20080355 Ver 1_Restoration Plan_20080219

0 8--0 3 2 4
Final Restoration Plan
January 25, 2008
Prepared For:
North Carolina Department of Environment and Natural Resources
Ecosystem Enhancement Program
1652 Mail Service Center
.? Raleigh, North Carolina 27699-1652
Fco-- Stem
Prepared By:
ARCADIS
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FEB 1 9 ?008
ARCADIS G&M of North Carolina, Inc. DENR-WA1EkuUfAu0
801 Corporate Center Drive %(ETLANDS AND STORMWATER BRANCH
Suite 300
Raleigh, North Carolina 27607
Tel [phone]
Fax [phone] RMEIVED
Project Manager: Robert Lepsic FEB 0 8 2008
Tel [phone] x 195 NCECOSYSTEM
NCEMNTPRaGi3Al
Little Alamance Creek Stream Restoration, Alamance County
State Construction Office Proiect Number: D07050S
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Executive Summary ........................................................................................................... iv
1. Project Goals and Objectives ..................................................................... iv
2. Existing Amount of Streams and Wetlands ............................................... iv
3. Amount of Streams and Wetlands Designed ...............................................v
1.0 Project Site Identification and Location ..................................................................1
1.1 USGS Hydrologic Unit Codes (8 and 14-digit) ...........................................1
1.2 NCDWQ River Basin Designations ............................................................1
2.0 Watershed Characterization .....................................................................................1
2.1 Drainage Area ..........................................................................................................1
2.2 Surface Water Classification ...................................................................................2
2.3 Physiography, Geology and Soils ............................................................................2
2.4 Historical Land Uses and Development Trends ......................................................2
2.5 Endangered and Threatened Species .......................................................................3
2.5.1 Biological Conclusion .....................................................................3
2.5.2 Federal Designated Critical Habitat .................................................3
2.5.3 Habitat Description ..........................................................................3
2.5.4 Biological Conclusion .....................................................................3
2.6 Cultural Resources .......................................................................................4
2.6.1 Potential for Historic Architectural Resources ................................4
2.6.2 Potential for Archaeological Resources ...........................................4
2.6.3 SHPO/THPO Concurrence ..............................................................4
2.6.4 Other Compliance Issues .................................................................4
2.7 Constraint Analysis ......................................................................................4
2.7.1 Property Ownership and Site Access ...............................................4
2.7.2 Environmental Screening .................................................................4
2.7.3 Utilities and Easements ....................................................................5
2.7.4 FEMA / Hydrological Trespass .......................................................5
3.0 Project Site Streams (Existing Conditions) .............................................................5
3.1 Channel Classification .................................................................................6
3.2 Discharge (bankfull, trends) ........................................................................7
3.3 Channel Morphology (Pattern, Dimension, Profile) ....................................7
3.4 Channel Stability Assessment ......................................................................8
3.5 Bankfull Verification ...................................................................................8
3.6 Vegetation ....................................................................................................8
4.0 Reference Streams ...................................................................................................9
4.1 Watershed Characterization .........................................................................9
4.2 Channel Classification .................................................................................9
4.3 Discharge (bankfull, trends) ........................................................................9
4.4 Channel Morphology (pattern, dimension, profile) .....................................9
4.5 Channel Stability Assessment ......................................................................9
4.6 Bankfull Verification .................................................................................10
4.7 Vegetation ..................................................................................................10
5.0 Project Site Wetlands .............................................................................................10
6.0 Project Site Restoration Plan .................................................................................10
6.1 Restoration Project Goals and Objectives .................................................10
6. 1.1 Designed Channel Classification ...................................................10

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6.2.1 Methodology .................................................................................. 11
6.2.2 Calculations and Discussion .......................................................... 12
6.3 HEC-RAS Analysis ................................................... 12
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6.3.1 No-rise, LOMR, CLOMR .............................................................. 12
6.4 Stormwater Best Management Practices ................................................... 13
6.4.1 Narrative of Site-Specific Stormwater Concerns .......................... 13
6.4.2 Device Description and Application .............................................. 13
7.0 Performance Criteria .............................................................................................. 13
7.1 Streams ................................................. 13
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7.1.2 Pattern ............................................................................................ 14
7.1.3 Profile ............................................................................................ 14
7.1.4 Material .......................................................................................... 14
7.1.5 Photo Points ..................................... 14
7.2 ..............................................
Stormwater Management Devices ............................................................. 14
7.3 Wetlands .............................................. 14
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7.5 Schedule / Reporting .................................................................................. 15
8.0 References .............................................................................................................. 15
Tables
1 Drainage Areas
2 Land Use of Watershed
3 Little Alamance Creek Channel Morphology
4 UT to Little Alamance Creek Channel Morphology
5a Substrate Particle Size Distribution of Little Alamance Creek
5b Substrate Particle-Size Distribution of UT to Little Alamance Creek
6a Pavement and Sub-pavement Particle Size Distribution of Little Alamance
Creek
6b Pavement and Sub-pavement Particle Size Distribution of UT to Little
Alamance Creek
7 Soils Summary
8 Federal Species of Concern
9 Project Restoration Structure and Objectives
Figures
1 Project Site Vicinity Map
2. Project Site Drainage Area Map
3 Project Site NRCS Soil Survey Map
4 Project Reference Site Vicinity Map
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Appendices
' A Project Site Photographs
B Project Site NCDWQ Stream Classification Forms
C BEHI and Sediment Export Estimates
D BMP Design Calculations
E Design Sheets

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I Executive Summary
1 1. Project Goals and Objectives
The primary goals of this stream restoration project focus on improving water quality, enhancing flood
attenuation, and restoring aquatic habitat and will be accomplished by:
• Reducing non-point sources of pollution associated with historic lawn maintenance in the park
area by providing a vegetative buffer adjacent to Little Alamance Creek and its unnamed tributary
and the installation of stormwater best management practices to treat surface runoff. The riparian
buffer will remain in a State-owned conservation easement in perpetuity.
• Reducing sedimentation on-site and in downstream receiving waters through a reduction of bank
erosion associated with current vegetation maintenance practices and through providing a forested
vegetative buffer adjacent to Little Alamance Creek and its tributary.
• Reestablishing stream stability and the capacity to transport watershed flows and sediment loads
by restoring stable dimension, pattern, and profile.
' • Promoting floodwater attenuation through increased flood storage capacity by construction of
bankfull benches along Little Alamance Creek and its tributary.
• Improving aquatic habitat by enhancing stream bed variability.
The EEP is currently in Phase II of developing a Local Watershed Plan (LWP) in the Little Alamance,
' Travis, and Tickle Creek watersheds with interested stakeholders. The LWP goals include both short- and
long-term strategies to restore, manage, and protect vital functions in the watershed. The Little Alamance
' stream project was identified through the LWP process and the projects meet three of the six planning
goals, which include:
a) Increase local government awareness of the impacts of urban growth on water resources;
b) Improve water quality through stormwater management;
' c) Identify and rank parcels for retrofits, stream repair, preservation, and/or conservation.
' 2. Existing Amount of Streams and Wetlands
The existing length of Little Alamance Creek within City Park is approximately 2,636 linear feet. The
existing length of the Unnamed Tributary is approximately 422 linear feet. These distances were
measured along the streams' thalwegs within the project limits. There are no wetlands located on the
project site.
Bare root seedlings of tree and shrub species will be planted within the buffer at a density up to 555 stems
per acre (10-foot centers). Appropriate species on live stakes will be installed within the bankfull
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channel. Planting will be performed between December and March to allow plants to stabilize during the
dormant period and set roots during the spring.
Existing non-native exotics within the proposed buffer will be removed during construction. Exotic
shrubs will be removed with construction equipment or cut and the stumps treated with an appropriate
herbicide.
Little Alamance Creek and its unnamed tributary are located in City Park and are easily accessible by the
public. This setting can provide an excellent opportunity for environmental education promoting the
importance of water quality, riparian buffers, terrestrial and aquatic habitats, and reduction of point and
non-point source pollution. There is also the opportunity to have students from Walter M. Williams High
School involved in future project monitoring. The school is located just northeast of City Park.
3. Amount of Streams and Wetlands Designed
The stream restoration will reduce the total stream length of Little Alamance Creek by approximately
' 3 feet, to a length of 2,633 linear feet. The reduction is the result of increasing the radius of curvature of
one tight bend near the ball field. The length of the unnamed tributary will not change. Jurisdictional
wetlands are not proposed as part of this mitigation design.
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1.0 Project Site Identification and Location
The project is located in City Park in the City of Burlington, Alamance County, North Carolina
(Figure 1).
Directions to Project Site
From Interstate 40/85, take North Carolina Highway 62 (NC 62)/Alamance Road north (exit 143). Go
approximately 1 mile to the intersection with US Highway 70 (S. Church Street) and make a right (east).
City Park is located approximately 0.25 mile on the right.
1.1 USGS Hydrologic Unit Codes (8 and 14-digit)
Little Alamance Creek and its unnamed tributary are located in the 8-digit Hydrologic Unit Code (HUC)
03030002 and the 14-digit Local Watershed Unit HUC 03 03 00020400 10. Both streams are located in the
North Carolina Division of Water Quality (NCDWQ) Subbasin 03-06-03 (NCDWQ 2005). The NCEEP
identifies this HUC as a targeted Local Watershed in their Watershed Restoration Plan for the Cape Fear
River Basin (NCDENR 2001). Watersheds in this plan exhibit the need and opportunity for stream and
riparian buffer restoration.
1.2 NCDWQ River Basin Designations
Little Alamance Creek and its unnamed tributary are located in the Cape Fear River Basin. The
information presented in the following section is derived from the Cape Fear Basinwide Assessment
' Report (NCDWQ 2005a). The Cape Fear River Basin drains the middle portion of North Carolina and
includes portions of 26 counties and 115 municipalities. It is one of four river basins completely
contained within North Carolina state boundaries. It is the state's largest river basin (9,322 square miles)
and flows southeast from the north-central Piedmont region near Greensboro to the Atlantic Ocean near
Wilmington (NCDWQ 2005a).
2.0 Watershed Characterization
2.1 Drainage Area
r The drainage area of Little Alamance Creek is approximately 4.2 square miles. Approximately 40 to 50
percent of the drainage area is impervious. The majority of the drainage area (approximately 80 percent)
is urban residential consisting of single family homes. The remaining 20 percent of the watershed is
comprised of city streets, businesses, light industrial and natural/undeveloped areas. There are several
impoundments located in the watershed; the two largest are Mays Lake and Gant Lake (Figure 2).
' The drainage area of the unnamed tributary is approximately 0.1 square mile. Nearly 100 percent of the
drainage area is urban residential and city streets. Approximately 50 to 60 percent of the drainage area is
impervious. Table 1 outlines the drainage area of both streams, and Table 2 describes the land uses.
Major point sources of contaminants that contribute to the degradation of water quality in the drainage
area are stormwater culverts draining city streets. These culverts carry all contaminants deposited by

vehicles and residents on s r t stream city the system. Non-point sources included runoff from
residential yards. Runoff from residential yards includes fertilizers, herbicides, and pesticides.
2.2 Surface Water Classification
Best usage classification for surface waters is determined by NCDWQ. Both Little Alamance Creek and
its unnamed tributary are classified as Class C, nutrient sensitive waters (NSW). Class C denotes waters
that are suitable for aquatic life propagation, wildlife, secondary recreation, and agriculture.
Section 303(d) of the Clean Water Act (CWA) requires states to develop a comprehensive public
accounting of all impaired waters. The list includes waters impaired by pollutants, such as nitrogen,
phosphorus and fecal coliform bacteria, and by pollution, such as hydromodification and habitat
degradation. The source of impairment might be from point sources, nonpoint sources, or atmospheric
deposition. Little Alamance Creek is listed on the North Carolina 303(d) List as impaired due to impaired
biological integrity (NCDWQ 2006). The impairment is due to fair and poor benthic community ratings
at benthic monitoring sites BB388, B13193, 1313131, and BB78. An NCDWQ total maximum daily load
(TMDL) stressor study found that urban runoff from large impervious surface areas in the watershed has
caused stream channelization with associated habitat degradation. Pollutants associated with urban runoff
as well as riparian area removals are also noted stressors to the benthic community. The report noted that
streambank erosion exists and many storm sewers discharge into Little Alamance Creek (NCDWQ 2005).
2.3 Physiography, Geology and Soils
The Little Alamance Creek restoration site is located in the Piedmont Physiography Province of North
Carolina. The Piedmont Province occupies about 45 percent of the area of the state and consists of
generally rolling, well-rounded hills and ridges with a few hundred feet of elevation difference between
the hills and valleys. Elevations in the Piedmont range from 300 to 600 feet above mean sea level (ft msl)
near its border with the Coastal Plain to 1,500 feet at the foot of the Blue Ridge (NCGS 2004). The
Piedmont includes some relatively low mountains, including the South Mountains and the Uwharrie
Mountains. Elevations within the restoration site range from approximately 575 to 610 ft msl.
According to the Natural Resources Conservation Service (MRCS) Official Soil Series Descriptions
(OSD) webpage, four soil series are located on the project site (Cecil, Enon, Lloyd, and Urban). No
hydric soils are located within the restoration site (Figure 3). Table 3 discusses these soil series.
2.4 Historical Land Uses and Development Trends
' As far back as could be researched, the site has been in its current condition. A city directory search of
the area conducted by Environmental Data Resources, Inc. (EDR 2007) shows that the city pool, city
recreational center, and the City Department of Recreation and Parks were located at their current site in
1964. Currently, the watershed is nearly fully developed by a light industrial residential mosaic. The
characteristics of the watershed are not expected to change in the near future.
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2.5 Endangered and Threatened
Species
' Some populations of fauna and flora have declined, or are in the process of declining due to either natural
forces or their inability to coexist with humans. Federal law (under the provisions of Section 7 of the
Endangered Species Act of 1973, as amended [ESA]) requires that any action likely to adversely affect a
species classified as federally protected is subject to review by the United States Fish and Wildlife
Service (USFWS). Other species may receive additional protection under state laws.
ARCADIS conducted a file review at the North Carolina Natural Heritage Program's (NHP) records to
help identify the presence of federally protected species. Protected species lists for Alamance County
were also obtained from the USFWS and NHP internet sites.
As of May 10, 2007, the USFWS lists no federally threatened or endangered species as potentially
occurring in Alamance County. The USFWS lists six federal species of concern (FSC) for Alamance
County (USFWS 2007). Federal species of concern are not protected under the provisions of the ESA.
FSC species are defined as species that are under consideration for listing, but for which there is
insufficient information to support listing as threatened or endangered (formerly C2 candidate species).
The status of these species may be upgraded at any time, thus they are included here for consideration.
Table 4 describes FSC species for Alamance County, their habitat requirements, and if suitable habitat is
available.
1 2.5.1 Biological Conclusion
The proposed restoration project will have no effect on federally listed threatened or endangered species.
2.5.2 Federal Designated Critical Habitat
The USFWS designates critical habitats that are deemed necessary for the survival of federally listed
threatened or endanger species. Activities within these designated areas are subject to federal review and
approval.
2.5.3 Habitat Description
There are no designated critical habitats within the project area (USFWS 2007).
2.5.4 Biological Conclusion
The proposed restoration project will have no effect on federally designated critical habitats.
A formal letter was sent to the USFWS on April 10, 2007, requesting a site review. ARCADIS has not
received a response to date from USFWS. A formal letter was sent to North Carolina Wildlife Resources
Commission (NCWRC) on April 10, 2007, requesting a site review. The NCWRC recommend
preserving as many mature trees as possible (ARCADIS 2007).

