaining
❑ Yes
federal agency?
❑ No
El N/A
Version 1.4, 8/18/05

NC nW(1 Ctrpnm ldpntifiratinn Fnrm Vercinn d_11 wix l
Date- y t b t S
Project/Site Q« Dec D,ti
Latitude. 5 y n, 54 b9
Evaluator. Vi tv""4
County ML_
Longitude* %D o2,`ba,
Total Points:
Stream Determination (circle one)
Other M' r t-ro
Stream is at least intermittent
3
Ephemeral Intermittent erenn a
e g Quad Name
if 2 19 or perennial if 2 30"
05
3
A Geomorphology (Subtotal =_J 5 )
Absent
Weak
Moderate
Strong
19 Continuity of channel bed and bank
0
1
2
3
2 Sinuosity of channel along thalweg
0
01 -
05
3
3 In- channel structure ex riffle -pool, step -pool,
ripple-pool se uence
0
_1
1
3
4 Particle size of stream substrate
0
0 5
1
1 5
5 Active /relict floodplam
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
0
9 Grade control
0
05
1
15
10 Natural valley
0
05
1
1
11 Second or greater order channel
No =
Yes = 3
° artificial ditches are not rated, see discussions in manual
R Hvrirnlnnv tSuhtntal = 11 1
12 Presence of Baseflow
0
1
2
( )
13 Iron oxidizing bacteria
19 Rooted upland plants in streambed
1
2
3
14 Leaf litter
15
20 Macrobenthos (note diversity and abundance)
05
0
15 Sediment on plants or debris
0
0
1
15
16 Organic debris lines or piles
0
0 5
1
1 5
17 Sod -based evidence of high water table?
No = 0
Yes 3
C Hinlnnv /Suhtntnl = 15C 1
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
3
21 Aquatic Mollusks
0
1
2
3
22 Fish
a
05
1
15
23 Crayfish
0
0
1
15
24 Amphibians
0
6-5
1
15
25 Algae
0
05
1
15
26 Wetland plants in streambed
FACW = 0 75, OBL = 15
Other = 0
`perennial streams may also be identified using other methods See p 35 of manual
Notes
Sketch
e!
I
r

NC DWO Stream Identification Form Version 4.11 w r+t 3
Date H 11"I l j
Project/Site Nt
Latitude: 35 2 514by'tJ
Evaluator V, w ", /5 MiAb.)
County.
Longitude 0150 o- 93�,
0
1
2
Total Points:
Stream Determination circle one)
Other
Stream is at least intermittent d Z 19 or erenmal if 2 30'
Ephemeral ntermittent Perennial
e g Quad Name
A Geomorphology (Subtotal= 12 5 )
Absent
Weak
Moderate
Strong
18 Continuity of channel bed and bank
0
1
2
3
2 Sinuosity of channel along thaiweg
0
1
®
3
3 In- channel structure ex n fle -pool, step -pool,
se uence
0
1
1
3
—ripple-pool
4 Particle size of stream substrate
0
+
2
3
5 Acbve /relict floodplain
0
1
2
3
6 Depositional bars or benches
0
©
2
3
7 Recent alluvial deposits
24 Amphibians
11 r
2
3
8 Headcuts
0
@ -e
2
3
9 Grade control
0
05
1
15
10 Natural valley
0
05
1
11 Second or greater order channel
No =(0)
Yes = 3
° artificial ditches are not rated, see discussions in manual
B Hvdroloov (Subtotal = ';l- 1
12 Presence of Baseflow
0
1
2
3Q
13 Iron oiadizing bacteria
19 Rooted upland plants in streambed
1
2
3
14 Leaf litter
15
1
®
0
15 Sediment on plants or debris
0
05
1
15
16 Organic debris lines or piles
0
2
1
15
117 Sod -based evidence of high water tables
No = 0
Yes = __
C Bioloav (Subtotal= 4 5 1
18 Fibrous roots in streambed
3_ �
1
0
19 Rooted upland plants in streambed
3F x
1
0
20 Macrobenthos (note diversity and abundance)
®
1
2
3
21 Aquatic Mollusks
1
2
3
22 Fish
®
05
1
is
23 Crayfish
®
05
1
15
24 Amphibians
0
05
1
15
25 Algae
0
1
15
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 IlW(1 Ctresam irtpntifientinn Farm Vercian 4.11
Date
ProjectlSite � j Pyo�
Latitude V4F i5 ��y
IL
Evaluator. S <!, of , tit
County � ,< <y «
Longitude - S U 93 l
Total Points:
Stream Determination (circle a
Other
Stream is at least intermittent
S 0.5
ent enni
Ephemeral Intermitt re
e g Quad Name
if 2: 19 or perennial if >_ 30'
05
3
A Geomorphology Subtotal = I )
Absent
Weak
Moderate
Strong
18 Continuity of channel bed and bank
0
t
2
3
2 Sinuosity of channel along thalweg
0
l
05
3
3 In- channel structure ex riffle -pool, step -pool,
ripple-pool sequence
0
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
05
1
10 Natural valley
0
0 5
1
5'1
11 Second or greater order channel
No =0
Yes = 3
"artificial ditches are not rated, see discussions in manual
R HvrimInriv ISuhtntal = 5 5 1
12 Presence of Baseflow
00
1
2
3
13 Iron oxidizing bacteria
0
1
2
3
14 Leaf litter
1 5
1
05
0
15 Sediment on plants or debris
0
(0'0
1
1 5
16 Organic debris lines or piles
0
05
1
15
17 Soil -based evidence of high water table?
No = 0
Yes 3
h Rinlnnv tRuhtnt=l = i_ 1
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
05
1
15
23 Crayfish
0
05
1
1 5
24 Amphibians
0
05
1
1 5
25 Algae
no
05
1
1 5
26 Wefland 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 ?h °10 I, I , ,•� ,
Vl

NC DWO Stream Identification Form Version 4.11
Date, t
Project/Site LPG sec °�l
Latitude - Sp ,o3 i
Evaluator. 5 MG1`�vn M l�
County-
Longitude 3S ASS
0
Cdr �wv
2
Total Points:
Stream Deteqpinatio�.(circle one)
Other
Stream is at least intermittent a l
if? 19 or perennial if z 30'
Ephemeral ntermitten Perennial
e g Quad Name'
A Geomorphology (Subtotal =
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
1
2�
3
4 Particle size of stream substrate
0
1
2
3
5 Activetrelict 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
15
10 Natural valley
0
( 0 5Y
1
1 5
11 Second or greater order channel
No
Yes = 3
- anitiaal ddcries are not rated, see discussions in manual
B Hvdminav (Subtotal = 67'
12 Presence of Baseflow
Z
1
2
3
13 Iron oxidizing bacteria
kD
1
2
3
14 Leaf litter
15
20 Macrobenthos (note diversity and abundance)
05
0
15 Sediment on plants or debris
0
3
1
15
16 Organic debris lines or piles
0
0
1
1 15
17 Soil -based evidence of high water table?
No = 0
Yes =
L, tsioiaav (subtotal = ti 1
18 Fibrous roots in streambed
3
2
1
0
19 Rooted upland plants in streambed
3
2
1
0
20 Macrobenthos (note diversity and abundance)
(0)
1
2
3
21 Aquatic Mollusks
6
1
2
3
22 Fish
05
1
15
23 Crayfish
5
05
1
15
24 Amphibians
05
1
15
25 Algae
05
1
15
26 Wetland plants in streambed
FACW = 0 75, OBL = 15
Other
'perennial streams may also be identified using other methods See p 35 of manual
Notes
Sketch

NV 11W I CtrPam iriPntit.r•atinn Farm Vereinn d_11
Date � � , f � ,
Project/Site �i,i 51,E "W /U'r,
Latitude WP 6 35,153
Evaluator ,,f ��
County N,eN,
Longitude _ S p pO 3
, , l,e'
1
2
Total Points
Stream Determination (cggjeaxW
Other Moficrr
Stream is at least intermittent
Ephemeral Intermittent Perennia
e g Quad Name
if 2! 19 or perennial if ? 30' 0
0
1
A Geomorphology Subtotal = )
Absent
Weak
Moderate
Strong
1e 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 se uence
0
1
©
3
4 Particle size of stream substrate
0
1
1
3
5 Active /relict floodplain
0
1
2
3
6 Depositional bars or benches
0
1
2
3
7 Recent alluvial deposits
0
d
2
3
8 Headcuts
0
1
1 2
05
9 Grade control
0
05
1
Q
10 Natural valley
0
05
1
5
11 Second or greater order channel
No -
Yes = 3
artificial ditches are not rated, see discussions in manual
R Hvirlrninnv fSiihtntal = 5 r 1
12 Presence of Baseflow
105)
1
2
3
13 Iron oxidizing bacteria
a
1
2
3
14 Leaf litter
15
1
05
0
15 Sediment on plants or debris
0
05
1
1 5
16 Organic debris lines or piles
0
1 §1-
1
15
17 Soil -based evidence of high water table?
No = 0
Yes = 3
(' Rininnv fSi ihtntal = G 1
18 Fibrous roots in streambed
2
1
0
19 Rooted upland plants in streambed
2
1
0
20 Macrobenthos (note diversity and abundance))
1
2
3
21 Aquatic Mollusks
d
1
2
3
22 Fish
01
05
1
15
23 Crayfish
co
05
1
1 5
24 Amphibians
d
05
1
15
25 Algae
(01
05
1
15
26 Wetland plants in streambed
FACW = 0 75, OBL = 1 5
Other 10
'perennial streams may also be identified using other methods Seep 35 of manual
Notes
Sketch f S

NC DWn Stream Identifieatinn Rnrm Vercrnn d_I I
Date 9 I I n
Pro ecUSite f
i pt< 17e� �,,.
Latitude. \q
P � ss as
Evaluator 5 M, V ►�
County (`for }
Longitude
trim,
1
(2l'
Total Points-
Stream is at least intermittent
Stream Determination circle one)
Other lNkofi• !11 nnt,
rf >_ 19 or perennial if ? 30' �� � S
l
Ephemeral ntermitten Perennial
p
a Quad Name
9
A Geomorphology (Subtotal = 11 5 )
Absent
Weak
Moderate
Strong
1a Continuity of channel bed and bank
0
1
(2l'
3
2 Sinuosity of channel along thalweg
0
(J
05
3
3 In- channel structure ex riffle -pool, step -pool,
ripple-pool sequence
0
U
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
CT'
2
3
7 Recent alluvial deposits
0
L;
2
3
8 Headcuts
0
1
(2)
3
9 Grade control
0
(06,
1
1 5
10 Natural valley
0
05
1
15
11 Second or greater order channel
No
Yes = 3
aruociai oncnes are not rates, see aiscussions in manual
B Hvdroloov (Subtotal = t'1 1
12 Presence of Baseflow
3
1
2
3
13 Iron oxidizing bacteria
CO)
1
2
3
14 Leaf litter
15
(J
05
0
15 Sediment on plants or debris
0
0-9
1
15
16 Organic debris lines or piles
0
(Q_5)
1
15
17 Sod -based evidence of high water table?
No = 0
Yes - 3
L, rstoloov t5unrnrai = e t
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)
01
1
2
3
21 Aquatic Mollusks
1
2
3
22 Fish
05
1
15
23 Crayfish
05
1
15
24 Amphibians
0
05
1
1 5
25 Algae
05
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

µ„ 1 +.,-I
Nr nwn Qfranm IdUntifientian Farm Vprcinn A -11 WP 3`f
Date -don, 1201"�,
�(11
Pro ect /Site `'r �kcc 6r
< ec
Latitude 35, 95413N
Evaluator. I/. NN'l 4c(l
County (ti,,,,,
Longitude* - -t0 oa:,nS5
Total Points.
Stream Date i ion (circle one)
Other mo faw Maas
Stream is at least intermittent a 1 S
Ephemeral ntermitt Perennial
e g Quad Name: AAA
if a 19 or perennial if a 30'
2
3
A Geomorphology Subtotal = 10,
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
0
2
3
4 Particle size of stream substrate
0
2
2
3
5 Active /relict floodplain
0
1
2
3
6 Depositional bars or benches
0
05
2
3
7 Recent alluvial deposits
0
1
2
3
8 Headcuts
0
1
2
3
9 Grade control
0
0
1
1 5
10 Natural valley
0
05
1 5
11 Second or greater order channel
No =(0)
Yes = 3
° artificial ditches are not rated, see discussions in manual
Q L4 Arnlnnv rCuh4ntol = Ci
12 Presence of Baseflow
1
2
3
13 Iron oxidizing bacteria
19 Rooted upland plants in streambed
1
2
3
14 Leaf litter
15
1)
05
0
15 Sediment on plants or debris
0
0
1
15
16 Organic debris lines or piles
0
2
1
1 5
17 Soil -based evidence of high water table'?
No = 0
Yes 3
r, Q inn.. /G 1, #nf I = �_ 1
18 Fibrous roots In streambed
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
07
1
2
3
22 Fish
(Q)
05
1
15
23 Crayfish
Q
05
1
15
24 Amphibians
05
1
15
25 Algae
0
05
1
1 5
26 Wetland plants in streambed
FACW = 0 75, OBL = 1 5
Other Oj
'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
I�
Project/Site Qcc vto City/County _Kv)A -!�t.cd �r Sampling Date 4 " t � • Z °ta.
Applicant/Owner yRax State (% _ Sampling Point `^i Q aa.
Investigator(s) Section, Township, Range
Landform (hdlslope, terrace, etc Local relief (concave, convex, none) C 0 ^csv L Slope ( %) 0
Subregion (LRR or MLRA) L Lat 35 Long - %0 0x3145 Datum NA9 Fi3
Soil Map Unit Name A e� NWI classification
_ I Are climatic / hydrologic conditions on t e site typical for this time of year? Yes No ❑ (If no, explain in Remarks )
Are Vegetation ❑, Sod ❑, or Hydrology ❑ significantly disturbed? Are "Normal Circumstances" present? Yes No ❑
Are Vegetation ❑, Sod ❑, 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.
r--
� I
Hydrophytic Vegetation Present? Yes No ❑ Is the Sampled Area
Hydnc Soil Present? Yes No ❑ �+pq 13 within a Wetland? Yes 4� 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 Sod Cracks (136)
M Surface Water (Al)
_❑ Water - Stained Leaves (139)
❑ Sparsely Vegetated Concave Surface (68)
High Water Table (A2)
❑ Aquatic Fauna (1313)
Drainage Patterns (1310)
Saturation (A3)
Marl Deposits (1315) (LRR U)
T01
l Moss Trim Lines (B16)
Water Marks (131)
Hydrogen Sulfide Odor (C1)
171 Dry- Season Water Table (C2)
Sediment Deposits (132)
Oxidized Rhizospheres on Living Roots (C3)
Crayfish Burrows (C8)
B Dnft Deposits (133)
Presence of Reduced Iron (C4)
Saturation Visible on Aerial Imagery (C9)
_ Algal Mat or Crust (134)
Iron Deposits (135)
Recent Iron Reduction in Tilled Sods (C6)
LJ Thin Muck Surface (C7)
�q Geomorphic Position (D2)
IJ Shallow Agwtard (D3)
13 Inundation Visible on Aerial Imagery (137)
u Other (Explain in Remarks)
u FAC- Neutral Test (D5)
Field Observations �y
Surface Water Present? Yes W No
❑ Depth (inches)
Water Table Present? Yes No
❑ Depth
Saturation Present? Yes No
(inches)
13 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 015_
Tree Stratum (Plot size�fi
1
2
3
4
5
s
Absolute Dominant Indicator
) % Cover S ecies? Status
Fi CW
❑
❑
❑
13
❑
Dominance Test worksheet
Number of Dominant Species -7
That Are OBL, FACW, or FAC 7 (A)
Total Number of Dominant
Species Across All Strata (B)
That of Dominant Species
That Are OBL, FACW, or FAC 1 oA (A/B)
Prevalence Index worksheet
Total % Cover of Multiply by
7 ❑
Snfo = Total Cover
Sapling Stratum (Plot size
)
OBL species x 1 =
1
❑
FACW species x2=
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
❑
13
= Total Cover
)
Index = B/A =
Hydrophytic
Hydrophytic Vegetation Indicators
Dominance Testis >50%
1
❑
_ Prevalence Index is 53 0'
2
❑
—Problematic Hydrophytic Vegetation' (Explain)
3
❑
4
5
❑
❑
'Indicators of hydnc sod and wetland hydrology must
be present, unless disturbed or problematic
6
❑
Definitions of Vegetation Strata
7
Herb Stratum (Plot size
❑
50-, US° = Total Cover
) ti% s 100
Tree - Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and 3 in
(7 6 cm) or larger in diameter at breast height (DBH)
15
1 60Ci,M8r,c, cy1��Gr1�N
2 &' `X -E-r tu,
3 C Z,A J6
301l0 FACW
Uqo L
�— ❑ O
® o6L
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
7
®
❑
Herb - All herbaceous (non- woody) plants, including
herbaceous vines, regardless of size Includes woody
8
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
❑
E3
= Total Cover
Vegetation 13
Vegetation
Present? Yes No --A
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version

�1
SOIL Sampling Point " W P as
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) % Tvne Loci
Texture Remarks
o l4 1 Svc 5 f) go
Lei M
Jn - i o _ `I 5 l 5/3 85
'1 S YR `I ►`I SID
t o�.--
,o (L Sh
'Type C= Concentration, D =De letion, RM= Reduced Matrix, CS= Covered or Coated Sand Grains 2Location PL =Pore Lining, M =Matrx
dric Sod Indicators
Indicators for Problematic Hydric Sods'
Histosol (Al)
OPolyvalue Below Surface (S8) (LRR S, T, U)
13 1 cm Muck (A9) (LRR 0)
Q Histic Epipedon (A2)
—OThln
Dark Surface (S9) (LRR S, T, U)
a 2 cm Muck (A10) (LRR S)
Black Histic (A3)
Loamy Mucky Mineral (F1) (LRR 0)
C3 Reduced Vertic (F18) (outside MLRA 150A,B)
Hydrogen Sulfide (A4)
Loamy Gleyed Matrix (F2)
C) Piedmont Floodplain Sods (F19) (LRR P, S, T)
Stratified Layers (A5)
Depleted Matrix (F3)
C3 Anomalous Bright Loamy Sods (F20)
Organic Bodies (A6) (LRR P, T, U)
Redox Dark Surface (F6)
(MLRA 153B)
_ 5 cm Mucky Mineral (A7) (LRR P, T, U)
Depleted Dark Surface (F7)
Red Parent Material (TF2)
Muck Presence (A8) (LRR U)
Depressions (F8)
Very Shallow Dark Surface (TF12) (LRR T, U)
1 cm Muck (A9) (LRR P, T)
_oRedox
Mad (F10) (LRR U)
Other (Explain in Remarks)
C1 Depleted Below Dark Surface (A11)
Depleted Ochnc (F11) (MLRA 151)
a Thick Dark Surface (Al2)
Iron- Manganese Masses (F12) (LRR 0, P, T) 'Indicators of hydrophytic vegetation and
Q Coast Prairie Redox (A16) (MLRA 150A)
�Umbric Surface (F13) (LRR P, T, U)
wetland hydrology must be present,
Sandy Mucky Mineral (S1) (LRR 0, S)
—OReduced
Delta Ochric (1717) (MLRA 151)
unless disturbed or problematic
Sandy Gleyed Matrix (S4)
Vertic (F18) (MLRA 150A, 1506)
Sandy Redox (S5)
Piedmont Floodplain Sods (F19) (MLRA 149A)
Stripped Matrix (S6)
Anomalous Bright Loamy Sods (F20) (MLRA 149A, 153C, 153D)
Q Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed)
Type
13
Depth (inches)
Hydric Soil Present? Yes No
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 pet Qer City /County Mew\�±w ,02j co Sampling Date i
Applicant/Owner State NL Sampling Point wPa9
Investigator(s) Section, Township, Range
Landform (hd ►slope, terrace, etc Local relief (concave, convex, none) Co.-c..ye, Slope ( %) Ogo
Subregion (LRR or MLRA) n 1I.iZ R� Lat 35. a'i�i }�$ Long " 160 0 43b91 Datum -AAD %3
Soil Map Unit Name C,11e nne 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 13, Sod 13, or Hydrology 13 significantly disturbed Are "Normal Circumstances" present9 Yes No [3
Are Vegetation ❑, Sod ❑, 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 Presents Yes ® No ❑ is the Sampled Area
FM
Hydric Sod Present? Yes ❑ No within a Wetland? Yes ❑ No VJ
Wetland Hydrology Present? Yes ❑ No _ M
HYDROLOGY
Wetland Hydrology Indicators
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is reauired check all that apply)
❑ Surface Sod Cracks (66)
Surface Water (A1)
❑ Water - Stained Leaves (69)
❑ Sparsely Vegetated Concave Surface (138)
High Water Table (A2)
Aquatic Fauna (1313)
Drainage Patterns (B10)
Saturation (A3)
T�Tq
u Marl Deposits (615) (LRR U)
Moss Trim Lines (1316)
Water Marks (131)
}n•� Hydrogen Sulfide Odor (Cl)
E3 Dry- Season Water Table (C2)
Sediment Deposits (B2)
U 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 (134)
13 Iron Deposits (135)
Recent Iron Reduction in Tilled Sods (C6)
70 Thin Muck Surface (C7)
Geomorphic Position (D2)
0 Shallow Aqudard (D3)
0 Inundation Visible on Aerial Imagery
(67) u Other (Explain in Remarks)
FAC- Neutral Test (D5)
Field Observations
Surface Water Present? Yes
❑ No Depth (inches)
Water Table Present? Yes
Saturation Present? Yes
❑ No ® Depth (inches)
❑ No � Depth (inches)
Wetland Hydrology Present? Yes 13 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

