20110846 Ver 1_Restoration Plan_20110913

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CHADRIC CREEK
STREAM RESTORATION o RMBle
@D
DESIGN REPORT SEP ° 2 2011
WE1t e.IXNR' 41f4TER aiAi Irv
AUGUST 2011
RIA&RUng
SEP Y 3 2011 D
DENR • IMATER QUALITY
WEILANOSAND STORMM+ATER BRANCH
.wj CLEAR CREEKS CONSULTING
pirlo.
1317 Knopp Road, Jarrettsville, Maryland 21084 [phone]
C ree
=m=-Qo If
ENGINEERING
STREAM WALKER
CONSULTING
99 BANBURY COURT
WAYNESVILLE, NC 28786
[phone]
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CHADRIC CREEK
STREAM RESTORATION
DESIGN REPORT
PREPARED FOR
PILOT VIEW RC&D, INC.
and
SURRY
SOIL & WATER CONSERVATION DISTRICT
PREPARED BY
CLEAR CREEKS CONSULTING LLC
IN COLLABORATION WITH
WOLF CREEK ENGINEERING
and
STREAM WALKER CONSULTING
AUGUST 2011
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Table of Contents
Project Background 1
Technical Report
1. Study Area 3
II. Scope of Studies 3
III. Watershed Characterization
A. Physiography and Basin Morphometry 3
B. Climate 5
C. Geology, Soils, and Land Use 5
D. Hydrology 6
1. Hydrologic Analysis 6
2. Bankfull Discharge Estimates 8
E. Hydraulic Analysis 9
IV. Channel Morphology and Stability Assessment
A. Rationale 11
B. Assessment Methods 11
1. Verifying Bankfull Channel Field Indicators 11
2. Upstream Channel Morphology and Sediment Sources 11
3. Level II - Morphological Description 12
4. Level III - Assessment of Stream Condition 12
5. Level IV - Stream Stability Validation Monitoring 12
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C. Findings of Channel Morphology and Stability Assessment
1. Evaluation of Watershed Conditions and
Upstream Channel Conditions 12
2. Project Site - Channel Morphology and
Stability Assessment 13
a. Historic Conditions 13
b. Current Conditions 13
Reach 1 13
Reach 2 17
V. Restoration Design 22
A. General Approach 22
B. Design Criteria 24
1. Reference Reach Data 24
2. Design Discharges 24
3. Channel Geometry 24
4. Sediment Entrainment Analysis 25
a. Sediment Entrainment Analysis
Procedures 25
b. Chadric Creek 26
5. Flowsed/Powersed Model 26
References
Appendix
A. Watershed Characterization Supporting Documentation

' B. Bankfull Discharge and Channel Dimensions Validation Supporting
Documentation

' C. Channel Morphology and Stability Assessment Supporting
Documentation

' D. Hydrology and Hydraulic Analysis Supporting Documentation
E. Design Criteria Supporting Documentation

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PROJECT BACKGROUND
Pilot View RC&D and the Surry Soil and Water Conservation District have a
history of working with interested landowners to improve the water quality of
streams on their property. This project involves restoration of Chadric Creek
along the Arcadia LLC Property near Devotion, North Carolina.
Chadric Creek is a second order tributary of the Mitchell River in the Yadkin River
Basin. In the 1950's the lower reaches of Chadric Creek were dammed and

' piped with 100% of the baseflow diverted into a recreational fishing pond located
along the floodplain between Chadric Creek and Saddle Mountain Creek. This
condition eliminated in-stream habitat along this section of Chadric Creek and
created a barrier to fish migration into the headwaters of the creek. In the 1960's
' a sediment trapping pond was constructed downstream of the dam and upstream
of the fishing pond. Over the decades since it was constructed this sediment
pond has filled with material washed in from upstream. Streambank erosion
along the reaches above the dam continues to contribute sediment to both
ponds.
The restoration effort along Chadric Creek involves restoring in-stream habitat as
well as fish passage to the upper reaches by removal of the old low-head dam;
"day-lighting" approximately 900 feet of the creek that is currently piped; and
restoring the diverted baseflow to the newly created open and natural channel.
In addition, 340 feet of unstable channel upstream of the old dam will be restored
to reduce sediment loadings from eroding banks and terraces, and improve in-
stream habitat.
As outlined in the Mitchell River Watershed Protection Plan (2001), above the
' confluence with the South Fork, the Mitchell River is classified as an Outstanding
Resource Water (ORW), North Carolina's highest water quality designation. The
upper Mitchell is also classified as trout waters, supporting the eastern most
' populations of pure southern strain native brook trout (Salvelinus fontinalis).
Other significant species in the watershed include two species of freshwater
mussels, a threatened bog turtle, and two species of salamander which are either
threatened or of special concern.
The Plan states that the overall conservation goals for the Mitchell River are to
maintain the ORW status through the protection of water quality and aquatic
habitat in the upper reaches. The primary pollutant of concern is sediment
caused by streambank erosion and land disturbing activities. To achieve the
' watershed goals, project partners are working cooperatively to protect the
forested headwaters of the Upper Mitchell River and to maintain or improve
forested riparian buffers along the mainstem and tributaries through conservation
1 easements and donations from interested landowners. In impacted areas,
project partners are working with interested landowners to implement stream