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2.6 Cultural Resources
A review of North Carolina Historic Preservation Office (NCHPO) files was conducted, and no resources
were identified within the project area. Several historic structures were identified outside the project area.
2.6.1 Potential for Historic Architectural Resources
A known historic carousel is located within the City Park site. This carousel is located near the northern
portion of the site, approximately 100 feet from Little Alamance Creek.
2.6.2 Potential for Archaeological Resources
No potential archaeological resources were identified at the City Park site.
2.6.3 SHPO/THPO Concurrence
A formal letter was sent to NCHPO on April 10, 2007, for a project site review. A response was received
on May 10, 2007. NCHPO had no comment on the City Park site.
2.6.4 Other Compliance Issues
There are no other compliance issues associated with this site.
2.7 Constraint Analysis
Constraints affecting stream restoration options include: five pedestrian crossings, two train crossings,
train tracks (and other park facilities, including the historic carousel), sanitary sewer lines, stormwater
culverts, water lines, construction window related to park operations, and existing mature trees.
2.7.1 Property Ownership and Site Access
The site is located on property owned and operated by the City of Burlington. The City has agreed to the
stream restoration project. The site is easily accessed from City streets or parking lots. City Park is
heavily used by the public. A carousel and an amusement train railway are located within the park. The
carousel is outside of the potential area of disturbance. However, the train tracks cross the stream in two
locations. There are also five pedestrian crossings, one of which is also used for City vehicle access.
2.7.2 Environmental Screening
An EDR report was obtained for the site. The EDR report summarizes a search of available
environmental records for the evaluation of environmental risks associated with a parcel or real estate.
The EDR report for the Little Alamance Creek site identified 7 underground storage tanks (UST) and 12
leaking underground storage tanks (LUST) with 1/4 mile of the site. Six of the USTs have been
permanently closed, and one is currently in use (Fairway One Stop gas station, 1382 South Church
Street). Of the 12 LUSTS, 8 have been closed out and 4 were in the response phase (ARCADIS 2007).
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2.7.3 Utilities and Easements
There are several sanitary sewer lines within City Park. In most cases the sewer lines are located an
adequate distance from the streams so that they will not affect restoration practices. There are locations
where the sewer line is located within 15 feet of the top of stream bank. The design will be adjusted to
avoid damaging the sewer lines. Portions of the sewer lines are located within the proposed 50-foot
buffer. Based on conversation with City of Burlington staff, planting can occur over the sewer lines.
However, access to the manholes within the buffer needs to be maintained. Access could consist of a 10-
to 12-foot wide path from edge of the buffer to the manhole.
Two exposed sewer lines cross Little Alamance Creek, both near the carousel. The sewer line crossings
are ductile iron pipe, which is very durable and can tolerate high stream flows. These crossings will have
little effect on the stream restoration design. At most, the stream banks may require some riprap armoring
in these areas.
2.7.4 FEMA / Hydrological Trespass
Restoration activities will involve stabilizing the stream in its current location. Stream banks will be
regraded to a more gradual slope and a riparian buffer established. The stream bed elevation will not be
raised. Stormwater BMPs will likely consist of dry detention ponds or wet gardens that dry quickly after
storm events. Hydrological trespass is not a concern due to the fact that wetland mitigation will not take
place at the site.
A No Impact Study will be conducted to determine any impacts to the floodplain from restoration. If
negative impacts to the floodplain are discovered, a Conditional Letter of Map Revision may need to be
prepared and submitted to FEMA in order to obtain a work permit for the project.
3.0 Project Site Streams (Existing Conditions)
Little Alamance Creek is located in City Park in the City of Burlington. The project begins at a culvert
beneath South Church Street and continues approximately 2,640 feet through City Park and ends at a
bridge at Overbrook Road. An unnamed tributary enters Little Alamance Creek approximately 500 feet
downstream of South Church Street. The approximately 500-foot-long unnamed tributary begins at a
culvert under Overbrook Road. Little Alamance Creek is approximately 30 to 60 feet wide at the top of
bank with banks ranging between 4 and 8 feet high and bank heights ratios between 1.0 and 1.4. The
unnamed tributary is approximately 5 to 10 feet wide at the top of bank with bank heights of 2 to 4 feet
and bank heights ratios between 1.0 and 1.3.
Little Alamance Creek flows through a maintained park setting, with several large mature trees outside
the stream banks. A paved walking trail winds among the trees and crosses Little Alamance Creek in five
locations. The majority of the park is regularly mowed. However, the City recently implemented a no
mow policy on the stream banks and 10 to 20 feet beyond the top of the stream bank. The intent of the no
mow area is to allow a buffer to reestablish naturally along the stream. An amusement train railway
crosses the stream in two locations in this area. Downstream of the amusement train railway, the stream
flows south of a historic carousel and then north of a baseball/softball field. Little Alamance Creek then
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exits the site under Overbrook Road. A beaver dam was identified near the downstream end of the project
after the detailed stream survey. The design sheets do not show the beaver dam and associated backwater.
Several areas along Little Alamance Creek are experiencing severe bank erosion. The most severe areas
' include the left bank, just downstream of the first pedestrian crosswalk, the left bank in the tight radius
downstream of the first trestle, and the right bank adjacent to the baseball field and upstream of the last
pedestrian crosswalk. These areas are experiencing high to extreme Near Bank Stress (NBS) resulting
from high, vertical banks and/or tight radii. The Bank Erosion Hazard Index (BEHI) rating for these areas
ranged from very high to extreme due to a lack of woody vegetation and high, vertical banks. Bank
erosion has caused the stream to become overly wide in these sections and transverse and/or central bars
have developed because the stream lacks the capacity to transport sediment through these reaches.
Herbaceous vegetation has become well established throughout the entire restoration reach; however, the
rooting depth is very shallow.
There are also several sections of Little Alamance Creek that are fairly stable due to the presence of
woody vegetation along the banks and/or lower bank angles. The left bank along the last 500 feet of the
proposed restoration reach is stabilized by a fairly dense stand of woody vegetation. Mature hardwoods
along with several shrubby species such as tag alder (Alnus serrulata) also serve to stabilize the banks in
the tight meander just upstream of the third pedestrian crosswalk. Riprap is also providing bank
protection in this tight meander. The right bank, downstream of the third pedestrian crosswalk, is also
vegetated and fairly stable.
The unnamed tributary is slightly incised and exhibits bank erosion along the majority of this reach.
There is very little woody vegetation to support the stream banks aside from a few scattered black willow
(Salix nigra) trees at the upstream end. Herbaceous vegetation dominates the stream banks along this
reach of the unnamed tributary; however, the shallow rooting depth has led to bank erosion along the
lower portions of the banks and created several undercut banks. Photographs of the site are included in
Appendix 1.
3.1 Channel Classification
Little Alamance Creek is classified as a C/E5/1 stream type. The C5 stream type is a slightly entrenched,
meandering, sand dominated, riffle/pool channel with a well developed floodplain (Rosgen 1996). The
E5 stream type is characterized by low to moderate sinuosity, gentle to moderately steep gradients with
very low channel width to depth ratios (Rosgen 1996). The substrate of an E5/1 or C5/1 stream type is
comprised mainly of sand, with the occurrence of bedrock. The hybrid classification given to Little
Alamance Creek reflects the range of channel dimensions found throughout the site.
The unnamed tributary to Little Alamance Creek is classified as an E4/1 stream type; however, it is
slightly incised throughout most of the reach with bank height ratios ranging between 1.0 and 1.3. The E4
stream type is characterized by low to moderate sinuosity, gentle to moderately steep gradients with very
low channel width to depth ratios (Rosgen 1996). The substrate of an E4/1 stream type is comprised
mainly of gravel with the occurrence of bedrock. NCDWQ Stream Classification Forms were prepared
for both streams. Little Alamance Creek scored 47.5. The unnamed tributary scored 33. Stream
classification forms are presented in Appendix 2.
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3.2 Discharge (bankfull, trends)
The bankfull discharge was determined by first calculated the streams average velocity. Using the
Manning's equation with a calculated Manning's "n" value of 0.054 ft 116, the average velocity for the
channel is 2.5 feet per second. Applying this velocity over the average cross sectional area of the channel
(95.0 square feet fft2]), a discharge of 237.5 cubic feet per second (cfs) is calculated. This discharge was
then compared to the revised North Carolina Rural Curves developed by Haywood County Natural
Resources Conservation Service. Based on the curve the bankfull discharge for a 4.2 square mile
drainage area is approximately 188.0 cfs. This value is less than calculated discharge. However, as with
the bankfull cross sectional area discussion above, the bankfull discharge taken from the regional curve is
expected to be lower than the actual stream discharge because of the urban setting. The calculated
discharge is likely to be more accurate than the discharge determined by the regional curves since it
reflects actual on site conditions.
3.3 Channel Morphology (Pattern, Dimension, Profile)
The channel dimension was measured by taking cross section surveys of the channel at representative
locations. Six riffle cross sections were measured on Little Alamance Creek; two on the unnamed
tributary. The upstream-most cross section on Little Alamance Creek was not used in the channel
morphology assessment. This cross section is located just downstream of the box culvert under South
Church Street. This proximity to the culvert has resulted in an excessively wide channel which is not
representative of the entire reach. Stream dimension information was obtained from the remaining cross
sections. Little Alamance Creek's cross sectional area ranged between 79.3 ft2and 125.0 s ft2 with an
average of 95.0 ft2. Channel width ranged from 31.8 feet to 42.5 feet with an average of 36.2 feet, and
mean depth ranged between 2.2 feet and 2.9 feet, with an average of 2.6 feet. The width to depth ratio
ranged between 11.6 and 17.0 with an average of 14.0. The unnamed tributary's cross sectional area
ranged between 14.8 ft2 and 16.7 ft2 with an average of 15.8 ft2. Channel width ranged from 10.9 feet to
13.0 feet with an average of 12.0 feet, and mean depth ranged between 1.1 feet and 1.5 feet with an
average of 1.3 feet. The width to depth ratio ranged between 7.1 and 11.5 with an average of 9.3.
Sinuosity is the measure of the pattern or the curviness of a stream channel. Sinuosity is calculated by
dividing the stream length by the valley length or dividing the valley slope by the stream slope. The
sinuosity of Little Alamance Creek calculated to be 1.2. The sinuosity of the unnamed tributary
calculated to be 1.1.
The average water surface slope of Little Alamance Creek is 0.0024 ft/ft (0.24 percent). Little Alamance
Creek is a pool-dominated system with approximately 65 percent of the stream length being comprised of
pools. In the middle section of the project reach, the pools are separated by fairly short and steep bed
rock steps.
The average water surface slope of the unnamed tributary is 0.0095 ft/ft (0.95 Percent). The upper reach
immediately downstream of Overbrook Road is steeper than the lower reach at the confluence with Little
Alamance Creek. The lower reach is located in the relatively flat floodplain of Little Alamance Creek.
The particle size distribution of Little Alamance Creek's substrate is:
D16 = 0.2 mm D35 = 0.7 mm D50 = 2.4 mm D84 = 138.0 mmD95 = 216.0 mm
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The particle size distribution of the Unnamed Tributary's substrate is:
D16 = 0.2 mm D35 = 0.5 mm D50 = 3.4 mm D84 = 19.0 mm D95 = 53.0 mm
Tables 3 and 4 and sheets 3 and 3A of the design sheets show the channel morphology measurements.
3.4 Channel Stability Assessment
A BEHI analysis was performed on Little Alamance Creek and its unnamed tributary. The ratings ranged
from low to extreme on Little Alamance Creek and from low to very high on the unnamed tributary.
Contributing to the high, very high and extreme ratings were high bank heights, shallow rooting depths,
and low rooting densities (a function of the lack of woody vegetation). Near bank stress (NBS) ranged
from low to extreme on both Little Alamance Creek and the unnamed tributary. Extreme NBS ratings
were due to high banks, central bars, and tight meander bends. Based on these ratings, an estimated 694
tons of sediment per year are being contributed by this reach of Little Alamance Creek, and the unnamed
tributary is contributing an additional 55 tons of sediment per year. The BEHI and NBS data sheets are
included in Appendix 3.
The modified channel stability rating for both streams was determined to be poor (unstable) according to
the Pfankuch channel stability rating.
3.5 Bankfull Verification
The riffle cross sectional areas were compared to the revised North Carolina Rural Curves developed by
Haywood County Natural Resources Conservation Service. The revised curve predicts the cross sectional
area for Little Alamance creek and the unnamed tributary to be 46.1 ft2 and 3.2 ft2, respectively. The
actual average cross sectional area was measured to be 95.0 ft2 on Little Alamance Creek and 15.8 ft2 on
the unnamed tributary. This is exactly what was expected to occur because of the streams urban setting.
In order to validate the bankfull determination, cross section measurement was taken on Brown Branch
(the adjacent watershed to the east) and several other urban streams. These areas were plotted against the
North Carolina Rural Curves to see where they would fall in relation to the curve and each other. They
were all consistently 2 to 3 times greater than the curve. Based on this relationship, it is expected that the
correct bankfull indicator was selected on all streams surveyed.
3.6 Vegetation
Dominant woody vegetation observed on site includes: willow oak (Quercus phellos), sweet gum
(Liquidambar styraciflua), tulip popular (Liriodendron tulipifera), red maple (Acer rubrum), white
mulberry (Morus alba), tag alder (Alnus serrulata), Chinese privet (Ligustrum sinense ), American elm
(Ulmus Americana), black willow (Salix nigra), weeping willow (Salix babylonica), eastern red cedar
(Juniperus virginiana), green ash (Fraxinus pennsylvanica), box elder (Acer nugundo), redbud (Cercis
canadensis), trumpet creeper (Campsis radicans), mimosa (Albizia julibrissin), persimmons (Diospyros
virginiana), winged elm (Ulmus alata), Virginia creeper (Parthenocissus quinquefolia), tree of heaven
(Ailanthus altissima), Flowering dogwood (Corpus florida), river birch (Betula nigra), Virginia pine
(Pinus virginiana), and poison ivy (Toxicodendron radicans).
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Herbaceous vegetation on site includes various jewel weed (Impatiens capensis), poke weed (Phytolacca
americana), Japanese stiltgrass (Microstegium vimineum), tear-thumb (Polygonum saggitafolia), false
nettle (Boehmeria cylindrica), dodder vine (Cuscuta gronovii), and fescue grasses (Festuca sp.).
4.0 Reference Streams
Due to the confined nature of Little Alamance Creek and the unnamed tributary, in combination with the
urban setting, data used to develop the restoration plan were derived from several reference reaches and
several restored streams in Greensboro, North Carolina. These streams were chosen because they
exhibited valley types and watersheds similar to those at the restoration site. Data from a reach of Brown
Branch in the City of Burlington were also used. The majority of the proposed work on site will consist
of Enhancement I. Only one short section of the channel thalweg will be realigned. Therefore, several
geomorphic measurements were not taken on the reference streams. These include stream pattern, stream
profile, and several stream feature cross sections. Figure 4 shows the location of the reference streams
used. Morphological measurements of the reference streams are shown in Table 4 and 5 and design
sheets 3 and 3A.
4.1 Watershed Characterization
The Greensboro reference streams are located in urban watersheds. The watersheds ranged from urban
residential to urban industrial. Watershed sizes ranged from 0.18 square mile to 0.77 square mile.
4.2 Channel Classification
The reference streams used in the design are classified as C4, E4, and C/E4 streams. Characteristics of
C4 and E4 streams are discussed in section 3.1.
4.3 Discharge (bankfull, trends)
Bankfull discharges were obtained from the revised North Carolina Rural Curves. These discharges
ranged from 14.1 cfs to 45.5 cfs. As with the reach of Little Alamance Creek and the unnamed tributary
to be restored, the discharges of the reference streams taken from the regional curves are expected to be
lower than the true discharge because of the urban setting.
4.4 Channel Morphology (pattern, dimension, profile)
Channel pattern and profile measurements were not collected on the reference streams. Due to the
restoration site constraints, significant channel realignment is not proposed. Therefore, pattern and profile
measurements were not required. Bankfull cross sectional areas ranged from 13.0 ft2 to 35.3 ft2, bankfull
width ranged from 9.5 feet to 20.9 feet, mean depth ranged from 1.4 feet to 1.7 feet and width to depth
ratios ranged between 6.9 and 12.4.
4.5 Channel Stability Assessment
Visual assessments of channel stability were made during the site visit to each reference stream. In
general, the banks of all the reaches assessed appeared to be stable. However, areas of bank erosion were

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observed at all the sites, including the newly restored sites. The cross section measurements were taken at
stable sections well outside the influence of the bank erosion areas.
4.6 Bankfull Verification
A cross section was taken at a typical riffle on each stream. The bankfull cross sectional areas were
compared to the revised North Carolina rural curves. The cross sectional area of each stream was
consistently above the regression line. The cross sectional areas were two to three times higher than the
value predicted by the regression equation.
4.7 Vegetation
Woody vegetation at the reference sites varied. Vegetation at the recently restored site consisted of
young, newly planted hardwood species. The bare root plantings were too young to identify. Vegetation
at the reference sites was typical of urban areas consisting of red maple, black walnut and Chinese privet.
Vegetation at the segment of Brown Branch was dominated by bamboo.
s 5.0 Project Site Wetlands
There are no wetlands present on the site.
6.0 Project Site Restoration Plan
6.1 Restoration Project Goals and Objectives
The goals of the restoration project are to improve water quality and improve aquatic habitat diversity.
Water quality will be improved by stabilizing eroding stream banks, thereby reducing sedimentation in
the streams and incorporating stormwater BMPs to treat stormwater prior to discharging into the streams.
A continuous riparian buffer will be established to provide shading of the streams, slow sheet flow, and
reduce erosion and sedimentation. Aquatic habitat will be improved by creating a riffle/pool complex and
providing in-stream woody debris. Rock structures will be installed to provide bank protection, establish
grade control, and promote pool formation. In-stream woody debris will be provided by utilizing root
wads, brush mattresses, and/or log vanes throughout the reach. Table 5 outlines the project restoration
structure and objectives.
6.1.1 Designed Channel Classification
A C 4/1 channel is proposed at the restoration site. Sections of Little Alamance Creek currently classify
as a C4/1 stream; however, it is slightly incised with bank height ratios ranging from 1.0 to 1.4. In the
sections where the bank height ratio is greater than 1.0, a bankfull bench will be excavated to the extent
possible to obtain a bank height ratio of 1.0. Due to the constraints on site, the channel sinuosity will not
be altered. One short section of the channel thalweg will be realigned and a center bar removed. The
realignment was not based on reference reach data. The channel pattern for this short section was based
on values that fit within the existing design constraints and still provide a stable channel. Reference reach
data could not be used because the reference reach area did not contain the same site constraints as the
project site. Instream structures will be installed to increase habitat diversity and provide grade control
and bank protection.
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The unnamed tributary will be restored to a low sinuosity C 4/1 channel. The site constraints prohibit
changing the channel alignment. The unnamed tributary is slightly incised with bank height ratios
between 1.0 and 1.3. In the sections where the bank height ratio is greater than 1.0, a bankfull bench will
be excavated to the extent possible to obtain a bank height ratio of 1.0. Instream structures will be
installed to increase habitat diversity, provide grade control and bank protection. Design sheets are
included in Appendix 4.
The vegetation community established on site will closely resemble a Piedmont/Low Mountain Alluvial
Forest (Schafale and Weakley 1990). Alluvial Forests are located on smaller streams and, therefore,
smaller floodplains than Piedmont/Mountain Bottomland Forests and lack the development of the
depositional fluvial landforms (levees, sloughs and ridges) (Schafale and Weakley 1990). Woody species
planted within the floodplain will include river birch (Betula nigra), sycamore (Platanus occidentalis),
American elm, green ash, hackberry (Celtic laevigata), American holly (Ilex opaca), and ironwood
(Carpinus caroliniana). Woody species on the stream banks will be comprised of the above and also
include black willow, tag alder, buttonbush (Cephalanthus occidentalis), and elderberry (Sambucus
canadensis). The width of the buffer will depend on the results of discussions with the City of
Burlington.
Bare root seedlings of tree and shrub species will be planted within the buffer at a density up to 555 stems
per acre (10-foot centers). Appropriate species on live stakes will be installed within the bankfull
channel. Planting will be performed between December and March to allow plants to stabilize during the
dormant period and set roots during the spring. Existing non-native exotics within the proposed buffer
will be removed during construction. Exotic trees and shrubs will be removed with construction
equipment or cut and the stumps treated with an appropriate herbicide.
6.2 Sediment Transport Analysis
Sediment transport analysis is used to predict if the designed channel will be able to move the bedload
that is supplied to the channel. It compares the proposed channel morphological parameters to the bed
load material in the channel and determines if the proposed channel is capable of moving the material.
6.2.1 Methodology
Sediment transport analysis was conducted by calculating the proposed channel shear stress then
comparing it to the Shields curve (Leopold, Wolman and Miller 1964). The Shields curve estimates the
largest size particle capable of moving at a given shear stress. This size particle is then compared to the
particle size within the stream bed. If the Shields curve particle size estimated is significantly higher than
the actual particle size in the stream, then the stream is degrading. If the Shields particle size estimate is
significantly smaller than the particle size in the stream, then the stream is aggrading. If the Shields
particle size is near the same size as the particle in the channel, then the stream is stable.
In order to validate the above calculations, the critical dimensionless shear stress was calculated. The
critical dimensionless shear stress estimates the mean bankfull depth and bankfull water surface slope
required to transport the bed material. This depth and slope are compared to the proposed depth and slope
to determine channel stability.
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6.2.2 Calculations and Discussion
The calculated shear stress for the proposed Little Alamance Creek is 0.37 lb/ftz (see calculations below).
The particle size moveable at this shear stress according to the Shields curve is 80 mm. The largest
particle from the pavement sample is 80 mm. These particles are identical in size.
T = yRS Where T = bankfull shear stress (lb/ftz)
y = specific weight of water (lbs/ft3)
R = hydraulic radius of bankfull channel (ft)
S = average water surface slope (ft/ft)
T = 62.41bs/ft3 x 2.5 ft x 0.0024 ft/ft
= 0.37 lb/ftz
The calculated shear stress for the proposed unnamed tributary is 0.71 lb/ftz (see calculations below). The
particle size moveable at this shear stress according to the Shields curve is 55 mm. The largest particle
from the pavement sample is 48 mm. These particles are very near the same size.
T = yRS Where T = bankfull shear stress (lb/ftz)
y = specific weight of water (lbs/ft3)
R = hydraulic radius of bankfull channel (ft)
S = average water surface slope (ft/ft)
T = 62.41bs/ft3 x 1.2 x 0.0095t/ft
= 0.71b/ftz
Based on the shear stress calculations and the Shields curve predictions of the moveable particle size
,
both designed channels will be able to transport the existing bedload.
6.3 HEC-RAS Analysis
A "No-Impact" Study will be performed on Little Alamance Creek in order to obtain a floodplain
development permit for the project. The currently effective model will be duplicated, and subsequent
model(s) will be created with the US Army Corps of Engineers hydraulic modeling software, HEC-RAS.
6.3.1 No-rise, LOMR, CLOMR
Little Alamance Creek is located in Federal Emergency Management Agency (FEMA) regulated
floodways where base flood elevations have been determined. The floodway is the channel of a stream
plus any adjacent floodplain areas that must be kept free of encroachment so that the 1 percent annual
chance flood (100 year) can be carried without an increase in 100-year water surface elevation. Work
within the floodway requires the preparation of a No Impact Study during the design phase and a Letter of
Map Revision (LOMR) at the completion of work if the work results in a change in the base flood
elevations.
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6.4 Stormwater Best Management Practices
1 6.4.1 Narrative of Site-Specific Stormwater Concerns
The main stormwater concern at the Little Alamance Creek site is stormwater discharging directly into
the stream channels. Stormwater culverts are located on the channel banks and discharge directly into the
channel in several locations. These discharges deliver pollutants carried from lawns and city streets to
Little Alamance Creek and its unnamed tributary. This untreated urban runoff contributes to the water
quality degradation of the watershed.
6.4.2 Device Description and Application
BMP devices expected to be used on site are grassed swales, level spreaders, wet gardens, and filter
strips. Stormwater culverts that discharge directly into Little Alamance Creek and the unnamed tributary
will be removed and replaced with grassed swales. Grassed swales are trapezoidal or parabolic earthen
channels covered with a dense growth of a hardy grass. Grassed swales take up some pollutants and help
filter sediment and other solid particles out of runoff. They convey stormwater and provide some
stormwater management for small storms by retarding peak flow rates, lowering velocities of runoff and
by infiltrating runoff water into the soil. Because of their limited pollutant removal ability, grass swales
are assumed to have a total suspended solid removal of 35 percent (NCDWQ 2007). The estimate
removal rate is 29 percent for total phosphorous and 38 percent for nitrate nitrogen (USEPA 2007).
Level spreaders will be installed at stormwater culvert outlets or where runoff from adjacent streets enters
the site in a concentrated area. Level spreaders convert concentrated flow to sheet flow and release it
uniformly over a stabilized area, namely a filter strip. For this project, the level spreaders were designed
to accommodate the 10-year storm event, thereby eliminating the necessity of a high flow by-pass system
(NCDWQ 2007). Filter strips are sections of vegetation designed to reduce pollutants in stormwater
runoff before the runoff enters a steam. They remove pollutants from runoff by the filtering action of the
vegetation, infiltration of pollutant-carrying water and sediment deposition. Properly constructed forested
and grassed filter strips can be expected to remove a minimum of 25 to 40 percent of total suspended
solids. The estimated removal rate is 30 to 42 percent for total phosphorous and 85 percent for total
nitrogen though studies have shown their effectiveness to vary widely (USEPA 2007). In this application,
the stabilized area will be the restored riparian buffer.
7.0 Performance Criteria
7.1 Streams
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Success criteria need to be established to determine if the restoration project is meeting the designed goals
and objectives. These will include changes in the dimension, pattern, profile, bed material, and vegetation
over the 5-year monitoring period. Stream performance monitoring will be conducted following
protocols outlined in the US Army Corps of Engineers Stream Mitigation Guidelines (April 2003).
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7.1.1 Dimension
The stream cross section measurements should not significantly change from the baseline cross section.
Minor adjustment in the cross section within specified tolerances of the construction documents is
expected. The adjustment is due to the lack of precision of large heavy machinery. The lack of
permanent vegetation can also contribute to adjustments in the channel dimension.
7.1.2 Pattern
The stability of stream pattern will be measured using stream sinuosity (the ratio of stream length divided
by valley length or approximated by the ratio of valley slope divided by stream slope). If there is a
significant change in sinuosity, then belt width, radius of curvature, and meander length will be evaluated
to determine where the adjustment occurred that affected the sinuosity.
7.1.3 Profile
¦ The channel profile is not expected to significantly change over the monitoring period. The baseline
* average water surface slope will be used as a measure of profile stability. The average water surface
slope will be determined by taking water surface elevation readings at the beginning and the end of the
monitored reach, at the same feature (head of riffle, head of pool, etc.), determining the elevation
difference between the two and dividing the difference by the stream length between the two features.
Another measure of channel profile stability is pool-to-pool spacing. This is the stream distance between
the same features on sequential pools. The measurements are usually taken between heads of pools.
Baseline pool-to-pool spacing will be measured and recorded.
7.1.4 Material
Usually the particle size distribution of the bed material becomes coarser as a result of stream restoration.
This is a result of adjusting the shear stress and stabilizing the existing stream banks. The change in the
S substrate material will be measured over the 5-year monitoring period.
7.1.5 Photo Points
Permanent photo points will be established on the site. The photographs should show the succession of
vegetation growth and no significant changes in the stream configuration or structure stability.
7.2 Stormwater Management Devices
Stormwater management devices will be visually evaluated during the monitoring site visits. They will
be inspected and any evidence of erosion, sediment build up, lack of vegetation establishment, vandalism
will be noted. Water quality monitoring will not be performed.
7.3 Wetlands
I Wetlands are not proposed on the site. Therefore, wetland monitoring is not required.
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7.4 Vegetation
Vegetation monitoring protocol will follow the CVS-EEP Protocol for Recording Vegetation; Level 1-2
Plot Sampling Only, Version 4.0 (Lee et al., 2006). This protocol establishes monitoring plots based on
the size of the buffer area planted and documents the development of the buffer.
Vegetation success criteria are based on the US Army Corps of Engineers Stream Mitigation Guidelines
April 2003, which is the survival of at least 320 stems per acre through year 3; 288 stems per acre in year
4; and 260 stems per acre in year 5. Stems tallied on site will include all "Character Tree Species."
Character Tree Species include all planted species and those listed by Schafale and Weakley (1990) as
. likely to occur in this forest type community.
As with most urban restoration projects, the presence of non-native, exotic vegetation is a concern. This
vegetation typically responds well to disturbance and may affect planted vegetation success. To reduce
the potential of non-native vegetation out-competing the desired species, existing non-native exotics
within the proposed buffer will be removed during construction. Exotic trees and shrubs will be removed
with construction equipment or cut and the stumps treated with an appropriate herbicide. The
establishment of non-native vegetation during the monitoring period will also be monitored and remedial
actions will be taken if deemed necessary to meet establish success criteria.
7.5 Schedule/Reporting
The baseline and all subsequent annual monitoring reports will be submitted to the NCEEP prior to
November 1 of all monitoring years.
1 8.0 References
ARCADIS G&M of North Carolina, Inc. (ARCADIS). 2007. Little Alamance and Brown Branch
Stream Restoration, Environmental Resources Technical Report.
Environmental Data Resources Inc. (EDR). 2007. The EDR-City Directory Burlington City Park.
Inquiry Number: 1928813.4. May 2007. 6 pp.
Lee, M.T., R.K. Peet, S.D. Roberts, and T.R. Wentworth. 2006. CVS-EEP Protocol for Recording
Vegetation Level 1-2 Plot Sampling Only.
Natural Resources Conservation Service (NRCS). Official Soil Series Descriptions (OSD) with series
extent mapping capabilities. World Wide Web
http://soils.usda.gov/tech!2ical/classification/osd/index.htmi. Accessed on June 12, 2007.
North Carolina Department of Environment and Natural Resources (NCDENR). 2001. Watershed
Restoration Plan for the Cape Fear River Basin.
North Carolina Division of Water Quality (NCDWQ). 2000. Basinwide Assessment Report Cape Fear
River Basin. North Carolina Department of Environment and Natural Resources, Environmental Services
Section. Raleigh, NC.
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NCDWQ. 2005. Basinwide Assessment Report Cape Fear River Basin. North Carolina Department of
Environment and Natural Resources, Environmental Services Section. Raleigh, NC.
NCDWQ. 2005a. Identification Methods for the Origins of Intermittent and Perennial Streams. Version
3.1. North Carolina Department of Environment and Natural Resources. Raleigh, NC.
NCDWQ. 2006. North Carolina Water Quality Assessment and Impaired Water List (2006 Integrated
305(b) and 303(d) Report). Approved May 17, 2007.
NCDWQ. 2007. Stormwater Best Management Practices.
North Carolina Geologic Survey. 2004. Physiography of North Carolina Map. Division of Land
Resources.
Piedmont Triad Council of Governments Environmental Program. 2007. Little Alamance, Travis and
Tickle Creek Watershed Characterization Phase I Final Report.
USEPA Menu of Stormwater BMPS grass swales
http://cfpub.epa.gov/npdes/stormwater/menuofbmps/index cfm?action=factsheet results&view=specific&
bmp=75 Accessed in December 2007.
USEPA Menu of Stormwater BMPS riparian buffers
http://cfpub.epa.gov/npdes/stormwater/menuofbmps/index cfm?action=factsheet results&view=specific&
bmp=82 Accessed in December 2007.