I
r
Ii
I'
I I
I
VEGETATION — Use scientific names of plants
Sampling Point
Tree Stratum (Plot size 3� f* )
1 i r V s P"A44 V&AItA
Absolute
% Cover
� wt,
Dominant Indicator
S ecies9 Status
T K L4
Dominance Test worksheet
Number of Dominant Species
That Are OBL, FACW, or FAC
(A)
2 5troAAr'a
3
4
5
6
�
❑ L�
❑
❑
❑
❑
Total Number of Dominant
Species Across All Strata
Percent of Dominant Species
That Are OBL, FACW, or FAC
(B)
0Z (A/B)
11
❑
Prevalence Index worksheet
7
(03 qo = Total Cover
Total % Cover of Multiply by
Sapling Stratum (Plot size
)
OBL species x 1 =
1
(0% f7ACW
FACW species x2=
2
❑
FAC species x 3 =
3
❑
FACU species x4=
4
❑
UPL species x 5 =
5
❑
Column Totals (A) (B)
6
❑
13
Index = B/A =
7
t0�o =Total Cover
Hydrophytic Vegetation Indicators
Hydrophytic
Shrub Stratum (Plot size )
Dominance Test is >50%
1
❑
_ Prevalence Index is s3 0'
2
❑
_ Problematic Hydrophytic Vegetation' (Explain)
3
❑
4
❑
'Indicators of hydnc soil and wetland hydrology must
❑
be present, unless disturbed or problematic
5
6
❑
Definitions of Vegetation Strata
7
❑
Tree — Woody plants, excluding woody vines,
= 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
❑
1:1
Sapling — Woody plants, excluding woody vines,
2
approximately 20 ft (6 m) or more in height and less
3
❑
than 3 In (7 6 cm) DBH
4
❑
Shrub — Woody plants, excluding woody vines,
5
❑
approximately 3 to 20 ft (1 to 6 m) in height
6
❑
❑
Herb — All herbaceous (non- woody) plants, including
7
herbaceous vines, regardless of size Includes woody
8
❑
plants, except woody vines, less than approximately
❑
3 ft (1 m) in height
9
10
❑
Woody vine — All woody vines, regardless of height
11
❑
12
❑
= Total Cover
Woody Vine Stratum (Plot size
)
1
❑
2
❑
3
❑
4
❑
❑
Hydrophytic
5 Vegetation
= Total Cover Present? Yes __0 No ❑
Remarks (If observed, list morphological adaptations below)
US Army Corps of Engineers
Atlantic and Gulf Coastal Plain Region — Interim Version

r-
SOIL Sampling Point WQ aq
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
�-ta Svrz blb too
Cl U4
'Type C= Concentration, D =De letion, RM= Reduced Matrix, CS= Covered or Coated Sand Grains 2Location PL =Pore Lining, M =Matrix
adnc
Sod Indicators
®Polyvalue Below Surface (S8) (LRR S, T, U)
Indicators for Problematic Hydnc Sods'
f3 1 cm Muck (A9) (LRR O)
Q
Histosol (A1)
Histic Epipedon (A2) _QThm
Dark Surface (S9) (LRR S, T, U)
El 2 cm Muck (A10) (LRR S)
Black Histic (A3)
Loamy Mucky Mineral (F1) (LRR O)
r3 Reduced Vertic (F18) (outside MLRA 150A,B)
Hydrogen Sulfide (A4)
Loamy Gleyed Matrix (F2)
E3 Piedmont Floodplain Soils (F19) (LRR P, S, T)
Stratified Layers (A5)
Depleted Matrix (F3)
Anomalous Bright Loamy Sods (F20)
_
Organic Bodies (A6) (LRR P, T, U)
5 cm Mucky Mineral (A7) (LRR P, T, U)
Redox Dark Surface (F6)
_Depleted Dark Surface (F7)
(MLRA 153B)
Red Parent Material (TF2)
Muck Presence (A8) (LRR U) _]Redox
Depressions (F8)
❑ Very Shallow Dark Surface (TF12) (LRR T, U)
H Other in Remarks)
1 cm Muck (A9) (LRR P, T)
Marl (F10) (LRR U)
(Explain
Depleted Below Dark Surface (A11)
Depleted Ochnc (F11) (MLRA 151)
Q
Thick Dark Surface (Al2)
Iron- Manganese Masses (1712) (LRR O, P, T) 'Indicators of hydrophytic vegetation and
a
Coast Prairie Redox (A16) (MLRA 150A) _,Umbric
Surface (F13) (LRR P, T, U)
wetland hydrology must be present,
a
Sandy Mucky Mineral (S1) (LRR O, S)
Delta Ochnc (F17) (MLRA 151)
unless disturbed or problematic
a
Sandy Gleyed Matrix (S4)
Reduced Vertic (F18) (MLRA 150A, 15013)
Q
Sandy Redox (S5) 13Piedmont
Floodplam Sods (F19) (MLRA 149A)
a
Stripped Matrix (S6)
Anomalous Bright Loamy Sods (F20) (MLRA 149A, 153C, 153D)
Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed)
Type
13
Depth (inches)
Hydric Soil Present? Yes 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 1,�P r' (ie? - T�� � e -?> r. ac`, V o J City /County Sampling Date
Applicant/Owner C Q k State iJ e- Sampling Point 2
Investigator(s) i= i Section, Township, Range
Landform (hillslope, terrace, etc Po ti r� Local relief (concave, convex, none) 114 a.& ..,.. � Slope (%) e) Z
Subregion (LRR or MLRA) L R R 1J Lat 3 S 2 s S9 3 K Long -go- o Z o 9 2 9 Datum rJ d
Sod Map Unit Name �-, ► S Le, - ';� ok J • 'n NWI classification rJ A-
Are climatic / hydrologic conditions on the site typical for this time of year? Yes No X (If no, explain in Remarks)
Are Vegetation r / ° , Sod ° , or Hydrology -f significantly disturbed? Are "Normal Circumstances" present? Yes f No
Are Vegetation rJ o , Sod FJ or Hydrology -' a 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 '1
Hydric Sod Present? Yes T No within a Wetland? Yes No
Wetland Hydrology Present? Yes T No
Remarks
rr�-e` s rJ - ooi S �JZ
HYDROLOGY
Wetland Hydrology Indicators
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required, check all that apply)
_ Surface Sod Cracks (66)
V Surface Water (Al)
_ True Aquatic Plants (B14)
_ Sparsely Vegetated Concave Surface (68)
Y High Water Table (A2)
Hydrogen Sulfide Odor (Cl)
— Drainage Patterns (810)
Y Saturation (A3)
_ Oxidized Rhizospheres on Living
Roots (C3) _ Moss Trim Lines (1316)
_ Water Marks (131)
_ Presence of Reduced Iron (C4)
_ Dry- Season Water Table (C2)
_ Sediment Deposits (62)
_ Recent Iron Reduction in Tilled Soils (CO _ Crayfish Burrows (C8)
_ Drift Deposits (133)
_ Thin Muck Surface (C7)
_ Saturation Visible on Aerial Imagery (C9)
_ Algal Mat or Crust (B4)
_ Other (Explain in Remarks)
_ Stunted or Stressed Plants (D1)
Iron Deposits (65)
Z Geomorphic Position (D2)
_ Inundation Visible on Aerial Imagery (137)
_ Shallow Aquitard (D3)
_ Water - Stained Leaves (139)
_ Microtopographic Relief (134)
_ Aquatic Fauna (1313)
_ FAC- Neutral Test (D5)
Field Observations
Surface Water Present? Yes No
1
Depth (inches)
Water Table Present? Yes No
Depth (inches) A_
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
Rem/ arks
I
I i / l��o�o� / q l� flit/ ^ PaS cL 1J7
US Army Corps of Engineers Eastern Mountains and Piedmont - Version 2 0

VEGETATION (Four Strata) - Use scientific names of plants Sampling Point
9
= Total Cover Present? Ye No
50% of total cover 20% of total cover
rs here or on a separate sheet )
US Army Corps of Engineers _ ^ Eastern Mountains and Piedmont - Version 2 0
I
I
i
3
Absolute
Dominant Indicator
Dominance Test worksheet
OBL species x 1 =
Tree
Stratum
(Plot size )
Cover
So e ? Status
Number of Dominant Species
2
1
Sat . �c
v� 1 <^ -�
���
° EL-
That Are OBL, FACW, or FAC
(A)
2
(��av,
n
A�.cYJ! /t 2i-7 rrtie
Prevalence Index = B/A =
rug
6
3
5
S r> P, ?
r,
I
F L L U
Total Number of Dominant
Species Across All Strata
(B)
_ 2 - Dominance Test is >50%
9
_ 3 - Prevalence Index is s3 0'
5
rt5
-I,,.,
50% of total cover r 20% of total cover 2
Percent of Dominant Species
That Are OBL, FACW, or FAC
JOD (A/B)
6
Herb Stratum (Plot size )
Fps
Hydrophytic Vegetation' (Explain)
1 �c��.i 4 a urn ��rJ.
S6
_Problematic
Prevalence Index worksheet
S` 1;_�
7
9
= Total Cover Present? Ye No
50% of total cover 20% of total cover
rs here or on a separate sheet )
US Army Corps of Engineers _ ^ Eastern Mountains and Piedmont - Version 2 0
I
I
= Total Cover
Total % Cover of Multiply by
50% of total cover
DO 20% of total cover 7,0
OBL species x 1 =
Sapling /Shrub Stratum (Plot size
)
FACW species x 2 =
1 P r r/
1 (� ✓-
FAC species x 3=
2
FACU species x 4 =
3
UPL species x 5 =
4
Column Totals (A) (B)
5
Prevalence Index = B/A =
6
Hydrophytic Vegetation Indicators
7
_ 1 - Rapid Test for Hydrophytic Vegetation
8
_ 2 - Dominance Test is >50%
9
_ 3 - Prevalence Index is s3 0'
= Total Cover
4 - Morphological Adaptations' (Provide supporting
50% of total cover r 20% of total cover 2
data in Remarks or on a separate sheet)
Herb Stratum (Plot size )
Fps
Hydrophytic Vegetation' (Explain)
1 �c��.i 4 a urn ��rJ.
S6
_Problematic
2 o r Y fin.
S` 1;_�
3 r r 'r ;
JPA J
Indicators of hydrnc sod and wetland hydrology must
_
1, ti
FAC
be present, unless disturbed or problematic
4 et a. `� n r c
Definitions of Four Vegetation Strata
5
6
Tree - Woody plants, excluding vines, 3 in (7 6 cm) or
more in diameter at breast height (DBH), regardless of
7
height
8
Sapling/Shrub - Woody plants, excluding vines, less
9
than 3 in DBH and greater than or equal to 3 28 ft (1
10
m) tall
11
Herb - All herbaceous (non- woody) plants, regardless
OD = Total Cover
of size, and woody plants less than 3 28 ft tall
50% of total cover
s O 20% of total cover 2,LZ
Woody Vine Stratum (Plot size )
Woody vine -All woody vines greater than 3 28 it in
hei ht
1
2
3
4
Hydrophytic
5
Ve etatton
9
= Total Cover Present? Ye No
50% of total cover 20% of total cover
rs here or on a separate sheet )
US Army Corps of Engineers _ ^ Eastern Mountains and Piedmont - Version 2 0
I
I

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) % Tyoe Loc' Texture Remarks
o -g to `{/? ' of
J
'Type C= Concentration, D= Depletion, RM= Reduced Matrix, MS= Masked Sand Grains 21-ocation PL =Pore Lining, M =Matrix
Hydnc Sod Indicators
Indicators for Problemalic Hydnc Sods'
_ 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 Sods (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)
_ Umbnc Surface (F13) (MLRA 136, 122)
'Indicators of hydrophytic vegetation and
_ Sandy Redox (S5)
_ Piedmont Floodplam Sods (F19) (MLRA 148)
wetland hydrology must be present,
_ Stripped Matrix (S6)
_ Red Parent Material (1721) (MLRA 127, 147)
unless disturbed or problematic
Restrictive Layer (if observed)
Type
Depth (inches)
Hydnc Sod Present- Yes ,2_S No
_ 1
US Army Corps of Engineers
IPA -cry,. tf�K �-
'\ C14 ryi
Eastern Mountains and Piedmont — Version 2 0

r�
Ecosystem
rKOOanu
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 FEMA_Floodplain_Checklist.doc Page 1 of 4

t
F Design Information
Environmental Banc and Exchange (EBB 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 protect located in a Special Flood Hazard Area (SFHA)?
'Yes 0' No
If project is located in a SFHA, check how it was determined:
F Redelmeation
" Detailed Study
OF L>mrted Detail Study
Approximate Study
Don't know
List flood zone designation:
Check if applies-
V7
AE Zone
Y Floodway
Y NoirEncroachmerrt
None
F A Zone
r Local Setbacks Required
Y 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?
t- Yes c: No
Land Acquisition (Check)
T State owned (fee smlple)
- Conservation easment (Design Bid Build)
W 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 NFIP program?
(: Yes t" 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 Floodplam_Checkliskdoc Page 3 of 4
i
I

Floodplain Requirements
This section to be filled by designer /applicant following verification with the LFPA
1, No Action
1— No Rise
• Letter of Map Revision
• Conditional Letter of Map Revision
" 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 Floodplain
Manager, Andrew Gahagan, venfied 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:
i
i
2013 -06 -18 FEMA_Floodplmn ChecklisGdoc Page 4 of 4

APPENDIX C
MITIGATION WORK PLAN DATA and ANALYSES
C1 Hydraulic Geometry
• Design Curves
• Morphology Curves
C2 Design Calculations
• Conceptual Design Calculations
• Sediment Regime
• Design Section Calculations
• Morphologic Tables
• Competence Calculations
• Capacity Calculations
• Bed Material Calculations
Q Hydraulic Modelin g
• 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 C1
Hydraulic Geometry

Pee Dee
Bankfull Width
100
M
3
10
Y
to
• On -Site Quick Sections (G)
A 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)
1
0.0
0.1
1.0 10.0
100.0
Drainage Area
Coefficient Exponent
Design Line 1
Design Line 1 Design Line 2
Regional Curve
Watershed Curve
Design Line 2
X Y X Y
X Y
X Y
Regional Curve
0.1
0.02
6.424
0.02
2.211
0.1
5.175
Watershed Curve
lil
i
4
7?
0.4
8.668
50
63.935
4
22.634
Pee Dee
Cross Sectional Area
1000 —
i
- -; - - - --
♦ I
I
I r
r � �-
'
T
t
�
i
,
,�
I
i
i
I
• On -Site Quick Sections (G)
A 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)
1
0.0
0.1
1.0 10.0
100.0
Drainage Area
Coefficient Exponent
Design Line 1
Design Line 1 Design Line 2
Regional Curve
Watershed Curve
Design Line 2
X Y X Y
X Y
X Y
Regional Curve
0.1
0.02
6.424
0.02
2.211
0.1
5.175
Watershed Curve
lil
i
4
7?
0.4
8.668
50
63.935
4
22.634
Pee Dee
Cross Sectional Area
1000 —
—
- -; - - - --
♦ I
I
100
m
Q
o
v 10
d
0
U
' 1
0.1
0.0
0.1 1.0 10.0 100.0
Drainage Area
• On Site Quick Sections (G)
♦ Off -Site Quick Sections
I Primary Reference (B)
e Secondary Reference (E)
♦ On -site Reference
Regional Curve
Design Line 2
Power (Design Line 1)
Power (Regional Curve)
- -- Power (Watershed Curve)
— Power (Design Line 2)
Coefficient Exponent
Design Line 11 17.0 0.68 Design Line 1 Design Line 2 Regional Curve Watershed Curve
Design Line 21 11.0 0.40 X Y X Y X Y X Y
Regional Curve 21.4 0.68 0.1 3.552 0.02 2.300 0.02 1.499 1 0.1 3.134
Watershed Curve 15.0 0.68 4 43.636 0.4 7.625 50 306.423 1 4 38.503
- -�
�
lil
i
A_._
♦ I
I
I r
r � �-
'
T
t
�
i
,
0.1 1.0 10.0 100.0
Drainage Area
• On Site Quick Sections (G)
♦ Off -Site Quick Sections
I Primary Reference (B)
e Secondary Reference (E)
♦ On -site Reference
Regional Curve
Design Line 2
Power (Design Line 1)
Power (Regional Curve)
- -- Power (Watershed Curve)
— Power (Design Line 2)
Coefficient Exponent
Design Line 11 17.0 0.68 Design Line 1 Design Line 2 Regional Curve Watershed Curve
Design Line 21 11.0 0.40 X Y X Y X Y X Y
Regional Curve 21.4 0.68 0.1 3.552 0.02 2.300 0.02 1.499 1 0.1 3.134
Watershed Curve 15.0 0.68 4 43.636 0.4 7.625 50 306.423 1 4 38.503

100
3 10
m
IS
1
0.0
Pee Dee
Bed Width Design
10
L
n
� 1
X
0.1
0.0
♦ 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)
0.1 1.0 10.0 1 00.0
Drainage Area
Design Line 2 Regional Curve Watershed Curve
X Y X Y X Y
0.028 002 0.1 sC6
50 -- 4 27.514
Coefficient Exponent
Design Line 1 i 10.6 0.45 Design Line 1
Design Line 2 7.2 0.25 X Y
Regional Curve) 12.0 0.45 0.1 1 3.761
Watershed Curve 9.6 0.45 4 1 19.780
Pee Dee
Max Depth
- --
r -
!
I
t
I
it
I T
-Y
i
1
I
1
�
•
I
i
1iI
I
i
Iiij�l
{
j
.
—_-
–
I
�
�t{
t
i-
4A
IT
fill
I
� I
t
III
I
Ij
II
1
I
10
L
n
� 1
X
0.1
0.0
♦ 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)
0.1 1.0 10.0 1 00.0
Drainage Area
Design Line 2 Regional Curve Watershed Curve
X Y X Y X Y
0.028 002 0.1 sC6
50 -- 4 27.514
Coefficient Exponent
Design Line 1 i 10.6 0.45 Design Line 1
Design Line 2 7.2 0.25 X Y
Regional Curve) 12.0 0.45 0.1 1 3.761
Watershed Curve 9.6 0.45 4 1 19.780
Pee Dee
Max Depth
0.1 1.0 10.0 100.0
Drainage Area
♦ On -Site Quick Sections (G)
♦ Off -Site Quick Sections
a Primary Reference (B)
Secondary Reference (E)
♦ On -site Reference
Regional Curve
Watershed Curve
— Power (Design Line)
— Power (Regional Curve)
- -- Power (Watershed Curve)
Coefficient Exponent-, Design Line Regional Cury e Watershed Curve
Design Line; 1.33 0.27 X Y X Y X Y
Regional Curved 1.50 0.27 0.02 0.4.6,.; 0.02 �0.02___
Watershed Curvet 1.45 0.27 50 3 st.x 50
- --
r -
!
I
it
I T
-Y
i
1
I
1
�
1_fIf)
i
1iI
i
Iiij�l
{
j
.
t
4A
IT
fill
I
� I
t
III
I
Ij
II
1
I
0.1 1.0 10.0 100.0
Drainage Area
♦ On -Site Quick Sections (G)
♦ Off -Site Quick Sections
a Primary Reference (B)
Secondary Reference (E)
♦ On -site Reference
Regional Curve
Watershed Curve
— Power (Design Line)
— Power (Regional Curve)
- -- Power (Watershed Curve)
Coefficient Exponent-, Design Line Regional Cury e Watershed Curve
Design Line; 1.33 0.27 X Y X Y X Y
Regional Curved 1.50 0.27 0.02 0.4.6,.; 0.02 �0.02___
Watershed Curvet 1.45 0.27 50 3 st.x 50

APPENDIX C2
Design Calculations
i

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
II Structure Dimensions
DRAFT
Competence Calculations
FINAL
3/21/13
SGG
Design Slopes
DRAFT
HEC -RAS
FINAL
3/18/13
SGG
_i 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 j2013 -06 -17 PDEE Channel Design xlsm 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
Regional Curve Eouations
WBKF
ABKF
dMMEAN
`+BKF
WEED
d MAx
WBKF
dMAx
Coefficient
Exponent
1189
043
2143
068
15
032
8904
0 72
12
045
15
0 27
Approximate Eouations
Coefficient
Exponent
829
045
21
032
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
WBKF
(ft)
ABKF
ft2
dMEAN
(ft)
WEED
(ft)
dMAx
(ft)
Pool
Spacing
(ft)
Rc
(ft)
Tangent
Length
(ft)
Thompson`Creek 1A
4 6
4 8
07-
3 0
10
23
9
9
„ Thompson Creek 16
Lra
4 6
4� 8
0 7
3 0 t ,;
10 _;
<23F
- 9
9,,
Thompson Creek 2
51
S 6
0 8
3 4
1'1
' 26
10
10
- -- Thompson Creek 3 ,, ,
5 4
6 2
,'0 8a
3 6' `� f
1F 2 , `
27° „f
°, 11
11"
Dale Branch 1
2 6
2 0
0 5'
1 7
' 0 7=
13
S
5
y Dale Branch 2A
30
X2'4 "b,
s� '05, '
;1,
07, ��
JS �,-
�, �6 ��
6,
Dale Branch 2B
004
3 0
24 -
05
19
07
°15
6
-6
Dale Branch 2C
004
3 0
24
0'5
' 19
0 7 ,��
1,15
'6'
6
Dale Branch 2D
004
3 0
2 4
0,5
19 v=
07
15 T
6
6
Dale Branch 2E ..
0 04
3 0 w
2 4 s
0 5
19- , t
� 0'7 �
<15r',"
6 '
&,;;
Dale Branch 3
005
3 3
28
0 6
2 1-
0 8', ,
16
7 f
7`
4" r Dale Branch 4
-008
4 0
3 8 `
0'7
2'6,
0 9 s.� A,
' "20 m
8,'
' ` °`,811
Dale Branch SA
009
4 2
42
0 7
2 8
-10 r
21
8'
8
Dale Branch SB
009
4 2
4 2
07
28,-
--10
21--
8-
8
Dale Branch SC
009
4 2
4 2
07
28
`10
21
8
8
Jerry Branch 1
007
3 8
35,
016
"2 5
09
19
'8'
8
Jerry Branch 2
012
4 8
5 1
08
32
11
24
10
10
Jerry Branch 3
013
4 9
5 4
018
3 3
1.1
25
10
10
Hudson Branch 1
0 03
2 6
2 0
05
17 '
07
13
5
5'
4
P 11058- PDEE`Design�2013 -06 -17 PDEE Channel Design xlsm 611812013

I'
i
I�
r--
1 l
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
1 102 +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 z m
'200+00"`
.=205 +33',
203 +75,' ,
,'205 +00
Transition out of
Dale Branch 2B
205+00-
206 +40
D/s of pond to bedrock transition
Dale Branch 2C
L ' -
206 +40
207 +50 `
Bedrock Transition° u
Dale Branch 2D
207 +50
211 +15
Fr BR TransitionAo 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 s�,��
x21'1 +01�t.219
+25'
219 +00
- 227 +25
Draw'on'rightto pipe transitiorn'« d�y"` �^
Dale Branch 5A ',"
- 219 +25
221 +87
227 +25
229 +70
Transition to and out of d/s pipe
w.
Dale Brancti,56m° '
=221 ±87,
QE,226 ±46
- 229 +,70r'
E232 +85�ti*
D/s ofapipemto,t�ans►tiontoFClarks Cr,"a`'' ,
Dale Branch 5C
r 1
° 1,
232 +85
234 ±50
Transition'to�,Clafks'Cr,`' -
Jerry Branch 1 '� �.
;i 300 ±00;
'•304 +50 -',
'F 300 +00 �'"
304 +35''
U /s,of Hudson��, �T -' �, "' ° I
Jerry Branch 2
304+50,
311 +20
304 +35
310 +60
Hudson'to,Reference Section
Jerry B6nch'3
x-311 +,20,
, 317 +18 ,
-310+60,
317 +30
D/s of Reference�Section, x;,
Hudson Branch 1
400+00-`
-403 +58
403 +58
P X 1058 -PDEEI Design�2013 -06 -17 PDEE Channel Design Asm
6/18/2013

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
Bank-full
2 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
200 -yr
500 -yr
Regional Regression Equations
Coefficient
Exponent
8904
072
135
0 702
242
0 677
334
0 662
476
0 645
602
0 635
= 745
0 625
908
0 616
1160
0 605
Include
Estimated
Discharges
Reach
Drainage
Area
(mil)
Bankfull
(cfs)
2 -yr
(cfs)
5 -yr
(cfs)
10 -yr
(cfs)
25 -yr
(cfs)
50 -yr
(cfs)
100 -yr
(cfs)
Thompson'Creek 1A
011,
18
29
54
77
115
148
188
w Thompson Creek` 113 "
t 0 11
18'.
29
54
77
115
148
188
- Thompson Creek 2
014
22
34
64
91
134
173
218_
Thompson Ueek-3
016
24
37
-70
99
146
188
237
Dale Branch 1
003
7
12
23
33
50
65
83
._Dale Branch 2A °
y 004 r
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
1100
Dale Branch 21)
004
91
14
27
40
60
78
100
Dale Branch 2E _
004
9
14
27
40
60,
78
100
Dale Branch 3
005
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
F Dale,Branch�SB�� ``� -
0 09,
16
25
47
68
101
130
165 n
�
--Dale Brarich,51f, '
',0 09
- 16
25
47
68
101
130
165 '
'Jer`ry Branch 1 "`
-007, j'
" 13
­'21 `
40
57,
86',
111
141
1
�`
Jerry Branch 2
1012
19
30
58
82
121
157
198
Jerry Branch 3 ,
013
20
32
61
8T,°
128
165
208
Hudson Branch 1 -`
0 03
7
12,
23
33
50
65
83
yy
P X 1058- PDEEJDesign J2013 -06 -17 PDEE Channel Design xlsm 611812013

Sediment Regime
Project Pee Dee Design Status
Project No 1058 -PDEE FINAL,
Client EBX �� ,� 3/21/13°
Contract No - _ SGG,',"
County/State Montgomery Co, NC
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
(Riff le)
Pebble Count
(Reach)
Bar Sample
Bed Sample
% Sand
Dso
Dso
Des
% Sand
Dso
Dso
D9s
% Sand
Dso
Da4
Des
DMAx
Minimal- '
`Minimal
�F �
Minimal
�' a
, =,
Upstream
Upstream
Upstream
Upstream
� x
`�
ModerateNone
Y
,
; e� a ;�a,Noney
Adjacent
Extended
Adjacent
Extended
Reach
A, F
�
None
',None -£
>` -None. ,
JE
Thompson
"r4 Pl
INo nek
None,r
Forecast
Forecast
Forecast
Forecast
None �
Creek
Dale Branch
Jerry Branch
(Thompsn)
(Thompsn)
(Dale)
(Dale)
Bed Material Nature
None
None ,
Depth of Bed Probe (ft) _ < 01 - 01 < 0t1 �,
No, `
�. <r0�1 ° 0 is; ; _ `0 -1,�
MatnxBonding�'- �LooseEp .'Loosee�w Loo`set� "�`Dataw.
>�_ wb-
Parent Material Exposure <�'tYes 9`.a " Yeses Yes oAvedable��
_ '� Nom :�� FYes, "'-,,Yes
Well Graded; °Nor w,k,�No ky ����No� �E(Pond)�'�' 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
(Riff le)
Pebble Count
(Reach)
Bar Sample
Bed Sample
% Sand
Dso
Dso
Des
% Sand
Dso
Dso
D9s
% Sand
Dso
Da4
Des
DMAx
Minimal- '
`Minimal
�F �
Minimal
�' a
, =,
�Non'e° _;
= - Minimal-'
�.,
Mirnrrial`
IVlinimal TJ
� x
`�
ModerateNone
Y
,
; e� a ;�a,Noney
F�Moderate��
Moderate
,'None
'None'
'None
A, F
�
None
',None -£
>` -None. ,
JE
"r4 Pl
INo nek
None,r
' 2 - a
`y15
None �
None.
- >f" None -
`Nope a
�,� " 'h
','N 6 n e,'
Nonew,-
None
None ,
b "None
None, e
_ �'
None•
,,,None °
'-None -
allonew uRr.
"None�,IVorie��,W
Y.a't;;
°' None a
rPIVone�
None
Noneo
None;
None O'`
Aone-�
.None�vs
ayNonex
NoneNone2
°i „5;XtlVone'
v;IVone'�
;None
9%
' IVlod Lowy
11%­%
�jq
"'gi
a '`
= Mod ,Low,,i
u
1
4,P,_
�4 dg,,,�
y�•'
S,''
3�.,
�..7
..o ��60
Cte vs A w F �
Zr,/r^
lPa„3tik
A'
4,r-
u�r-
24-
�� 15` a�'
'F
°
32
1910`:,
' IVlod Lowy
r 25 %',V_'
>p n
= Mod ,Low,,i
u
1
4,P,_
�4 dg,,,�
w Faf�
a.N ti5'v� 5-w,..µ
Ik7nJ
�..7
..o ��60
Cte vs A w F �
Zr,/r^
lPa„3tik
A'
u�r-
t
°
32
1910`:,
' IVlod Lowy
r 25 %',V_'
>p n
= Mod ,Low,,i
Mo at f
ro do a
I Moderated
,
6 D
a
Moderate
_
4,� 4
§fib
�},
4
Ik7nJ
lPa„3tik
u�r-
37 w�
32
% Sand _ , 9% ` 14%\ -
Dso
94-% 15 =' ill
m urn=
D95,-,
Sediment Regime
Sediment Load
Sediment Mobihty
'911/0
T11 777777,
r `
si
�zn
Mod Lows`
' IVlod Lowy
Mod Lbw,,[,
Mod Lqw'
= Mod ,Low,,i
Mo at f
ro do a
I Moderated
,
Moderate
a
Moderate
"Moderate ?
�Nlode� ate ;
P X1058- PDEE�Design�2013 -06 -17 PDEE Channel Design xlsm
6/18/2013

Sediment Regime
Project
Pee Dee
21%
3%
Project No
1058 -PDEE
1% -
None
' e - FINAL °
Client
EBX
°�54
150 °
r- 3/21/13, "- -
Contract No
-
15
15 3
SGG `
County/State
Montgomery Co, NC
None-
None
20
21
150
Upstream
Upstream
15
15
Aggregate
Adjacent
Extended
Dale Bed
Coarse Bed
Test Pit
Source
Reach
None
None
None
Forecast
Forecast
Surface
West Slope
Sample
Sample
Sample
None
(Jerry)
(Jerry)
Sample
Dale Valley
(Thompsn)
(Dale)
(Jerry)
Bed Material Nature
M
Depth of Bed Probe (ft)
< 0 1
< 0 1
Matrix Bonding
Loose
Loose
°
Parent Material Exposure
Yes
Yes
Well Graded
No
No '
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
Pebble Count
(Reach)
Bar Sample
Bed Sample
D84
D95
• Sand
Dso
D84
Des
• Sand
Dso
D84
Des
DMAX
%Sand
Dso
D84
Sediment Regime
Sediment La
Sediment Mobil
Minimal
Minimal
21%
3%
',3% -
a
1% -
None
None
7
7
°�54
150 °
43
None
None
15
15 3
140
;78
None-
None
20
21
150
87
15
15
None
None
,r
None
None
None
None
s
None
None
None
None
M
1%
43 � .
78-
87
P 11058- PDEEJDestgn�2013 -06 -17 PDEE Channel Design xlsm 611812013
21%
21%
3%
',3% -
a
1% -
15
15
7
7
°�54
150 °
43
15
15 3
140
;78
20
21
150
87
1%
43 � .
78-
87
P 11058- PDEEJDestgn�2013 -06 -17 PDEE Channel Design xlsm 611812013
21%
3%
7
15
15
140
s 20
21_
150 °
1%
43 � .
78-
87
P 11058- PDEEJDestgn�2013 -06 -17 PDEE Channel Design xlsm 611812013

Design Section 1
Project: Pee Dee Design Status
Project No.: 1058 -PDEE FINAL
Client: EBX 3/21/13
Contract No.: - SGG
County /State: Montgomery Co., NC
10.0
5.0 - - -
40.0 45.0 50.0 S5.0 60.0
Regional Curve Reference /Watershed - - - - Quick Section Detailed Section - Design Section
Hydr. R
W/d Ratic
11053- PDEE�0esign�2013 -06 -17 PDEE ChanncI Des inn.xlsm
Section Comoansons
Regional
Curve
Design Section
Quick
Section
I Detailed
Section
Design
Section
Coef
Exp
WBKI
WBED
10.60
0.45
125%
dMAX
107%
7
WBEE
Bank Slope
2.5
(H:1)
5.6
Thalweg Ratio
0.3
139%
WTHI
Toe Depth Ratio
0.8
1.5
0.6
Bench Width Ratio
0.5
129%
dMA?
Bench Slope
10
(H:1)
1.3
Drainage Area
L 0.24
(sq. mi.)
droE
68%
Point of Comparison
AM
Thompson Creek Downstream of Site
1.1
0.8
dMEAN
0.7
F
Hydr. R
W/d Ratic
11053- PDEE�0esign�2013 -06 -17 PDEE ChanncI Des inn.xlsm
Section Comoansons
Regional
Curve
Ref/
Wtrshed
Quick
Section
I 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
I 1.5
0.9
68%
92%
86%
60%
1.1
0.8
0.9
0.7
68%
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%
1 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%

Design Section 2
Project:
Pee Dee
Project No.:
1058 -PDEE
Client:
EBX
Contract No.:
-
County /State:
Montgomery Co., NC
5.0
40.0 as.0
Regional Curve Reference /Watershed
W BKI
WBEr
WTHI
dMA)
dTO[
ABKI
clMW
F
Hydr. F
W/d Ratic
Design Status
FINAL
3/21/13
SGG
50.0 55.0
Quick Section Detailed Section - Design Section
Section Comparisons
Regional
Curve
Design Section
Quick
Section
Coef Exp
WEED
7.20 0.25
10.1
dMAX
1.33
0.27
79%
Bank Slope
4.0
(H:1)
Thalweg Ratio
0.3
Toe Depth Ratio
0.8
151%
Bench Width Ratio
0.5
Bench Slope
20
(H:1)
Drainage Area
0.03
(sq. mi.)
151%
112%
0.7
Point of Comparison
0.5
Upstream of Dale Branch
W BKI
WBEr
WTHI
dMA)
dTO[
ABKI
clMW
F
Hydr. F
W/d Ratic
Design Status
FINAL
3/21/13
SGG
50.0 55.0
Quick Section Detailed Section - Design Section
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%
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%
60.0
°:11058- PDEE�DesignX2013 -06 -17 PDEE Channel Design.xism 611812013

Project: Pee Dee
Project No.: 1058 -PDEE
Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
10.0
i
Design Section 3
s.o -
40.0 45.0 50.0
Regional Curve Reference /Watershed K ° Quick Section
Hydr. R
W/d Ratio
P:�1058 -PDEE` Design�2013 -06 -17 PDEE Channel Design.xlsm
Design Status
FINAL
3/21/13
SGG
55.0 60.0
Detailed Section - Design Section
Section Comparisons
Regional
Curve
Design Section
Quick
Section
Detailed
Section
Design
Section
Coef
Exp
WBKF
WEED
10.60
0.45
3.7
dMAX
1.33
j 0.27
WBEE
Bank Slope
2.5
(H:1)
Thalweg Ratio
0.3
0.7
WTHF
Toe Depth Ratio
0.8
110%
175%
Bench Width Ratio
0.5
1.1
70%
dMAX
Bench Slope
10
(H:1)
0.9
Drainage Area
0.12
(sq. mi.)
dTOE
70%
92%
Point of Comparison
ABKF
Jerry Branch On -site Reference
3.5
3.1
2.4
dMEAN
74%
106%
P
Hydr. R
W/d Ratio
P:�1058 -PDEE` Design�2013 -06 -17 PDEE Channel Design.xlsm
Design Status
FINAL
3/21/13
SGG
55.0 60.0
Detailed Section - Design Section
Section Comparisons
Regional
Curve
; Ref/
Wtrshed
Quick
Section
Detailed
Section
Design
Section
4.8
148%
5.6
127%
6.6
107%
4.6
1S4%
7.1
3.2
3.7
3.5
4.1
129%
110%
117%
1.0
1.1
0.7
1.2
129%
110%
175%
1.1
70%
0.8
92%
0.8
100%
0.9
88%
0.8
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 %v
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%

Typical Section Dimensions
Project Pee Dee
Project No 1058 -PDEE
Client EBX
Contract No -
County /State Montgomery Co, NC
Design Status
FINAL
6/15/13
CME
Reach
Drainage
Area
(m12)
Design
Section
WBKF
WEED
WTHAL
WRENCH
dMAX
dTOE
Bank
Slope
(H 1)
Thompson Creek lA
Oil
2
88
41
12
4
073
059
4
Thompson Creek 18
011
2
88
41
12
4
073
059
4
Thompson Creek 2
014
1
75
44
13
4
078
063
25
Thompson Creek 3
,016
1
79
46
14
4
081
065
25
Dale Branch 1
003
2
63
30
09
3
052
041
4
Dale Branch 2A
004
1
47
2S
07
2
056
045
25
Dale Branch 2B
004
2
68
32
10
3
056
045
4
Dale Branch 2C
004
1
47
2S
1 07
2
056
045
2S
Dale Branch 2D
004
2
68
32
10
3
056
045
4
Dale Branch,2E
'0 04
1
47
25
0 7
2,
056
045
25
Dale Branch 3
005
2
72
34
10
4
059
047
4
Dale Branch 4
008
1
61
34
10
3
067
054
25
Dale Branch 5A
009
1
64
1 36
11
3
1 069
056
25
_ Dale Branch 58
009
1
6 4
36
11
3
069
056
25
Dale Branch 5C
009
1
64
36
11
3
069
056
25
-Jerry Branch 1'
007
2
79
37
11
4
065
052
4'
Jerry Branch 2
012
1
71
41
12
4
075
060
2S
" Jerry Branch 3
013
1
73
42
13
4
077
061
25
Hudson Branch 1
003
2
63
30
09
3
052
041
4
Reach
Pool Dimensions
Width
Ratio
W�"
W0�
dPoou/dmAx
Ratio
dvooL
Thompson Creek IA
11
53
44
15
110
ThompsorkCreek SB
11
53
44
15
110
Thompson Creek 2
11
45
38
15
117
Thompson Creek 3- .;
11
47
39
15
122
Dale Branch 1 -
11
38
31
15
077
Dale Branch 2A _
11
28
24
is
084
Dale Branch 2B
11
41
34
is
o84
Dale Branch 2C-
-11
28
24
15
0 84'
Dale Branch 2D -
11
41
34
is
084
Dale Blanch 2E
11
28
24
is
084
Dale Branch 3, "_
11
43
36
15
089
E' Dale Branch 4 t
-11
37
30
15
101
4 Dale Branch 5A
111
38
32
15
104
Dale,Branch 5B
1 1
38
32
15
104
Dale Branch 5C
11
38
32
15
104
',,Jerry Branch 1 1 x 4
1 1 'G
47,
3 9, ,'
w 15
097
Jerry Branch,-2
r. 1 -1
43
35
15
113
Jerry,Branch3 r,,
1'l,
44
36
,1`5
1 15, w
Hudson Branch,1- -
11 -
38
31
15
0 77'
P 11058- PDEEJDesign 12013 -06 -17 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`
Morphologic Dimensions
Stream
Pool Spacing
Belt Width
Reach
Entrench
Reach
max
ABKF
PWET
RHYD
dMEAN
W/D Ratio
max
1 e
YP
3 3, .x
,, ' 44
_1 5 5
- 21.4'
f 28:6 -Z
Ratio
' - `Tl16mpso6 Creek 1A
Bc ^,4
42. -
,'
w
Si "'
3 `,18 6;- ✓
T,­4 5' � ,,,
r I _.;Tliom1 soA Creek 18
n °�
P t
Tfiorimpsori'CreekelB „�
- �,�,3.3�°�� �
4'4
Thompson Creek 2-
Bc "_
' 42,
7 8
0 54'
i0 55
x'-135 "
;<4 0;
''b "Thompson�Cr4ek °3 -,Jq
I ", Bc` ��
� " „4 "6 x''8
2
u,,'0°S6,�e,`
4',O 58 " "n
"',137', ,-
3 24
Branch;l "
§` Bc.
2 1
64
033 ,
0'34%:,--187,q-
- 5 6 r
3 -'Dale
,
Cree`li 3w
- _
51 Dale BPanchs2A -,n a -
YkBc� .
i1'8�
" a 4 9 „`,
``0 36
0 38 s'
12 5
gw2'S x
>� .Dale Branch °2B, ��
s Bc 4
�, -Y2 5 _
6'9' -
1 ^6 36'
.e
',00 36`x-'
..
��18
aDale Branch lip
nrA fL' r� f C 3' {
4 bale B�anctri2C ty �Bch
f '
'p 15r
a "118
<ds9LAXI�
(r yp
, p36r
, r
-638 ',
, 7 0 9T
_9.3
+A a"'��d�S
,c f�F'
d A
wr �,,'5 0 '
r w
'ISU.
t x,,17.9
E "'�22 4
Brench72D' a, °°
"
°2 -5
°6 9,
',0'36-'
0 36
18 7"
- :2 7
,Dale
„`R }Bc
t- -
, 10,0
": 12 5 °�,a
�
'2 4F I
? 3 2�
�y, s ; tt
n ,Dale Branch 2E kr N
N vex - = zo
iBc 5
a _
1# 8 ; .>
"- '
''� 4'9�
p v�- 1�x.
�r; - ,
"4� 0 3fi f;
, �,
�^ 0 3812
u�
Dale Branch 3 '
TBc1 %
- 2 8
T3
-0138-
A 39� "
18 7 r
"` 4�
Dale Branch 4 ;; `a
iBca
F �2'9 a'
a 6 3
w 0`45"
0 47
"A 20:X',
°'Dale Branch 5A,, C
Bc
3,1 `
6 6 L
047 -=
0'49,
13 "1
2 4
dt,13.13a�
_
�4;4
= 7,.2
? t"s
w'9 0�
�a
a t
Branch 58{ "r4 R
%i --C-
3 °Jar
;'" +6 6'a
047 qt
� k 0 49" <ItGb
�F13 1
3Qal y
,Dale a
5 2', -
-,' `6 4
21:9
;27'4' x
" 8 0
4" 10:6`.
° ;Dale Branch 5G` ; "
i _Bc .'
�� 3'�1 � r�
6 6,,,,
0 47'`
0'49 ,
13 1
�.
1`9, k
�ayv
- �^'rn` ` p a r t i� €v'�
t � b 4F°
"Jerryf '�'
i
°�Bc,�=
Y,,�,in y„a avf
+l,u
��g
RF C ,'� R Z
' i 8
4�1 arM
2��,
� "�, ,;', ranch 1
�
,3 3 ,,
O w
f119
1Daley6ranch 4.7 ,.3�1
,`
;
` ','Jerry Branch 2 - "' ; °
'`Bc "
,3 7r
,
134
35
w, ' "'tJerryBrarch
Ac' ",,°
"'I"
k7`6
�,'�0 ;52,
"n" 0 -54;
5,-,
2 4�,b
_
Hudson,Branch _�� '
l
f'Bc�
2 1 °__
6 4°
0 33
-, 0 34- -
"°-18'7
� 4 8
` l r :, ySi�r 't II s >tt
3 � +iyF
Oi �'
•• i �' F
✓ � �3
1 f �� ✓
a.1d �d
l � 44 f
[
-10,
, a�
Dale +Branch 5C `�
Morphologic Dimensions
P j1058- PDEE�Design�2013 -06 -17 PDEE Channel Design xlsm 611812013
Pool Spacing/WAVG
Pool Spacing
Belt Width
Reach
min
target
max
min
target
max
min
target
max
"Thompson Creek SA i '
3 3, .x
,, ' 44
_1 5 5
- 21.4'
f 28:6 -Z
5 7 §� J,
.917
'13'0,
16.2 = _
�,'; `_
w
- n�
��m
-50,5
'
n °�
P t
Tfiorimpsori'CreekelB „�
- �,�,3.3�°�� �
4'4
�^�r5
Thompson
3 3, -
" 4, x '
S�5" �
'19 6 -
26.1
7, �
' 8 91 �
11:9.w
14 9,' �
u Creek,2�,"
+
, , 4
_ -:
q32
Cree`li 3w
"`2'9 " ,
5
X15 7,"
s q'„ ;Thom son
tx s P�
r_
IIr
rk.-w
z 2
,12:" r
aDale Branch lip
j-3'3,
4 4
5 °5
15"j, r
- ' 20 5
^ 25 6
, 7 0 9T
_9.3
4, `Dale Branch 2A '�
3`7TZ
wr �,,'5 0 '
"� %'2' °4
'�� 13�5,�)
t x,,17.9
E "'�22 4
-� 5 `4,
� 7.2 '
,Dale Branch.28
31
'4 1
5-1 ro ,
15 5 =" -
`,20 7
25 9,
7,5
, 10,0
": 12 5 °�,a
�t n��Dale branch kA 3,1t
'2 4F I
? 3 2�
a4 0�
� 7, Far,
14'4 `,
a- 5 4=
B " %n7:2
,8
X11:6
'DaleBranch,2D �3r
�� " °';31� _
41;3�T
52� "
�� 155
"A 20:X',
�,259'a
_� ,75 -- �
lOAy-
"
b y "q i'NK 5i S".�° Y
Da ►eBranch 2E •
Mh ✓
2'7
�'�+f !
6
16^,��
1
919' <
dt,13.13a�
16 4
�4;4
= 7,.2
? t"s
w'9 0�
�a
-Dale Branch 3
'-,3`1
5 2', -
-,' `6 4
21:9
;27'4' x
" 8 0
4" 10:6`.
13 3 "�
x4
ms "--7
4�1 arM
2��,
�,i::l'4 7 n
j' ]9:6a
.24 fi
H'f9.S�qv'
f119
1Daley6ranch 4.7 ,.3�1
,`
;
„5
Dale,Br,anch 5A 'J,
2'9',
3 9w
49
14 5"
;-'<19.3-,,
X"24'2'
5,-,
2 4�,b
_
0
7 0-',
°24=9 "
29:9,
z 34 8
Oi �'
� 19.9
24 9
,6
-10,
, a�
Dale +Branch 5C `�
2 -1 =
2 8
3`5
10 5
A4:64,
17 5
��,7 S,
10A,,
1_2 4
�
j, _
,�`"
_°
_ _
X
� e �
�F 4,,,d lerrjr B�anch'1 `
°9`
"9 „
8<
��22.5
281 ,�"
8-7 Y
14'4
:i w: ;`
? .
�;< 3'9
T4
� ,r16
t
5 €ti
all.fiw ,
Jerry 6rancli2� -
,2'9 *
° -3 9' ,
1.6 3" °"
w,21J" `.
� ,,27'1%,
y8 "4 � �
- a °11:2-
ti 14 0j-
- Sk Y Hew S# kb ^. °' `, y�
Bian'chs3
' dT fiv
s 6"
'�- ?'6"�
75`, t
sl @°' "1 �ili
A., 1749r
"rx8'., 3.. y4,
23.9 rv,-
a ,r' x,4't
�'� 29 8tie�
3' 8 .`
N �;g 6
� °�rnl`3�5� "�.«
J' f4 4„
X3.1' "�
�n
���'
��
Branch 1�II'" " °
2 6 *�
4 3-: ,"
119
15:9,
` 19�9F
a- 7 0'�
`9 3`'
6
;Hudson
4fi`,
r�3'4
ten,
rt
-`ts
,F11
v{ ^'i, o t ✓" .5., ,
r''m.* "vr
Alt
".-. 5
I
.T �w.. �
u✓ „ i
lea
v ..y�.
ui y�tR'�
`g.
P j1058- PDEE�Design�2013 -06 -17 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/WAvci
Radius of Curvature
min
max
min
max
Thompson Creek 1A
20
30
13
19
Thompson Creek A
20
30 y
13
19,
Thompson Creek 2
20
30
12
18
Thompson Creek 3
20
30
13
19
Dale Branch 1
20
30
9
14
- Dale Branch 2A
20
30
7
11
Dale Branch 2B
20
30
10
15
Dale Branch 2C
20
30
7
11
Dale Branch 2D
20
30
10
15
Dale Branch 2E
20
30
7
11
Dale Branch 3
20
30
11
16
Dale Branch 4
20
30
9
14
Dale Branch 5A
20
30
10
15
Dale Branch 5B
15
2S
7
12
Dale Branch 5C
20
30
10
15
Jerry Branch 1
20
30
12
17
Jerry Branch 2
20
30
11
17
Jerry Branch 3
20
30
12
17
Hudson Branch 1
20
30
9
14
11
6
Dale Branch 3
60%
40%
Design Status
DRAFT -
6/15/13
CME
SAVG
SVALLEY
Sinuosity
Meander
Width
Ratio
0 007
0 018
11
3
0 030
0 032
10-
3
0 022
0 024
"11,
3
0'023
0 028
12
'3' '
0 039
0 023
11
4
0120
0 100
- -11
3
0 029
0 016
11
4
004S
0 036,,
10
3
0 042
0 031
10
3
0 040
0 027
11
2
0 027
0 025
10
2
0 028
0 028
10
2
0 050
0 029
10
2
0 023
0 023
10
2
0 043
0 041
10
2
0 037
0 031
10
2
0 024
0 028
11
2
0`024
^ -0019
10 _
2>
0 012
0 050
1 1
2
5 6
3 0
8
4
Reach
Percent
Tangent
Percent
Curve
Feature Length
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%
118
7 8
16
10
20
13
Thompson Creek 3
65%
35% '
119
64
16
9
20
it
Dale Branch 1
60%
40%
9 2
6 1
12
8
15
10
Dale Branch 2A
55%
45%
74
6 1
10
8
12
10
Dale Branch 2B
60%
40%
9 3
62
12
8
16
10
Dale Branch 2C
65%
35%
5 6
3 0
8
4
9
5,
Dale Branch 21)
60%
40%
9 3
62
12
8
16
10
Dale Branch 2E
65%
35%
64
3 4
9
5
11
6
Dale Branch 3
60%
40%
99
6 6
13
9
16
11
Dale Branch 4
60%
40%
88
5 9
12
8
15
10
Dale Branch 5A
65%
35%
9 4
'51
13
7
16
8
Dale Branch 56 -
55%
45%
13'7
112
16
13
19
=16 `
Dale Branch 5C
65%
35%
68
3 7
9
5
11
6
_terry Branch 1
65%
35%
109
59 _
15
8
18
10
Jerry Branch 2
65%
35%
10 6
5 7
14
8
18
9
Jerry Branch 3 '
60%
40%
107
7 2
14
10
18
12 r
Hudson Branch 1
1 65%
35%
7 7
42
10
6
13
�7d
P X 1058- PDEEWesign 12013 -06 -17 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
Length
(L)
Throat
Width
(W)
Buried
Length
(X)
Total
Log
Length
Thompson Creek 3A
-70
3 0
3
13
t Tli ' ' son Creek;lB ` w,X'
2
2'
3�r f4'
i A,
Thompson Creek 2
70
3 Q,
3
13, ,
,,,,, Th'ompson'�6reek 3 f, s,'
;h7, 0 �
3P0 s „ „�,
- -.,,3
3;^
Dale Branch 1
5`0
'20 -
3,
11
rN -°'%��Dale�Branch2A �? b�
- .A�3q;0 �”
Dale Branch 2B
-5 0'
2 0
3
31
"ytezttx`rr,,Dale�Br'anch2Cf', �w�4'Oa�2'Q;ra3r,ra10<<'
2
2
% 3 : -,'
M
Dale Branch 21)
50
20 ,
,3-'-
11
'S "DalerBranchk2E:'<* _
X4.0 3z
2t0
Z
2' `
Dale Branch 3
50
20
3
11
Dale+BrancFn4'” �T
r5.0n`<Z
xry
Yak 3
;11
Dale Branch 5A
60
- 20
3-
12
s Dale.B�anchM75B 3`' ;sF
> 6 0
` r 2 0E
? 3 'ri
112`.% x
Dale Branch 5C
60
20
3
12
lerrybBra?feK1 ,
10'7'
3'�
, :`3.;
,12`.
Jerry Branch 2
70' -
2 0',-
" 3 '
13
y. Jerry— ranch
Hudson Branch 1
50
20
3
11
Design Status
DRAFT
Boulder Size
Length
Width
Depth
3
2
1
s,3' 7T
e2 :rYy�Zmms.
3
2
2'
3�r f4'
i A,
.4 2r z;
�2
3
2
_
i* �F ,,,t3`,`os�•;ra��'w`i2'x���f
3,
2'
3
2
2
3("T
3
2
2
%i
h+^iih
3
2
2
% 3 : -,'
a�;,0'2!
'2r
3
2
2
3
2
2' `
r
3
2
1
P X1 058-PDEE� Design �2013-06-1 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
FINALg
'i 3/21/13{
iF SGG�` e 3
Reach
Calculation Method
Largest Particle Calculations
Representative Particle Calculations
Design Slope Range
(ft/ft)
Hydraulic
Ts
ys
DmAx
S
T:
Ys
Dso
S
Reach
Radius (ft)
80%
'100%
0 0074 -Jo 0 0093
Thompson Creek'2
(mm)
(ft/ft)
80 %`
100% `
(mm)
(ft/ft)
Thompson Creek 3A- °'
_ 0 47,
,4.0 009
�; 1 65 ' W
' -a32
0 0033' �
,r 0 035
`165 a,
'�, °6 � zx
% =0 0024
A Y Ttiompson',Creek,iB ", `o
'0 47 & f
n 0 010 `
165,'
,37
0 0043 ;
0 032r
3 xl 65 =
U
25 a v
:';0 0093
Thompson Creek 2 l
0'54`
; °' 0 010
165`,
37
0 0037
0 032'
165'
' 25
0 0081 -e
-ffi Thompson- Creek,3, , "' n
f �,0 56�"
0 009' ,
' al'657"
(32
0 0028
-'j0 035;x
; 1`65'; t
; 6 s�a� r'
� 0 '0020'
Dale°Branch'1 fiY
° "0 33
°0 009'
165 '
" 32'
00047,
"0,035-,-,
_�
" 165,,
= 6,,, s
0 0034 -'
'" �•� ;Dale Branch 2A
0 36 ;
d0�009 a
165` °
`32-
0 0043,
t 0035,
165 _
"6 -"I* `
0'0031,
�'0
Dale_Branch 2B
036
0 009 '
s 165
32 F
0'0044
0035a
165'
° . 6
0032
' Dale Branch 2C, _ -
0'36
,0'009 ,
165
3_ 32
0 0043
0 035 °
k65'­
�,� `a6 ,
0 0031 =;
'Dale Branch 2D 4
; `"O 36-,,
,z 0 009
165 =
32 " r
0 0044
of FO 035 _
1'65 -_
a i- 6 _ _
-00032.,
P> r_`DaleBranch'2& ' ,R
20'36 a,
P ' 0009
165°
32 <
00043
d °`-
c °w'0035 "t
..41`65 '
"`
;�,6 -p;
�', 0031
<a.0
`_,vbale'Branch 3'
0 38--y,
° 0 009.
165,
'32
0 0041 °
'0_035
1. 65 °
"116'`'
n0 0030
° 4 Dale Brarich`4
°'x`0'45'"
0 009�''�
,: 1 65��
F 32, '
�0 0035 )
s 0 035'°
' "165,
p 6" 6��'
�
°� 0 0025-
,u
°r
ti� °
_ Dale,Branch` 5A -
0 47,
_ 0 009 ,
-165
'32'-
0 0033,
6 035',J
165
� i 6 ;
0 0024 ,
Dale Branch 5B_
r b-47,-'
f 0 009
165,
32
0 0033
-0 035
',1 65 x
"6__
-
; 0 0024
- Dale_Branch,5C .
0 47_ ,
0 009
165
32°
0 0033 F
0 -035
1 65 ,
-6
'°0 0024
:Jerry Branch 1 �°
,.�° 0�41r
0 009fi
1.65"
I y 32
-0 0038 ,�
0 035" <
k �:1 65 �
`,� �6
0 0027
Jerry Brar►ch�2 _ -
0 51: x
0009
165
32
0 0030'
-0035
165
6
O 0022 "'
-�1, AAWrIry,Branch 3 �; �v�
R+; 1,0 52,. �.
,�k0 009 �s
` °1` 65
X32 s
r 0 0030 -, <,
0 635w �
,� 155 ql
6 ^ `
0 0022
E �g z - Hudson,Branch 1 _
0 33' -`
0 009
`S 65,r -
�� ' 32
0 0047
0_035 ,'
165 ,
�, _ �,6 °�
0 0034,
9
I
�`
a
o a9
T eaa< '
�a'
m
A
a
Reach
Calculation Method
Sediment
Load
Percent Calculated
Slope
Design Slope Range
(ft/ft)
Min
Max
'"Thompson Creek IA` _
'Representative Particle
Low
80%
100 %`
`0 0019 ` to 00024
Jhompson Creek 1B}
-Representative Particle
'L'ow
80%
'100%
0 0074 -Jo 0 0093
Thompson Creek'2
Representative Particle
Low
80 %`
100% `
, `` 0 0 4 065 ' -to, 0008
+: Thompson Cree_k,,3
- Representative Particle
,­'Low
_-,'8W,;"
_ 100 % ',,
0 0016 -r tO'_,.N`I0 0020 "
Dale Branch 1
Representative "Particle n + `
Low _
80 °� y
100%
0 0028 to ` ° 0 0034 ;
' Dale Branch`2Q p� ;
s��= X11 presentative-Partide
° t,,Lci "�,
T,''z 8096,0,
,w, X100 %a a'
00025 �"
LOvev;00031A,,
° Dale °Branch 2Bq," 3
Representative Particle_
9a
Low
80% "
100% °
0 0025 _,,to ° =0 0032'u,�
r Dale Branch 2C u
e, Representative Particle
- ° Low
80%
10090
"A O0025- = to 'I 0-003f,
Dale Branch`21?
Representative Particle
Low
80%
100% ,9
0 0025 to- 0 0032,
" - D'ale Branch 2E
Representative,Particle '
Low
86Y.'-,,
_' ,O'0025- - J6 -0 0031
-Dale Branch 3` -- `_
Representative,,Particle ,
Low
80%
106%
°0'0024 `to ; 0 0030, '
= Dale Branch 4,,-_
, `
r°
X80%
100 %r
=0`0020 ,= to` � '0 0025 ;; _
Dale- Branch 5A :
Reores6ntative,Particle.'
Low
80%
P 100 % +'
_00019 .„ for ° ,r'0'0024F';°
°t y �-Dale °Br`anch`5B,�V "i �
° �Representative Parficle ,_
a „`L'ow
86% "V',
°',A 0
0 0019 ,to �a0 0024"
-Dale Branch SC
Representative Particle _ -
Low
80 %'
100%
,o 0019 =`= to „0 =0024_ '
Jerry Branch 1
, Representative Particle
Low
80%
100%
.00022 t6, .00027,1-
Jerry Branch12
- Representative Particle
'Low
80% `
100%
-00018, -,to --,00022,
z Jerry Branch 3
r Representative Particle ` °' °,
Low,,,-
80%
100%
W 60017- "to -a 0 0022 s '
Hudson Branch 1 - - "
a y;JRepresentative Particle „�
,Low,,
F80%
100%
�s 0 0028 _ 'to =0 0034, -
c
�ppFe
iyk �' 'yr' 'A fP,y ry yy' S
if'¢
w�a d,fy
v� n
�fn.g xlan Ems'° .ii [. t1' T ✓ti�.PiS,
P 11058- PDEE�Design J2013 -06 -17 PDEE Channel Design xlsm 611812013