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Tables

Table 1. Drainage Areas,
Project Number 060685501 (Little Alamance Creek)
*Total drainage area for Little Alamance Creek measured at down stream end of
project.
Table 2. Land Use of Watershed,
Project Number 060685501 (Little Alamance Creek)

TABLE 3: MORPHOLOGICAL CHARACTERISTICS OF THE EXISTI NG AND PROPOSED CHANNEL WITH GAGE STATION AND REFERENCE
REACH DATA (Adapted from Rosgen, 1996)

Restoration Site: Little Alamance Creek, Burli ngton, NC
Reference Reach: Benbow Park, Park @ Friendly, Brown Branch u/s
Benbow Park Park Friendly Brown Branch u/s
Reference Reference
Variables Existing Channel Proposed Reach Reach Reach Reference Reach
1. Stream Type C/E5/1 C 4/1 C4 E4 C/E4
2. Drainage Area (sq. mi) 4.2 4.2 0.7 0.2 0.77

3. Bankfull Width (Wbkf) ft Mean:
Range: 36.2
31.8-42.5 Mean:
Range: 36.2 Mean:
Range: 20.9 Mean:
Range: 9.5 Mean:
Range: 15.1
Mean: 2.6 Mean: 2.6 Mean: 1.7 Mean: 1.4 Mean: 1.6
4. Bankfull Mean Depth
(dbkf) ft Range: 2.2-2.9 Range: Range: Range: Range:
Mean: 14.0 Mean: 13.8 Mean: 12.4 Mean: 6.9 Mean: 9.3
5. Width/Depth Ratio
(Wbkf/dbkf) Range: 11.6-17.0 Range: Range: Range: Range:

6. Bankfull Cross-Sectional Mean: 95.0 Mean: 95.0 Mean: 35.3 Mean: 13.0 Mean: 24.3
Area (Abkf) sq ft Range: 79.3-125.0 Range: Range: Range: Range:
Mean: 2.5 Mean: 2.5 Mean: ' Mean: Mean:
7. Bankfull Mean Velocity
(Vbkf) fps Range: Range: Range: Range: Range:
Mean: 237.5 Mean: 237.5 Mean: ' Mean: * Mean: '
8. Bankfull Discharge, cfs
(Qbkf) Range: Range: Range: Range: Range:
Mean: 4.0 Mean: 4.0 Mean: 3.1 Mean: 2.0 Mean: 2.6
9. Maximum Bankfull Depth
(dmax) ft Range: 3.9-4.1 Range: 3.9-4.1 Range: Range: Range:
10. Ratio of Low Bank Mean: 1.2 Mean: 1.0 Mean: 1.0 Mean: 1.4 Mean: 1.0
Height to Max. Bankfull
Depth (Bhlow/dmax) Range: 1.0-1.4 Range: Range: Range: Range:

11. Width of Flood Prone Mean: 94.0 Mean: > 80.0 Mean: 40.0 Mean: 30.0 Mean: 30.0
Area (Wfpa) ft Range: 70.0-120.0 Range: Range: Range: Range:
Mean: 2.6 Mean: > 2.2 Mean: 1.9 Mean: 3.2 Mean: 2.0
12. Entrenchment Ratio
(WfpaM/bkf) Range: 2.1-3.8 Range: Range: Range: Range:
Mean: 361.0 Mean: 361.0 Mean: ' Mean: * Mean:
13. Meander Length (Lm) ft Range: 227.0 - 559.0 Range: 227.0 - 559.0 Range: Range: Range:
Mean: 10.0 Mean: 10.0 Mean: Mean: ` Mean: `
14. Ratio of Meander Length
to Bankfull Width (Lm/Wbkf) Range: 6.3-15.4 Range: 6.3-15.4 Range: Range: Range:
Mean: 115.0 Mean: 115.0 Mean: * Mean: Mean:
15. Raduis of Curvature (Re)
ft Range: 45.0-220.0 Range: 45.0-220.0 Range: Range: Range:
16. Ratio of Radius of Mean: 3.2 Mean: 3.2 Mean: ' Mean: * Mean:
Curvature to Bankfull Width
(Rc/Wbkf) Range: 1.2-6.1 Range: 1.2-6.1 Range: Range: Range:

17. Belt Width (Wblt) ft Mean:
Range: 70.0
33.0-255.0 Mean:
Range: 70
33.0-255.0 Mean:
Range: ' Mean:
Range: Mean:
Range:
Mean: 1.9 Mean: 1.9 Mean: Mean: ' Mean: '
18. Meander Width Ratio
(WbIt1Wbkf) Range: 0.9-7.0 Range: 0.9-7.0 Range: Range: Range:
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Mean: 1.2 Mean: 1.2 Mean: * Mean: Mean:
19. Sinuosity (Stream
length/valley distance) (k) Range: Range: Range: Range: Range:
Mean: 0.0028 Mean: 0.0028 Mean: Mean: Mean:
20. Valley Slope (ft/ft) Range: Range: Range: Range: Range:
21. Average Water Surface
Slope or Bankful Slope for Mean: 0.0024 Mean: 0.0024 Mean: ` Mean: ` Mean:
Reach (Sbkf or
Savg)=(Svalley/k) ft / ft Range: Range: Range: Range: Range:
Mean: 0.0005 Mean: 0.0 Mean: * Mean: ` Mean:
22. Pool Slope (Spool) ft / ft Range: 0.0-0.0015 Range: Range: Range: Range:
Mean: 0.2 Mean: 0.0 Mean: Mean: Mean:
23. Ratio of Pool Slope to
Average Slope (Spool/Sbkf) Range: 0.0-0.6 Range: Range: Range: Range:
Mean: 6.1 Mean: 6.1 Mean: Mean: * Mean:
24. Maximum Pool Depth
(dpool) ft Range: 5.5-6.9 Range: 5.5-6.9 Range: Range: Range:
25. Ratio of Maximum Pool Mean: 2.3 Mean: 2.3 Mean: ` Mean: * Mean:
Depth to Bankfull Mean
Depth (dpool/dbkf) Range: 2.1 -2.7 Range: 2.1 -2.7 Range: Range: Range:
Mean: 37.6 Mean: 37.6 Mean: Mean: ` Mean:
26. Pool Width (Wpool) ft Range: 32.3-42.3 Range: 32.3-42.3 Range: Range: Range:
Mean: 1.0 Mean: 1.0 Mean: ` Mean: ` Mean:
27. Ratio of Pool Width to
Bankfull Width (Wpool/Wbkf) Range: 0.9-1.2 Range: 0.9-1.2 Range: Range: Range:
Mean: 140.2 Mean: 140.2 Mean: ` Mean: * Mean:
28. Bankfull Cross-sectional
Area at Pool (Apool) sq ft Range: 121.0 - 156.6 Range: 121.0 - 156.6 Range: Range: Range:
Mean: 1.0 Mean: 1.0 Mean: ` Mean: * Mean:
29. Ratio of Pool Area to
Bankfull Area (Apool/Abkf) Range: 1.3-1.7 Range: 1.3-1.7 Range: Range: Range:
Mean: 473.1 Mean: 473.1 Mean: ` Mean: ` Mean:
30. Pool to Pool Spacing (p-
p) ft Range: 313.7 - 749.5 Range: 313.7 - 749.5 Range: Range: Range:
31. Ratio of Pool-to-Pool Mean: 13.1 Mean: 13.1 Mean: Mean: Mean:
Spacing to Bankfull Width (p-
p/ Wbkf) Range: 8.7-20.7 Range: 8.7-20.7 Range: Range: Range:
Mean: 293.7 Mean: 293.7 Mean: Mean: Mean:
32. Pool Length (Lp) ft Range: 107.9 - 505.4 Range: 107.9 - 505.4 Range: Range: Range:
Mean: 8.1 Mean: 8.1 Mean: * Mean: * Mean:
33. Ratio of Pool Length to
Bankfull Width (Lp/Wbkf) Range: 3.0-14.0 Range: 3.0-14.0 Range: Range: Range:
Mean: 0.0126 Mean: 0.0126 Mean: ` Mean: Mean:
0.0028- 0.0028-
34. Riffle Slope (Sriff) ft / ft Range: 0.0254 Range: 0.0254 Range: Range: Range:
Mean: 5.2 Mean: 5.2 Mean: Mean: Mean:
35. Ratio of Riffle Slope to
Average Slope (Sriff/Sbkf) Range: 1.2-10.6 Range: 1.2-10.6 Range: Range: Range:
Mean: 4.0 Mean: 4.0 Mean: Mean: ' Mean:
36. Maximum Riffle Depth
(drift) ft Range: 3.9-4.1 Range: 3.9-4.1 Range: Range: Range:
37. Ratio of Riffle Depth to Mean: 1.5 Mean: 1.5 Mean: Mean: ` Mean:
Bankfull Mean Depth
(drill/dbkf) Range: 1.5-1.6 Range: 1.5-1.6 Range: Range: Range:
Mean: 0.0032 Mean: 0.0032 Mean: ` Mean: ` Mean:
38. Run Slope (Srun) ft / ft Range: 0.0-0.0090 Range: 0.0-0.0090 Range: Range: Range:

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Mean: 1.3 Mean: 1.3 Mean: * Mean: * Mean:
39. Ratio of Run Slope to
Average Slope (Srun/Sbkf) Range: 0.0-3.7 Range: 0.0-3.7 Range: Range: Range:
Mean: N/A Mean: N/A Mean: ` Mean: Mean: `
40. Maximum Run Depth
(drun) It Range: N/A Range: N/A Range: Range: Range:
41. Ratio of Run Depth to Mean: N/A Mean: N/A Mean: * Mean: * Mean: «
Bankfull Mean Depth
(drun/dbkf) Range: N/A Range: N/A Range: Range: Range:
Mean: 0.0039 Mean: 0.0039 Mean: * Mean: * Mean:
42. Slope of Glide (Sgl) it / It Range: 0.0-0.0107 Range: 0.0-0.0107 Range: Range: Range:
43. Ratio of Glide Slope to Mean: 1.6 Mean: 1.6 Mean: ` Mean: * Mean:
Average Water Surface
Slope (Sgl/Sws) Range: 0.0-4.5 Range: 0.0-4.5 Range: Range: Range:
Mean: N/A Mean: N/A Mean: Mean: « Mean: `
44. Maximum Glide Depth
(dgl) ft Range: N/A Range: N/A Range: Range: Range:
45. Ratio of Glide Depth to Mean: N/A Mean: N/A Mean: « Mean: « Mean: «
Bankfull Mean Depth
(dgl/dbkf) Range: N/A Range: N/A Range: Range: Range:
Mean: N/A Mean: N/A Mean: Mean: * Mean:
46. Step Slope(Sst) Range: N/A Range: N/A Range: Range: Range:
47. Ratio of Step Slope to Mean: N/A Mean: N/A Mean: Mean: * Mean:
Average Water Surface
Slope(Sst/Savg) Range: N/A Range: N/A Range: Range: Range:
Mean: N/A Mean: N/A Mean: * Mean: * Mean:
48. Maximum Step Depth
(dst) Range: N/A Range: N/A Range: Range: Range:
49. Ratio of Step Depth to Mean: N/A Mean: N/A Mean: * Mean: ` Mean:
Bankfull Mean Depth
(dst/dbkf) Range: N/A Range: N/A Range: Range: Range:
* Geomorphic data not collected due to existing design
constraints. The majority of the work on site will consist of
Enhancement I. Ranges for restoration areas were
developed around the existing site constraints.
Materials:
Particle Size Distribution of
Channel Material (mm)
D16 0.2 * «
D35 0.7
050 2.4 «
D84 138.0 `
D95 216.0 `
Particle Size Distribution of
Bar Material P SP
D16 15.0 <2
D35 22.4 <2 «
D50 29.8 <2 « «
D84 99.6 17.9 « * «
D95 118.4 81.9
Largest Size Particle on Bar 80.0 `
r
` Geomorphic data not collected due to existing design
constraints. The majority of the work on site will consist of
Enhancement I. Ranges for restoration areas were
developed around the existing site constraints.
Sediment Transport:
Sediment Transport
Validation (Based on
Bankfull Shear Stress) Existing Proposed
Calculated value (mm) from
curve 30 30
Value from Shields Curve
(lb/ft2) 0.43 0.43
Critical dimensionless shear
stress 0.021 0.021
Minimal mean dbkf (ft)
calculated using critical
dimensionless shear stress
1.6 1.6