r--
3
L_
Transition Reach Design
Project
Pee Dee
Project No
1058 -PDEE
Client
EBX
Contract No
-
County /State
Montgomery Co, NC
D92&I Status
DRAFT
Reach
Location
Bankfull
dnnnx
Design
Depth
(ft)
Critical
Shear
T*
Transition
Slope
(ft/ft)
Shear
Stress
r
Design
Size (in)
Armor
Stone
Size
Thompson Creek 2
105 +50
078
117
0`04
005
366
107
12 in Stone
Thompson Creek 2 °
106 +40'
0°78
` 078 °
0'04.
001
'0 39
11
� ­ 6 in-Stone,",
Thompson Creek 2
115 +57
078
078
004
004
205
60
6 in Stone
Thompson Creek 2
115 +57
078
156
004
004,
410
119 a
12 m Stone
Dale Branch 1
203 +50
052
052
004
008
242
70
12 in Stone
s G Dale Branch,l
203 +50 r
052
077
0 04, '
" >° 008
' P3 62 v'R
� `10 6
12 in Stone '
Dale Branch 3
219 +00
059
059
004
005
185
S4-
6 in Stone
Dale Branch 3
219, +00
0 59',
, !' 1 -01
004
''0 05
3 14" -
9 "2, 1
»12 nStoney"
Dale Branch 4
220 +70
067
067
004
005
210
61
12 in Stone
Dale Branch 4
220 +70
067
121
004
005
378
110 '
12 in Stone
Dale Branch 4
222 +25
067
067
004
00S
210
61
12 in Stone
Dale Branch 4
225+00—
067
"',128 '
0",
0 05, ,,
3 99. `
� °.116
X12 in Stone'
Jerry Branch 3
314 +00
077
077
004
005
239
70
12 in Stone
Jerry Branch 3
314 +00
077
1 -30 `:
004,
0 05, ,
407
118
12 -in Stone
F bs . e e
w
i e
'Q li
� r`3 ✓ - 5
! i !
r _
r ➢
°
'
r N �
xy i"LL Of''P x +yn k h
r e
TC
aM1ni^
:4s
'L °P yA
!E s bwo�'h
P X1058- PDEE�Designj2013 -06 -17 PDEE Channel Design xlsm
6/18/2013

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
x 3/8"
9
3
1/2"
16
12
2
3/4"
16
25
3
"
1"
13
48
32
15"
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
1 100
° 11058- PDEE� Design �2013 -06 -17 PDEE Channel Design xlsm 611812013
1
I�
f

` Project
Pee Dee
Project No
1058 -PDEE
Client
EBX
Contract No
-
County /State
Montgomery Co, NC
Supplemental Bed Material Design
Design Status
DRAFT
Material Composition
Reach
Sand /Clay
ABC(M)
11 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
°K Thompson Creek SB" 2"'
c,
Thompson Creek 19 r
10%
. -
"'
30 %,
430%
30 %'°g
100
123
Thompson Creek -2
10%
2° -
w.ym °',2 -; �_
30%
30%
30%
` g43'Y x�
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% r
2
2
.4
12 -
'
',43 _
Dale Branch 2B
40%
60%
4
12
--24-,
43
- <v, Dale'Branch 2E
2
Dale Branch 2C r .g;
40%
60%
24`,'
,43
Dale Branch 3
2
2
4
Dale Branch 2D,
40%
60%
- Dale Branch 4
21 °^
2;`
-
12
- <24 -x.
Dale Branch 2E' _
40%
60%
2
4
12
24_ ,
43
.Dale Branch 5B
Dale Branch 3, .
40%
60%
12
24- °'
Lf 43,
Dale Branch 5C
" 2'f
21
h, „Dale,Branch 4,
40 %�,,
60%
< -43 ,
,ir- ^ref,,
,�,,� 'JerrjrfBranc -l^
r2, �o�,�
• ,'�°.'2 =-.r
t , 4'
r ;L2 ;y;„
Dale Branch 5A
40%
60 %.
2
_ -2
4
12
',24 '
43
Dale Bea6ch�5B',�'
° 40%
60 %; ' �_'°
-4,
12 ;P
1,61`24 '
43," ,
Hudson Branch 1
2
Dale BranWK ;
40%
66%
24
43
Jerry Branch 1--
-'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
Des
Thompson Creek IA
2 v
`-2
4
'12'
24£ - -,
43
°K Thompson Creek SB" 2"'
Thompson Creek 2
22
35
81
100
123
172
f Thompson'Creek 3 a
2° -
w.ym °',2 -; �_
�'4
12 JY
24 °,v�
` g43'Y x�
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
: > 1
4
12
--24-,
43
- <v, Dale'Branch 2E
2
-,t2 A,
4"
12
24`,'
,43
Dale Branch 3
2
2
4
12
--24,,
43
- Dale Branch 4
21 °^
2;`
4
12
- <24 -x.
X43
Dale Branch 5A
2
2
4
12
24_ ,
43
.Dale Branch 5B
2 's
x 2-
o ,a4
12
24- °'
Lf 43,
Dale Branch 5C
" 2'f
21
4
12
' , ,2414 v
< -43 ,
,ir- ^ref,,
,�,,� 'JerrjrfBranc -l^
r2, �o�,�
• ,'�°.'2 =-.r
t , 4'
r ;L2 ;y;„
� „ 24�y�
`443 �
Jerry Branch 2
2
_ -2
4
12
',24 '
43
Jerry Branch 3
2-
-" 2
-4,
12 ;P
1,61`24 '
43," ,
Hudson Branch 1
2
2
4
12
24
43
P X1 058-POEEI Design X2013 -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 ADoroach Credit Ratio
R
Restoration
1:1
250
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
Component Totals
250
0.0 250.0 El 166.7
Title Ft
6/18/13
Restoration
R Below
MMF
Enhancement I
El 625.0
Thompson Creek 1B
Ell 0.0
261
0.0 261.0 R
261.0
High Quality Pres.
HQP 0.0
Credit Calculations
Thompson Creek 2
1053
0.0
10510
R 1053.0
Thompson Creek 3
193' not enough buffer
-17-T ;.
R
70.0
from pipe outlet
Dale Branch 1
375
El
250.0
Dale Branch 2A
125
R
125.0
Dale Branch 28
140
0.0
140.0 R
140.0
Dale Branch 2C
110
0.0 110.0
R
110.0
Dale Branch 21)
365
_. 365.0 R 365.0
Dale Branch 2E
235'- subtracted 60'
175
0.0
175.0 R
175.0
Subtotals: 0.0 2854.0 2645.7
Totals: 0.0 Below Below
Project: Pee Dee
Project No.: 1058 -PDEE
P: X1058- PDEEDes IgnJ2013- 06- 17PDEEChonne1 Design.xlsm
SMU Totals
Below
4163 Below
0.0 t Below
0.0 0.0
0.0
Credit Ratio Definition
Title Approach Credit Ratio
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
P: X1058- PDEEDes IgnJ2013- 06- 17PDEEChonne1 Design.xlsm
SMU Totals
Below
4163 Below
0.0 t Below
0.0 0.0
0.0
Credit Ratio Definition
Title Approach Credit Ratio

Client: EBX
Contract No.: -
County /State: Montgomery Co., NC
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
Dale Branch 3
Ft
R
550
0.G 550.0 R 550.0
625.0
Ell
0.0
P
0.0
HQP
Dale Branch 4
825
0.0 825.0
R
825.0
- -Dale Branch 5A
1245- subtracted 60'
185
0.0 185.0
R
185.0
I
Dale Branch 5B
315
0.0 315.0 R 315.0
Dale Branch 5C
165
3.0 165.0 R 165.0
Jerry Branch 1
435
0 0
435.0
R
435.0
Jerry Branch 2
625
0.C? 62 5.t, R 625.0
Jerry Branch 3
670- subtracted 60'
610
0.0
610.0 R
610.0
Hudson Branch 1
52.6
R
52.6
0.0
0.0
R
0.0
Subtotals: 0.0 3762.6 3762.6
Totals: 0.0 6616.6 6408.3
FINAL
6/18/13
MMF
Approach
Restoration
Enhancement 1
Enhancement 11
Preservation
High Quality Pres
P: X10.58- PDEEIDesign12013 -06 -17 PDEE Channel Design.xlsm
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 6408.3
0.0 0.0
0.0

APPENDIX C3
Hydraulic Modeling

HEC -RAS Output - Existing Channel
r� ��tan
�, �3!e•�
S%
;wRi_v,
�.,..`�..t•C:.+rr ^,
1River5tr
omj �3'a. r yP
�
Pm
ryr
��,
Ch EIFW
��'Z
5 ElevE
a' +.. '.� �y�
"G Elev�
oude#
Chl
yA `y.
MWw.
Ve"
y C`?'a�
Chan
�
Chan
Total
(cfs)
(ft)
(ft)
(ft)
(ft /s)Y
(lb /sq ft)
(lb /ft s)
(lb/ft s)
1
8
BKF
9
35433
35497
35507
092
282
037
104
069
1
8
2 yr
14
35433
35504
35519
099
335
049
166
108
1
8
10 yr
40
35433
35533
35552
091
408
061
247
125
1
8
50 yr
78
35433
35555
35585
101
525
091
478
255
1
8
100 yr
100
35433
35566
35601
103
569
103
585
317
1
7
BKF
9
3476
3482
34846
1
409
068
277
277
1
7
2 yr
14
3476
34838
34873
1
471
083
392
392
1
7
10 yr
40
3476
34909
34974
101
649
135
874
874
1
7
50 yr
78
3476
34987
35076
1
753
166
12S4
1254
1
7
100 yr
100
3476
35022
35122
101
8
182
1457
1426
1
6
BKF
9
33905
33994
34012
08
339
046
156
156
1
6
2 yr
14
33905
34017
34038
075
37
05
187
187
1
6
10 yr
40
33905
34086
34132
082
543
093
504
504
1
6
50 yr
78
33905
34136
34228
101
769
174
1339
1339
1
6
100 yr
100
33905
34171
34277
101
826
195
1607
1607
1
5
BKF
10
33743
33831
33855
088
394
1 06
235
235
1
5
2 yr
16
33743
33853
33886
095
461
078
358
358
1
5
10 yr
46
33743
33928
33978
094
S69
103
588
442
1
5
50 yr
90
33743
3399
34048
088
642
118
756
442
1
5
100 yr
115
33743
34017
34076
084
662
12
795
409
1
4
BKF
10
32257
32312
3233
101
34
051
173
173
1
4
2 yr
16
32257
32326
32349
1
381
059
223
223
1
4
10 yr
46
32257
32373
32404
1 096
448
071
319
236
1
4
50 yr
90
32257
3241
32441
084
483
072
347
155
1
4
100 yr
115
1 32257
32421
32457
087
526
082
433
196
1
3
BKF
14
29963
30017
30038
101
365
056
203
203
1
3
2 yr
23
29963
30034
30062
101
424
068
29
29
1
3
10 yr
63
29963
30087
30137
101
567
101
575
575
1
3
50 yr
121
29963
30159
30208
083
569
09
514
247
1
3
100 yr
154
1 29963
30179
30231
084
605
098
594
287
1
2
BKF
14
29454
2952
29539
1
353
053
188
188
1
2
2 yr
23
29454
29535
29562
101
415
067
278
278
1
2
10 yr
63
29454
29586
29635
101
558
1
557
557
1
2
50 yr
121
29454
29641
29709
101
664
127
842
842
1
2
100 yr
154
29454
29666
29744
101
71
139
984
959
1
1
BKF
16
2864
28722
28751
098
431
069
299
299
1
1
2 yr
25
2864
2 87 43
28781
1
5
087
435
435
1
1
10 yr
68
2864
288 17
28886
101
668
132
879
879
1
1
50 yr
130
2864
28895
28992
098
791
165
1308
1049
1
1
100 yr
165
2864
28971
29007
0 59
J 5 53
0 74
4 07
0 83

HEC -RAS Output - Proposed Channel
River 5ta
4�4$8n
Profile
Q Total
P(cfs)
...r""
_ter ✓.;
�<
Min�C1iEIW
�
, �,
S Elev�,
E G Elev,
roude��
VeI Ghnl
Shear'
[hand
Power
Chan
pq-eg�r.§'
(ft)
(ft)
(ft)
(ft/s)
(lb /sq ft)
(lb /ft s)
(lb /ft s)
1
8
BKF
9
3545
35507
35526
1
35
053
184
174
1
8
2 yr
14
3545
35523
35544
092
379
055
208
122
1
8
10 yr
40
3545
35565
35588
08
444
062
275
085
1
8
50 yr
78
3545
35592
35622
086
539
084
454
146
1
8
100 yr
100
3545
35603
35637
09
592
098
582
196
1
7
BKF
9
35051
35108
35127
101
351
053
1 186
177
1
7
2 yr
14
35051
35124
35145
09
375
054
202
117
1
7
10 yr
40
35051
35167
35196
086
48
072
347
136
1
7
50 yr
78
35051
35201
35238
089
578
095
S47
211
1
7
100 yr
100
35051
3S215
352S7
092
626
107
673
262
1
6S
BKF
9
3459
1 34647
34666
101
352
053
187
178
1
65
2 yr
14
34S9
34663
34694
09
373
053
199 _
114
1
65
10 yr
40
3459
34706
34737
088
49
075
369
167
1
65
50 yr
78
3459
34744
34783
088
582
095
554
226
1
65
100 yr
100
3459
34759
34803
092
636
11
696
288
1
6
BKF
9
34051
34168
34169
02
111
004
004
002
1
6
2 yr
14
34051
34207
34208
017
109
003
004
002
1
6
10 yr
40
34051
34375
34376
01
101
002
002
001
1
6
50 yr
78
34051
34472
34474
012
131
003
004
002
1
6
100 yr
100
34051
34487
34489
014
164
005
009
003
1
55
Culvert
1
S
BKF
10
33963
34023
34042
101
358
054
195
192
1
5
2 yr
16
33963
34039
34063
095
4
061
242
173
1
5
10 yr
46
33963
34089
34115
078
456
063
288
091
1
1 5
50 yr
90
33963
3412
34153
085
563
089
499
177
1
S
100 yr
115
33963
34131
34171
091
627
107
671
24
1
4
BKF
10
3227
32333
32356
101
38
059
224
224
1
4
2 yr
16
3227
32352
32379
096
426
066
283
209
1
4
10 yr
46
1 3227
32407
32428
071
435
056
244
055
1
4
50 yr
90
3227
32432
3246
081
547
083
455
119
1
4
100 yr
115
3227
32443
32474
086
6
097
585
159
1
3
BKF
14
30017
30094
30119
101
398
063
25
25
1
3
2 yr
23
30017
30116
30144
101
426
069 1
294
294
1
3
10 yr
63
1 30017
30172
30209
088
498
077
386
204
1
3
50 yr
121
30017
30218
30259
083
566
088
498
198
1
3
100 yr
154
30017
30235
3028
084
605
097
585
1 231
1
25
Culvert
1
2
BKF
14
2967
29747
29772
101
398
063
25
25
1 1
2
2 yr
23
2967
29769
29797
101
427
069
295
295
1
2
10 yr
63
2967
29821
29853
086
476
072
342
154
1
2
50 yr
121
2967
29857
29897 1
088
57
092
527
238
1
2
100 yr
154
2967
29872
29917
091
621
1 106
656
29
1
1
BKF
16
28813
28895
28919
098
398
062
245
245
1
1
2 yr
25
28813
28915
28943
1
429
069
297
297
1
1
10 yr
68
28813
28964
28983
074
408
053
215
062
1
1 1
50 yr
130
28813
28986
29013
084
516
078
405
142
1
1 1
100 yr
165
28813
28996
29026
088 1
S61
1 091
509
191

HEC -RAS Output Comparison
River
River Sta
Profile
WSEL Diff
Power ch
Diff
Powerch
% Diff
Power Tot
Diff
Power Tot
% Diff
0.1
0.8
77%
1.05
152%
0.19
0.42
25%
0.14
13%
0.32
0.28
11%
1 -0.4
-32%
0.37
-0.24
-5%
-1.09
-43%
0.37
-0.03
-1%
-1.21
-38%
2.88
1 -0.91
-33%
-1
-36%
yr
2.86
-1.9
-48%
-2.75
1 -70%
yr
2.58
-5.27
-60%
7.38
-84%
2.14
-7.07
-56%
-10.43
-83%
1.93
-7.84
-54%
-11.64
-82%
F
1.74
-1.52
-97%
-1.54
-99%
1.9
-1.83
-98%
-1.85
-99%
2.89
-5.02
-100%
-5.03
-100%
3,36
-1335
-100%
-13.37
-100%
316
-15.98
-99%
-16.04
-100%
1.92
-0.4
-17%
-0.43
-18%
1.86
-1.16
-32%
-1.85
-52%
1.61
-3
-51%
-3.51
-79%
1.3
-2.57
-34%
-2.65
-60%
1.14
-1.24
-16%
- 1.69
-41%
0.21
O.S1
29%
0.S1
29%
0.26
0.6
27%
-0.14
-6%
0.34
-0,75
-24%
-1.81
-77%
0.22
1.08
31%
-0.36
-23%
0.22
1.52
35%
-0.37
-19%
0.77
0.47
23%
0.47
23%
0.82
0.04
1%
0.04
1%
0.85
-1.89
-33°x6
-3.71
-65%
yr
0.59
-0.16
1 -3%
-0.49
-20%
100 yr
0.56
-0.09
-2%
-0.56
-20%
2
BKF
2.27 1
0.62
33%
0.62
33%
_' yr
2.34
0.17
6%
0.17
6%
10 yr
235
-2.15
-39%
-4.03
-72%
50 yr
2.16
-3.15
-37%
-6.04
-72%
100 yr
2.06
-3.28
-33%
-6.69
-70%
1.73
-0.54
-18%
-0.54
-18%
1.72 1
-1.38
-32%
-138
-32%
1.47
-6.64
-76%
-8.17
-93%
0.91
-9.03
-69%
-9.07
-86%
0,25
1.02
25%
1.08
130%

HEC -RAS Sediment Data UTi Existine (Bankfull)
:: ;FR
'River ,� //°'Reacfis�
A x�
'° J
RS < ,
? - CFirDist
Inv',ert
Changed
(ft
NlVlass O t
�CwrmAll�
`f tons r
- MassMn .
Cum krill
"+ (tons
Dale
1
8
11033
000
010
010
Dale
1 1
7
33798
000
018
010
Dale
1
6
9004
000
018
018
Dale
1
5
73184
000
020
018
Dale
1
4
87025
000
024
020
Dale
1
3
1208
000
025
024
Dale
1
2
24949
000
029
025
Dale
1
1
39845
000
029
029
Dale
1
1
39845
000
025
026
HEC -RAS Sediment Data- UTi Proposed (Bankfull)
fs PI.iY:r
sc, �,�.��a/',13
`River, `
An1./ �vE }"k4S
��"'"� �
Reach ti
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Dale
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15272
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015
015
Dale
1
65
18526
000
010
015
Dale
1
6
9004
000
010
010
Dale
1
5
73184
000
017
010
Dale
1
4
87025
000
020
017
Dale
1
3
1208
000
022
020
Dale
1
2
24949
000
026
022
Dale
1
1
39845
000
025
026
HEC -RAS Sediment Data- UT1 Existine (2 -Year)
_. K _ _ � .�
Rive= -
,�;,�_.�.�
�4ReacFi,
�."
RS± f
v, - -= 'r��'a�Ghamge�;
r Ch Dist
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hHf Wry -
asiMass In
�, u- m��All �,
Dale
1F
8
11033
000
017
017
Dale
1
7
33798
000
028
017
Dale
1
6
9004
000
029
028
Dale
1
5
73184
000
034
029
Dale
1
4
87025
000
038
034
Dale
1 1
3
1208
000
039
038
Dale
1
2
24949
000
047
039
Dale
1
1
39845
000
049
047

f__
�i
i
f
;I
i1
i�
HEC -RAS Sediment Data- UTi Proposed (2 -Year)
< .
ver
_'9 - Az
..�
;r,; , x (��
fimyy�, ,, , }'
'." '
r Inve`r`t.sOuF
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s
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ry +r +y.
Cbulm.W
IFI
Dale
1
8
11033
000
014
014
Dale
1
7
15272
000
013
014
Dale
1
65
18526
000
008
013
Dale
1
6
9004
000
009
008
Dale
1
5
73184
000
018
009
Dale
1
4
87025
000
024
018
Dale
1
3
1208
000
029
024
Dale
1
2
24949
000
039
029
Dale
1
1
39845
000
039
039
HEC -RAS Sediment Data- UTi Existing (10 -Year)
- --
RRiver,
-
_ -- ';,�w�
Reach
T>> i
i
�ra� .j
�'a�
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NTH, =
ate_ - .
w; - �ange
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r Sr,lri "vherts`
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,e f`,f
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rMassO;ut
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-Mass:ln F
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Dale
1
8
11033
000
021
021
Dale
1
7
33798
000
081
021
Dale
1
6
9004
000
100
081
Dale
1
5
73184
000
094
100
Dale
1
4
87025
000
090
094
Dale
1
3
1208
000
096
090
Dale
1
2
24949
000
120
096
Dale
1
1
39845
000
130
120
Dale
1
1
39845
000
027
036
HEC -RAS Sediment Data -UTi Proposed 110 -Yearl
Rivef;�Reach,
Ii
" °E�
J - 1,S
„ +RS;�x
t
����Ch';Dist`4
Anveri'
"Nla'ss0ut
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Dale
1
8
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014
Dale
1
7
15272
000
019
014
Dale
1
65
18526
000
016
019
Dale
1
6
9004
000
020
016
Dale
1
5
73184
000
016
020
Dale
1
4
87025
000
019
016
Dale
1
3
1208
000
024
019
Dale
1
2
24949
000
036
024
Dale
1
1
39845
000
027
036

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 Law
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

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
i
1
1
1
1
Rating
Low
Very Low
Very Low
Very Low
Very low
Very Low
Erosion Rate Prediction i
NC or CO NC
Erosion Rate (ft/yr)
0.0
0.1
0.0
0.0
0.0
0.: S_ heet Total
Erosion Total (ft3/yr)
12
19
1
5
3
44

Project: 1058 -PDEE
Stream: Thompson
Erosion Rate Calculations
Date: 1/9/2013
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
It
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
S.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 -P D E E 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 1
0.0
0.0
0.0
0.0
Sheet Total
Erosion Total (ft3/yr)
50
28
2
8
7
0
95

r-rUawn rcaLr %.aFCUiauuns
j 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
It
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 (ftyr)
0.0
0.0
0.0
0.0
0.0
0.0
Sheet Total
Erosion Total (ft3yr)
10
1
5
0
3
1
19

Erosion Rate Calculations
Project: 1058 -P D E E Date: 1/9/2013
jstream: 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
7S
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
8o
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
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
i
;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 -GS -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
5.50
Bank Angle
85
100
BEHI Score
7.00
8.33
Surface Protection
40%
30%
BEHI Score
5.14
6.00
Bank Material Adjustment
-10
-10
Stratification Adjustment
0
0
Total BEHI Score
26.36
28.33
Rating
Moderate
Moderate
T
NBS Calculation
Thalweg Position Score
1
1
Toe Depth Ratio Score
0
0
Local Slope Scone
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 (fttyr)
0.0
0.0
Sheet Total
Erosion Total (ft3tyr)
8
9
16

Erosion Rate Calculations
Project: 1058 *PDEE Date: 1/9/2013
JLICdIII. UdIC UICW. IVIIVI,Ur -,hh
Reach /Description: Page: 9 Of: 16
i 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 state caicuiations
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 (ft v)
253
1
3
3
3
21
294

i
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
7 4

Project: 1058'PDEE
Erosion Rate Calculations
Date: 2/2012013
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 +S
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
7S
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%
700/c
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 (ft 3tyr)
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%
3S%
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
S.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
WARSS NBS Rating
1
2
1
1
Rating
Very Low
Low
Very Low
Very Low
Erosion
Rate Prediction
NC or CO
NC
Erosion Rate (fttyr)
0.0
0.0
0.0
0.0
0.0
Sheet Total
Erosion Total (ft3tyr)
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
5.00
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
5.20
8.00
Bank Angle
45
100
30
85
30
70
BEHI Score
3.25
8.33
2.50
7.00
2.50
5.00
Surface Protection
40%
15%
25%
30%
25%
25%
BEHI Score
5.14
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
1.5
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
1.5
2
1
1
1
WARSS NBS Rating
1
2
3
1
1
1
Rating
Very Low
Law
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

Frnsinn Rate ralriJatinnc I
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
3.
0
1
Total NBS Rating
1
2
2
1
2
0
WARSS NBS Rating
1
3
3
1
3
Rating
Very Low
Moderate
I Moderate
I 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
i 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
It
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%
3S%
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
DoE /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
5.57
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
NIBS 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

Project: 1058 -PDEE
Stream: All
Reach /Description: All
Site Assessment Calculations
Date: 1/9/2013
Crew: mm,ce,gg
Page:
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
WEED
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
t).91
0,93
3.87
01,65
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.
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
1 Ref Max Depth Exp
0.27
0.27
0.27
0.27
0.27
0.27
0.27
Reference Bed Width
2.7
17
38
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
0.9
Max Depth Index (MDI)
2.2
4.3
3.1
1.8
3.4
1.0
1.2
Stream Type
(Rosgen)
Stream Type
i
G
G
G
G
G
C
B

Site Assessment Calculations
Project: 1058 -PDE E 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
It
0.5
1
0.5
0.5
1.2
0.7
0.6
Bank Height
It
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
018
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
+'-F.:r.
�.n.-
0' 70
0.30
;3 4 ;
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
9.6
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
._..
2.9
_.
7
7
3.7
Bed Width Index (BWI)
0.7
1.7
1.6
0.7
1.3
0.9
0.7
Reference DmAx
03
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
WEED
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
1 8
18
20
7
7
9
15
Quick Section Calculation
DM,x
1.05
0.60
03,50
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
2S
2.9
2.8
4.1
3.0
�DMEAN
(;

F Site Assessment Calculations
Project: 1058 -P DE E 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 Dale Dale Dale
Location 218 +00 219 +85 224 +20
DA
square miles
0.07
0.079
0.0865
WBKF
ft
6.5
5.5
8
WBEO
ft
5.3
4.2
4
DBKF
ft
0.8
0.8
0.7S
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
D,Ax
0.95
0.95
0.95
j
Average DTOE
0.75
0.75
0.75
DTHAL
0.20
0.20
0.20
ABKF
S.0
4.1
5.0
DMEAN
0.75
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
3.1
3.2
Bed Width Index (BWI)
1.8
1.4
1.3
Reference DMAX
0.7
Max Depth index (MDI)
4.4
4.8
3.3
Stream Type (Rosgen)
Stream Type
G
G
F
1-4
1

Two samples may be entered below. Select sample type for each.
e,
Sieve
Size
(mm)
Sieve
Weight
(9)
�
Sieve &
Sample
Weight
(g)
Retained
on Sieve
(g)
Passing
Sieve
282 19%
--
--
577 39%
19%
19%
449 30%
39%
58%
172 12%
30%
88%
0 0%
12%
100%
i ki,
total wt retained in sieves
1480
Note:
an 358 g,
uls Thompson
Point Bar - --
rt- cumulative % cwt of particles passing slave
100%
90%
80%
70%
c
m
-E 60%
d
50%
4) 40%
n 30%
20%
10%
0%
sand oraval cobble
I
I
I
I
------ - - - - -- - - --
I I
I I
I I
I I
I I
I I
I I
I
700
600
500
400
0
300
0
200
100
0
0.1 1 10 100 1000
particle size (mm)
Size (mm)
D16 -- D65 9.4 sand 100%
D35 5.3 D84 14
D50 6.9 D95 24

Particle Shape Factor
axis (mm)
a - b C SP JE
R,' 6�w
ff.' 4MR
37 111[
28 jj[
10 11
10 f
mean shape factor: 0.24

Two samples may be entered below. Select sample type for each.
Point ear
Sieve &
Sieve Sieve Sample Retained Passing
Size Weight Weight on Sieve Sieve
601
35%
16%
16%
637
37%
35%
50%
222
13%
37%
87%
0
0%
13%
100%
Point Bar --
100%
90%
80%
70%
c
m
60%
`w
50%
aa) 40%
2
n 30%
20%
10%
0%
t CUMLAOfive % yyt of partldas passlnp slave
ravel cobble 700
600
I
500
T.
400
I
OR
I
300
I �
200
I
I 100
I
0
0.1 1 10 100 1000
particle size (mm)
total wt retained in sieves 1730 Size (mm)
D16 4 065 11 sand 100%
Note: - D35 5.9 D84 15
D50 7,9 D95 24

Particle Shape Factor
axis (mm)
-f
2MB
12
-R
30 '1§
11
mean shape factor •

Two samples may be entered below. Select sample type for each.
Point ear
Sieve Sieve
Size Weight
(mm) )
V
Sieve &
Sample
Weight
Retained
on Sieve
Passing
Sieve
-
'
'
r�
'
wt retained in sieves:
Sand 419 g, Jerry Bar
309 25%
517 42%
300 24%
102 8%
0 0%
1228
—
25%
42%
24%
8%
- --
25%
67%
92%
100%
total
Note:
Point Bar --
100%
90%
80%
70%
- 60%
CD
w 50%
(D 40%
n 30%
20%
10%
0°/
tcumLdstive % —wt of partides passing sleve
ravel cobble
i
I
I
I
------ - - - - -- ---
I I
I I
I I
I I
I I
I I
I I
I
600
500
400
300 °
a
200'
N
100
0 0
0.1 1 10 100 1000
particle size (mm)
Size (mm)
016 - -- D65 7.7 sand 100%
D35 4.7 D84 13
D50 6 D95 21

Two samples may be entered below. Select sample type for each. II
Point Bar - --
100%
90%
80%
70%
c
60%
m
50%
ccoi 40%
n 30%
20%
10%
0%
i
I
(
I
I
I
i
- e--cumWaiive % cwt of parldes passing sieve
900
800
700
600
500 ?
0
400 d
3
300
CD
N
200
100
0
0.1 1 10 100 1000
panicle size (mm)
Size (mm)
D16 - -- D65 8.1 sand 100%
D35 5 D84 13
D50 6.3 D95 22
Pant Ear
1W
Sieve &
Sieve Sieve
Sample
Retained
Passing
Size Weight
Weight
on Sieve
Sieve
(MM) )
)
393 22%
—
- --
777 43%
22%
22%
467 26%
43%
65%
170 9%
26%
91%
-
0 0%
9%
100%
total wt retained in sieves:
1807
Note:
Point Bar - --
100%
90%
80%
70%
c
60%
m
50%
ccoi 40%
n 30%
20%
10%
0%
i
I
(
I
I
I
i
- e--cumWaiive % cwt of parldes passing sieve
900
800
700
600
500 ?
0
400 d
3
300
CD
N
200
100
0
0.1 1 10 100 1000
panicle size (mm)
Size (mm)
D16 - -- D65 8.1 sand 100%
D35 5 D84 13
D50 6.3 D95 22

Particle Shape Factor
axis (mm)
NI40off
35 If
5 -4
M: 51MM
3QAMW
_j
�n-ean shape factor 6.11

3 Bulk Sample Sieve Analysis
Two samples may be entered below. Select sample type for each.
Point Ber
Sieve &
Sieve Sieve Sample Retained Passing
Size Weight Weight on Sieve Sieve
691
45%
18%
18%
378
24%
45%
63%
196
13%
24%
87%
0
0%
13%
100%
Point Bar - --
100%
90%
80%
C 70%
M
60%
m
w 50%
40%
30%
20%
10%
0%
------------
— — — — — —
I
I
I
I
—w— cumulative % —wt of particles passing sieve
800
700
600
500
400
v
300
CD
200
100
0
0.1 1 10 100 1000
particle size (mm)
total wt retained in sieves. 1551 Size (mm)
D16 -- 065 8.5 sand 100%
Note:,West Slope Dale J D35 5.2 D84 15
D50 6.5 D95 21

Particle Shape Factor:
axis (mm)
mean shape

Two samples may be entered below. Select sample type for each.
Point Bar
Sieve Sieve
Size Weight
mm
qQF
Sieve &
Sample
Weight
()
Retained
on Sieve
)
Passing
Sieve
362 25%
—
--
668 46%
25%
25%
398 27%
46%
71%
31 2%
27%
98%
0 0%
2%
100%
total wt retained in sieves.
1459
Note s
Point Bar - --
100%
90%
80%
c
70%
m
5 60%
d
- 50%
40%
30%
20%
10%
0%
- cumulative % -wt of particles passing sieve
I
I
I
I
I
1
0.1 1 10
particle size (mm)
Size (mm)
D16 -- D65 7.4
D35 4.7 D84 11
D50 5.9 D95 15
800
700
600
500
3
400 °
d
300 a
200
100
0
100 1000
sand 100%

10.00
Particle Shape Factor
axis (MM)
W 3505
2M�
•
M! 25 MW
15 -J-
II
-
--
mean shape factor

3) B lk Sample Sieve Analysis
Two samples may be entered below. Select sample type for each.

tMIN
a �c
Particle Shape Factor
axis (mm)
W 27_ AM
M-
0.86

13) Bulk Sample Sieve Analysis
Two samples may be entered below. Select sample type for each.
point Ear
Sieve
Size
(mm)
Sieve
Weight
(9)
Sieve &
Sample Retained
Weight on Sieve
(g) )
rt- cumulative % cwt
gravel cobbJe
Passing
Sieve
I
100%
90%
-------
°
K
141 30"'
192 4%
317 7%
400 9%
1494 34%
572 13%
1248 29%
0 0%
4364
—
3%
4%
7%
9%
34%
13%
29%
- --
3%
8%
15%
24%
58%
71%
100%
80%
rt
1200
c
70%
°h
10009
60
c w
50% ------
- - - - --
- - - - - - - - - - - -- _- --
Boo °
40%
i
�
600
0
30°/
CD
400
total wt retained in sieves:
No
r
10%
Point Bar --
sand
rt- cumulative % cwt
gravel cobbJe
-
of particles passing sieve
100%
90%
-------
--- - --
- - - - ---
1600
1400
80%
1200
c
70%
°h
10009
60
c w
50% ------
- - - - --
- - - - - - - - - - - -- _- --
Boo °
40%
i
�
600
0
30°/
CD
400
20%
10%
i
200
0%
0
0.1
1
10 100
1000
particle size (mm)
Size (mm)
D16
17
D65 91
sand 100%
D35
40
D84 140
D50
54
095 150

Particle Shape Factor
axis (mm)
-
150 da
50
ean shape . i

3) Bulk Sample Sieve Analysis
Two samples may be entered below. Select sample type for each.
Pant 128r
1W
Point Bar --
Sieve &
- a - cumWatiparticles ve % —wt
of par passing sieve
Sieve Sieve
Sample
Retained
Passing
Size Weight
Weight
on Sieve
Sieve
100% sand
gravei -cobble
90%
------
- - - - --
------- - - - - --
1200
1000
(mm) ( )
ti 34 1% -- —
74 2%
1%
1%
80%
1
u
319 10%
2%
4%
70%
1
800 '
784 25%
10%
14%
�
1
.. ;
766 25%
25%
39%
d
60%
1
0
=
71�:
1108 36%
25%
64 °/u
w
50% ------
- - - - --
- - - - - - - - - - - 1
1
600
0 0%
36%
100%
v
40%
I I
m
3
30%
I
I
400 a
20%
I
I
200
10%
I
0%
I
0
0.1
1
10 100
1000
particle size (mm)
total wt retained in sieves:
3085
Size (mm)
D16
17
D65 65
sand 100%
Note: 36 g, Agg source
on Jerry,
D35
28
D84 78
D50
43
D95 87

Particle Shape Factor
axis (MM)
S 92
80 jit
20
42 j
-R.
mean shape factor:

Two samples may be entered below. Select sample type for each.
Point ear
Sieve Sieve
Size Weight
ITIITI
IW
Sieve &
Sample
Weight
(
Retained
on Sieve
)
Passing
Sieve
405 35%
—
--
t
580 51%
35%
35%
149 13%
51%
86%
cir
10 1%
13%
99%
0 0%
1 %
100%
tota4nedin
1144
Note:
Point Bar --
100%
90%
80%
70%
c
m
£ 60%
d
C 50%
40%
n 30%
20%
10%
0%
— a— cumWeflve % —wt of particles passing sieve
ravel cobble 700
600
500
400
300 }
n
200 H
100
0
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

Particle Shape Factor
axis (mm)
a 2M&
16 Ilk
12
.

�3) Bulk Sample Sieve Analysis
Two samples may be entered below. Select sample type for each.
Point Ea-
Sieve Sieve
Size Weight
(mm) (g)
1W
Sieve &
Sample
Weight
Retained
on Sieve
(g)
Passing
Sieve
Point Bar --
951 32%
—
--
1267 43%
32%
32%
sand
613 21%
43%
75%
100%
121 4%
21%
96%
jN
0 0%
4%
100%
total wt retained in sieves.
2972
Note:'970g. Pit Sample
on Dale
Point Bar --
--
tcumutative % awl
of partides passing sieve
sand
gravel cobble
100%
jN
1400
90°%
------
- - - - --
— — — —
1200
BO%
70%
I
1 000
£
60%
i
800
40%
i
I
I
600
30%
i
400 m
20%
I
i
i
200
10%
I
I
I
I
0%
0
0.1
1
10 100
1000
particle size (mm)
Size (mm)
D16
D65 6.8
sand 100%
D35
4.2
D84 11
D50
5.3
D95 16

Particle Shape Factor
axis (mm)
0; 4ME
Mi 3MR-
20 M[I
22 -11[
15
5 Al
i •
mean shape factor:

393
390
385
380
375
100 +00
101 +00 102 +00 103 +00 104 +00 105 +00
FULL SIZE PLAN — HORIZONTAL SCALE I" = 20 VERTICAL SCALE I" = 2 HALF SIZE PLAN — HORIZONTAL I' = 40 VERTICAL I" = 4'
393
-390
-385 1
-380 1
375
PSON CREEK
W.I Creek Engtneertng
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NOT fOR C N$TRUCTION
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LOCATION KEY
j
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LEGEND
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EXISTING BED
tl
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1
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t
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101 +00 102 +00 103 +00 104 +00 105 +00
FULL SIZE PLAN — HORIZONTAL SCALE I" = 20 VERTICAL SCALE I" = 2 HALF SIZE PLAN — HORIZONTAL I' = 40 VERTICAL I" = 4'
393
-390
-385 1
-380 1
375
PSON CREEK
'
{o
f I,
TL ,I
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tl
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101 +00 102 +00 103 +00 104 +00 105 +00
FULL SIZE PLAN — HORIZONTAL SCALE I" = 20 VERTICAL SCALE I" = 2 HALF SIZE PLAN — HORIZONTAL I' = 40 VERTICAL I" = 4'
393
-390
-385 1
-380 1
375
PSON CREEK

388
385
380•
375
370
105 +00
Wo Creek Engineering
� OvY MPRP P-B LL CmOrM1
�\ 4` o _ -'OO PRELIMI Y PLANS .... ecX PeelerRe.r ResrBR. non
h+ _ '\ rn NOT FOR C NSTRUCTION �O a MRORMCMM B�YL MT fp C ARGB
Ocb- " O PLAN k PROFILE
lose 5
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If
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EXISnNG
THONPSON
i '! `\ r• �� ISONC \ _ _ _ CRS
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ONPSON —_— _ \ _ - - lG� LEGEND
cREER _- �P
0 I r , �/ ri ' - - - -n�•` _ — Q 1 EXISTING FENCE
m
scut n rar -
106 +00 106 +50 107 +00 107 +50 10d+`W - 9 '� 109+00 110 +00
FULL SIZE PLAN - HORIZONTAL SCALE 1' = 20 VERTICAL SCALE I" = 2 61 CftNR- HALF SIZE PLAN - HORIZONTAL I" = 40' VERTICAL 1" = 4
i
THOMPSON CREEK
\ f I G I
11W_17 LOAD
r
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EXISTING RIGH
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106 +00 106 +50 107 +00 107 +50 10d+`W - 9 '� 109+00 110 +00
FULL SIZE PLAN - HORIZONTAL SCALE 1' = 20 VERTICAL SCALE I" = 2 61 CftNR- HALF SIZE PLAN - HORIZONTAL I" = 40' VERTICAL 1" = 4
i
THOMPSON CREEK
\ f I G I

368
365-
360-
355-
350
110 +00
Wo Creek Engineering
o o 14 oQ o PRELIIAIN PLANS reuwcim`Iaa .. . m. � K
+ .+j ' - y+. - NOT FOR C NSTRUCTION '� P66 oec x�K ocarolunon
ermaonKelrr a e�NC r�o ecaunce
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"
n Q
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EXSTING v~i LOCATION KEY
Z R71� THONPSDN ,
CREEK �,-, �r w LEGEND
` 3 Z
I
EXISTING FENCE
EXISTING C 1 ,n
..
BEDROCK �• �J ..,y �_ 4Q- •�. 2 '1�-' � � ®�Q��I%i"i
� —"_— ' 'I '__ _ _ � - - -'-jF _ ... � •5� � � _rO_' -- _ 'yam` � CY•y $ice
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 I" = 40 VERTICAL I" = 4'
� � I
368
-365
-360
-355
I I' I1i i J ; � 1 I F LI I , I
1 i 1 1 !I �
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t 1 i 1 I ICI '
; I 1 I
I 1 t i
350
THOMPSON CREEK
LDW 0 9 SNRILMNr F fINE 2S1 0 I EXISTNG LEFT TOP OF NK
— I ISRNG RIGHT TOP OF BAN K ,
EXSNG BED I

V%foll`Cmek Engineering
+
0
0
+ +
_ � �
+
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>
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EXISTING
z
12 CCP EXISTING
THOMPSON
rn
In
+
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I
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LOCATION KEY
LEGEND
— — — EXISTING FENCE
FXII NG
TRIS
VAE M FEET
358
358
--------
Sep 1)
76
MPIT,
.51
7-
V�arp
To
1W
eao
410
355
355-
Pme Lr =
pue tr, - C; 7'
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9
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350
350-
c
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345-
345
EXI
MG
r
lroLW I'S
qIZAI
340-1
MID
115+00
115+50
116+00
116+50
FULL SIZE PLAN -
117+00
HORIZONTAL SCALE I'
117+50
= 20 VERTICAL
118+00
SCALE 1' = 2'
118+50
HALF
119+00
SIZE PLAN HORIZONTAL
119+50
1" = 40
120+00
VERTICAL V = 4
THOMPSON CREEK

0 C) I PRELJMIN4RY PLANS
0 0
+ + I NOT FOR CONSTRUCTION
C14
Al
+
C14
0
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w
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10 10
0 FEEt
389
3875-
385-
382 5 -
MAN & pmnlz
LOCATION KEY
LEGEND
E)OSrM FENCE
cxsnNG TKALWEC
DW04G TO 8
DUSTING TREE
SAVE TREE
384
380-t
200+00
200+50 2004-75 201+00 201+50 202+00 202+50
FULL SIZE PLAN — HORIZONTAL SCALE l' = 10' VERTICAL SCALE I" = I' HALF SIZE PLAN — HORIZONTAL 1 20' VERTICAL 1 = 2 DALE
-38251
.380 1
-3775
-375
LIP.
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200+00
200+50 2004-75 201+00 201+50 202+00 202+50
FULL SIZE PLAN — HORIZONTAL SCALE l' = 10' VERTICAL SCALE I" = I' HALF SIZE PLAN — HORIZONTAL 1 20' VERTICAL 1 = 2 DALE
-38251
.380 1
-3775
-375