TABLE 4: MORPHOLOGICAL CHARACTERISTICS OF THE EXISTING AND PROPOSED CHANNEL WITH GAGE STATION AND REFERENCE
REACH DATA (Adapted from Rosgen, 1996)
Restoration Site: UT to Little Alamance Creek, Burlington, NC
Reference Reach: Benbow Park, Park @ Friendly, Brown Branch u/s
Benbow Park
Park Friendly
Brown Branch u/s
Reference
Variables Existing Channel Proposed Reach Reference Reach Reach Reference Reach
1. Stream Type E4/1 C 4/1 C4 E4 C/E4
2. Drainage Area (sq. mi) 0.12 0.12 0.7 0.2 0.77
Mean: 12.0 Mean: 12.0 Mean: 20.9 Mean: 9.5 Mean: 15.1
3. Bankfull Width (Wbkf) ft Range: 10.9-13.0 Range: 10.9-13.0 Range: Range: Range:
Mean: 1.3 Mean: 1.3 Mean: 1.7 Mean: 1.4 Mean: 1.6
4. Bankfull Mean Depth
(dbkf) It Range: 1.1-1.5 Range: 1.1-1.5 Range: Range: Range:
Mean: 9.3 Mean: 9.3 Mean: 12.4 Mean: 6.9 Mean: 9.3
5. Width/Depth Ratio
(Wbkf/dbkf) Range: 7.1 -11.5 Range: 7.1-11.5 Range: Range: Range:
Mean: 15.8 Mean: 15.8 Mean: 35.3 Mean: 13.0 Mean: 24.3
6. Bankfull Cross-
Sectional Area (Abkf) sq ft Range: 14.8-16.7 Range: 14.8-16.7 Range: Range: Range:
Mean: 4.4 Mean: 4.4 Mean: Mean: * Mean:
7. Bankfull Mean Velocity
(Vbkf) fps Range: Range: Range: Range: Range:
Mean: 68.7 Mean: 68.7 Mean: ' Mean: Mean:
8. Bankfull Discharge, cfs
(Qbkf) Range: Range: Range: Range: Range:
Mean: 2.0 Mean: 2.0 Mean: 3.1 Mean: 2.0 Mean: 2.6
9. Maximum Bankfull
Depth (dmax) ft Range: 2.0-2.1 Range: 2.0-2.1 Range: Range: Range:
10. Ratio of Low Bank Mean: 1.2 Mean: 1.0 Mean: 1.0 Mean: 1.4 Mean: 1.0
Height to Max. Bankfull
Depth (Bhlow/dmax) Range: 1.0-1.3 Range: Range: Range: Range:
Mean: 33.5 Mean: 33.5 Mean: 40.0 Mean: 30.0 Mean: 30.0
11. Width of Flood Prone
Area (Wfpa) ft Range: 27.0-40.0 Range: 27.0-40.0 Range: Range: Range:
Mean: 2.9 Mean: 2.9 Mean: 1.9 Mean: 3.2 Mean: 2.0
12. Entrenchment Ratio
(Wfpa/ Wbkf) Range: 2.1-3.7 Range: 2.1-3.7 Range: Range: Range:
Mean: 83.9 Mean: 83.9 Mean: * Mean: ' Mean: '
13. Meander Length (Lm)
ft Range: 55.8-111.9 Range: 55.8-111.9 Range: Range: Range:
14. Ratio of Meander Mean: 7.0 Mean: 7.0 Mean: ' Mean: ' Mean:
Length to Bankfull Width
(Lm/Wbkf) Range: 4.7-9.3 Range: 4.7-9.3 Range: Range: Range:
Mean: 29.0 Mean: 29.0 Mean: ' Mean: ' Mean: '
15. Raduis of Curvature
(Rc) It Range: 15.0-55.0 Range: 15.0-55.0 Range: Range: Range:
16. Ratio of Radius of Mean: 2.4 Mean: 2.4 Mean: * Mean: Mean:
Curvature to Bankfull
Width (Rc/Wbkf) Range: 1.2-4.6 Range: 1.2-4.6 Range: Range: Range:
Mean: 24.6 Mean: 24.6 Mean: * Mean: Mean:
17. Belt Width (Wblt) ft Range: 13.5-33.7 Range: 13.5-33.7 Range: Range: Range:
Mean: 2.0 Mean: 2.0 Mean: * Mean: ' Mean:
18. Meander Width Ratio
(Wblt/Wbkf) Range: 1.1-2.8 Range: 1.1-2.8 Range: Range: Range:
1
1
1
r
i
R
i
r
e
r
Mean:
19. Sinuosity (Stream
length/valley distance) (k) Range:
Mean:
20. Valley Slope (ft/ft) Range:
21. Average Water
Surface Slope or Bankful Mean:
Slope for Reach (Sbkf or
Savg)=(Svalley/k) ft / ft Range:
Mean:
22. Pool Slope (Spool) ft /
ft Range:
23. Ratio of Pool Slope to Mean:
Average Slope
(Spool/Sbkf) Range:
Mean:
24. Maximum Pool Depth
(dpool) ft Range:
25. Ratio of Maximum Mean:
Pool Depth to Bankfull
Mean Depth (dpoolldbkf) Range:
Mean:
26. Pool Width (Wpool) ft Range:
27. Ratio of Pool Width to Mean:
Bankfull Width
(Wpool/Wbkf) Range:
28. Bankfull Cross- Mean:
sectional Area at Pool
(Apool) sq ft Range:
Mean:
29. Ratio of Pool Area to
Bankfull Area (Apool/Abkf) Range:
Mean:
30. Pool to Pool Spacing
(p-p) ft Range:
31. Ratio of Pool-to-Pool Mean:
Spacing to Bankfull Width
(p-p/Wbkf) Range:
Mean:
32. Pool Length (Lp) ft Range:
33. Ratio of Pool Length Mean:
to Bankfull Width
(Lp/Wbkf) Range:
Mean:
34. Riffle Slope (Sriff) ft
/
ft Range:
35. Ratio of Riffle Slope Mean:
to Average Slope
(Sriff/Sbkf) Range:
Mean:
36. Maximum Riffle
Depth (driff) ft Range:
37. Ratio of Riffle Depth Mean:
to Bankfull Mean Depth
(drill/dbkf) Range:
Mean:
38. Run Slope (Srun) ft
/
ft Range:
1.1 Mean:
N/A Range:
0.0106 Mean:
N/A Range:
0.0095 Mean:
N/A Range:
0.0077 Mean:
0.0-0.0174 Range:
0.8 Mean:
0.0-1.8 Range:
2.4 Mean:
Range:
1.8 Mean:
Range:
6.1 Mean:
Range:
0.5 Mean:
Range:
9.5 Mean:
Range:
0.6 Mean:
Range:
34.1 Mean:
23.4-54.8 Range:
2.8 Mean:
2.0-4.6 Range:
18.2 Mean:
4.0-163.0 Range:
1.5 Mean:
0.3-13.6 Range:
0.0252 Mean:
0.0145-
0.0498 Range:
2.6 Mean:
1.5-5.2 Range:
2.0 Mean:
2.0-2.1 Range:
1,6 Mean:
1.5-1.6 Range:
N/A Mean:
N/A Range:
1.1 Mean: * Mean: * Mean:
N/A Range: Range: Range:
0.0106 Mean: * Mean: * Mean:
N/A Range: Range: Range:
0.0095 Mean: Mean: Mean:
N/A Range: Range: Range:
0.0077 Mean: * Mean: ' Mean:
0.0-0.0174 Range: Range: Range:
0.8 Mean: * Mean: Mean:
0.0-1.8 Range: Range: Range:
2.4 Mean: * Mean: * Mean:
Range: Range: Range:
1.8 Mean: * Mean: * Mean:
Range: Range: Range:
6.1 Mean: Mean: * Mean:
Range: Range: Range:
0.5 Mean: * Mean: * Mean:
Range: Range: Range:
9.5 Mean: Mean: * Mean:
Range: Range: Range:
0.6 Mean: * Mean: * Mean:
Range: Range: Range:
34.1 Mean: ' Mean: * Mean:
23.4-54.8 Range: Range: Range:
2.8 Mean: ' Mean: * Mean:
2.0-4.6 Range: Range: Range:
18.2 Mean: Mean: * Mean:
4.0-163.0 Range: Range: Range:
1.5 Mean: * Mean: ' Mean:
0.3-13.6 Range: Range: Range:
0.0252 Mean: ' Mean: Mean:
0.0145-
0.0498 Range: Range: Range:
2.6 Mean: Mean: * Mean:
1.5-5.2 Range: Range: Range:
2.0 Mean: * Mean: * Mean:
2.0-2.1 Range: Range: Range:
1.6 Mean: * Mean: Mean:
1.5-1.6 Range: Range: Range:
N/A Mean: Mean: * Mean:
N/A Range: Range: Range:
39. Ratio of Run Slope to Mean: N/A Mean: N/A Mean: Mean: ` Mean:
Average Slope
(Brun/Sbkf) Range: N/A Range: N/A Range: Range: Range:
Mean: N/A Mean: N/A Mean: Mean: Mean:
40. Maximum Run Depth
(drun)ft
41. Ratio of Run Depth to Range:
Mean: N/A
N/A Range:
Mean: N/A
N/A Range:
Mean: Range:
Mean: * Range: R
Mean:
Bankfull Mean Depth
(drun/dbkf) Range: N/A Range: N/A Range: Range: Range:
Mean: N/A Mean: N/A Mean: * Mean: * Mean: `
42. Slope of Glide (Sgl) ft
/ft Range: N/A Range: N/A Range: Range: Range:
43. Ratio of Glide Slope Mean: N/A Mean: N/A Mean: ' Mean: * Mean:
to Average Water Surface
Slope (Sgl/Sws) Range: N/A Range: N/A Range: Range: Range:
Mean: N/A Mean: N/A Mean: * Mean: Mean: '
44. Maximum Glide
Depth (dgl) ft Range: N/A Range: N/A Range: Range: Range:
45. Ratio of Glide Depth Mean: N/A Mean: N/A Mean: r
Mean: *
Mean:
to Bankfull Mean Depth
(dgl/dbkf) Range: N/A Range: N/A Range: Range: Range:
Mean: N/A Mean: N/A Mean: * Mean: * Mean:
46. Step Slope (Sst) Range: N/A Range: N/A Range: Range: Range:
47. Ratio of Step Slope to Mean: N/A Mean: N/A Mean: Mean: * Mean:
Average Water Surface
Slope(Sst/Savg) Range: N/A Range: N/A Range: Range: Range:
Mean: N/A Mean: N/A Mean: ' Mean: * Mean:
48. Maximum Step Depth
(dst) Range: N/A Range: N/A Range: Range: Range:
49. Ratio of Step Depth to Mean: N/A Mean: N/A Mean: * Mean: * Mean:
Bankfull Mean Depth
(dst/dbkf) Range: N/A Range: N/A Range: Range: Range:
* Geomorphic data not collected due to existing design
constraints . The majority of the work on site will consist of
Enhancement I. Ranges for restoration areas were developed
around the existing site constraints.
Materials:
Particle Size Distribution
of Channel Material
(mm)
D16 0.2 '
D35 0.5 k
D50 3.4
D84 19.0 '
D95 53.0
Particle Size Distribution
of Bar Material P SP
D16 7.6 <2
D35 12.4 4.5
D50 17.8 10.0
D84 40.7 54.4 '
D95 55.6 96.7

Largest Size Particle on +
Bar 48.0
r
t
t
1
. Geomorphic data not collected due to existing design
constraints. The majority of the work on site will consist of
Enhancement I. Ranges for restoration areas were developed
around the existing site constraints.
Sediment Transport:
Sediment Transport
Validation (Based on Existing Proposed
Bankfull Shear Stress)
Calculated value (mm)
from curve 55 55
Value from Shields Curve
(lb/ft2) 0.71 0.71
Critical dimensionless
shear stress 0.016 0.016
Minimal mean dbkf (ft)
calculated using critical
dimensionless shear
stress equations 0.4 0.4
1

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Table 6a. Pavement and Sub-pavement Particle Size Distribution of Little Alamance Creek
Bar Sample Bar Sample,

il

64 128

23 # 90%
- - --- r - -
80% -
- -
?
0 70%
60%
ii 50% - - - - -
-? - - ,?
40% ,
- - ?- - - -
a 30%

T
-
20%
-
T_ 7-1 T
10% - - I - - - - - - T1
0%
?
- _
1 10 100 1000
Particle Size (mm) -Cumulative Percent ? Percent Item
Size percent less than (mm) Percent by substrate type
D16 D35 D50 D84 D95 silt/clay sand gravel cobble boulder
14.958 22.38 29.75 99.61 118.35 NA 0% 56 % 44% NA
Material Size Range (mm) Count
sand < 2 0
very fine gravel 2 4 0
fine gravel 4 8 2
medium gravel 8 16 7
coarse gravel 16 32 19
very coarse gravel 32 64 1

all cobble

clot Par'ile fount Little Alamance Cr & UT
# Burlington
# Note: Pavement - Little Alamance Cr cross section 11-RF
# Bar Sample,
# 100%
T T -
52
small cobble 64 128 39 # 90/ - -?-- ?"-"-' -} -- - -
Total Particle Count: 502 80% T T,
20%
0% 0
Bar Sample Bar Sample,
Material Size Range (mm) Count Little Alamance Cr & UT
sand < 2 282 # ---
very fine gravel 2 4 47 # Burlington
fine gravel 4 8 47 # Note: Sub pavement -Little Alamance Cr, x-sect 11-RF hit clay at 145mm
medium gravel 8 16 38 #
coarse gravel 16 32 47 #
100 / Bar Sample,
very coarse gravel 32 64 2 # -?-.?-
-

ii 50%
--
- - - ? - - ? i

a 30% - - - - - - ?r
l -? - _

1 10 100 1000
Particle Size (mm) tCumulative Percent ? Percent Item
Size ercent less than mm Percent b substrate t e
D16 035 D50 D84 ? silllcla
I sand ravel cobble boulder
#N/A #N/A #N/A 17.92 NA
j 56% 36% 8% NA
Table 6b. Pavement and Sub-pavement Particle Size Distribution of UT to Little Alamance Creek
Bar Sample Bar Sample,
Material Size Ran ge (mm) Count Little Alamance Cr & UT
sand < 2 0 # ---
very fine gravel 2 4 2 # Burlington
fine gravel 4 8 7 # Note: Pavement - UT to Little Alamance b/w x-sect 3 & 4
medium gravel 8 16 1s #
coarse gravel 16 32 16 # Bar Sample,
very coarse gravel 32 64 13 # 100%
-
-
_T
small cobble 64 128 0 # 90%
? _ ?..:.
Total Particle Count 53 80/

-
Li 50%
- - - +
- -
_
40%
-- - ; (- -- - - -
?
--
a 30/ ?
?y ?T
20/ -- - -

1 10 100 1000
Particle Size (mm) --n-Cumulative Percent ? Percent Item
Size percent less than (mm) Percent by substrate type
D16 D35 D50 D84 D95 silt/clay sand gravel cobble boulder
7.598 12.44 17.83 40.72 55.57 NA 0% 100% 0% NA
Bar Sample Bar Sample,
# Note: Sub pavement - UT to Little Alamance b/w x-sect 3 & 4 hit clay at 100mm
# Bar Sample,
100%
# 90%
- - - - -- - j --
80% -- -- J
s 70%
- -- - - - -`? -.
60%
Li 50%
- ff - - - -?
40%
- 1 -- -
a 30%
- -° - --
20%
-- - j
1 10 100 1000
Particle Size (mm) -E-Cumulative Percent ? Percent Item
Size ercent less than mm Percent b substrate t e
D16 D35 D50 D84 D95 silt/cla sand ravel cobble boulder
#N/A 4.51 10.04 54.36 96.73 NA 25% 62% 12% NA
Material Size Range (mm) Count
sand <
2 100
very fine gravel 2 4 30
fine gravel 4 8 50
medium gravel 8 16 55
coarse gravel 16 32 51
very coarse gravel 32 64 61

small cobble

64 128
Total Particle Count: Little Alamance Cr & UT
# Burlin ton
49
396
1
r
r
r
Table 7. Soils Summary of the Little Alamance Creek Stream Restoration Project, Alamance County
Map Unit Soil Series Slope Drainage General Characteristics
CbC2 Cecil fine sandy 2-6% Well drained Cecil series consists of very deep, moderately
loam permeable soils on ridges and side slopes of the
Piedmont uplands. They are deep to saprolite
and very deep to bedrock.
EdB2 Enon fine sandy 2-6% Well drained Enon Series consists of very deep, slowly
loam permeable soils on ridge tops and side slopes in
the Piedmont.
LbB2 Lloyd loam 2-6% Well drained Lloyd series consists of very deep, moderately
permeable soils on uplands in the Southern
Piedmont.
Ur Urban land Consists of areas more than 85 percent of which
are covered with street, buildings of all types,
parking lots, railroad yards, and airports. The
natural soils were greatly altered by cutting,
filling, grading and shaping during the
processes of urbanization. The original
landscape, topography, and commonly the
drainage pattern have been changed.
Source: NRCS Official Soil Series Descriptions (OSD) webpage
1
1
1
i
1
1
R
1
1
1
1
A
1
1
f
Table S. Federal Species of Concern Known from Alamance County, North Carolina
Common Name Scientific Name Federal State Habitat Requirements Habitat
Status Status Available
Vertebrates
American Eel Anguilla rostrata FSC None Catadramous species, adults live in No
large rivers or lakes
Carolina darter Etheostoma collis FSC None Small upland creeks with slow to Yes
lepidinion moderate current and substrate of
sand, gravel, or bedrock
Invertebrates
Carolina creekshell Villosa vaughaniana FSC E Muddy or silty gravel in shallow Yes
waters
Yellow lampmussel Lampsilis cariosa FSC E Large rivers and streams found in No
sand and gravel
Vascular Plants
Buttercup phacelia Phacelia covillei FSC SR-T Floodplains and adjacent forests Yes
Sweet pinesap Monotropsis odorata FSC SR-T Pine woods No
Status: E - Endangered
FSC - Federal species of concern
PE - Proposed endangered
SR - Significantly rare
-T - Throughout their range
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Figures

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Project Area
:
L

00

$..

Prepared For: 0 0.05 0.1 0.2 0.3 0.4 N
Miles
Fee
W E

l'
ct ?sv,tt'I11 0 410 820 1,640 2,460 3,280
. SCALE: 1:10,000 S
PROJECT SITE VICINITY MAP Figure No.
Little Alamance Creek Stream Restoration
ALAMANCE COUNTY, NORTH CAROLINA
L I;;; "I- "

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i I. I- .fP-
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*k-., 5 Lh "
Prepared For: 0 0.1250.25 0.5 0.75 1 N
Miles
Feet W E
0 1,050 2,100 4,200 6,300 8,400
SCALE: 1:26,000 S
REFERENCE REACH Figure No.
Little Alamance Creek Stream Restoration 4
ALAMANCE COUNTY, NORTH CAROLINA
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Appendix A
Project Site Photographs
1

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1

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?y

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,a
„a. -* ear!
I of 6
Little Alamance Creek looking downstream from S Church Street. Note pedestrian
Little Alamance Creek at the confluence with the Unnamed Tributary

1
1

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1
a

a

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L

1 2 of 6
One of several culverts entering Little Alamance Creek. Note Rip rap banks.
One of two train trestles crossing Little Alamance Creek.

1

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a

1

1
1
1 3 of 6
Second train trestle crossing Little Alamance Creek. Pedestrian/vehicle bridge can be
seen in the background.
Sewer line and pedestrian/vehicle bridge crossing Little Alamance Creek
f dry' . '' ? .. } Mr i` .?. ?re?' ? . a?r,?,fi?; '
Second sewer line crossing Little Alamance Creek.
4 of 6
Little Alamance Creek with center bar.

1
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1

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1 5 of 6
Typical section of Little Alamance Creek.
Little Alamance Creek downstream end of project at Overbrook Road.

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1

1 6 of 6
Unnamed tributary to Little Alamance Creek.