381 5
380-
3776-
1 375
of °o � to PRELIMI Y PLANS
�° ( + } ,, / NOT FOR NSTRUCTI01
M
cli
m
MK[. TFFf' - _—
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LOCATION KEY
LEGEND
-- . -E7tWM FENCE
--- - EXISTING TK&WEG
EXISnNG TOA
MnNG TREE
5
SAVE MEEbb((�
a $aR
3715
3725-1
202 +50
203+00 203 +50 203 +75 204 +00 204 +50 205+00
FULL SIZE PLAN — HORIZONTAL SCALE I' = 10' VERTICAL SCALE 1" = 1' HALF SIZE PLAN — HORIZONTAL 1" = 20' VERTICALI' = 2'
•370 1
367 51
-365 1
362 5
INCH
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1-1
'
.!
_
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' '
-_
-
J
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AD
,
3725-1
202 +50
203+00 203 +50 203 +75 204 +00 204 +50 205+00
FULL SIZE PLAN — HORIZONTAL SCALE I' = 10' VERTICAL SCALE 1" = 1' HALF SIZE PLAN — HORIZONTAL 1" = 20' VERTICALI' = 2'
•370 1
367 51
-365 1
362 5
INCH

� ma-
�aos-
oball
0 'a - -- -
1 0",/ "/ �,, 10 0
L0 to rl
ol 04
lo lo m
/ PLAN ^cmnM /
/
'
====
EXISTING 714ALWEG
EXISTING TO EL
EXISTING TREE
-1 tau
205+50 206+00 206+60 206+75 207+00 207+50
FULL SIZE PLAN - HORIZONTAL SCALE 1' = 10' VERTICAL SCALE I" = 1' HALF SIZE PLAN - HORIZONTAL I' = 20' VERTICAL 1 = 2'
-3m |
-36no|
/35« |
R
I
Fi-
205+50 206+00 206+60 206+75 207+00 207+50
FULL SIZE PLAN - HORIZONTAL SCALE 1' = 10' VERTICAL SCALE I" = 1' HALF SIZE PLAN - HORIZONTAL I' = 20' VERTICAL 1 = 2'
-3m |
-36no|
/35« |

� -_
Enginecring
RY PLANS
C'4
04
R27
LEGEND
EXISTING MICE
i DUSTING TREE
359
L
3575-
3525
356-
L
350
207+50
208+00
208+50
208+75
209+00
209+50
210+00
FULL
SIZE
PLAN
HORIZONTAL SCALE I'
= 10 VERTICAL
SCALE 1 1
HALF
SIZE PLAN HORIZONTAL
1' 20'
VERTICALi" = 2'

»55-
| »50-
PREU
ol
cli
Li
Lp
M FEY
Wo[fCm,ek
/
LOCATION KEY
__ EXMTING FENCE
EXISTING T 0.8
=2777,1 MDDI14 61
cz VAR-
2001+00
200+5 ' 'o*�vo' ' 20450 ' um�m ' umi+n
FULL SIZE PLAN - HORIZONTAL SCALE r~ m VERTICAL SCALE. /^ ~ , HALF SIZE PLAN - omummAL `^~ 20 VEnmuI-r ~ r
xm |
mm |
DALE BRANCH
7n
LT
2001+00
200+5 ' 'o*�vo' ' 20450 ' um�m ' umi+n
FULL SIZE PLAN - HORIZONTAL SCALE r~ m VERTICAL SCALE. /^ ~ , HALF SIZE PLAN - omummAL `^~ 20 VEnmuI-r ~ r
xm |
mm |
DALE BRANCH

3465
1 345
13425
1 340
3375-,
202 +50
i
Wolf Creek I
[C REC 31'RH14 HLM1T(
e,mrsonrrcrrtAl. eu(c I
PLAN k PROFILE
LOCATION KEY
FENCE
E %ISTINC T 0 8
® Q4gNKS
GQ FAR,
O N
+
+
+ +
--
7!
1
o
_
o , o
I
E%ISTINC T08
EwsnNC
Toe RT
{
� rW'
EXI STING DALE
i
41
D
BRANCH
r
i Wo*D
s
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R32
ODD ri 5
DIM>r1,1'�
R31
co
c
10
O
r
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SLUE M RET
Wolf Creek I
[C REC 31'RH14 HLM1T(
e,mrsonrrcrrtAl. eu(c I
PLAN k PROFILE
LOCATION KEY
FENCE
E %ISTINC T 0 8
® Q4gNKS
GQ FAR,
203 +00 203 +50 204 +00 204 +50 205 +00
FULL SIZE PLAN - HORIZONTAL SCALE 1" = 10' VERTICAL SCALE 1" = I' HALF SIZE PLAN - HORIZONTAL 1" = 20 VERTICAL 1" = 2
34651
345 1
X�Y�y
-340 1
3375
DALE BRANCH
7!
1
I
E%ISTINC T08
EwsnNC
Toe RT
{
� rW'
i
41
r
i Wo*D
ODD ri 5
DIM>r1,1'�
10
203 +00 203 +50 204 +00 204 +50 205 +00
FULL SIZE PLAN - HORIZONTAL SCALE 1" = 10' VERTICAL SCALE 1" = I' HALF SIZE PLAN - HORIZONTAL 1" = 20 VERTICAL 1" = 2
34651
345 1
X�Y�y
-340 1
3375
DALE BRANCH

xV- - - - - -v
O O o O
0 lo o '
o o 0 0
V
n
r /' R34 EXISTING DALE i �O
In In - -' BRANCH Q
D - - _•f� ' - - / ! , �\ d>( RIG p
o
3415
340-
13375
1 335
Wolf Creek Engineering
'Pee on ,,— xcsrox..non
cxneoxNSxTAI, eu+c A cXCx.xce
PLAN k PROFILE
lOSB l9
LOCATION KEY
LEGEND
— — EXISTING FENCE
EXISTING TO B
�>m EKDDdi(,1
BANKS
�R
13325-1
205 +00
205 +50 206 +00 206 +50 207 +00 207 +50
FULL SIZE PLAN - HORIZONTAL SCALE I- = 10 VERTICAL SCALE 1' = 1' HALF SIZE PLAN - HORIZONTAL 1" = 20 VERTICAL 1" = 2'
34151
340 1
33751
335
+-3325
DALE BRANCH
SEDiM
NT I
I
I
I
I
EXISTING TOB FIT
1 L iI I O7-
i
i
j
;;il,,
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`w,'T�+�;sito'
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,r'
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III I
,Ir•
'II
'� ,
!I ,
I
I
I
I
13325-1
205 +00
205 +50 206 +00 206 +50 207 +00 207 +50
FULL SIZE PLAN - HORIZONTAL SCALE I- = 10 VERTICAL SCALE 1' = 1' HALF SIZE PLAN - HORIZONTAL 1" = 20 VERTICAL 1" = 2'
34151
340 1
33751
335
+-3325
DALE BRANCH

339
3375
335'
3325
330
207 +50
o -
o
} } i o
p { PREUMI NSTPLAC
O � NS PAN � & ' �uPr�u R Oe�FueIya LsB C, rva e no*ron au
nca
04 C14
' __ i ZY _ — .. lose i6
'�`— ✓' -- _" —__ EXISTNG DALE
• -__ __ _
BRANCH
CT L1� '� , r \ r / O LOCATION KEY
�t N LEGEND
Da51ING FENCE
9 � -/,k 'GAGE ) r % - W EXISTING TO B
rx'
SME NFEET
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 I* = 2
3315
330 I
32751
•325 1
322 5
DALE BRANCH,
-j
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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 I* = 2
3315
330 I
32751
•325 1
322 5
DALE BRANCH,

3315
330
3275
325
3225
210+00
0
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plamm"m W.
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210+50 211+00 211+50 212+00 24+50
FULL SIZE PLAN — HORIZONTAL SCALE 1' = 10' VERTICAL SCALE I" HALF SIZE PLAN — HORIZONTAL 1' = 20' VERTICAL I" = 2'
331 5 1
32751
-325 1
-32251

O 0 IF PRELIMIN) RY PLANS
0-
�Nsmc-50N� ZEN
wa
n PLAN k PR
bUSnNG DME
MIA�CH
LOCATION KEY
LEGEND
MrING FENCE
EXIMNO TOB
324
3225
320
3175
315-,
212+50
213+00 213+50 214+00 214+50 215+00
FULL SIZE PLAN - HORIZONTAL SCALE I" = 10' VERTICAL SCALE 1" = 1' HALF SIZE PLAN - HORIZONTAL 1' = 20' VERTICALI' = 2'
324
M " I
-320 1
31751
315
DALE BRANCHI
T-
-T
F
L
r
-L L
L
T!
L
J
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xv.
71 G BED
L
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J -
ij
L
L
315-,
212+50
213+00 213+50 214+00 214+50 215+00
FULL SIZE PLAN - HORIZONTAL SCALE I" = 10' VERTICAL SCALE 1" = 1' HALF SIZE PLAN - HORIZONTAL 1' = 20' VERTICALI' = 2'
324
M " I
-320 1
31751
315
DALE BRANCHI

3215
320
3175
315
13125
215+00
0 PLANS
NSTRUCTION
NG DALE
_.cH -q
4�'
7 5 R46
PLAN & PROF"
E)QSThG TO 8
21450 216 . +00 216 . +50 — 217+00 . 217 +50
FULL SIZE PLAN HORIZONTAL SCALE I' = 10' VERTICAL SCALE I" = 1 RAIF SIZE PLAN — HORIZONTAL 1- = 20' VERTICAL 1' = 2'
31651
315
31251
-310
3075
I
T
t
,
L I 1 1
L
= i � _ ,
'
I
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1
T I
L
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t
1 1
T-I[j
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T
21450 216 . +00 216 . +50 — 217+00 . 217 +50
FULL SIZE PLAN HORIZONTAL SCALE I' = 10' VERTICAL SCALE I" = 1 RAIF SIZE PLAN — HORIZONTAL 1- = 20' VERTICAL 1' = 2'
31651
315
31251
-310
3075

314
3125-
310
13075
30
217 +50
WoIFCreek Engmeenng
cw u�D �nmvi ymc
'PHH D86 SSftH.W R[SrotuTtDN
ENNIPDNYRNT4L 9MC k H%llydNGH
PLAN 8 PROPR.E
a /,ea ®a 1059 l9
1
LOCATION KEY
LEGEND
— — — EXISTING FENCE
EXISTING TO B
ampiNbl
ETgNL'S
� SAe
I T
fII
ExtsnNC TOO Rr
I
, , I
I
i r
i
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' 1
I
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I i ,
I
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, 1 , !
` I• I
PRELIMIN
Y PLANS
,I I'
I
1 tT'
'
+
+
+
+
NOT fOR C
NSTRUCTION
co
01
01 „
,pow
LT -- 0
�i�
EXISTING GALE _�,_
_ _• //
i -
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`
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BRANCH
1
W
EXISTING BED
U
R49 1Q
wT o 1
R4
R
a
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to
II
Ip
-
10 0 10 X,
Ii1'
_
st' w RTT
WoIFCreek Engmeenng
cw u�D �nmvi ymc
'PHH D86 SSftH.W R[SrotuTtDN
ENNIPDNYRNT4L 9MC k H%llydNGH
PLAN 8 PROPR.E
a /,ea ®a 1059 l9
1
LOCATION KEY
LEGEND
— — — EXISTING FENCE
EXISTING TO B
ampiNbl
ETgNL'S
� SAe
I T
fII
ExtsnNC TOO Rr
I
, , I
I
i r
1I
1
, i`' I 9
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' 1
I
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I i ,
I
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!I I
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EXIST] TOO LTA
' 1 iI I
,I I'
I
1 tT'
'
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X5,y_
,pow
LT -- 0
EXISTING BED
wT o 1
,q
II
I
Ii1'
218 +00 216 +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 1' = 2
309 1
30751
305 1
30251
300
DALE BRANCH

304
3025
300
2975
295
220 +00
Wolf Creek Engineering
'RPM DCE STRU�Y ReSiOM}IDN WY
CM'IRD�YBFTLL -MC M AIGtWYGe
PLAN & PROFILE
a 103- 2-
LOCATION KEY
LEGEND
— EXISTING FENCE
EXISTING TO B
® FRaD?ylr
tll!n
q FAtZ
NOT FOR I
O
+
N
N
N
/
N
N
N
TI
-
ERSTINH G DAL
MK
(
-
i
15
,°n
+
N
R50
_ Q
En
EXISTING
uj
tj
o
EXISTING
TO LT
Wolf Creek Engineering
'RPM DCE STRU�Y ReSiOM}IDN WY
CM'IRD�YBFTLL -MC M AIGtWYGe
PLAN & PROFILE
a 103- 2-
LOCATION KEY
LEGEND
— EXISTING FENCE
EXISTING TO B
® FRaD?ylr
tll!n
q FAtZ
220 +50 221 +00 221 +50 222 +00 222 +50
FULL SIZE PLAN - HORIZONTAL SCALE 1' = 10 VERTICAL SCALE 1" = 1 HALF SIZE PLAN - HORIZONTAL 1" = 20 VERTICAL 1 ' = 2
KTi_mI
30251
300 1
-297 5 1
295
DALE BRANCH
EXISTING
TOE RT
EXISTING
TO LT
C!
ifl
11
" ji
EXISTING
!
1
i
i I
1
i
220 +50 221 +00 221 +50 222 +00 222 +50
FULL SIZE PLAN - HORIZONTAL SCALE 1' = 10 VERTICAL SCALE 1" = 1 HALF SIZE PLAN - HORIZONTAL 1" = 20 VERTICAL 1 ' = 2
KTi_mI
30251
300 1
-297 5 1
295
DALE BRANCH

299
2975
295-
2925-
290
222 +50
o o 0
Lo o
N
N N ��' N
1
EXISTING DALE
B u °d
RANCH (
RR552
i
PLAN k PROFILE
LOCATION KEY
--- EXISTING FENCE
EXMING T00
�R9 Geop /wrl
S.AWIS
223 +00 223 +50 224 +00 224 +50 225 +00
FULL SIZE PLAN - HORIZONTAL SCALE I" = 10' VERTICAL SCALE I' = 1 HALF SIZE PLAN - HORIZONTAL 1" = 20 VERTICAL I" = 2
`"
29251
290 1
-2875
285
DALE BRANCH
EX,STNGITOB RT
EXISTING'TOB'LT
i I
I
I
`
I
I
II
I'
111
I� iii
it I
I
I 1
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II li II
I
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!II i
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l� i
f
i
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Illj;t'
kj
i
223 +00 223 +50 224 +00 224 +50 225 +00
FULL SIZE PLAN - HORIZONTAL SCALE I" = 10' VERTICAL SCALE I' = 1 HALF SIZE PLAN - HORIZONTAL 1" = 20 VERTICAL I" = 2
`"
29251
290 1
-2875
285
DALE BRANCH

291 5
290-
2875
285
Woll'Creek Engineering
c 1mX uMe -xu
R rrt nee srnsnW msrwurxw eon
• �IVI[0`IM[MLL [NtC Y [2CWNG8
PLAN & PROFM
LOCATION KEY
LEGEND
— — — EXISTING FENCE
EXISTING TO 8
®�¢ODINGi
�4NKs
!'III
l
O
O
O
O II pf
t` +
° +
EXISTING T08
\ �` NOT
+
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10
10
((]��
290
N
EXISTING r08
N
N v ,
N �'. , \
yt�
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I AL}�.,
r
EXISTING DAIE''�
BRANCH
1�
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ko
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IND 5ED 1,
l
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rtt�
i
I
10
0 10
n UACr-WATr=P—OP CLAMCV-EE!—
291 5
290-
2875
285
Woll'Creek Engineering
c 1mX uMe -xu
R rrt nee srnsnW msrwurxw eon
• �IVI[0`IM[MLL [NtC Y [2CWNG8
PLAN & PROFM
LOCATION KEY
LEGEND
— — — EXISTING FENCE
EXISTING TO 8
®�¢ODINGi
�4NKs
2825-+
225 +00
225 +50 226 +00 226 +50 227 +00 227 +50
FULL SIZE PLAN - HORIZONTAL SCALE 1° = 10 VERTICAL SCALE I" = 1 HALF SIZE PLAN - HORIZONTAL 1" = 20 VERTICAL I" = 2
1 - - -- - 1 — - - - - - -- -,
289
2875
285 1
-28261
280
BRANCH
!'III
EXISTING T08
RT
+
, , �
1
290
2875
EXISTING r08
LT
I ,
IN BeD,= O
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I 812
DioE =
IND 5ED 1,
MEAT LDl p
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I
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X ,
4
i
1
1
E7ISTING eEO
rtt�
i
I
2825-+
225 +00
225 +50 226 +00 226 +50 227 +00 227 +50
FULL SIZE PLAN - HORIZONTAL SCALE 1° = 10 VERTICAL SCALE I" = 1 HALF SIZE PLAN - HORIZONTAL 1" = 20 VERTICAL I" = 2
1 - - -- - 1 — - - - - - -- -,
289
2875
285 1
-28261
280
BRANCH

C)
0
0
C,
—T-
JF
10 0 10
3445
343-
3405
338
I PLW & PROFM I
--.— EXISTING FENCE
—DUSTING TH&WEG
DUSTING TOO
DUSTING TREE
SAVE TREE
3395
3365--
306+50 301+00 301+60 301+76 302+00 302+50
FULL SIZE PLAN HORIZONTAL SCALE 1" = 10' VERTICAL SCALE 1' = V HALF SIZE PLAN - HORIZONTAL I* = 20' VERTICALl" = 2'
-338 1
-3355
-333
3305
BRANCH
J-
T
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VERTICALi' = 4'
JERRY BRANCH

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298 I
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298 I
295 I
290 I
-285 I
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JERRY BRANCH

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APPENDIX C5
Reference Reach Data

_I
I
r
i
,
`-Stream-'
Talbott's Branch
,Watershed
Forested
Location
Birkhead National Forest
4,
f Latitude
--
_ Longitude
—
a� x State
North Carolina
County
_ Date
Apnl 10, 2013
' n Observers
Grant Ginn,
Chris Engle, Megan Mailloux
- Channel type
B4c
Drainage area (0 mi y
042
notes
—
Dimension
Onniifti11 channel
typica l
mm
max
floodplain ,' -width flood prone area'(ft)
180
160
210
" low bank height' ft
09
08
13
riffle -run x-area bankfull ,(sq ft)
73
54
80
-, width bankfull (ft)
117
98
131
zfl mean depth (ft)
062
05
08
° F max depth "(ft)
09
08
12
= ; hydraulic radius, (ft)
06
pool - - -x -area pool (0 ft)
101
78
101
_ width pool (ft)
11 1
86
123
max depth,pool (ft)
12
1 1
17
Aidra lic radius ft
08
Siff en %06-1 rabbs
icai rfii
AVAdthadepthsrabo
188
123
196
entrenchment "ratio
15
14
18
°$ z nffle max depth ratio
14
1 3
1 9
a bank height ratio
10
09
14
pool area ratio
14
1 1
14
ool,Hndth ratio
09
07
1 1
+pool max de th`rabo
1 9
18
27
h" dFa'uhcs
-t`c21 mm'm`ax
,discharge rate (cfs)
280
150
296
k _channel slope N
1 15
n
nffle -run
r. , min"
, max
pool'
velocity (ft/s)
38
28
37
28
Froude number
087
069
074
030
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)
262
141
277
d, unitstr�eam�powdv (16ltUs)
2 240
1 399
2 840
,
relabve,roughness
37
—
--
"ficbon,factor u%u`
71
41
50
threshold grain's (t' =0 O6) (mm)
260
239
361
,e
Shield's parameter
0 032

Pattern
typical,
min
max
meander length (ft)
—
—
—
r belt Hndth (ft)
210
—
—
amplitude (ft)
—
—
—
radius (ft)
180
--
--
arc angle (degrees)
- --
--
--
stream length (ft)
3900
valley length (ft)
2600
i Sinuosity
15
Meander Length �Ratio
—
—
—
V . 'Wander Width, Ratio
18
--
--
#Radius Ratio
15
--
--
Profile
typical
min
max
pool -pool spacing (ft)
390
180
530
i t riffle length (ft)
140
40
300
pool length (ft)
130
70
300
run length (ft)
70
20
130
glide length (ft)
60
25
80
channel slope.( %)
153
nffle slope ( %)
27
17
59
pool slope ( %)
07
0
43
run slope`( %)
19
0
49
glide slope (%
04
1
14
measured�valley slope ( %)
1 7
Pvalley slope Bom,smuoss %j
23
Riffle Length Ratio
12
03
26
Pool Length' Rato
1 1
06
26
Run Length Ratio
06
02
1 1
Glide Length Ratio
05
02
07
_ v ;Rdfle_Slope Ratio
18
1 1
39
-Pool Slope;Ratio
05
0
28
Run Slope Ratio
12
0
32
Glide Slope Ratio
03
07
09
Pool S ang' Ratio
33
1 5
45
ChannelfMatenals
Riffle
Poin
513k F
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)
392
379
dispersion
29
35
' skewness
-01
-02
Shape Factor
054
% Silt/Clay
4%
--
0%
2%
Sand
2%
—
100%
2%
% Gravel
49%
--
0%
47%
% Cobble
38%
--
0 %,
39%
%Boulder
1%
—
0%
1%
% Bedrock
60/6
—
9%
% Clay Hardpan
--
%DetntusM(ood
—
% Arkclal
--
Largest Mobile (mm)
947

102
100
98
0
fu 96
W 94
92
90
Talbott's Branch
-gybed +Water srf -o- bankfull a x- section o rM crest • pool ■ run a glide x BKF RT + Terr LT - Rack Line
+
- x
------------------------
d 0 A 0 0 0 O 0
1018. 1030.( 104 1053.0 1084.5 11 1124.5 1184.0 1236.0 1261.0
1000 1050 1100
slope ( %) slope ratio
3.4 (1.7 - 5.9)
0.67 (0 - 4.3)
1.9 (0-4.9)
0.44 (0 - 1.4)
2.2 (1.1 -3.9)
0.4 (0 - 2.B)
1.2 (0-3.2)
0.3 (0-0.9)
1150 1200
Channel Distance (ft)
length (ft)
1309.0 (111.9 channi
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
1005
100
0
995
99
Q 985
98
975
97
0
10+18 Talbott's Branch, Riffle
f IV -
..— _. -_.= Cr��a r A _ ...- -.- 4 _... -� k P,- ....+_� -- .._.-- ar— .-_... w....� --r a�- .��g- ^'2_..- '_ -„--H - --r- �- _'C"+-o'u r.. -� ---- •- '�- :r'te' 4a... -� - T - -_`
5
Bankfull Dimensions
58
x- section area (ft sq )
98
width (ft)
06
mean depth (ft)
08
max depth (ft)
104
wetted parameter (ft)
06
hyd radi (ft)
167
width -depth ratio
Bankfull
Flow
30 velocity (ft/s)
171 discharge rate (cfs)
070 Froude number
10
15 20
025
Width
Flood Dimensions
160
W flood prone area (ft)
16
entrenchment ratio
08
low bank height (ft)
10
low bank height ratio
Flow Resistance
0 042
Manning's roughness
025
D'Arcy- Weisbach frac
43
resistance factor u /u*
16
relative roughness
25
Materials
52 D50 Riffle (mm)
110 D84 Riffle (mm)
26 threshold grain size (mm)
Forces & Power
1 53
channel slope ( %)
053
shear stress (lb /sq ft )
052
shear velocity (ft/s)
166
unit strm power (lb /ft/s)
30

101 5
101
1005
100
0995
99
M985
98
975
97
96 5
10 + 29 5 Talbott's Branch, Pool
•- '-4 ` �. F�}r ,F ; TY —tT�. 4 y..` r. 7`ir'^ `75,., -�.._^
c� n »� �.yY
i,
}4'+
F��
-5 0 5
Bankfull Dimensions
91
x- section area (ft sq )
99
width (ft)
09
mean depth (ft)
1 3
max depth (ft)
108
wetted parameter (ft)
08
hyd radi (ft)
108
width -depth ratio
Bankfull
Flow
39 velocity (ft/s)
354 discharge rate (cfs)
075 Froude number
10 15
Width
Flood Dimensions
147 W flood prone area (ft)
1 5 entrenchment ratio
1 3 low bank height (ft)
10 low bank height ratio
Flow Resistance
0 042
Manning's roughness
022
D'Arcy- Weisbach frac
53
resistance factor u /u''
25
relative roughness
20 25 30
Materials
52 D50 Riffle (mm)
110 D84 Riffle (mm)
39 threshold grain size (mm)
Forces & Power
1 53 channel slope ( %)
080 shear stress (lb /sq ft )
064 shear velocity (ft/s)
34 unit strm power (lb /ft/s)

101
1005
100
X995
0
99
10 98 5
98
975
97
10 + 44 Talbott's Branch, Riffle
0
5
Bankfull Dimensions
80
x- section area (ft sq )
100
width (ft)
08
mean depth (ft)
10
max depth (ft)
105
wetted parameter (ft)
08
hyd radi (ft)
123
width -depth ratio
Bankfull
Flow
-- ----------- -- ------ - - - - - --
- - -� -� -- --
- -- -- - - --
- - - - -- _- - ^
--
-
0
5
Bankfull Dimensions
80
x- section area (ft sq )
100
width (ft)
08
mean depth (ft)
10
max depth (ft)
105
wetted parameter (ft)
08
hyd radi (ft)
123
width -depth ratio
Bankfull
Flow
37 velocity (ft/s)
296 discharge rate (cfs)
074 Froude number
10 15
Width
Flood Dimensions
158 W flood prone area (ft)
16 entrenchment ratio
1 3 low bank height (ft)
1 3 low bank height ratio
Flow Resistance
0 042
Manning's roughness
022
D'Arcy- Weisbach Eric
50
resistance factor u /u`
22
relative roughness
20
25
Materials
52 D50 Riffle (mm)
110 D84 Riffle (mm)
36 threshold grain size (mm)
Forces & Power
1 53 channel slope ( %)
073 shear stress (lb /sq ft )
062 shear velocity (ft/s)
28 unit strm power (lb /ft/s)
30