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1

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1

Appendix B
Project Site NCDWQ Stream
Classification Forms
I

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North Carolina Division of Water Quality - Stream Identification Form; Version 3.1
Date: -114J."
Evaluator: Rs` a
Total Points:
Stream is at least intermittent
if 2:19 or perennial if 2 30
Project: ?.• ??c 4k,
. $- County: /9,?? ?'+a„ c
G, Latitude:
Longitude:
Other
e.g. Quad Name:
A. Geomorphology Subtotal =_d
?. Absent
J Weak Moderate Strong
1a. Continuous bed and bank 0 1 2
2. Sinuosity 0 1 2
3. In-channel structure: riffle-pool sequence 0 1 3
4. Soil texture or stream substrate sorting 0 1 3
5. Active/relic floodplain 0 1 2
6. Depositional bars or benches 0 1 2
7. Braided channel 0 2 3
8. Recent alluvial deposits 0 1 2 ?cz
9 a Natural levees 0 2 3
10. Headcuts 1 2 3
11. Grade controls 0 0.5 4 1.5
12. Natural valley or drainageway 0 0.5 1
13. Second or greater order channel on existing
USGS or NRCS map or other documented
evidence.
No = 0
Yes = 3
man'Inauc unuie5 we not ratea; see aiscussions in manual
B. Hvdroloav (Suhtntal = / sI 1
14. Groundwater flow/discharge 0 1 2 Q
15. Water in channel and > 48 hrs since rain, or
Water in channel - d or growing season 0 1 2
L?p
16. Leaflitter 5 1 0.5 0
17. Sediment on plants or debris 0 0.5 1.5
18. Organic debris lines or piles (Wrack lines) 0 0.5 1
19. Hydric soils (redoximorphic features) present? = 0 Yes =1.5
C. Biology (Subtotal = -1 1 )
20°. Fibrous roots in channel 2 1 0
21'. Rooted plants in channel 2 1 0
22. Crayfish 0 1 1.5
23. Bivalves 1 2 3
24. Fish 0 0.5 1
25. Amphibians 0 0.5
26. Macrobenthos (note diversity and abundance) 0 0.5 ® 1.5
27. Filamentous algae; periphyton 1 2 3
28. Iron oxidizing bacteria/fungus. 0.5 1 1.5
29b.
Wetland plants in streambed
FAC = 0 FACW = 0.75; OBL = 1.5 SAV = 2.0; Other = 0
nvnw cu anu ci'Focus on me presence of upland plants, Item 29 focuses on the presence of aquatic or wetland plants.
Notes: (use back side of this form for additional notes.) Sketch:
I '& t F f ??S D G,l' ?t1 ' ?1G hs I.
A4.C,4 0-6

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f
A
1
C
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1
North Carolina Division of Water Quality - Stream Identification Form; Version 3.1
Date: G Project: u % °1 Latitude:
Evaluator: g a -- Site: Longitude:
Total Points:
Other ?d r /.,,6 v`1
Stream is at least intermittent County: 14
if Z 19 or perennial if 2 30 /G h+6w e,G e.g. Quad Name:
A. Geomor holo (Subtotal = ) Absent Weak Morate . :Strong
1a. Continuous bed and bank 0 1 2
2. Sinuosity 0 1 3
3. In-channel structure: riffle-pool sequence 0 1 ?D 3
4. Soil texture or stream substrate sorting 0 1 3
5. Active/relic floodplain 0 3
6. Depositional bars or benches 0 1 3
7. Braided channel rlu) 1 2 3
8. Recent alluvial deposits 0 1 (:!D 3
0 Natural levees 0 2 3
10. Headcuts 0 4:5) 2 3
11. Grade controls 0 0.5 efD 1.5
12. Natural valley or drainageway 0 0.5 1
13. Second or greater order channel on existing
USGS or NRCS map or other documented
evidence.
No =
Yes = 3
man-mane ancnes are not ratea; see discussions in manual
B. Hvdroloov (Suhtntal = 7_ Jh I
14. Groundwater flow/discharge 0 2 3
15. Water in channel and > 48 hrs since rain, or
Water in channel - d or growing season 0 1 2
16. Leaflitter 1.5 1 0.5 0
17. Sediment on plants or debris 0 0.5 1.5
18. Organic debris lines or piles (Wrack lines) 0 0.5 1 1.5
19. Hydric soils (redoximorphic features) present? C-ROL 0 Yes = 1.5
C. Biology (Subtotal= G )
20°. Fibrous roots in channel 3 1 0
21'). Rooted plants in channel 3 ® 1 0
22. Crayfish ® 0.5 1 1.5
23. Bivalves 1 2 3
24. Fish 0 1 1.5
25. Amphibians 0 1 1.5
26. Macrobenthos (note diversity and abundance) 0 1 1.5
27. Filamentous algae; periphyton C'D7 1 2 3
28. Iron oxidizing bacteria/fungus. 0.5 1 1.5
29 . Wetland plants in streambed A = 0.5- FACW = 0.75; OBL = 1.5 SAV = 2.0; Other = 0
ollu 41 1--o vii uie presence of upiano prams, item za tocuses on the presence of aquatic or wetland plants.
Sketch:
Notes: (use back side of this form for additional notes.) J
t"•b ?L.TiS 4a.,lGS ?6 a1L* ?Jc1J ?.
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Appendix C
BEHI and Sediment Export
Estimates
Summary Form - ANNUAL STREAM_BA_ NK EROSION - Estimates / Calculations
' :Stream: [ ? a le. A 1W}?a.nCe, Observers Date: M/0
JGr !Total BANK Length: Ft._
Stream Type: aph Used:
_?. .__. _. ._ _. w._.
(1) (2) (3) (4) (5) (6) '
EROSION
BANK LENGTH :
I Station BEHI NEAR-BANK : EROSION of Bank SubTotal
t STRESS HEIGHT (4)x(5)x(6)
' Ft. (adjective RATE Bank
) .
e :
_ (adjective) ( Ft / yr } ( Ft) (Ft) }
M t (- Ft3 / yr )
I_.?J... a ?....._.? CL._ ! _.... ?._....._ ?. __ !_ . _ ;_J......
/v? 01
?r . J?cflLIL 4 ;l 3+S J
10
1
1

1

r
' 7.5
9 ilk+`l??
t4, 0
„ air
14
Is. qE
41
Vfl
'17 L
Convert EROSION (Fee? / Year) to (Yards3 / Year)
{divide Total EROSION (Feet3/Year) by 27 )
Convert EROSION (Yards3 / Year) to (Tons / Year)
{ multiply Total EROSION (Yards3 / Year) by 1.3 }
Sum (Feet3/Year) EROSION Sub-Totals for each BEHI / NBS Combination
Erosion = °C) / !/,)1 4
Feet3/ Year
Total
Erosion = /
:. Yards3/ Year

it ? Total
si Erosion = 3 3,
Tons/ Year
..,......?ice :•?r:c.r_•r..•?crt?.zr_,:.: •......._. ,
Calculate EROSION per unit LENGTH of Channel.
{Divide Total EROSION (Tons/Year) by Total Length of CHANNEL (ft) surveyed-}
Total Erosion =0,076
Tons / Yr / Ft

G:tTheRAM3-2-2 0 0 611$t Field Day-SECTION AVam06-PAGE-A41-BankErosSumry-xts A 41

1
1

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1

1
1
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1

1

1
i<,?r be 1,k
Summary Form - ANNUAL STREAMBANK EROSION_ - Estimates / Calculations
:Stream: Uf fV J EM 04160.. 0', Observers i ._.. _ ... _ _ Date:
:Stream T pe G-?!?'?_ ?JGraph Used: L Total BANK Lengt_h_:;3_
(1) (2)... _ (3)--_~ ...(4) (5) (7)
BANK LENGTH EROSION
NEAR-BANK Bank SubTotal
Station BEHI EROSION of
t ' STRESS HEIGHT
e Ft. ( adjective) . (adjective) . RATE Bank (Ft) (4) 35)x(s)
(Ft / yr } (Ft } (Ft / yr )
77g.i___
._.. ?5 ... _l...... f.. _? ?_ _ 5.o
a.....
-3_____._ _--. ?--1- i
6 IT"' 3
I , ;aai't, 4 s ?-? ! 1
8?' X3.5 _J . _ ?J..._...._ . -_... a _ 0 _...? .. 1... 7 ._ .... /_? .
12 '
13; i ? t
14 !Y
y._........ 1 ....__. i
• 15 l i I
17
Sum (Feet3/Year) EROSION Sub-Totals for each BEHI / NBS Combination
w,..... .....+....-r... .... .. ? .... r. .... .. .... ra........_n .. .......... rte. .... . ..... .. . r..... .. ...? .
Convert EROSION (Feet3 / Year) to (Yards3 / Year)
{ divide Total EROSION (Feet3/Year) by 27 }
Convert EROSION (Yards3 / Year) to (Tons / Year)
{ multiply Total EROSION (Yards3 /Year) by 1.3 }
Calculate EROSION per unit LENGTH of Channel.
{Divide Total EROSION (Tons/Year) by Total. Length of CHANNEL (ft) surveyed.}
Erosion = / 75 7 6
Feet3/ Year
:9t?F- ?sn •? _-'C:. T.':1:..wF:Y' : i'--..L?? S ii"? a?.i
Total
Erosion= Yards3/ Year l
Total 37-15
Erosion - ^ Tons I Year
Total Or M) I
Erasion =
Tons / Yr/ Ft
G:1TheRAM3-2-200611st Fleid Day-SECTION Alramo6-PAGE-A 41-BankErosSumry.xls A 41

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? e_ Vv &Y*_
Summary AF_orm - ANNUAL STREAMBANK EROSION - Estimates / Calculations
;Stream: L , T1 e ?tD rve_ 6r, observers: Date: `?/ 0
Stream Type: jGra h Used: j ?- 'Total BANK Length: Ft.
(1) 2 (3) (4) (5) (6. _ .
BANK LENGTH '- EROSION
i NEAR-BANK • Bank Subtotal
?fafinn RFHi EROSION Of
T J I r' 'coo RATE Bank , I (4)X(5)x(6)
e Ft. (adjective) . ( adjective) :
( Fi / yr) (Ft) Ft
( ) (Ftt / yr )
2 i 3, -'9
74,
L
I _f
q3
I
12 Jv?
9'a, V3
14
15 a3 3 EI.....,._°.._ _._._._ 7 o ?y 5
16
:.17
1. ? 5?0 ? .?...._. ?- ? ?? i_ ? ? •;_ ? ? ? ? .
18
ol 2-
- Total
Sum (Feee/Year) EROSION Sub-Totals for each BEHI / NBS Combination I'll Erosion = d, /
Feet/ Year
Total
,
Convert EROSION (Fee3 t / Year) to (Yards / Year)
3 3 Erosion = / c)7 J
{ divide Total EROSION (Feet /Year) by 27 } Yards 3/ Year
Convert EROSION (Yards3 / Year) to (Tons / Year) . • Total
I. Erosion =
{ multiply Total EROSION (Yards3 / Year) by 1.3 Tons /Year
-..___.. ._..._..__..- --._....?__-....._....?._.._.._... ? ._ _. ___ _.-_. ;,- Total
Calculate EROSION per unit LENGTH of Channel. jj
{Divide Total EROSION (Tons/Year) by Total Length of CHANNEL (ft) surveyed.} , Erosion -
ii Tons / Yr / Ft
G:1TheRAM3.2-200611st Held Day-SECTION A1ramO&PAGE-A 41-BankErosSumry.xls
13 9,_7
or
A 41

.,Z--

1
1
L
I-]
1

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1
11

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J

1
1
Summary Form - ANNUAL STREAMBA_ NK EROSION - Estimates ! Calculations
:Stream: L ?a.MaACc, Cir,?Observers: QJ1?f ?_? _ -Date' 7/??d7
Stream T e: C I Graph Used' '•Total BANK Length: Ft.
BANK LENGTH EROSION
I NEAR-BANK . Bank SubTota3
Station BEHI EROSION of
t ' STRESS HEIGHT
e Ft. {adjective) . ( adjective) RATE Bank (Ft) (?) s)x(s)
M: ' (Ft /yr) (Ft) (Ft /yr)
a A, /01
^6-?3 I-?? -.. _.?.J_ .... _ ...... _....?.?..l_._ ... ! .., _.?..?.. -i
.
8 13- ?75 .._
4- J
.. E_ Y- - - _ .10,0
L C)
A L
?.3..3_ _....., __ r o l?. r .....
? ? 1._ ... .._ ..Z .. .. ... ? ....... _ ._._.:.. . _........ _?• . .. .. .. _I .. 1. _ .... _ . ... i
i 12. t. _. . ._......i..- .. ..... _._.. _. i_ ._ _ _ - -- -._ -- .. __ ._.._ _i
14
.
17 1 '
Total ..._.?i
Sum (Feet3Neat) EROSION Sub-Totals for each BEHI ! NBS Combination it Erosion 9771V
Fees/ Year
Ttal
Convert EROSION (Fee? / Year) to (Yards3 / Year) '!'! Erosion
{ divide Total EROSION (FeW/Year) by 27) `Yards 3/Year
Convert EROSION (Yards / Year) to (Tons / Year) =j Total - y 7r
Erosion -
{multiply Total EROSION (Yards3 / Year) by 1.3) 1':' Tons 1 Year
Calculate EROSION per unit LENGTH of Channel.
{Divide Total EROSION (Ions/Year) by Total Length of CHANNEL (ft) surveyed-}
Total
= O 7 /
Erosion '
Tons / Yr / Ft
I GATheRAW-2-200611st Field Day-SECTION AVam06-PAGE-A 41-8ankErosSumry.xis A 41
BEHI Variable ffiorksheet
Stream: Reach: Ql- T? Cross Section:
Observers:
Bank Height / Mak Depth Bankfull ( C )

Date:
BEHI Score
(Fig. V-15)
Study
B
k { A)
e^

kf
ll
B (B)

(A) / (B) = !
an ?. u
an ? / (C}
Height (ft) = Height (ft) =
Root Depth / Bank Height ( E }

Root ( D) Study. (A)
3 a g
.
.
...
.
Depth Bank ,
D/tf (
_
D) / (A)
,
t
/
ft = r Height (ft) = E
( )
Weighted Root Density ( G )
'

\ Root (F)
G /V
as%= t ?? I

Density JQ (F)X(E).

P
?
Bank Material Adjustment:
Bedrock (Overall Very Low BEHI)
Boulders (Overall Low BEHI)
Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of
bank material, then do not adjust)
Gravel (Add 5-10 points depending percentage of bank material that is
composed of sand)
Sand (Add 10 points) Silt Clay (no adjustment)
VERY LOW LOW MODERATE HIGH VERY HIGH EXTREME
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50
Bank Sketch
12
11
10 --?
v 9 f
? 7 -
49
' Q 6 :.?3 sr r _ .
5 <,'rtti
i
a'
2-
0. 0 1 2 3 4 5 6
Horizontal Distance (ft)
G:1TheRAIU3-2-200611st Field Day-SECTION AV=06-PAGE-A 25-BeHiVadableWrkShLAs'
Bank Angle ( H)
Bank
Angie
as Degrees (H)
Surface Protection ( I } 1
Su:ctZ
C
Pros o/ ?nY ?
a
1
Bank Materials
---____--Adiustment____-- u+
s 61.1'1. (
Stratification Adjustment 1
Add 5-10 points, depending on
position of unstable layers in
relation to bankfull stage ,
1
d
Root
r Depth
Bank
Angle
o ,
?• 'mot a?i
f
? 0.
Start
of
._:` Bank
A 25
Stream: L.
Observers:
1
1

1
BEH7;Variable Worksheet
Reach: i<O ?'?Jr-" ?`f ?1 v Cross Section: Sa
Bank Heiaht / Max Depth Bankfuli ( C )
Date:
BEHI Score
(Fig. V-'15)
Study
Bank (A)
Bankfull (B)
?

_
(A)/(B)

?? a

1-?
? i
h
ft
= 3t C)
Height (ft) = . , g
)
t (
He
Root Depth / Bank Heiaht ( E )
Root (D) Study (A.)
Depth
t Bank

? ( D ) / (A) = I I I
E
( )
ft = Height (ft }= I1-

Weiahted Root Uensitv ( (3 )
Root (F)
Density /5/,z:, (F)X(E). (G)
as /o -
V l Bank Angle ( H
_ y ) 1 / Bank
See, I'LL-h?. °l?-h rot-4- CY (?
O i 41 Cy?rl s r ?y? Angle
as Degrees = (H)
Surface Protection ( I )
Surface
Protection
t
1
1
I
1
1
1
1
1
I
1
I
1
1
1
1
as % _
Bank Material Adjustment:
Bedrock (Overall Very Low BEHI)
> Bank Materials
=>

. Boulders (overall Low BEHI) - Adjustment--
Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of
bank material, then do not adjust) Stratification Adjustment 1
Gravel (Add 5-10 points depending percentage of bank material that Is Add 5-10 points, depending on
composed of sand) position of unstable layers in 1
Sand (Add 10 points) Silt Clay (no adjustment) relation to bankfull stage
VERY LOW LOW MODERATE HIGH VERY HIGH EXTREME ADJECTIVE RATING 1
5-9.5 I 10-19.5 I 20-29.5
Bank Sketch
12
11
10
v 9
7
rte.
o 6--
5
4
3
2
1
0
r.; •
;
•
?
Y :1 ' 'e
i

=:=-- Bankfull

}:Erg
----------- ------
.
,

$ 1
? ,
?'[?At ¢ LL bl
Z 3:
0 1 2 3 4 5 6
Horizontal Distance (ft)
A G:1TheRAW-2-200611st Feld Day-SECTION A%ramo&PAGE-A 25-BeHUariableWrkShU ds
and
30 - 39.5 40 - 45 46 - 50 TOTAL SCORE

Root
Depth 1
Bank 1
Angle 1
tun.
C 1
w
L
rn Q.
Start 1
- of
Bank 1
1
A 25 1
1
BEHI Variable Worksheet
Stream: G- Reach: /1o -"" Cf -0 O Cross Section:
;1?'?? ? ? O? f?(1 ? `?
ers:
Observ
Bank Height / Mak Depth Bankfull ( C )
r .
Date: S" a
..:BEHI Score
(Fig. V-15)
Study
Bank (A)
Bankfull (13)
(A) I (B) I
1
1 I
_

i
f

3
S
(C)
Height (ft) = ght (
t) -
He '
Root Depth / Bank Height (E )
r .
Root (D) Study (A)
A
=
D
/
1:3 4
Depth Bank )
(
)
( 1
E)
{t = ti Height ( ft ) _ (
Weighted Root Density ( G )
r
Root (F)
it
D (F) x (E)
- a
y
ens .
, lG)
1
as % =
r .
T 1
r64 de??kd,
(tom,no4)A n r t
' goo- 0? X11 e? he??s ony AOLAc -
J
i3am Angie ( H }
Bank
Angie 7d??
as Degrees = (H)
Surface Protection (1)
Surface
Protection
as /o -
V
Bank Material Adjustment:
Bedrock (Overall Very Low BEHI)
Boulders (Overall Low BEHI)
_ Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of
bank material, then do not adjust) Stratification Adjustment I
Gravel (Add 5-10 points depending percentage of bank material that is Add 5-10 points, depending on
composed of sand) position of unstable layers in
Sand (Add 10 points) Silt Clay (no adjustment) relation to bankfull stage
VERY LOW LOW MODERATE IGH VERY HIGH EXTREME ADJECTIVE RATING -----_
'and
5 - 9.5 10-19.5 20 - 29.5 0 - 39.5 40 - 45 46 - 50 TOTAL SCORE
Bank Sketch
12 -- --
11
9 a F ::t?
r Y .
Bankfull (r:
_?
r ----------- --------
2
0 1 2 3 4 5 6
Horizontal Distance (ft)
G:1TheRAM3-2-200611st Field Day-SECTION A1ram06-PAGE-A 25-SeHNadabfeWrkShtxls`
A 25 {
1
{
{
Root {
Depth {
Bank 1
Angle {
G F u v
C {
0
(nn a {
start {
- of {
Bank 1
{
Stream:
Observers:
i
1
BEHI Variable Worksheet
A41 P, -A t a m Reach: Cross Section:
F
Rank Hainht / Max nenth Bankfull ( C }

a
BEHI Score
(Fig. V-15)
Study (A) v (B)
Bank Bankfuli r 5? (A)/(B) - (
(C)