1005
100
995
0 99
98 5
Q 98
975
97
965
10+535 Talbott's Branch, Pool
0
5
Bankfull Dimensions
101
x- section area (ft sq )
11 1
width (ft)
- - - -rt-
- _ - -- -- =� m-
s - -^ — --
- �- T- -
121
wetted parameter (ft)
08
hyd radi (ft)
122
width -depth ratio
�
Flow
"q� Yr o q ��`
RGF ' �? ' t'� 7x'�Y�_�8., sa aw
�`'4 �
ix' n ti•l 0.', 'y „# a
'
--- - - - -4_ -- ---=--- L---- -` - --
- -,---- - -.
rF
Y �
LL
0
5
Bankfull Dimensions
101
x- section area (ft sq )
11 1
width (ft)
09
mean depth (ft)
1 1
max depth (ft)
121
wetted parameter (ft)
08
hyd radi (ft)
122
width -depth ratio
Bankfull
Flow
39 velocity (ft/s)
394 discharge rate (cfs)
075 Froude number
10 15
Width
Flood Dimensions
161 W flood prone area (ft)
14 entrenchment ratio
1 7 low bank height (ft)
1 5 low bank height ratio
Flow Resistance
0 042
Manning's roughness
022
D'Arcy- Weisbach frac
52
resistance factor u /u*
25
relative roughness
20
25
Materials
52 D50 Riffle (mm)
110 D84 Riffle (mm)
39 threshold grain size (mm)
Forces & Power
1 53 channel slope ( %)
080 shear stress (lb /sq ft )
064 shear velocity (ft/s)
34 unit strm power (lb /ft/s)
30

1005
100
995
c 99
0
-985
W 98
975
97
965
10+845 Talbott's Branch, Riffle
f-
0 5 10
Bankfull Dimensions
73
x- section area (ft sq )
117
width (ft)
06
mean depth (ft)
09
max depth (ft)
120
wetted parameter (ft)
06
hyd radi (ft)
188
width -depth ratio
Bankfull
Flow
0 5 10
Bankfull Dimensions
73
x- section area (ft sq )
117
width (ft)
06
mean depth (ft)
09
max depth (ft)
120
wetted parameter (ft)
06
hyd radi (ft)
188
width -depth ratio
Bankfull
Flow
32 velocity (ft/s)
231 discharge rate (cfs)
071 Froude number
15 20 25
Width
Flood Dimensions
1 5 entrenchment ratio
09 low bank height (ft)
1 0 low bank height ratio
Flow Resistance
0 042
Manning's roughness
024
D'Arcy- Weisbach frac
45
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 ( %)
058
shear stress (lb /sq ft )
055
shear velocity (ft/s)
1 88
unit strm power (lb /ft/s)

985
98
a 975
O
w 97
965
96
0
11 +18 Talbott's Branch, Riffle
5
Bankfull Dimensions
54
x- section area (ft sq )
103
width (ft)
05
mean depth (ft)
08
max depth (ft)
105
wetted parameter (ft)
05
hyd radi (ft)
width -depth ratio
Bankfull
Flow
026
D'Arcy- Weisbach frac
41
resistance factor u /u*
1 5
relative roughness
-------------------------
5
Bankfull Dimensions
54
x- section area (ft sq )
103
width (ft)
05
mean depth (ft)
08
max depth (ft)
105
wetted parameter (ft)
05
hyd radi (ft)
196
width -depth ratio
Bankfull
Flow
28 velocity (ft/s)
150 discharge rate (cfs)
069 Froude number
10
15 20
Materials
Width
Flood Dimensions
207
W flood prone area (ft)
20
entrenchment ratio
12
low bank height (ft)
14
low bank height ratio
Flow Resistance
0 042
Manning's roughness
026
D'Arcy- Weisbach frac
41
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 ( %)
049
shear stress (lb /sq ft )
050
shear velocity (ft/s)
14
unit strm power (lb /ft/s)

98 5
98
975
C
0
97
m
w965
96
955
11 + 24 7 Talbott's Branch, Pool
I
f i ,
0 5
Bankfull Dimensions
78
x- section area (ft sq )
123
width (ft)
06
mean depth (ft)
1 1
max depth (ft)
127
wetted parameter (ft)
06
hyd radi (ft)
194
width -depth ratio
Bankfull
Flow
32 velocity (ft/s)
248 discharge rate (cfs)
071 Froude number
10 15
20
059
Width
Flood Dimensions
---
W flood prone area (ft)
--
entrenchment ratio
1 1
low bank height (ft)
10
low bank height ratio
Flow Resistance
0 042
Manning's roughness
024
D'Arcy- Weisbach frac
46
resistance factor u /u'
1 8
relative roughness
25 30 35
Materials
52 D50 Riffle (mm)
110 D84 Riffle (mm)
29 threshold grain size (mm)
Forces & Power
1 53
channel slope ( %)
059
shear stress (lb /sq ft )
055
shear velocity (ft/s)
1 92
unit strm power (lb /ft/s)

99
98
c 97
96
ai
w 95
94
93
0
11 + 84 Talbott's Branch, Pool
Bankfull Dimensions
100
x- section area (ft sq )
109
width (ft)
09
w^�'qw.' -. ram "vt'a- «— �-
'�. ^��{ —�.._r � �- +t...__ -`tta,
W. �.t,y _'4�-- ��-✓�` —1 1_'v� 4+ �- .— .- ��,,11��p' b
ay °_i '`,� j, _,% �,� 7„
11 7
h t�",v
$„- ��--
, ` wt �
M1
119
width -depth ratio
^
� � a ° n�4 �'-.
� a ��` "n < _ � 1 _ �a�y r
•. _ s�'�� d.. • s
4� �
;��.%t
e
a
�'�� T �
-t
�~
.,.._�.
Bankfull Dimensions
100
x- section area (ft sq )
109
width (ft)
09
mean depth (ft)
1 7
max depth (ft)
11 7
wetted parameter (ft)
09
hyd radi (ft)
119
width -depth ratio
Bankfull
Flow
39 velocity (ft/s)
394 discharge rate (cfs)
075 Froude number
10 15
Width
Flood Dimensions
200 W flood prone area (ft)
1 8 entrenchment ratio
1 7 low bank height (ft)
1 0 low bank height ratio
Flow Resistance
0 042
Manning's roughness
022
D'Arcy- Weisbach fnc
56
resistance factor u /u*
25
relative roughness
20 25
Materials
52 D50 Riffle (mm)
110 D84 Riffle (mm)
40 threshold grain size (mm)
Forces & Power
1 53 channel slope ( %)
081 shear stress (lb /sq ft )
065 shear velocity (ft/s)
35 unit strm power (lb /ft/s)
30

97
965
96
955
0 95
m
X945
FO
94
935
93
925
12+38 Talbott's Branch, Riffle
r^ �� r -" �„ �. � �
�, ids_^_ �
•- "`" °
�f - '
06
`aP
�- �
max depth (ft)
r a.
—
06
hyd radi (ft)
221
width -depth ratio
Bankfull
Flow
0
5
Bankfull Dimensions
78
x- section area (ft sq )
131
width (ft)
06
mean depth (ft)
12
max depth (ft)
137
wetted parameter (ft)
06
hyd radi (ft)
221
width -depth ratio
Bankfull
Flow
30 velocity (ft/s)
233 discharge rate (cfs)
070 Froude number
10 15
Width
Flood Dimensions
173 W flood prone area (ft)
1 3 entrenchment ratio
-- low bank height (ft)
- -- low bank height ratio
Flow Resistance
0 042
Manning's roughness
025
D'Arcy- Weisbach fnc
46
resistance factor u /u"
16
relative roughness
20
25
Materials
52 D50 Riffle (mm)
110 D84 Riffle (mm)
27 threshold grain size (mm)
Forces & Power
1 53 channel slope ( %)
054 shear stress (lb /sq ft )
053 shear velocity (ft/s)
1 7 unit strm power (lb /ft/s)
30

965
96
955
95
0945
_� 94
W935
93
925
92
12+61 Talbott's Branch, Pool
0
Bankfull Dimensions
5
84
x- section area (ft sq )
86
width (ft)
1 0
mean depth (ft)
1 2
4,
94
wetted parameter (ft)
09
hyd radi (ft)
87
width -depth ratio
Bankfull
Flow
t��
�
{`$
�'.�r
Y L _
+fit -�--s- .,.. =- a�..yi.�.. ---r -r--
-"— '
* e .ric.....� -a.._. _.-..- -.-. -
= n
v � ^� -A _�_ � !2_ �^ � ^',.--- r- '- "�""`.^�v�`�..
=,..._ -.__ .,,...,. �i_
A
`
�•
- k�
0
Bankfull Dimensions
5
84
x- section area (ft sq )
86
width (ft)
1 0
mean depth (ft)
1 2
max depth (ft)
94
wetted parameter (ft)
09
hyd radi (ft)
87
width -depth ratio
Bankfull
Flow
41 velocity (ft/s)
340 discharge rate (cfs)
076 Froude number
10
Width
Flood Dimensions
15
124 W flood prone area (ft)
1 5 entrenchment ratio
- -- low bank height (ft)
-- low bank height ratio
Flow Resistance
0 042
Manning's roughness
021
D'Arcy- Weisbach fnc
54
resistance factor u /u"
27
relative roughness
20
Materials
52 D50 Riffle (mm)
110 D84 Riffle (mm)
42 threshold grain size (mm)
Forces & Power
1 53 channel slope ( %)
085 shear stress (lb /sq ft )
066 shear velocity (ft/s)
38 unit strm power (lb /ft/s)
25

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

Feature Percent of Reach
I Riffle % Run %
I Riffle, Pool, Run, Aide V
III Pool . % Glide%
Weighted pebble count by bed features
Material Size Range (mm) weighted
sift/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 -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 coarsegravel 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:
I
I
I
I
I
I
I
I
Weighted pebble count by bed features Talbott's Branch
38% riffle 32% pool 21 % run 9% glide
-*-- weighted percent Riffle
-e- Pool Run +- Glide -#
of particles
100%
silt/clay sand
gravel cobble..
boulder
25%
90%
80%
20%
70%
w
60%
15%
c
50%
40%
10%
OR
CL
30%
20%
I
5%
Q)
10%
;v
0%
0%
m
0.01
0.1 1
10 100
1000
10000
Size (mm)
particle size (mm)
Size Distribution
Type
D16 12
mean 37.9
silt/clay 2%
bedrock
9%
D35 44
dispersion 3.5
sand 2%
D50 58
skewness -0.18
gravel 47%
D65 78
D84 120
cobble 39%
boulder 1%
D95 190
I
I
I
I
I
I
I
I

I1i7ni a"" w
Point Bar Talbott's Branch
�-
cumulative % —wt
of particles passing sieve
Sieve 8
Sieve Sieve Sample
Retained
Passing
sand
gravel
cobble
1600
Site Weight Weight
on Sieve
Sieve
100%
90%
- - - - - - --
__________---
1400
mm (9)
• 93 3%
-- —
i
110 4%
3%
3%
80% -
1200
r•
109 4%
176 6%
4%
4%
7%
11%
70%
i
1000
£
60%
m
885 32%
6%
18%
g
50°h
_ -
_
=
800 °-
r
1407 51%
32%
49%
_ _ - _ _ ._
_
_ _ _ _
0 0%
51%
100%
£
2
40%
600 Q
30%
I
H
400
20%
I
�
_
10%
I
I
200
0%
0.1
1
10
100
0
1000
-
panicle size (mm)
total vvt retained in sieves:
2780
Size (mm)
Die
27
D65
72
send 100%
Note:
D35
D50
46
63
D84
D95
85
94
Bed Sub - pavement Talbott's Branch
- +cumuWhro %
—wt of particles passing sieve
Sieve &
Sieve Sieve Sample
Retained
Passing
sand
ravel
7000
Sae Weight Weight
on Sieve
Sieve
100%
(mm) (g)
(g)
90
_ _ _ _
_
8000
r 107 1% — __
223 3%
1%
1
e0
277 3%
3%
4%
�
70 %
I
s000
r
302 3%
3%
7%
L
60%
I
I
4000
1841 21%
3%
10%
I
$
-
5960 68%
21%
32%
50%
I
3000 3
'
0 0%
68%
100%
?'
40%
I I
30%
I I
2000
20%
I I
1000
10%
t
to
0%
0.1
1
10
100
1000
particle size (mm)
total:
8710
Sae (mm)
D16
38
D65
63
Note:
D35
65
D84
97
D50
73
D95
110

Particle Shape Factor
axis (mm)
a b C Sp
5 - -' 166 --1
•
68
130
170
-7qw
"Mir
mean shape factor: 0.54

Two individual samples may be entered below. Select sample type for each.
Riffle Surface
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
very fine gravel
2 - 4
fine gravel
4 - 6
fine gravel
6 -8
medium gravel
8 - 11
medium gravel
11 - 16
10
coarse gravel
16 -22
10
coarse gravel
22 - 32
very coarse gravel
32 -45
very coarse gravel
45- 64
small cobble
_
64 - 90
10
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:
98
bedrock
------ - - - - --
clay hardpan
------- - - - - --
detritus /wood
------- - - - - --
artificial
------ - - - - --
total count:
100
Note:. - •- 1060
Riffle Surface Pebble Count, Talbott's Branch
100%
90%
80%
70%
c 60%
w
c 50%
CL 40%
30%
20%
10%
0°/
cumulative % —# of particles
w1uway aW.0 1avci uuuu1c u'ucI
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
0 -
0.01 0.1
Size (mm)
D16 10
D35 20
D50 37
D65 57
D84 100
D95 160
1 10 100
particle size (mm)
Size Distribution
mean 31.6
dispersion 3.2
skewness -0.07
16
14
12
10 3
Q
m
8 0
v
m
6
M
0
4
2
0
1000 10000
silt/clay 1%
sand 6%
gravel 61%
cobble 30%
boulder 0%
bedrock 2%

Feature Percent of Reach
Riffle % Run %
Riffle, Fool, Run, Glide V
Pool % Glide %
Weighted pebble count by bed features
Material Size Range (mm) weighted
silt /clay 0 -0.062
2.9
very fine sand 0.062 - 01125
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
ver r coarse 45 =64
17.9
_ _gravel
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: I
-
I
I
I
I
I
I
I
I
I
I
I
I
I
Weighted pebble count by bed features Talbott's Branch
29% riffle 24%
pool 28% run 19% glide
weighted percent
- Riffle -e- Pool Run
- Glide
-#
of particles
100%
silt/clay
sand qravel cobble..
boulder
20%
90%
18%
80%
16%
m
C
70%
14%
co'
m
w
a
60%
12%
c
50%
10%
40%
8%
0-
a
�
30%
6%
a
n
20%
4%
aci
10%
2%
m
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
I
I
I
I
I
I
I
I
I
I
I
I
I

samples may be entered below. Select sample type for each.
Point Bar Talbott's Branch
- a- cumulatWe % —vA of particles passing slave
Sieve &
Sieve Sieve Sample Raterted Passing
sand affivel cobble 14W
size Weight Weight on Slave Sieve
100%
90% .
- -- -
_. - --- - - - - - -
-
1200
mm
• - - ,:_,.• 226 9 - -
280 tt% 9% 9%
80%
I
264 11 % 11 % 20 %
70%
1000
1.
406 16% 11% 30%
60%
i
600
1314 53% 16% 47%
0 0% 53% 100%
,F 50%
- - - - - - - - - - - - -
- -- _.- - - - - - — - - I
@
800
40%
I I
Q
-
$ 30%
400 S
20%
I
t
200
10%
t
I
0%
0
0.1 1 10 100 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
j Bed Sub - pavement Talbott's Branch - -- - - - -
la�A �•e ^' ^t •
- cumulative % —wt of particles passing sieve
Sieve 8
Sieve Sieve Sample Retained Passing
Size Weight Weight on Slane Slave
t00% 2500
mm
90%
eo% -
-- - - - - - - - --
__- _---- - - - - --
z000
_ 307 6% 4% 4%
- 539 10% 6% 10%
70%
E
b 717 13 % 10% 20%
5 s0%
I
1s0o
1389 25% 13% 33%
`i
2323 42% 25% 58%
. 50%
------ - - - - --
- --- - - - - --
I
- 0 0% 42% t00%
40%
i
l
j
1000
_
S 30%
�
I
20%
I
I
500
10%
I
I
l
0%
0
01 1 10 100 1000
particle size fmml
total: 5488
Size (mm)
D16 12 D65 70
Note: _
D35 34 D84 94
D50 51 D95 110

FRFW
571.25
Particle.Shape Factor
axis (mm)
a b C SP
9=§'
8MR.
a 240TNE
65 dk
50 1t-
120 ill
60 it
40 2
20 .2
20
40
b.52
0.32
0.12
0.44
mean shape factor: 0.35

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 ")

C)
M
V'1
U
W
ti
O
as
a
w
w
z
TO AlSEWLE
lino , L I
1 +L
73
L
"v,
i
13
L�
VICINITY MAP
NOT TO SCALE
SHEET
INDEX
SHEET NO
DESCRIPTION
1
TITLE SHEET
IA
SITE PLAN
2
TYPICAL SECTIONS
3 -3B
DETAILS
433
PLAN AND PROFILE
PI -P6
PLANTING PLAN
NS I 3ES-23
GRASS SEES =I6P2S
ENVIRONMENTAL BANC AND EXCHANGE
,
Sl1Ti
iV P80liCf NO
SOtiT NO
MILL SBQlB
NC
95350
1
42
PEEDEE REVISIONS
S TREA M R EST ORA TION PR O
THOMPSON CREEK, DALE BRANCH, JERRY BRANCH AND HUDSON BRANCH
MONTGOMERY COUNTY, NORTH CAROLINA
09
�F
2
�G
Own
PRELIMINARY PLANS
NOT FOR CONSTRUCTION
PROJECT ENGINEER
DRAFT PLANS
Prepared for
Tommy Cousins
PROJECT MANAGER

4 to
-�
�uol
'1' 4"
,i
t�
z.` °, Stz <2. ° "'. ^k•. ' - r r', rT + f'� =`_,_','— T- -vr —`-'c M .t. <
CreeEngineering
:f'° `i A "3 , ;,` /' 's, r =,- ra;`4:'° `x il'�y' .f •s {��•� y t ,t.' T�$.in x Wo k
�. # ^ {n� \ ,�, .. 1, ",�'a _ c,'�'f n_ ` '' Y ! ":' ✓,''� °tew ^"" ,� Y' ` ,, _,t ",5r°t
ENGINEERING 8
ENVIRONMENTAL CONSULTING
ll1HNS11 N O P-0l 17
t� EXISTING WETLANDS! t` ;yy Rw t r :t �, ^r
,:l , ^, , g x•4 :� J .i - 7 Florida Ave lleavervllle NC 28787
-$' 'l.,ewi " -, ^ °-�' M l',: ,.^ .,:# ` la'"`"/ °' r ws' fl,r, " w, ( 1
j PHONE [phone] AIIA AOLPCR86�NC CON
as, } ` ` _ e >• r PEE DEE STREAM RESTORATION
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ENVIRONMENTAL CONSULTING
ll1HNS11 N O P-0l 17
t� EXISTING WETLANDS! t` ;yy Rw t r :t �, ^r
,:l , ^, , g x•4 :� J .i - 7 Florida Ave lleavervllle NC 28787
-$' 'l.,ewi " -, ^ °-�' M l',: ,.^ .,:# ` la'"`"/ °' r ws' fl,r, " w, ( 1
j PHONE [phone] AIIA AOLPCR86�NC CON
as, } ` ` _ e >• r PEE DEE STREAM RESTORATION
5 ^ter �pw Y,w,�r,` a Uil ^ ttit3 " <F =�W ^ ^lw grze� yr�si J rx
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BANK PROTECTION —
SEE DETAIL SHEET 3A
BANKFULL
— j dTOE
SECTION 1
TYPICAL RIFFLE
NOT TO SCALE
1 ,y I I CL THALWEG
10 1 _ _ _ _ _ BANKFULL _
2S1 dTOF dP001 ��\
BANK PROTECTION
SEE DETAIL SHEET 3A
SECTION 1
TYPICAL POOL
NOT TO SCALE
BANK PROTECTION
SEE DETAIL SHEET 3A
BANK PROTECTION
SEE DETAIL SHEET 3A
TABLE 1 SECTION DIMENSIONS
REACH
TYPICAL
SECTION
STATION
RIFFLE DIMENSIONS
POOL DIMENSIONS
WBKF
(ft)
WEED
(ft)
WTHAL
(ft)
WBENCH
(ft)
dRIFF
(ft)
dTOE
(ft)
WIN
(ft) I
WOOT
(ft)
dP00L
(ft)
THOMPSON CREEK - 1A
2
100 +00 TO 102 +50
88
41
1 2
4
073
059
53
44
1 10
THOMPSON CREEK - 1B
2
102 +50 TO 105 +11
88
41
12
4
073
059
5 3
4 4
110
THOMPSON CREEK - 2
1
105 +11 TO 116 +20
75
44
13
4
078
063
4 5
38
117
THOMPSON CREEK - 3
1
116+20 TO 118 +13
79
46
14
4
081
065
4 7
39
1 22
DALE BRANCH - 1
2
200 +00 TO 203 +75
63
30
09
3
052
041
38
3 1
077
DALE BRANCH - 2A
1
203 +75 TO 205 +00
47
25
07
2
056
045
2 8
2 4
084
DALE BRANCH - 2B
2
205 +00 TO 206 +40
68
32
10
3
056
045
4 1
3 4
084
DALE BRANCH - 2C
1
206 +40 TO 207 +50
47
25
07
2
056
045
2 8
2 4
084
DALE BRANCH - 2D
2
207+50 TO 211 +15
68
32
10
3
056
045
4 1
34
084
DALE BRANCH - 2E
1
211 +15 TO 213 +50
47
25
07
2
056
045
2 8
2 4
084
DALE BRANCH - 3
2
213 +50 TO 219+00
72
34
1 0
4
059
047
4 3
3 6
089
DALE BRANCH - 4
1
219 +00 TO 227 +25
61
34
1 0
3
0 67
054
37
30
101
DALE BRANCH - 5A
1
227 +25 TO 229 +70
64
36
1 1
3
069
056
38
32
1 04
DALE BRANCH - 5B
1
229 +70 TO 232 +85
64
36
1 1
3
069
056
38
32
1 04
DALE BRANCH - 5C
1
232 +85 TO 234 +50
64
36
1 1
3
069
0 56
38
32
1 04
JERRY BRANCH - 1
1
300 +00 TO 304 +35
7 9
37
1 1
4
06
052
4 7
39
097
JERRY BRANCH - 2
1
304 +35 TO 310+60
71
11
1 2
4
075
0111
43
3 5
1 13
JERRY BRANCH - 3
i
310 +60 TO 317+30
73
4 2
13
4
0 77
061
4 4
36
1 15
HUDSON BRANCH
1
402 +74 TO 403+76
63
3 0
09
3
052
041
38
31
0 77
BANK PROTECTION
SEE DETAIL SHEET 3A
BANK PROTECTION —
SEE DETAIL SHEET 3A
_ BANKFULL _ — — I NAT
dTOE 4 \
WTxu
BANK PROTECTION
WBED SEE DETAIL SHEET 3A
SECTION 2
TYPICAL RIFFLE
NOT TO SCALE
W out
rE THALWEG
_ BANKFULL
dToE -- —7.. - - --
l�
SECTION 2
TYPICAL POOL
NOT TO SCALE
BANK PROTECTION
SEE DETAIL SHEET 3A
TABLE 2 SUPPLEMENTAL BED MATERIAL
REAL
PERCENT OF TOTAL MAX
HARVESTED
GRAVEL
1/2 STONE
3/4" STONE
2 STONE
6° STONE
12' E
DEPTH OF BED
MATERIAL
THOMPSON CREEK - 1
-
-
-
-
-
-
-
THOMPSON CREEK - 2
JERRY
BRANCH 3
-
-
-
-
-
-
THOMPSON CREEK - 3
B4
84
B4
64
B4
B4
-
DALE BRANCH - 1
-
B4
B4
B4
B4
B4
-
DALE BRANCH - 2A
-
-
N \�
y
004
004
-
DALE BRANCH - 2B
-
- `\
\ = ti
\I\
-
-
-
DALE BRANCH - 2C
-
-
W F(ft)
y-
-
-
-
DALE BRANCH - 2D
-
68
47
68
47
72
61
DALE BRANCH - 2E
-
64
79
71
73
63
-
DALE BRANCH - 3
-
42
-
-
-
-
-
DALE BRANCH - 4
-
28
29
31
31
31
-
DALE BRANCH - 5A
-
21
dMEAN(ft)
048
048
055
-
DALE BRANCH - 5B
038
036
038
036
038
039
-
DALE BRANCH - 5C
049
049
042
053
054
034
-
JERRY BRANCH 1
073
078
081
052
056
056
-
JERRY BR H - 2
-
-
-
-
-
-
-
JER BRANCH - 3
-
-
-
-
-
0 022
0 023
l_lHUDSON BRANCH
-
-
-
-
-
-
-
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
B4
B4
B4
B4
B4
B4
84
B4
64
B4
B4
84
B4
C4
B4
B4
B4
B4
B4
DRAINAGE AREA (mI')
011
O 11
014
016
003
004
004
004
004
004
005
008
009
009
009
007
012
013
003
W F(ft)
88
88
75
79
1 63
47
68
47
68
47
72
61
64
64
64
79
71
73
63
XSBKF(ft')
42
42
42
46
21
18
25
18
25
18
28
29
31
31
31
33
37
40
21
dMEAN(ft)
048
048
055
058
034
038
036
038
036
038
039
047
049
049
049
042
053
054
034
d MAX (ft)
073
073
078
081
052
056
056
056
056
056
059
067
069
069
069
065
075
077
052
SAVG (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
S ft /ft)
VALLE
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
____O019
0 050
W/D RATIO
186
186
135
137
187
125
187
125
187
125
187
130
131
131
131
186
134
135
187
ENTRENCHMENT RATIO
45
34
40
32
56
25
24
25
27
30
42
41
24
31
19
25
35
34
48
SINUOSITY
1 1
10
1 1
1 2
1 1
1 1
1 1
10
1 0
1 1
1 0
1 0
10
10
1 0
10
1 1
10
1 1
POOL -TO -POOL RATIO
44
44
44
39
44
50
41
32
41
36
41
41
39
60
28
39
39
41
34
MEANDER WIDTH RATIO
3
3
3
3
4
3
4
3
3
2
2
2
2
2
2
2
2
2
2
GENERAL NOTES,
1 CONTRACTOR SHALL PERFORM ALL NECESSARY SUBSURFACE
UTILITY INVESTIGATIONS PRIOR TO COMMENCING CONSTRUCTION
THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD
VERIFICATION OF EXISTING CONDITIONS OBSTRUCTIONS AND
UTILITIES WHICH MAY AFFECT PROPOSED WORK CONSTRUCTION
SHALL BEGIN AT THE UPSTREAM END OF EACH CHANNEL REACH
AND PROCEED DOWNSTREAM UNLESS APPROVED OTHERWISE BY
THE ENGINEER
2 ALL MECHANIZED EQUIPMENT OPERATED IN OR NEAR THE
STREAM OR ITS TRIBUTARIES SHALL BE INSPECTED REGULARLY
AND MAINTAINED TO PREVENT CONTAMINATION OF STREAM
WATERS FROM FUELS LUBRICANTS HYDRAULIC FLUIDS OR OTHER
TOXIC MATERIALS
3 CLEARING AND GRUBBING SHALL BE LIMITED TO THAT WHICH IS
NECESSARY FOR CONSTRUCTON OF THE PROPOSED CHANNEL
AND SHALL BE APPROVED BY THE ENGINEER
4 CONTRACTOR IS RESPONSIBLE FOR PROVIDING SAFE INGRESS
AND EGRESS FROM SITE FOR ALL VEHICLES INCLUDING BUT NOT
LIMITED TO TRAFFIC ON ADJACENT PUBLIC ROADS AFFECTED BY
CONSTRUCTION TRAFFIC
5 CONTRACTOR SHALL DISPOSE OF ALL WASTE MATERIALS
GENERATED BY CONSTRUCTION ACTIVITIES IN ACCORDANCE WITH
ALL FEDERAL STATE AND LOCAL REGULATIONS
6 THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRS TO
EXISTING FACILITIES FROM DAMAGES OCCURRING AS A RESULT
OF CONSTRUCTION ACTIVITIES
7 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 PRIORITY
SHALL BE GIVEN TO IMPLEMENTATION OF METHOD 1 IF
SUITABLE TOPSOIL AND /OR SOD MATERIAL IS UNAVAILABLE
AN ALTERNATE METHOD WILL BE PROVIDED BY THE
ENGINEER
3 DIMENSION TOLERANCES SHALL BE AS FOLLOWS
WIDTH +/— 0 5 FT
DEPTH +/— 0 2 FT
RIFFLE ELEVATIONS +/— O 1 FT
POOL ELEVATIONS + 0 1 FT — 05 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 SURVEY 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
4 IN ALL AREAS WHERE TREES 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