?j
_
Height (f) Height (f) =
Rnnt HP-nth I Bank Helant ( C )
Root (D) Study (A)
Depth r- If
0,.G Bank e
.41-lb (D) / (A) ?, ( }
E
ft = Height (ft) =

WP_I0htQtl KOOt uensirv ( V )
Root (F)
Density (F) X (E)
lr • (G)
as % =
1
t
t
t
t
l
t
l
t
A
t
t
Bank Angle (H) t
,? ?,?\ Bank
G1a {
"f ' r?x UPS` Angie
as Degrees = (H)
Surface Protection ( I) 1
Surface
Protection r 71
i

VERY LOW
5 - 9.5
12
11
10
9
U
7

5
4
> 3
2
1
0
Z i.:
a
M
Bankfull
-- -------------
---------
---
`

0 1 2 3 4 5 6
Horizontal Distance (ft)
G:iTheRAM3-2-200611st Field Day-SECTION A1ram06•PAGE-A 25-BeH1VadableWrkSht xls
as /° -
Bank Material Adjustment:
Bedrock (Overall Very Low BEHI) Bank Materials
?
Boulders (Overall Low BEHI) j
Adjustment
Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of
bank material, then do not adjust) Stratification Adjustment {
Gravel (Add 5-10 points depending percentage of bank material that is Add 5-10 points, depending on
composed of sand) position of unstable layers in t
Sand (Add 10 points) Silt Clay (no adjustment) relation to bankfull stage
t

•

LOW MODERATE HIGH VERY HIGH EXTREME
ADJECTIVE RATING t
and
10 -19.5 20 - 29.5 30 - 39.5 40 - 45 46 - 50 TOTAL SCORE
Bank Sketch

Root
Depth 1
Bank
Angle 1
p p u w
1
m
Cr) 'a 1
1
Start '
- of
Bank 1
1
A 25 1
1
.BEHI.Variable Worksheet

Stream: L A Reach:
Observers:
i Bank Height / Max Depth Bankfull ( C )

BEHI Score
(Fig. V-15)
Study (A) (B)
Bank Bankfull (A) / (B) = r?
(C)
Height (ft) = Height (ft) =
1
Weiahted Root Uenslty ( V )
Root (F)
Density ` ® (F) x (E). _ {G)
as % w
61AIC Bank Angfe (H) ?'vWVLST?lt? C?'C" Bank 1
?j Angle /
4b-f-tJ n 7.? as Degrees- _ - © (H) . l?
Surface Protection ( I )
Surface
Protection
r { )
Bank Material Adjustment: as /a
13edrock (Overall Very Low BEHI) Bank Materials
Boulders (Overall Low BEHO _ Adjustment
Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of --__-_?-_
bank material, then do not adjust) Stratification Adjustment '
Gravel (Add 5-10 points depending percentage of bank material that is Add 5-10 points, depending on
composed of sand) position of unstable layers in
. Sand (Add 10 points) Silt Clay (no adjustment) relation to bankfull stage
VERY LOW LOW MODERATE HIGH VERY HIGH XTREM ? ADJECTIVE RATING
.. .. :. and - -- -
5 - 9 5 10 -19.5 20 - 29.5 30 - 39.5 40 - 45 46 - 50 TOTAL SCORE

12 Bank S ketch
11
10
9
U s
7
Q 6
r
.
J
4-
>
.3
2
1
0
z
o,

Q ?

m

A
/
Bankfull
--------------
-------
--
--

0 1 2 3 4 5 6
Horizontal Distance (ft)
GATheRAM3-2-200611st Feld Day-SECTION AVarn06-PAGE-A 25-BeHVadableWrkShtxls
Root Uenth /Bank Helaht ( t )
Root (D

Root (D) Study
Depth Bank
Depth

(A )

?6

D) / (A)

E)

ft = Height (ft) _
ft
Section:
Date: a5/Z1

? Root
Depth
Bank
Angle '
rn a
Start
of
Bank
125
1
1

1
? ono ??• ?-
Bank Angle { H )
l j,
we, S! ° 6 Bank
Angle s
as Degrees
= (H)
Surface Protection ( I )
Surface
' Protection
= l ( )
as/e
Bank Material Adjustment:
BedrockOverall V Low BEHI ---? Bank Materials
Boulders (Overall Low BEHI) Adjustment ----- ?,f ?p
Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of
bank material, then do not adjust) Stratification Adjustment
Gravel (Add 5-10 points depending percentage of bank material that is Add 5-10 points, depending on
composed of sand) position of unstable layers in
Sand (Add 10 points) Silt Clay (no adjustment) relation to bankfuli stage
VERY LOW LOW MODERATE HIGH VERY HIGH EXTREME ADJECTIVE RATING
and •--------- ---
5 - 9.5 10 -19.5 20-!9.51 30'-39.5 40 - 45 46 - 50 TOTAL SCORE
Bank Sketch
12
11
10
,K 9
c? 8
W 7:-
6'
D
5--
4
> 3--
2..
1
0
V, S_ 1
Root
Depth
Bank
Angle
^OUV
C
Start
- of
Bank
4
m
n
:
%
I
=`'
Bankfull
---- -----

-
-----

-
;; s r - -?
0 1 2 3 4 5 6
Horizontal Distance (ft)
G:1TheR46-2-2006\9st Feld Day-SECTION A1ram06-PAGE-A 25-SeHiVa6ableWrkSht)ds
BEHI Variable Worksheet
Stream: Reach: LI,2?W r IgkZ10 Cross Section:
Observers: &AIF, Date: 96774
Bank Heiqht / Max Depth Bankfull ( C )
BEHI Score
(Fig. V-16)
Study (A) . (B)
Bank Bankfull 32'S (A)/(B)-
Height ( It) Height (ft) = Root De
pth / Bank Heiqht ( E )
Root (D) Study (A)
Depth li C) Bank c . (D) l (A) Vr 2 ! (E)
M= Height (ft) =.
Weiqhted Root Density ( G )
Root (F)
Density O
=
(F) x (E).
Z
l
G
as/o=
o
(
)
A 25
1
stream: Lj*41c A] cm
Observers: ?)v
1
BEM Variable Worksheet
Date:
Bank Height / Max Depth Bankfull ( C )
BEHI Score
(Fig. V-'15)
Study
B (A)
B
k
l (B)
A
/
B , I
(
l
ank an
fu
l
3
q I )
(
(
) I .
l
_
Height (ft) -. t Height (ft) . C)
Root Depth / Bank Height ( E )
Root (D) Study (A) f
Depth q ,f Bank (D)/.(A)
=
lr
E
(ft )= f Height (ft) = 1 + }
(
1
Weighted Root Density ( G )
Root (F)
Density I (F) x (E ). = 15 (G

as % _ }
Bank Material Adjustment
Low BEHI)
Bedrock (Overall Very
Boulders (Overall Low BEHI)
Cobble (Subtract 10 points. If sandigravel matrix greater than 50% of
bank material, then do not adjust)
Gravel (Add 5-10 points depending percentage of bank material that is
Sand (Add 10 points Silt Clay (no adjustment)
VERY LOW LOW MODERATE HIGH VERY HIGH EXTREME
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50
Bank Sketch
12
11
10
9
U 8
c 7
5
? 5
4
3
2
1
0
Bank Angle ( H }
Bank
Angle ! 0 H
as Degrees = ( )
Surface Protection ( i )
Surface
_ -15Protection
as / () ar
-
Bank Materials
Adjustment1 c)
Stratification Adjustment
Add 5-10 points, depending on
position of unstable layers in
relation to bankfull stage
ADJECTIVE RATING
and
TOTAL SCORE

x
Y ;1
Z LL

Q
- == =; Bankfull
.------------------- J ,

'
g
Z

if I F
0 1 2 3 4 5 6
Horizontal Distance (ft)
GATheRAM3-2-200611st Field Day-SECTION Alramo6-PAGE-A 25-BeHiVariableWrkSht.xis
L Reach: 54o\L, 16'40-1 ? f q? Cross Section:
" `•?; Root
Depth
Bank
Angle
O '
? O
?E 4
Start !
of
Bank
A 25
1
1
1

1
1
1
L1
1
I
1
1

Estimating Near-Bank Stress ( NBS )
/
Location:
Stream: e 0M aY1 Ge_
(,
......
......
...
Observers:
Date: fi a
METHODS FOR ESTIMATING NEAR-BANK STRESS
(1) Transverse bar or split channel/central bar creating NBS/high velocity gradient.-...... ... .? Level I Reconalssance
(2) Channel pattern (Re/ W) ...................... ........................................................... ? Level R General Prediction
(3) Ratio of pool slope to average water surface slope { SP 1 S ) ....................................... Level R General Prediction
(4) Ratio of pool slope to riffle slope (SP / S,if) ........................................................... .. Level II General Prediction
5 Ratio of near-bank maximum depth to bankfull mean depth d / d , Level III Detailed Prediction
(6) Ratio of near-bank shear stress to bankfull shear stress ( Tnb/ Tbkf ) ........................... .. Level III Detailed Prediction
~
(7) Velocity profiles / Isovels / Velocity gradient.......................................................... ; ~Level IV~' -Validation
Transverse and/or central bars-short and/or discontinuous ...........................NBS = High / Very High
F„ (1) Extensive deposition ( continuous, cross-channel ) ................ ...............................NBS = Extreme
Chute cutoffs, down-valley meander migration, converging flow (NBS #1) .............. .............. NBS = Extreme
Radius of Bankfull Near-Bank
Curvature Width Ratio Stress
(2) Rc (feet) WbId (feet) Rc/ W
; NBSS
J?
,.., Average Near-Bank
1-4
(3) Pool Slope
Sp Slope
S ;Ratfo
S Stress
NBS Dominant
Near-Bank Stress

o v.1
Near-Bank

(4) Pool Slope Riffle Slope Ratio Stress
Sp Srif Sp / Srif NBS

Near Bank Mean Near-Bank
Max Depth Depth Ratio Stress
(5) dnb (feet) d (feet) dnb / d NBS
3, ??b Ir G6w

Near Bank Near Bank Near-Bank Mean Average 3ankfull Shear Ratio Near-Bank
-' . Max Depth Slope Shear Stress Depth Slope Stress Stress
(6) dnb (feet) Snb 'Cnb (lb/ft2) d (feet) S 'U ( lb/ft2) TO VC NBS
D
Near-Bank
Velocity Gradient Stress
(7) ft/s/ft) NBS

Converting Values to a Near-Bank Stress RATING
Near-Bank Stress RATINGS,. Method Number
{1) {2) {3)_ {4) {S) {6} 0
Very LOW :. N/A > 3.00 < 0.20
_ < 0.40 < 1.00 < 0.80 < 1.00
-
LOW N/A 2.21-3.00 : 0.20-0.40 0.41 -0.60 .00 -1.50 0.80-1.05 1.00-1.20
Moderate N/A 2.01-2.20 0.41 -0.60 0.61 -0.80 1.51 -1.80 1.06 -1.14 1.21-1.60
High See 1,81 - 2.00 0.61 - 0.80 0.81 -1.00 1.81-2.50. 1.15 -1.19. 1.61-2.00
Very High (1) 1.50 -1.80. 0.81 -1.00 1.01 -1.20 2.51 -3.00 1.20 -1.6.0 2.01- 2.30
-
Extreme Above < 1.50 > 1.00 > 1.20 > 2.30
> 3.00 > 1.60
I Overall Near-Bank Stress RATNNGI '
I G:1TheRAM3-2-200611 st Field Day-SECTION A1ram06-PAGE A 27-EstNear8ankStress.x1s A 27

1
1
1?
r

t

1
1

1
1

1
r?

t
Estimating Near-Bank Stress ( NBS )
Stream: i L
Observers: ,N Date: 5 0
METHODS FOR ESTIMATING NEAR-HANK STRE55
(1) Transverse bar or split channeUcentral bar creating NBS/high velocity gradient............... Level I Reconafssance
_ __ •- ------- -.__._
(2) Channel pattern (Rc / W) ....................... ....................... ................................... : Level II General Prediction
(3) Ratio of pool slope to average water surface slope( SP / S)........... ........................... Level II General Prediction
(4) Ratio of pool slope to riffle slope (SP / S, f) ...........................................................I Level II General Prediction
(5) Ratio of near-bank maximum depth to bankfull mean depth ( dnb / dbkr ) .................... 4 Level III Detailed Prediction
(6) Ratio of near-bank shear stress to bankfull shear stress( T,b / -tbkf ) ...........................I Level III Detailed Prediction .
(7) Velocity profiles / Isovels / Velocity gradient ............................ ....
Level IV Validation
.....
..
.
.
:
..
.
.....
.
Transverse and/or central bars-short and/or discontinuous ...........................NBS = High /Very High
(1) Extensive deposition ( continuous, cross-channel ) ...............................................NBS = Extreme
Chute cutoffs, down-valley meander migration, converging flow (NBS #1) .............. .............NBS = Extreme
Radius of Bankfull Near-Bank
Curvature Width
R
at!
o Stress
(2) Rc (feet) Wbkr(feet) ;
W
; NBS

,.
,
Average
Near-Bank

(3) Pool Slope
Sp Slope
S Ratio
Sp /S S Stress
NBS Dominant
Near-Bank Stress

Near-Bank

(4) Pool Slope Riffle Slope Ratio Stress
Sp Srif Sp / Srif NBS

Near Bank Mean Near-Bank'
(5} Max Depth Depth Ratio [
Stress
dnb (feet} d (feet) dnb / d NBS

J Near Bank Near Bank Near-Bank Mean Average Sankfull Shear Ratio Near-Bank
Max Depth Slope Shear Stress Depth Slope Stress Stress
(6) dnb (feet) Snb Tnb ( Iblft2 } d (feet) S T (lblft2) Tnb / ti NBS

Near-Bank

(7) Velocity Gradient Stress
(ft/s/ft) NBS
J
Converting Values to a Near-Bank Stress RATING
Near-Bank Stress RATINGS ; Method Number
41
ka F1
Very Low N/A > 3.00 < 0.20 < 0.40 < 1.00 < 0.80 < 1.00
LOW N/A 2.21-3.00 : 0.20-0.40 . 0.41-0. 60 1.00 -1.50 0.80-1.05 1.00-1.20
Moderate NIA 2.01-2.20 0.41 - 0.60 0.61 - 0.80 1.51-1.80 1.06-1.14 1.21-1.60
H I h See 1.81-2.00 0.61-0.80 . 0.81 -1.00 1.81-2,50 1.15-1.19 1.61-2-00
- Very High (1) 1.50 - 1.80 .0.81 -1.00 1.01 - i 20 2.51 - 3.00 1.20-1.60 2.01-2.30
r..._..__...._...__.. --- _._.:.......... Extreme Above < 1.50 > 1.00 > 1.20 > 3.00 > 1.60 > 2.30
1 Overall Near-Bank Stress RATING
a G:ITheRAM3-2-200611st Field Day-SECTION A1ram06-PAGE-A 27-EstNear6ankStress.x1s A 27

1
r
1
1
1
1
7

1
1

Estimating Near-Bank Stress (N BS)
)
Location:... l Y f. _ ?`,.. ..... _ ...._ ......
Observers: A AK; - `' - Date: w -?
METHODS roR ESTIMATING NEAR-BANK STRESS
(1)
- Transverse bar or split channellcentral bar creating NBS/high velocity gradient........... Level I Reconaissance

..-.?_.__...........__.. ...!....__._._...._.......:........_._._..._...
• - --...... __..._-_._...:.._..-.._-._-........
(2) Channel pattern ( Rc / W ) ................................................................................. Level II General Prediction
(3) Ratio of pool slope to average water surface slope( Sp/ S ) ..................................... Level 11 _ General Prediction
,
(4) Ratio of pool slope to riffle slope (Sp/ Sref) ................................ ................. Level II General Prediction
(5) Ratio of near-bank maximum depth to bankfull mean depth ( dnb 1 dbkr ) .....................1 Level III Detailed Prediction
(6) Ratio of near-bank shear stress to bankfull shear stress( Tnb/ Tbkt ) ...........................1 Level III Detailed Prediction
(7) Velocity profiles 1 Isovels / Velocity gradient .......................................................... Level IV Validation
Transverse and/or central bars-short and/or discontinuous ...........................NBS = High / Very High
Da) Extensive deposition ( continuous, cross-channel ) ...............................................NBS = Extreme
Chute cutoffs, down-valley meander migration; converging flow (NBS #1) .............. .............NBS = Extreme
Radius of Bankfull Near-Bank
Curvature Width Ratio Stress
(2) Re (feet) WbId (feet) Rc / W NIBS

Average Near-Bank

(3) Pool Slope
Sp Slope
S Ratio
Sp / S Stress
NIBS Dominant

Near-Bank Stress

?
?J .1 C1
Near-Bank

(4) Pool Slope Riffle Slope Ratio Stress
Sp Sdf Sp / Srif NB
S
"
?
t?J
Near Bank Mean Near-Bank
Max Depth Depth Ratio Stress
(5) dnb (feet) d (feet) dnb / d NBS
1-'

> Near Bank Near Bank Near-Bank
Mean
Average Bankfull Shear
Ratio Near-Bank
? Max Depth Slope Shear Stress Depth Slope Stress Stress
(6) dnb (feet) Snb Tnb ( Ible d (feet) S T ( lb/f?) TO / 2 NBS

Near-Bank

(7) Velocity Gradient Stress
(ft/s/ft) N8S
J l_.??J
Converting Values to a Near-Bank Stress RATING
Near-Bank Stress RATINGS Method Number
Ja L6)
Very LOW N A > 3.00 < 0.20 < 0.40 < 1.00 < 0.80 < 1.00
LOW N/A
221 - 3.00: 0.20 - 0.40 , 0-41-0.60 : 1.00-1.50 0,80-1.05 . 1.00-1.20
Moderate NIA 2.01 - 2.20 ' 0.41 - 0.60 ' 0.61 - 0.80 1.51 -1.80 1.06-1.14 1.21-1.60
High See 1.81-2.00 0.61-0.80. 0.81-1.00 1.81-2.50 1.15-1.19. 1.61-2.00
Very/ -High (1) 1.50 -1.80. 0.81 -1.00 1.01 -1.20 ' 2.51 - 3.00 1.20 -1.60 2.01 - 2.30
Extreme Above < 1.50 > 1.00 > 1.20 > 3.00 > 1.60 > 2.30
Overall A fear-Bank Stress RATING
G:ITheRAM3-2-200651st Field Day-SECTION Akam06-PAGE-A 27-EstNearBankStress-xls A 27

1
1
1
1
1
1
1
Ll
1
1
1

Estimating Near-Bank Stress ( NBS )
0 -}- ?`3. .
Observers: .9y l Date: O
METHODS FOR EsTiMATING NEAR-BANK STRESS
(1) Transverse bar or split channel/central bar creating NBSmigh velocity gradient ............ I Level I Reconaissance
(2) Channel pattern ( Rc / W ) ...................... ........................................................... t Level II General Prediction
(3) Ratio of pool slope to average water surface slope (SP / S) ................... .................. Level II General Prediction
(4) Ratio of pool slope to riffle slope (Sp / S f) ......................................... ......... Level U General Prediction
(5) Ratio of near-bank maximum depth to bankfull mean depth ( dnb / dbkf) ... ................. l Level III Detailed Prediction
(6) Ratio of near-bank shear stress to bankfull shear stress (Tnb/ Tbid) ...........................i Level III Detailed Prediction
(7) Velocity profiles / Isovels / Velocity gradient ............................................. .............: Level IV Validation
Transverse and/or central bars-short and/or discontinuous ...........................NBS = High /Very High
(1) Extensive deposition (continuous, cross-channel) ...............................................NBS = Extreme
converging flow (NBS #i) .............. .............NBS = Extreme
down-valley meander migration
Chute cutoffs
,
,
Radius of Bankfull eB
Curvature Width Ratio
(2) Rc (feet) Wb (feet) Rc / W
??