L
BACKFILL
SEE NOTE 1\ /
FILTER FABRIC
FOOTER LOG / N
/ I
0 ti
'LOW
STRUCTURE INVERT
(GRADE PT ELEV)
BURY END OF LOG
SILL INTO CHANNEL
BED (SEE TABLE FOR
B MIN) B
DOUBLE LOG SILL W /BRUSH TOE
PLAN VIEW
NOT TO SCALE
BACKFILL
SEE NOTE 1 / \/
/ 60
NOTES.
1 STRUCTURE BACKFILL MATERIAL SHALL CONSIST OF
ON -SITE SOIL COMPACTED TO IN -SITU DENSITY
WHERE CLAY CONTENT OF AVAILABLE MATERIAL IS
DEEMED TOO LOW SUPPLEMENTAL STONE WILL BE
USED AT THE DISCRETION OF THE ENGINEER
2 ALL VOIDS AND GAPS BETWEEN BOULDERS AND
LOGS SHALL BE CHINKED WITH STONE PRIOR TO
INSTALLATION OF FILTER FABRIC
SECURE FABRIC
TO HEADER LOG
FILTER FABRIC BACKFILL
SEE NOTE 1
\IF3 VOIDS SHALL BE
HEADER CHINKED WITH BRUSH
LOG AND STONE
CHANNEL BED FOOTER LOG
SECTION A -A
NOT TO SCALE
BANK PROTECTION
(SEE DETAILS)
BANKFULL - �BANKFULL.
BENCH
LIVE CUTTINGS
TOP OF BRUSH
BACKFILL - 2" ABOVE LOW WATER
15 (MIN)
Q
6 -8 FOOTER LOG
3 (MIN) NOTE LIVE CUTTINGS SHALL
BE 4 LONG V CIA
SILKY DOGWOOD OR
SECTION B -B SILKY WILLOW
NOT TO SCALE
UKUWH IUL \
B \/
CROSS LOG SILL W/ BRUSH TOE
PLAN VIEW
NOT TO SCALE
BANKFULL
BENCH
BACKFILL
SEE NOTE /
BURY END OF LOG
SILL INTO CHANNEL
♦��5,� // 45 BANK (SEE TABLE
FOR B MIN)
FLO�� / ti0
STRUCTURE INVERT
CL / B (GRADE PT ELEV)
FOOTER LOG
FILTER FABRIC
l /
BURY END OF LOG
SILL INTO CHANNEL BRUSH TOE
BED (SEE TABLE FOR
B MIN)
B
LOG SILL W/ BRUSH TOE
PLAN VIEW
NOT TO SCALE
/ P
�
m
R
FLOC �
� /
i
H
ti°
STRUCTURE INVERT
FOOTER LOG
/
(GRADE PT ELEV)
B
V
FILTER FABRIC
I
1
BURY END OF LOG
/
SILL INTO CHANNEL
BED (SEE TABLE FOR
B MIN)
NOTES.
1 STRUCTURE BACKFILL MATERIAL SHALL CONSIST OF
ON -SITE SOIL COMPACTED TO IN -SITU DENSITY
WHERE CLAY CONTENT OF AVAILABLE MATERIAL IS
DEEMED TOO LOW SUPPLEMENTAL STONE WILL BE
USED AT THE DISCRETION OF THE ENGINEER
2 ALL VOIDS AND GAPS BETWEEN BOULDERS AND
LOGS SHALL BE CHINKED WITH STONE PRIOR TO
INSTALLATION OF FILTER FABRIC
SECURE FABRIC
TO HEADER LOG
FILTER FABRIC BACKFILL
SEE NOTE 1
\IF3 VOIDS SHALL BE
HEADER CHINKED WITH BRUSH
LOG AND STONE
CHANNEL BED FOOTER LOG
SECTION A -A
NOT TO SCALE
BANK PROTECTION
(SEE DETAILS)
BANKFULL - �BANKFULL.
BENCH
LIVE CUTTINGS
TOP OF BRUSH
BACKFILL - 2" ABOVE LOW WATER
15 (MIN)
Q
6 -8 FOOTER LOG
3 (MIN) NOTE LIVE CUTTINGS SHALL
BE 4 LONG V CIA
SILKY DOGWOOD OR
SECTION B -B SILKY WILLOW
NOT TO SCALE
UKUWH IUL \
B \/
CROSS LOG SILL W/ BRUSH TOE
PLAN VIEW
NOT TO SCALE
BANKFULL
BENCH
BACKFILL
SEE NOTE /
BURY END OF LOG
SILL INTO CHANNEL
♦��5,� // 45 BANK (SEE TABLE
FOR B MIN)
FLO�� / ti0
STRUCTURE INVERT
CL / B (GRADE PT ELEV)
FOOTER LOG
FILTER FABRIC
l /
BURY END OF LOG
SILL INTO CHANNEL BRUSH TOE
BED (SEE TABLE FOR
B MIN)
B
LOG SILL W/ BRUSH TOE
PLAN VIEW
NOT TO SCALE

PROPOSED GRADE
W BED
�THAL
1- MINIMUM DEPTH BED PROTECTION -
BOTTOM OF AS SPECIFIED BED MATERIAL- SEE BANK PROTECTION
SUBGRADE IN TABLE 2 SEE SHEET 2 CHANNEL DETAILS AND CHANNEL
AND TABLE 2 TR NOTE 1 CONSTRUCTION NOTE 2
AND 2
BED MATERIAL DETAIL
NOT TO SCALE
7 Florian Ave IIeever ilk NC 28787
4
PRELIMINARY
_
PLANS
PHONE [phone] ANA AOLFCREEXENG COD
. PEE DEE STREAM RESTORATION
NOT FOR CONSTRUCTION
°n"° ENVIRONMENTAL DANC AND EXCHANGE
FILTER FABRIC-\
o
w
DETAILS
8
—_AS NOTED
mm(
1058
3A
10/8/2013
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MATTING
BANKFULL
A FOOTER ROCK (TYP)
x
BENCH
m
FLOW
NOTES
TOE MATTING INTO CHANNEL
o
\°
1 STRUCTURE BACKFILL MATERIAL SHALL CONSIST OF
BED BY INSTALLING BED
o
ON -SITE SOIL COMPACTED TO IN -SITU DENSITY
MATERIAL AFTER INSTALLATION
\�
WHERE CLAY CONTENT OF AVAILABLE MATERIAL IS
OF MATTING
DEEMED TOO LOW SUPPLEMENTAL STONE WILL BE
SEED AND STRAW
T DISCR THE ENGINEER
2 X2 X18" HARDWOOD°
2 ALL VOIDS AND GAPS BETWEEN BOULDERS AND
^
TOPSOIL AND SOD
STAKES ON 2 CENTERS
LOGS SHALL BE CHINKED WITH STONE PRIOR TO
SALVAGED FROM SITE
v
INSTALLATION OF FILTER FABRIC
NOTCHED
V
BED MATERIAL
ANCHORS ON
3 CENTERS
STRUCTURE INVERT
NOTE SEE TABLE FOR MIN ROCK DIMENSIONS
2 "X2 "XIB" HARDWOOD
AND STA LOCATION
1
STAKES ON 2 CENTERS
(GRADE PT ELEV)
BANK PROTECTION — METHOD 1
BOULDER ARCH
SOD AND MAT
PLAN VIEW
NOT TO SCALE
NOT TO SCALE
Y
2
Q
m 2 (MIN)
COIR
0
FIBER MATTING °o
WITH BURLAP
BACKING
BANKFULL
BENCH
FLOW _
NOTCHED ANCHORS
GRADE POINT ELEVATION
ON 3 CENTERS
FILTER FABRIC
///'''''' SET HEADER BACK
tO3 TO OC DV OF
SEE D AND
BACKFILL
R
FOOTER ROCK
STRAW
SEE NOTE I
BRUSH TOE OR ROOTWAD
TOPSOIL AND SOD
ACCORDING TO PLANS
SALVAGED FROM SITE
2 X2 "X18" HARDWOOD
BURLAP BACKING
STAKES ON 2 CENTERS
n
HEADER ROCK
FOOTER ROCK
2 "X2 "XIB" HARDWOOD
STAKES ON 2 CENTERS
SECTION A —A
NOT TO SCALE
BANK PROTECTION — METHOD 2
NOT TO SCALE
PROPOSED GRADE
W BED
�THAL
1- MINIMUM DEPTH BED PROTECTION -
BOTTOM OF AS SPECIFIED BED MATERIAL- SEE BANK PROTECTION
SUBGRADE IN TABLE 2 SEE SHEET 2 CHANNEL DETAILS AND CHANNEL
AND TABLE 2 TR NOTE 1 CONSTRUCTION NOTE 2
AND 2
BED MATERIAL DETAIL
NOT TO SCALE

PERMANENT CROSSING (PIPE
PLAN VIEW
NOT TO SCALE
PROPOSED CHANNEL
1 (MIN) PIPE INVERT ELEVATION TO BE
SET AS INDICATED ON PLAN SHEETS
PERMANENT CROSSING (PIPE
ELEVATION C —C
NOT TO SCALE
PROPOSED
SIZE TYPE
NUMBEF
INDICATED ON i
SHI
6" AGGREGATE
12" MIN PIPE SIZE TYPE AND BASE COURSE
0 D OF PIPE COVER NUMBER AS INDICATED
(MIN) ON PLAN SHEETS
NATUF
GROUT
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 D —D
NOT TO SCALE
TOP OF BANK
TOE OF BANK
f—
TOE OF BANK
TOP OF BANK
2" STONE (TYP)
LASS B RIPRAP)
RIPRAP OUTLET PROTECTION — PLAN
NOT TO SCALE
0
0
0
°z
RIPRAP OUTLET PROTECTION — SECTION E —E
NOT TO SCALE
F PLANSHEETS
ARMORED RIFFLE DETAIL
NOT TO SCALE
NATURAL GROUND RIPRAP
BED MATERIAL
d, _— COIR FIBER
Sdxav MATTING TO BE
PLACED PRIOR TO
INSTALLATION OF
BED MATERIAL
ABRIC SECTION F —F
8" DEPTH
NOT TO SCALE
s AGGREGATE
I'RELIMIN
KY FLANS
—PEE
DEE STREAM RESTORATION
BASE COURSE
12° STONE (TYP)
NOT FOR C
NSTRUCTION
°'°' ENVIRONMENTAL BANC AND EXCHANGE
18" (MIN)
(CLASS 8 RIPRAP)
DETAILS
PIPE SIZE TYPE AND
AS NOTED
Rmm(
NUMBER AS INDICATED
10/8/2010
SGG
1058
ON PLAN SHEETS
STONE (TYP)
PIPE FOUNDATION
PROPOSED CHANNEL
PROPOSED
.SS B RIPRAP)
FILTER FABRIC (TYP) MATERIAL
BED THROUGH PIPE
CHANNEL BED
PERMANENT CROSSING
(PIPE
NOTES.
SIZE TYPE AND
SECTION
1 ARMORED RIFFLE BED MATERIAL SHALL BE
iBER AS INDICATED
COMPOSED OF MATERIAL IN THE FOLLOWING
PLAN SHEETS
NOT TO SCALE
PROPORTIONS AS DIRECTED BY THE ENGINEER
MATERIAL % BY VOLUME
12 -IN STONE 60
2 -I11 STONE 30
ONSTTE SOIL 10
1 (MIN) PIPE INVERT ELEVATION TO BE
SET AS INDICATED ON PLAN SHEETS
PERMANENT CROSSING (PIPE
ELEVATION C —C
NOT TO SCALE
PROPOSED
SIZE TYPE
NUMBEF
INDICATED ON i
SHI
6" AGGREGATE
12" MIN PIPE SIZE TYPE AND BASE COURSE
0 D OF PIPE COVER NUMBER AS INDICATED
(MIN) ON PLAN SHEETS
NATUF
GROUT
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 D —D
NOT TO SCALE
TOP OF BANK
TOE OF BANK
f—
TOE OF BANK
TOP OF BANK
2" STONE (TYP)
LASS B RIPRAP)
RIPRAP OUTLET PROTECTION — PLAN
NOT TO SCALE
0
0
0
°z
RIPRAP OUTLET PROTECTION — SECTION E —E
NOT TO SCALE
F PLANSHEETS
ARMORED RIFFLE DETAIL
NOT TO SCALE
NATURAL GROUND RIPRAP
BED MATERIAL
d, _— COIR FIBER
Sdxav MATTING TO BE
PLACED PRIOR TO
INSTALLATION OF
BED MATERIAL
ABRIC SECTION F —F
8" DEPTH
NOT TO SCALE

389
3875-
385-
3825-
380
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j, - - - -- -
0
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Wol Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO P -0417
7 Plonde Ave We—Ile NC 28787
PHONE [phone] W" WOLPCREREENG COE
v'Om'PEE DEE STREAM RESTORATION
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Wol Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO P -0417
7 Plonde Ave We—Ile NC 28787
PHONE [phone] W" WOLPCREREENG COE
v'Om'PEE DEE STREAM RESTORATION
°"m ENVIRONMENTAL HANC & EXCHANGE
PLAN & PROFILE
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403FOOLL SIZE PLAN - HORIZONTAL SCALED 50 10' VERTICAL SCALE 1" = 1'404 +00 HALF SIZE PLAN - 40HOR1ZONTAL 1" = 20' VERTICAL 1" 402 +00
HUDSON BRANCH

BUDS FACING UPWARD SQUARE CUT TOP
WE CUTTING
MIN Ji DIA
ANGLE CUT 30 - 45 DEGREE
LIVE STAKE DETAIL
1ST LIVE STAKE ROW
SET 15 FROM TOE
ON INSIDE OF BEND
6 LIVE STAKE SPACING/
3 ROW SPACING
gggW4
�— 1ST LIVE STARE ROW SHALL BE
AT LEAST 15 FROM TOE OF
RIFFLE SECTION CHANNEL OR AT TOP OF BANK
WHICHEVER DISTANCE IS SHORTER
NOT TO SCALE
POOL SECTION
NOT TO SCALE
1ST LIVE STAKE ROW
SET AT EDGE OF LOW
WATER ON OUTSIDE
OF BEND
ROW
51AKIN(i F'AIILKN
NOT TO SCALE
NUMBER OF LIVE STAKE ROWS
CHANNEL
1
ALL DISTURBED AREAS WILL BE STABILIZED USING MULCH AND
lPanicum wrgatum
DEPTH
INSIDE
TANGENT
OUTSIDE
(FT)
OF BEND
COMMON NAME
OF BEND
0 - 15
1
1
2
15 25
2
2
3
25 - 35
3
3
4
�— 1ST LIVE STARE ROW SHALL BE
AT LEAST 15 FROM TOE OF
RIFFLE SECTION CHANNEL OR AT TOP OF BANK
WHICHEVER DISTANCE IS SHORTER
NOT TO SCALE
POOL SECTION
NOT TO SCALE
1ST LIVE STAKE ROW
SET AT EDGE OF LOW
WATER ON OUTSIDE
OF BEND
ROW
51AKIN(i F'AIILKN
NOT TO SCALE
PLANTING
NOTES,
TEMPORARY AND PERMANENT SEED
1
ALL DISTURBED AREAS WILL BE STABILIZED USING MULCH AND
lPanicum wrgatum
BUFFER PLANTINGS
COMMON NAME
SCIENTIFIC NAME
PLANT MATERIAL SIZE
STEMS /ACRE
PLANT
TOTAL STEMS
COMMON NAME
STRATUM
SCIENTIFIC NAME
SPACING (ft)
MATERIAL
TOTAL STEMS
Ironwood
Carptnus carohnlana
Bare Root
85
SIZE
1589
Black Willow
midstory
Sala nlgra
3x3
Live Stake
1589
Buttonbush
understory
Cephalanthus occrdentahs
3x3
Lne Stake
1589
Silky Dogwood
understory
Comus amomum
3x3
Lr% Stake
1589
Ninebark
1 understory
Physocarpus opulifolius
I 3x3
I Lie Stake
1589
TOTAL
PLANTING
NOTES,
TEMPORARY AND PERMANENT SEED
1
ALL DISTURBED AREAS WILL BE STABILIZED USING MULCH AND
lPanicum wrgatum
BUFFER PLANTINGS
COMMON NAME
SCIENTIFIC NAME
PLANT MATERIAL SIZE
STEMS /ACRE
AREA
(Acres)
TOTAL STEMS
River Birch
Betula nlgra
Bare Root
85
1869
1589
Ironwood
Carptnus carohnlana
Bare Root
85
1889
1589
Shagbark Hickory
Carya ovata
Bare Root
85
1869
1589
Green Ash
Fraxlnus pennsy/vanlca
Bare Root
85
1869
1589
Sycamore
Platanus occ/dentahs
Bare Root
85
1869
1589
Water Oak
I Quercus mgrs
Bare Root
85
1869
1589
Willow Oak
I Quercus phel /os
Bare Root
85
1869
1589
American Elm
I Ulmus amencana
Bare Root
85
1869
1589
TOTAL
AND NO MORE THAN 6 INCHES ABOVE THE GROUND
12709
PLANTING
NOTES,
TEMPORARY AND PERMANENT SEED
1
ALL DISTURBED AREAS WILL BE STABILIZED USING MULCH AND
lPanicum wrgatum
TEMPORARY SEED TO PROVIDE ADEQUATE GROUND COVER AND
15
CONDITION THE SOIL
2
MULCH MUST BE ADDED TO ACHIEVE 80% COVERAGE (ROUGHLY
15
2 TONS /ACRE FOR WHEAT STRAW)
3
A FERTILITY SOIL TEST SHALL BE USED TO DETERMINE
20
FERTILIZER AMOUNTS OR IF NO SOIL TEST IS AVAILABLE A
Tnpsacum dactyordes
STANDARD MIXTURE SHALL BE APPLIED OF 2 TONS OF LIME PER
25
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
Deer tongue
ON THE PLANS
2
PROVIDE 8 OF SPACING BETWEEN PLANTS
3
LOOSEN COMPACTED SOIL AND PLANT IN HOLES FORMED WITH A
30
MATTOCK DIBBLE BAR OR EQUAL
4
PROVIDE PLANTING HOLE SUFFICIENT IN SIZE AND DEPTH TO
PREVENT CROWDING OF ROOTS
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 ORTHOGONALLY TO THE BANK AND
WITH BUDS POINTING UPWARDS
4
STAKES SHALL BE y 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
PERMANENT MIX
SCIENTIFIC NAME
SEEDING DENSITY
(lbstacre)
% mix
Switchgrass
lPanicum wrgatum
45
15
Broom Sedge
Andropogon wglnrcus
45
15
Indian Grass
Sorhgastrum nutans
6
20
Eastern Gamma Grass
Tnpsacum dactyordes
75
25
Lance -Leaved Coreopsls
Coreopsis lancedata
3
10
Deer tongue
Panicum clandestmum
45
15
Totals
30
100%
COMMON NAME I SCIENTIFIC NAME
I LBS/ ACRE
Temporary Seeding
August to March (cool season)
20
Oats
lFagopyrum esculentu
120
Wheat Grass
Tntrcum oestrvum
120
Rye Grain
Secale cereal
40
Barley
100
Apnl to August (warm season)
Millet
Utochoto ramose
20
Buckwheat
lFagopyrum esculentu
40

PRELIMIN4RY PLANS
r NOT FOR C NSTRUCTION
Wolf Creek Engineering
ENGINEERING 6 ENVIRONMENTAL CONSULTING
LICENSE NO 1-0417
7 Ploride Ave 8e-Ue NC 28787
PHONE. (828) 858 -W" 5040 V EOLVCREEEBNG COM
T PEE DEE STREAM RESTORATION
ENVIRONMENTAL BANC AND EXCHANGE
PLANTING PLANS
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1
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LEGEND
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DALE BRANCH

Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO P -0417
7 Florida Ave Reaverville NC 28787
PHONE [phone] IIAII IIOLFCREEXENG CO1i
PRELIMINARY PLANS
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NOT FOR CONSTRUCTION 0°° ENVIRONMENTAL BANC AND EXCHANGE
PLANTING PLANS
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Wolf Creek Engineering
ENGINEERING & ENVIRONMENTAL CONSULTING
LICENSE NO P -0417
7 Ploride Ave 1/eavemlle NC 28787
PHONE [phone] WVFW HOLFCREEEENG COM
PRELIMINARY PLANS
^P1°T PEE DEE STREAM RESTORATION
NOT FOR CONSTRUCTION °"° ENVIRONMENTAL BANC AND EXCHANGE
PLANTING PLANS
AS NOTED I - 0'
w 10/0/2013 1 Z ; 77 1058 P -5
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