(3) Pool Slope

Sp Average
Slope
S Ratio

Sp / S d
nant
Domi
Near-B nk Stress

Near Bank q N
???
Pool Slope Riffle Slope Ratio Stress ccc
7
(4) Sp Srif S / Srif NBS

Near Bank Mean Near-Bank
Max Depth Depth Ratio Stress
(5) dnb (feet) d (feet) dnb / d NBS
'- t
*-4 t
w
>
Near Bank '
r Bank e irBank
Mean
Average Bankfull Shear
Ratio
Near-Bank
J Max Depth Slope Shear Stress Depth Slope Stress Stress
(6) dnb (feet) Snb Tnb ( Ib1ft2) d (feet) S -C (lb/ft2) Tnb / T NBS

Near-Bank
ient
Velocity Grad Stress
(? )
(ft/s/ft S
NNB

_j ?
?
U
" Converting Values to a Near-Bank Stress RATING
Method Number
Near-Bank Stress RATINGS !` (1} (2) 3) (4) (5) (6) (7)
Very LOW :• N/A > 3.00 < 0.20 = < 0.40 < 1.00 < 0.80 < 1.00
LOW N/A 2.21 - 3.00 0.20 - 0.40 . 0.41 - 0.60 1.00-1.50 0.80 -1.05 1.00-1.20
N/A 2.01-2.20 0.41-0.60 1.51-1.80. 1.06-1.14 1.21-1.60
0.61-0.80
See 1.81 -
2.00 0.61 - 0.80
I
W .
.
0.81 -1.00 .81 - 2.51.15 -1.191.61 - 2.00
(1) 1.50-1.80 . 0.81-1.00
V . 1.01-1.20 2.51 -3.00 1.20 -1.60 2.01-2.30
Extreme Above y < 1.50 > 1.00 > 1.20 > 3.00 > 1.60 > 2.30
Overall N ear- Bank Stress RATING
G:kTheRAM3-2-2006\1 st Field Day-SECTION A1rarnMPAGE-A 27-EstNearBankStres"ls A 27

C
1
1
1

1

1

1
Estimating Near-Bank Stress (:NBS) .
Stream: o
W ok yt L(- ? . Location:
_
Observers: Date: et 1
METHODS FOR ESTIMATING NEAR-BANK STRESS

.
(1) Transverse bar or split channel/central bar creating NBS/high velocity gradient...........: Level I Reconalssance
(2) Channel pattern (Rc / W) ................................................................................. Level II General Prediction
(3) Ratio of pool slope to average water surface slope (Spl S) .................. ..... ....... Level 11 General Prediction
(4) Ratio of pool slope to riffle slope (SP / Srif) ........................................ ...................: Level II General Prediction
(5) . atio of near-bank maximum depth to bankfuli mean depth ( dnb/ dbkr ) .. ..................I Level III Detailed Prediction
(6) Ratio of near-bank shear stress to bankfull shear stress (Tnb/ Tbkr)••••-••••••••••••••-•••-•••I Level III Detailed Prediction
(7) Velocity profiles / Isovels / Velocity gradient ..........................................................3 Level IV Validation
w Transverse and/or central bars-short and/or discontinuous ...........................NBS = High / Very High
(1) Extensive deposition ( continuous, cross-channel ) ...............................................NBS = Extreme
I

_j Chute cutoffs, down-valley meander migration; converging flow (NBS #1) .............. .............NBS = Extreme
Radius of Bankfull Near-Bank
Curvature Width io Stress
(2) Rc (feet) Wbkf (feet) ;Rc
W N
BS
A
l?
Average Near-Bank

(3) Pool Slope Slope Ratio Stress Dominant
J Sp S Sp / S NBS Near-Bank Stress
L?.J
Near-Bank

(4) Pool Slope Riffle Slope Ratio Stress 1
Sp Srif Sp / Srif NBS

Near Bank Mean Near-Bank
Max Depth Depth Ratio Stress
(5) dnb (feet) d (feet) dnb / d NBS ,

Near Bank Neai' Bank Ne -!3a k Mean Average Bankfull Shear Ratio Near-Bank
-' . Max Depth Slope Shear Stress Depth Slope Stress Stress
(6) dnb (feet) Snb Tnb ( Ibtft2) d (feet) S Z ( Iblft2) Tnb / T NBS

Near-Bank

(7) Velocity Gradient Stress
4 (ft / s /ft NBS
IL
,;
Converting Values to a Near-Bank Stress RATING
Near-Bank Stress RATINGS :' Method Number

Very Low NIA > 3.00 < 0.20 < 0.40 < 1.00 < 0.80 < 1.00

pp'- NIA
221 - 3.00: 0.20 - 0.40: ........._-_.

0.41 - 0.60 0.80-1.05 . 1.00-1.20
N/A 2.01-2.20 0.41-0.60. 0.61-0.80 1.06-1.14 1.21-1.60
See 1.81-2.00 0.61-0.80 0.81-1.0 .81 -2.50 1.15-1.19 1.61-2.00
ery High (1) 1.50 -1.80: 0.81 -1.00: 1.01 -120: 2.51 - 3.00 1.20 -1.60 2.01 - 2.30
Extreme Above < 1.50 > 1.00 > 1.20 > 3.00 > 1.60 > 2.30
Overall Near-Bank Stress RATING
GATheRAM3-2-200611st Reid Day-SECTION A\rarnO&PAGE--A 27-EstNearBankStressAs A 27

1
1
1
Ll
r
t
1

11
1

r
Estimating Near-Bank Stress ( NBS )
d!!'1 04t G Pi ..
Al
Stream: L j-4)
e-- 6
..... Location: 5.1'0 .. 1
,
.
..
Observers: Q/,jif- . Date: 5 a l c7
METHODS FOR ESTIMATING NEAR-BANK STRESS
(1) Transverse bar or split channel/central bar creating NBS/high velocity gradient ............ i Level I Reconaissance
(2) hannei pattern (Rc / W) ......................................................................:.......... Level II General Prediction
(3) Ratio of pool slope to average water surface slope (Sp/ S) ......................................1 Level II General Prediction
(4) Ratio of pool slope to riffle slope( Sp / Sdf) ...........................................................1 Level II General Prediction
(5) Ratio of near-bank maximum depth to bankfull mean depth ( dnb/ dbkt ) .....................1 Level III Detailed Prediction
(6) Ratio of near-bank shear stress to bankfullshear stress( tinb/Cbld)•••••••••-••••••••-••••••••I Level III Detailed Prediction
(7) Velocity profiles / Isovels / Velocity gradient .......................................................... Level IV Validation
Transverse and/or central bars-short and/or discontinuous ...........................NBS = High / Very High
(1) Extensive deposition ( co ntinuous, cross-channel ) ................. ............................ NBS = Extreme
>
Chute cutoffs, down-valley meander migration, converging flow (NBS #1) .............. .............NBS = Extreme
Radius of Bankfull Near-Bank
Curvature Width Ratio Stress
(2) Rc (feet) Wba(feet) Rc/ W NBS
3 D j
q ex
, ,

(3)
Pool Slope
Sp Average
Slope
S
Ratio
Sp / S Near-Bank
Stress
NBS
Dominant
Near-Bank Stress

Near-Bank
Pool Slope Riffle Slope Ratio Stress
(4) Sp Srif Sp / Srif NBS
t_.J
Near Bank Mean Near-Bank
Max Depth Depth Ratio Stress
(5) dnb (feet) d (feet) drib / d BS
N
A

Near Bank Near Bank Near-Bank
Mean
Average Bankfull Shea
Ratio Near-Bank
Max Depth Slope Shear Stress Depth Slope Stress Stress
(6) dnb (feet) Snb Znb ( Ib/ft2) d (feet) S T We) Tnb / T NBS

Near-Bank
Velocity Gradient Stress
>
? (7) (ft/s/ft) NBS

J l?_J
" Converting Values to a Near-Bank Stress RATING
Near-Bank Stress RATINGS I, Method Number
(1) ). . .(:a (4) ?? ?6) (7}
Very Low NIA > 3.00 `.0.22°_....... < 0.40 < 1.00 ..... < 0.80 < 1.00
Low NIA 2.21 - 3.00 0.20 - 0.40 0.41 - 0.60 1.00-1.50 0.80-1.05 1.00-1.20
Moderate N/A 2.01 - 2.20 0.41 - 0.60 0.61 - 0.80 1.51-1.80 1.06-1.14 1.21-1.60
High„ See 1.81 - 2.00 0.61 - 0.80 _ 0.81 -1.00 1.81-2.50 1.15-1.19 _ 1.61-2.00
Very High (1) 1.50 - 1.80 . 0.81 -1.00: 1.01 -1.20 2.51-3.00 1.20-1.60 2.01-2.30
xtreme Above < 1.50 > 1.00 > 1.20 > 3.00 > 1.60 > 2.30
Overall Near-Bank Stress RATING
G:ITheRAM3-2-200611st Field Day-SECTION A1ram06-PAGE A 27-EstNearBankStress.xis A 27
1

1
1
1
1

1
1

1

11
1
1
Estimating Near-Bank Stress (NBS )
Stream: ....'.^•{?1_?'..
Observers: z L Date: j 0 7
METHODS FOR ESTIMATING NEAR-BANK STRESS
(1) Transverse bar or split channel/central bar creating NBS/high velocity gradient ............ + Level I Reconaissance
2 Channel pattern Rc / W
() ( ) ................................................................................
.. Level II General Prediction
(3) Ratio of pool slope to average water surface slope (Sp / S) ...................................... 1 Level II General Prediction
(4) Ratio of pool slope to riffle slope (Sp / S'if) . ............... ..........._................ .. Level II General Prediction
(5) Ratio of near-bank maximum depth to bankfull mean depth ( dnb/dbkf )••-•-•-•-•-••-•••••-• i Level III Detailed Prediction
(6) Ratio of near-bank shear stress to bankfull shear stress (Tnb/ Tbid )••••••••••••• •••••••••••••• t Level III Detailed Prediction
(7) Velocity profiles / lsovels / Velocity gradient ............................................. ............. Level IV ; Validation
Transverse and/or central bars-short and/or discontinuous ...........................NBS = High / Very High
(1) Extensive deposition ( continuous, cross-channel ) ................ ...............................NBS = Extreme
Chute cutoffs, down-valley meander migration, converging flow (NBS #1) .............. ............. NBS = Extreme
Radius of Bankfull Near-Bank
Curvature Width Ratio Stress
(2) Rc (feet) Wb (feet) RC / W NBS

Average Near-Bank
1,-4
(3) Pool Slope
S Slope
S ;Ra Stress
NBS Dominant
Near-Bank Stress
p
J
IL4 O crod-
Near-Bank

(4) Pool Slope Riffle Slope Ratio Stress
Sp Srif Sp / Srif NBS

Near Bank Mean tNear-Bank
Max Depth Depth Ratio
(5) dnb (feet) d (feet) dnb / d
q, 6 4, h -7

Near Bank Near Bank Near-Bank Mean Average Bankfuil Shear Ratio Near-Bank
J . Max Depth Slope Shear Stress Depth Slope Stress Stress
(6) dnb (feet) Snb Tnb ( lb/f? d (feet) S Z ( Ib1fe) 'Inb / T NBS

Near-Bank
'-'
(7) Velocity Gradient Stress
(ftJs/ft) NBS
J
'i Converting Values to a Near-Bank Stress RATING
Near-Bank Stress RATINGS ; Method Number
(1) (z) (31 ?4) t5) t6) ?}
Very LOW N/A > 3.00 < 0.20 < 0.40 < 1.00 < 0.80 < 1.00
._...... .. . ... .. .........
Low NIA 2.21 - 3.00: 0.20 - 0.40. 0.41 - 0.60 1.00-1.50 0.80-1.05 1.00-1.20
Moderate N/A 2.01-2.20 0.41-0.60 . 0.61-0.80 1.51 -1.80 1.06-1.14 1.21-1.60
High See 1,81 - 2.00 0.61 - 0.80. 0.81 -1.00 1.81 - 2.50 1.15 -1.19 1.61-2,0o
Very High (1) 1.50 -1.80. 0.81 -1.00 1.01 -1.20
r_._.__..... _....___.._.._____._......_ .^._ 2.51 - 3.00 1.20 -1.60 2.01- 2.30
__. _............
.--
Extreme Above < 1.50 > 1.00 > 1.20 > 3.00 > 1.60 > 2.30
I Overall Near-Bank Stress RATING
I G:1TheRAM3-2-200MIst Field Day-SECTION AV=06-PAGE -A 27-EstNearBankStress.xls A 27
L?-
River' e.1 `storatiQn & tvattiral Channel Design -S' Wdh C: BANCS Model
Worksheet C-3, Summary form to estimate annuals streambank;erosion for various..tudy
rParrhpq

1
f

Stream: Ri( 0: 1, . C -C,
Graph Used: Ca l o YQpj:b' Total lat5:ken' tt_:(ft):= Q` • :: Date: 07
Observers: 6,
'S
N
: ?. '
V?a•(te? ??'?"ype:
rY
;:. ? a:?-? - stream Type: 15V J.
INEWIM EM MOM
{
Station (ft) BEHI rating NBS:rating Bank. Length of Study Erosion Erosion
_(Worksheet. (Worksheet: erosion. ..: bank (.ft) bank subtotal Rpte ; ;
A44).:..:. • : A-15)<<,}: :....... rate.,... ; ... height;:(ft) .; {(4)s(5)x:(6)) (tonslyr/ft).
{adjective). (adjective)-. (Figure A-. (ft3/yr) {[(7)127] x;
24 or A-25) 1.31(5)}

?4??.-?if?
??r Y' ?i.+'O'l'y'^cr
Y
t >'
t rk`
? ? ? ?'??

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?
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?
3 ? r
? ±
?

'f '?? ?<1 f ? \ ?V?e

`? ! } .i',.?
y
? ?'
r
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?

1, Yy ?' •?1
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G h {• ? ?
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1i J. t bTr
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? ?•?t
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4 'L 4jL?, ? .a 1?V/' {Y
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?
r
rr?4?
?
: ?? Cn?f
?. ?' `.?? .
?'S ?•...:•°?Z-. ? [ .r'? . _ .}?` Y? A`
F?'4 ?
7
?y
.
..€?:ilh
c? ?9 ? ? :k b6u? ?
.
\ S
„?C-`?C. ?~.'.`,?4!
?t ?
1"?(?
5 ?`«
s. o
' N
N
MBER` k v; NMM RAPI,
' ,
?
?
? .
U , x r, r
^
'i•.<t?. _.i°•F,s?s . ,r
<,..om?- t+ff.4uc,.?ia,,.-fJ:§
.a ..J.?
!
.8
.

10.
.<

12. ? ;4A
:

r
OY

.1.4, ,
t'
.
Total ..?
Sum erosion subtotals'in Column.(7).foreach BEHI/NB5.comlin6tion eros

.., . r
.,3... 3
yds /yr, {divide Total et
ion (ft lye)'by27).
Convert. ero`sion;in ft:/y'r to
Qs T,otaJ- :?A:
,
-
(..ds31 r).
3.::
Convert erosion in yds /yr to tons/yr {multiply'Total erosion (yds lyr) Total

by 1.3) erosion.
-
. (tons/yr) _
Calculate erosion per unit length of channel {divide Total erosion Total `
•..?:
, (tons/yr) by total length of stream (ft) surveyed} erosion
(tons(yrlft) .
i'_ 4 Copyr'i"ht o 2007 Wildland Hydrology
W40
fl?ivCation'&"'N' eal Channel Design... .1$e06fi C: B:ANCS M.
. Worksheet d' 3, Summary Nrm to estimate annuals -streambat k erosion for various. study
reaches.
A oVYt. C??. Location: . ti . J? ?l1 G
Stream: LEJ6 e, -.
Gra h Used G a 10 t0. ... S e3(aPc'iIa3 k) ?I ;t#?'Ift) Date:
::..,
O. rvN "1f+alcy`Yp rtrearfi Type:
station 00 - BEWI rating IVBS,tating -.Bank: Length of , -Study' - Erosion Erosion -
MMM
(Worksheet.. {Worksheet erosion..... bank yo bank :•- subtotal Rote
p,4}' :'....;.... AY3S,. {.. .. rate:ahergl>,ft)'{?(}f)(6)J (tons/yr/fib
ad c!ctiue) : (adjective} .:(Figure A= . "' :t 3 } {[(7)127j, x
(ftlyr} . r
C 5y "' NaY _ J -
Y..
ri s
0 IN.
6. at :fit o WIN,
-i-
. `. ,. . • .: - . •: S • .: is '?.r..r!:?.
10.
S' ,1 .:y.. .?.a#+'%: •.}'• 3•. "•j' fib:. t. :l;.: i.. ?; ?t:.,i-...y.-:.{ .:?.i.,..r...+? -I .1...
12.•? i l r
b+ aF
Sum erosion sU bYoCais inoluriirt () for•'•ih BEHI/N6S•comt?inatian ?rgs?rY,°
Cotive'rt-erosion:-in ft31tA4.. yds3/yi (ciivide`Total a.`sion {ff lj rj'6jr 27J. "srosldrf'- r
ds3
Total •
Convert erosion in yds /yr to tons/yr {'multiply Total `erosion {yds Iyr}
erosion. .
by 1.3).
(tons/yr)
Calculate erosion r unit; ten th of channel wide Total erosion
{tons/yO- by 'fen t. of stream '(ft) surveyed} tons/, rift
g.? C nnvriahr 2007.' Wild and H'vdtotObv
Stream: u
Observers:
1 Cros section: X S L
T ? 2, each:
f Date: S -J-1
BEHI Score
Rank HPinht / Max Denth Bankfull ( C 1 (Fig. V-15)
Study
Bank
1 (A)
Bankfull (B)
(A) I (B) =
1
-7
7

i
ht
ft
=
H ,
(C) ,
Height(ft)= I g
(
)
e
Root Denth / tianK Heicint ( IC )
Root (D) Study . (A)
(D)/(A)

fl
Depth f Bank Ll (E
({ - 1 -
Height( ft) -
Weiahted Root uensitV ( ti )
Root (F)
Density
yo (F)x(E).=
G
as,o_ )
BanK Angie ( h )
Sank oG0
Angle
1 as Degrees = (H)
Surface Protection (1)
Surface ( Protection
3--,S
as % = ( }
?-yy
VERY LOW
5 - 9.5
12
11
10
9
U
c 7
m
N fi
U 5
i? 4
> 3
2
1
0
ADJECTIVE RATING
and
TOTAL SCORE

r?
~?
'
ar
z

Bankfull
-:-T - ----------- -------
--
?.? D

0 1 2 3 4 5 6
Horizontal Distance (ft) ;.,_:..
GATheRAW-2-200611st Feld Day-SECTION A1ram06-PAGE-A 25-8eHiVa(abfeWrkShtxls
BEHI Variable Worksheet
f
,
1
Bank Material Adjustment
Bedrock (Overall Very Low BEHI) Bank Materials
Boulders (Overall Low BEHI) Adjustment
Cobble (Subtract 10 points. tf sand/gravel matrix greater than 50% of
bank material, then do not adjust) Stratification Adjustment
Gravel (Add 5-10 points depending percentage of bank material that is Add 5-10 points, depending on
composed of sand) position of unstable layers in
Sand (Add 10 points) Silt Clay (no adjustment) relation to bankfull stage
LOW MODERATE HIGH VERY HIGH EXTREME t?
10-19.5 20-29.5 30-39.5 40-45 11 46-50
Bank Sketch
NN.
Root '
Depth
Bank
4` > Angle
F; ? c
? w
W QoY
l
Start
of
Bank
A 25
BEHI Variable Worksheet
,Reach: Cross Section: QV o-t ?'-S2 G
Stream: ?j/ L1^ 4t Alm
Observers: 1 h 6 Date: S-aW
BEHI Score
Bank Height / Max Depth Bankfull ( C } (Fig. V-15)
Study (A)
l!
kf
B (B)
(A)/(B
) j 1
Bank an
u
i
ht
R
= (.
-
Height (R) = g
(
)
He f
Root Depth / Bank Height (E }
Root
Depth (D) Study
Bank (A)
(D)/(A)
I

' ( )
E
ft = Height (ft) =
Weltlhted Hoot uensity ( u I
Root
Density (F)
Z
(F)x(E).
l
G
VERY LOW
Bank Angle ( H )
Bank ??
Angle
l as Degrees = (H)
1 Surface Protection ( I }
Surface
Protection
as% _ M
Bank Material Adjustment
---------------._ _------------------------------ -------------
Bedrock (Overall Very Low BEHI) Bank Materials
Boulders (Overall Low BEHI)v Adjustment
Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of r
bank material, then do not adjust) Stratification Adjustment
Gravel (Add 5-10 points depending percentage of bank material that is Add 5-10 points, depending on
composed of sand) position of unstable layers in
Sand'(Add 10 points) Silt Clay (no adjustment) relation to bankfull stage
LOW I MODERATE I HIGH I VERY HIGH I EXTREME
5-9.5 I 10-19.5 I 20-29.5 V
Bank Sketch
ADJECTIVE RATING
and --- f
TOTAL SCORE
- - - ?-= r
m

=- Bankfull
----
-
------------

0 1 2 3 4 5 6
Horizontal Distance (ft)
GATheRAM3-2-200611st Feld Day-SECTION AV=06-PAGE-A 25-SeH1Vadab1eWrkSht.xis
30-39.5 n 40-45 1 46-50
1
I
1
1
I
I
I
i
1
1
I
1
1
1
t
1

Start
of
Bank
A 25
Root
bepth
Bank
Angle
ano
C
? m
3 ?
Q-
Stream: L
Observers:
VERY LOW
5 - 9.5
10 -
BEHI Variable Worksheet
r `
Reach: Cross
f- ? 4- d-t r,71
Banc Heiaht / Max Death Bankfull ( C )

L l
Date: S"') a
BEHI Score
(Fig. V-15)
Study (A) (B)
Bank

' Bankfull 1

' (A)/(B)=l
C
( )
0
Height (ft) = Height (ft) = `
Root Death / Bank Heiaht ( E )
Root (D) Study (A)
/
;
0
Depth ' Bank d (A) _
(D) . _

ft =
Height (ft) E
{ }
Weiahted Root Density ( (3 )
Root (F)
Density yo (F)x(E).= ?Q(G) 1
as % _
BanK Angle ( H )
Bank
Angle I
as Degrees - (H}
Surface Protection ( I } I
Surface S(3
Protection- `y l
as% - (1)
Bank Material Adjustment:
Bedrock (Overall Very Low BEHI) Bank Materials '
Boulders (Overall Low BEHI) __a'_ Adjustment, _-
Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of r
bank material, then do not adjust) Stratification Adjustment
Gravel (Add 5-10 points depending percentage of bank material that Is Add 5-10 points, depending on
composed of sand) position of unstable layers in
Sand (Add 10 points) Silt Clay (no adjustment) relation to bankfull stage
(
LOW MODERATE HIGH VERY HIGH EXTREME r? ADJECTIVE RATING
10-19.5 20-29. 30-39.5
Bank Sketch
40-45 l 46-50
0 1 2 3 4 5 6
Horizontal Distance (ft)
G:1TheRAM3-2-200611st Field Day-SECTION Alrarn06-PAGE-A 25-8eHWariableWrkShtxls
and
TOTAL SCORE
i
a
Root
Depth
Bank
i
An P le
tart
ank
A 25
(
I
Stream: UT ?- L;++ C'
TObservers: .6/ J
r
1
BEHI Varidble Worksheet
St.C,
h: Cross Section: .X-
d2.f`q 1.-?- 3 ?.,n
Rank Hp-inht / Max np-nth Bankfufi ( C )
Date: S -d J
BEHI Score
(Fig. V-15)
Study (A) (B)

Bank
Bankfull
(C) 0
Height (ft) = Height (ft)
i4nnt i tPntn i tinnK rleillm i r- l
Root (D) Study (A)
Depth Bank

1 (D)/(A)
I

(E)
{{ _ Height(ft)=
VVpainwinr1 Knni uenslty i u i
Root v (F)
Density C
J (F)X(E)-= 5O G)
as%=
1
t
tsanK Angie t, n
Bank
L c) \rj Angie
as Degrees = (H)
VERY LOW
5 - 9.5
12--
10--
9-
7-
6--
;E 4
> 3--
2
1
0
Surface Protection ( {)
Surface
Protection _
6? (I }
as %
Bank Material Adjustment:
Bedrock (Overall Very Low BEHI) - Bank Materials '
Boulders (Overall Low BEHI) Adjustment_
Cobble (Subtract 10 points. ff sand/gravel matrix greater than 50% of -
bank material, then do not adjust) Stratification Adjustment
Gravel (Add 5-10 points depending percentage of bank material that is Add 5-10 points, depending on
composed of sand) position of unstable layers in
Sand (Add 10 points) Slit Clay (no adjustment) relation to bankfull stage
LOW MODERATE HIGH VERY HIGH EXTREME ADJECTIVE RATING
-19.5 1 20-29.5
Bank Sketch

y j' n
Z

0
=- Bankfull N
- --- ----.. -----.
i^j v :{t
ti
, ? ? t

0 1 2 3 4 5 fi
Horizontal Distance (ft)
G:1Thef1AM3-2-266611st Feld Day-SECTION A\ramo&PAGE-A 25-BeHiVadableWrkShtxls
and
30 - 39.5 f 40 - 45 1 46 - 5o TOTAL SCORE
Root
Depth
Bank
Angie
(C V
fA ? 1
Start
- of
Bank
A 25

r
J

i
1
1

Ll
I
r

Estimating Near-Bank Stress ( NBS )
Stream :y v L ?- Location:
Observers: ,6 NP T Date:
METHODS FOR ESTIMATING NEAR-BANK STRESS
(1) Transverse bar or split. channel/central bar creating NBS/high velocity gradient........... Level I Reconaissance
(2) :Channel pattern (Rc / W) .................................................r...............................; Level II General Prediction
3) Ratio of pool slope to average water surface sloe S13 / S ... Level II General Prediction
(4) Ratio of pool slope to riffle slope( SP I SM) ........................................................... I Level 1I General Prediction

....._._.__.....
__-....._..........._.........
(5) Ratio of near-bank maximum depth to bankfull mean depth (.dab/ dbkr ) .................... 4 Level III Detailed Prediction
(6) Ratio of near-bank shear stress to bankfuli shear stress( Tab / TW ) ...........................: Level III Detailed Prediction
(7) Velocity profiles / Isovels / Velocity gradient ................. . Level IV ; Validation
Transverse and/or central bars-short and/or discontinuous ...........................NBS = High /Very High
(1) Extensive deposition ( continuous, cross-channel ) ...............................................NBS = Extreme
Chute cutoffs, down-valley meander migrations converging flow (NBS #1) .............. ...... .NBS = Extreme
Radius of Bankfull Near-Bank
Curvature Width Ratio Stress
(2) Rc (feet) Wbkf (feet) Rc / W NBS

>

(3)
Pool Slope
Sp Average
Slope
S
Rado
Sp / S Near-Bank
Stress
NBS
Dominant
Near-Bank Stress
EC relM
Near-Bank
Pool Slope Riffle Slope Ratio Stress
(4) Sp Srif Sp / Srif NBS

Near Bank Mean Near Bank
Max Depth Depth Ratio Stress
(5) dab (feet) d (feet) dab / d NBS
N
?
? Q
1
L?+ V r

> Near Bank Near Bank Near-Bank
Mean
Average Bankfull Shea
Ratio Near-Bank
Max Depth Slope Shear Stress Depth Slope Stress Stress
(6) dab (feet) Snb tinb (lb/f?) d (feet) S 'C (Ib/ft2) Tnb / T NBS

Near-Bank
Velocity Gradient B
?)
(
(ft/s/ft) N
S
J
Converting Values to a Near-Bank Stress RATING
Near-Bank Stress RATINGS ' Method Number

<
Very LOW NIA :
3.00
0.20
< 0.40
_ <0 80 1:00
1:Q0
.
:
;
`
.
..
.........
.
_
.....
....
._
.-._
-
Low N/A 2.21- 3.00 0.20 - 0.40 ; 0.41 - 0.60: 1.00-1.50 0.80-1.05 1.00-1.20
Moderate N/A 2.01-2.20 0.41-0.60 0.61-0.80 . 1.51-1.80 1.06-1.14 1.21-1.60
H t h See 1.81 2.00 0.61-0.80 , 0.81-1.00 . 1.81-2.50 1.15-1.19 : 1.61-2.00
_...... ..._..
- - Vern High (1) 1.50-1.80 . 0.81-1.00 ; 1.01-1.20 : 2.51-3.00 1.20-1.60 2.01-2.30
......
Extreme Above < 1.50 > 1.00 > 1.20 > 3.00 > 1.60 > 2.30
Overall Near-Bank Stress RATING eX ,?

I G:1TheRAM3-2-200611st Field Day-SECTION A1ramW-PAGE-A 27-EstNearl3ankStressAs A 27
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Estimating Near-Bank Stress ( NBS )
Stream: Lr Location: A e4. r-
Observers: 0_01 Yt.. Date: ?a O
METHODS FoR ESTIMATING NEAR-BANK STRESS
(1) Transverse bar or split channel/central bar creating NBS/high velocity gradient........... Level I Reconalssance
(2) Channel pattern (Rc 1 W) ................................................................................. { Level II General Prediction
- - h t
(3) Ratio of pool slope to average water surface slope (SP /S) ......................................1 Level II General Prediction
(4) Ratio of pool slope to riffle slope (SP/ SIV) ...........................................................1 Level II General Prediction
..
_
..._._
.......... _...-_,_
.
_._.
.
.
(5) Ratio of near-bank maximum depth to bankfull mean depth (d„b / dbkf) .................... a Level III Detailed Prediction
(6) Ratio of near-bank shear stress to bankfull shear stress ( Tab/'Cbld) ...........................j Level III Detailed Prediction
(7) Velocity profiles / Isovels / Velocity gradient .......................................................... Level IV Validation
Transverse and/or central bars-short and/or discontinuous ...........................NBS = High /Very High
(Z) Extensive deposition ( continuous, cross-channel ) ...............................................NBS = Extreme
Chute cutoffs, down valley meander migration, converging flow (NBS #1) .............. .............NBS = Extreme
Radius of Bankfull . Near Bank
Curvature Width Ratio Stress
(2) RC (feet) Wbid (feet) Rc / W NBS
C--J
Average Near-Bank

(3) Pool Slope
Sp Slope
S R Stress
NIBS Dominant
Near-Bank Stress

J
--J
Near-Bank

(4) Pool Slope Riffle Slope Ratio Stress
Sp Srif Sp / Srif NBS

Near Bank Mean
Max Depth Depth Ratio
(5) d„ b (feet) d (feet) d„b / d
1-4
H

> Near Bank Near Bank Near-Bank
Average Bankfull Shea
Ratio Near-Bank
Max Depth Slope Shear Stress Slope Stress Stress
(6) d„b (feet) Snb tinb (lb/ft2) (fe S T (lb/ft2 -1nb / T NBS
0
Near-Bank
0-0 Velocity Gradient Stress
75 (7) (ft/s/ft) NBS
J
Converting Values to a Near-Bank Stress RATING
Near-Bank Stress RATINGS!,' Method Number

Very Low N/A
> 3.00 < 0.20
< 0.40 < 1.00 < 0.80 < 1.00
Low N/A 2.21 - 3.00 0.20 - 0.40 ; 0.41 - 0.60. 1.00 -1.50 0.80-1.05 . 1.00-1.20
_ ._ .... . ....... ..
. _ ._._._ ... _ __ _... ,.... _........ ._..?.._
•
Moderate N/A 2.01 -2.20 0.41 - 0.60. 0.61 - 0.80 1.51-1.80 1.06-1.14 1.21-1.60
High See 1.81-2.00 0.61-0.80 0.81-1.00 1.81-2.50 1.15-1.19 1.61-2.00
Very High (1) 1.50-1.80 . 0.81-1.00 1.01-1.20 2.51-3.00 1.20-1.60 _ 2.01-2.30
_
....._.._._.____... _._.._._----•-------- --..._.___....__
-- - •-..._- .
:
;
Extreme Above ti < 1.50 > 1.00 , > 1.20 > 3.00 > 1.60 > 2.30
T Overall Near-Bank Stress RATING A I
V
I GATheRAM3-2-200M1 st Field Day-SECTION Aliam06-PAGE-A 27-EstNearl3ank5tress.x1s A 27
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Estimating :Near-Bank Stress :(.NBS
-Stream: U7 I# e-. .. -v"..._..k ovation; _... _. / ?.. a._?_ : _ .t? ._ _)..(-? .... 5.._ ........ - .
Observers: -Ir? r Date: S- O
METHODS FOR : 9nMATING NEAR-BANK 'STRESS
(1) Transverse bar or split channel/central bar creating NBS/high velocity.gradient............? Level I Reconalssance
~?-
^
(2) Channel pattern (Rc / W ).................. ... ';"_:' :; .; V`' :'- ---,
........:........ Level 11
General Prediction
(3) Ratio of pool slope to average watersurface slope:( SP / S ) ..................................... Level II General Prediction
i(4) Ratio of pool slope to riffle slope (SP / Siw) ...........................................................? Level ll General Prediction
...._
_.
.
_
.
_
...
.___.....__-__ __._
-_.._
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,
_
_ _--
--
_.
......:.. ._-__ ....... .._....._..........._.......... -_.....
(5) Ratio of near-bank maximum depth to bankfull mean depth ( dnb / dbkf) ..................... Level III Detailed Prediction
(6) Ratio of near-bank shear stress to bankfuil shear stress (Trib / Tw ) .......................... Level III Detailed Prediction
(7) Velocity profiles / Isovels / Velocity gradient ............................................................ Level IV Validation
Transverse and/or central bars-short and/or discontinuous ...........................NBS = High / Very High
7 (7?) Extensive deposition (continuous, cross-channel) ............. ..........NBS = Extreme

J Chute cutoffs, down-valley meander migration; converging flow (NBS #1) .............. . ...........NBS = Extreme
Radius of Bankfull Near-Bank
Curvature Width Ratio Stress
(2) Rc (feet) Wbu (feet) Rc / W NBS

Average Near-Bank

(3) Pool Slope
Sp Slope
S Ratio
SP IS S Stress
NBS Dominant
Near-Bank Stress
J
Near-Bank

(4) Pool Slope Riffle Slope Ratio Stress
Sp Srif Sp / Srif N
B
S
'
'
D
Near Bank Mean Near-Bank
Max Depth Depth Ratio Stress
(5) dnb (feet) d (feet) dnb / d NBS
?-

y Near Bank Near Bank Near-Bank Mean Average Bankfull Shear Ratio Near-Bank
Max Depth Slope Shear Stress Depth Slope Stress Stress
(6) d.b (feet) Snb 1nb ( Iblft2) d (feet) S T -(lb/ft2) TO / T NBS

Near-Bank

(7 Velocity Gradient Stress

Q (ft/s/ft) NBS

J _T
Converting Values to a Near-Bank Stress RATING
Near-Bank Stress RATINGS Method Number
41.
Very Low N/A > 3.00 < 0,20 < 0.40 < 1.00 < 0.80 < 1.00
LOW N/A 2.21-3.00 : 0.20 -0.40 ; 0.41-0.60 : 1.00-1.50 0.80-1.05 . 1.00-1.20

Moderate N/A
2.01-2.20 0.41-0.60 : 0.61-0.80 . 1.51-1.80: 1.06-1.14 1.21-1.60
High See 1.81 '- 2.00 0.61-0.80 , 0.81-1.00 1.81-2.50 1.15 -1.19: 1.61 - 2-00

High (1) 1^50 -1.80. 0.81-1.00 ; 1.01-1.20 : 2.51-3.00 1.20 -1.60 2.01-2.30
Very
Extreme Above < 1.50 > 1.00 > 1.20 ; > 3.00 > 1.60 > 2.30
Overall Near-Bank Stress RATING
I G:1TheRAM8-2-200611st Feld Day-SECTION AV=06-13AGE-A 27-EstNear3ankStress.xls A 27
t
F,

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Estimating Near-Bank Stress ( NBS
Stream : !!s
:Location:
j: )e
A
It!1[?
!
k:
..._. ...
_
_
.
_..
.
Observers: 13N1" -IT }-?- 4-1 r' cjib L -Date:
METHODS FOR ;ESTIMATIN NEAR-BANK STRESS

(1) Transverse bar or split chinnel/centrai bar creating NBS/high velocity. gradient............ Level I Reconaissance
(2) :Channel pattern (Rc / W) ................................................................................. :,, Level 'II General Prediction
(3) Ratio of pool slope to average water surface slope( Sp / S ) ............... ................ Level II General Prediction
(4) Ratio of pool slope to riffle slope (SP / 8„r ) ....................... ....................................? Level II General Prediction
(5) Ratio of near-bank maximum depth to bankfull mean depth (dnb / dbkf ) .....................: Level III Detailed Prediction
(6) Ratio of near-bank shear stress to bankfull shear stress( Ynb / Cb;d ) ........................... Level Ill Detailed Prediction
1/e1 Y profiles / Isoveis / Velocity gradient ........................................................... Level IV
(7) ;
tY Validation
Transverse and/or central bars-short and/or discontinuous ...........................NBS = High / Very High
(1) Extensive deposition ( continuous, cross-channel ) .................... ...................NBS = Extreme
Chute cutoffs, down-valley meander migration; converging flow (NBS #1) .............. ............. NBS = Extreme
Radius of Bankfull Near-Bank
Curvature Width Ratio Stress
(2) Rc (feet) Wby(feet) . Rc / W NBS

Average Near-Bank
`"'
6

3) Pool Slope

Sp Slope

S Ratio

Sp / S Stress

NBS Dominant

Near-Bank Stress

Near-Bank

(4) Pool Slope Riffle Slope Ratio Stress
Sp Srif Sp I Srif NBS

Near Bank Mean Near-Bank
Max Depth Depth Ratio Stress
(b) dnb (feet) d (feet) dnb / d NBBS

IN
H
hd

? I , _ /
{.-. V Y V

? Near Bank Near Bank Near-Bank
Mean
Average Bankfuti Shea
Ratio Near-Bank
Max Depth Slope Shear Stress Depth Slope Stress Stress
(6) dnb (feet) Snb TO (Ibte) d (feet) S Z (Ibift2) Tnb / Z NBS

Near-Bank

(7) Velocity Gradient Stress
{ ft / s / ft NB
S
J '
?.?..1
is.
Converting Values to a Near-Bank Stress RATING
/Near--Bank Stress RATINGS ; Method Number

Very 'Low NIA > 3.00 < 0.20 < 0.40 < 1.00 < 0.80 < 1.00
Low N/A { 221 - 3.00: 0.20 - 0.40 0.41 - 0.60 • 1.00 -1.50 0.80 -1.05. 1.00 -1.20
Moderate N/A 2.01-2.20 ` 0.41-0.60 0.61 - 0-80 1.51 -1.80 1.06 -1.14 1.21 -1.60
.__._._...... _........ _.:......__........ _ :....- .... _........ _.......... ......
High See : 1,81-2.00 0.61-0.80 , 0.81-1.00. 1.81-2.50 1.15-1.19 1.61-2.00
. _ ._ ............... - -- ---_ _ _w__
_.._ ... _ _ ... _.__ ...__?............ _.. _. _._. '......... ...._. _._.
.
:
_
- Verg High (1) 1.50-1.80 . 0.81-1.00 ' 1.01 -1.20 2.51 - 3.00 1.20 -1.60 2.01 - 2.30
Extreme Above < 1.50 > 1.00 > 1.20 > 3.00 > 1.60 > 2.?0
1 --
Overall Near-Bank Stress RATING

1 GXrheRAM3-2-200611st Field Day-SECTION A1ram06-PAGE-A 27-EstNearBankStressAs A 27

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Appendix D
BMP Design Calculations
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