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restoration projects that establish stable, self-maintaining streams that reduce
streambank erosion and create in-stream habitat.
The Yadkin-Pee Dee River Basinwide Water Quality Management Plan
(NCDWQ, 1998) cites the outstanding water quality of the Upper Mitchell River.
It also notes that the effects of increasing development are evident. The Plan
highlights the efforts of the Surry Soil and Water Conservation District, the
Piedmont Land Conservancy, and the North Carolina Clean Water Management
Trust Fund to protect and restore the Upper Mitchell River Watershed as an
example of the type of partnerships that are needed to the goals of the Plan.
The North Carolina Wildlife Action Plan (NCWRC, 2005) notes that the recovery
of aquatic species that are threatened or endangered requires the protection of
the habitats which they currently occupy and the restoration of the habitats they
historically occupied. The Upper Mitchell River Watershed is included in the eco-
regions of the southeast U.S. identified as critical to achieving the goals of the
Action Plan.
It is the intention of Pilot View RC&D and the Surry Soil and Water Conservation
District to work with the landowner to implement a long-term restoration plan for
Chadric Creek that is consistent with the overall goals and objectives for the
Mitchell River watershed.
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TECHNICAL REPORT
1. Study Area
The study area for the current project includes the stream reaches along Chadric
Creek upstream and downstream of the old dam on the Arcadia LLC property.
The project is approximately 1250 feet (Figs. 1 and 2).
II. Scope of Studies
Existing data was collected and field studies were conducted to: evaluate the
current conditions along Chadric Creek; determine the extent of the restoration
effort required; develop reliable estimates of the design discharge(s) and other
' design parameters that will guide the preparation of restoration design plans, and
satisfy permitting requirements. This study did not include wetland delineations,
identification of significant plant or animal habitat, archeological or historical
' studies, or other environmental studies that may be required by local, state or
federal permitting agencies.
III. Watershed Characterization
Existing information on watershed characteristics and land use was collected,
compiled and reviewed. The data collected included: topographic, soils, geology,
and land use maps; meteorological data; hydrologic and hydraulic data; and
published technical reports. The following characterization of Chadric Creek
watershed was developed from this information.
A. Physiography and Basin Morphometry

The Chadric Creek watershed is situated in the northwest corner of Surry
County. Its headwaters are located on the slopes of Saddle Mountain. This
' region is situated along the eastern edge of the Blue Ridge Mountains where
they meet the Western Piedmont physiographic province and is characterized by
rolling to very steep topography. Elevations within the project area range from
' 1360 ft. on upper slopes above Chadric Creek to 1327 ft. at the site outfall
(NGVD).
' The Chadric Creek watershed area is 0.97 square miles (620.8 acres) at the
downstream end of the project. The upper Chadric Creek watershed is relatively
steep and the valley bottoms are relatively narrow, confined by adjacent hill
slopes. Upstream of the project area the floodplain along the mainstem widens
and channel gradient flattens. Although the valley type changes sinuosity
remains relatively low characterized by broad meanders except where the
1 channel flows adjacent to hill slopes. There are bedrock outcrops throughout.

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B. Climate

The climate of North Carolina is determined by its location in the warm temperate
zone, but is modified by three important factors: the proximity of the Atlantic
Ocean to the east, the distance of the state from the prevailing course of cyclonic
storms, and the gradual rise in elevation of the land towards the west to the
summit of Mt. Mitchell. Unlike the Coastal Plain, in the Western Piedmont
extremes of temperature become greater and rainfall is less. Surry County
experiences moderate winters and warm summers. Mean annual temperature is
58° F. Mean monthly temperatures range from 32 to 50°F in January and 68 to
88 in July.
There are no distinct wet and dry seasons. Most of the rainfall during the
growing season comes from summer thunderstorms, but may vary widely from
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Piped Section

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Fig. 2 - Chadric Creek Stream Restoration Project Limits
place to place and from season to season. Winter rainfall results mostly from
low-pressure storms moving through the area and is less variable than summer
rainfall. Mean annual precipitation is 44.2 inches, with mean monthly
precipitation varying from a low of 2.8 inches in November to a high of 4.6 inches
in July.
Some snow falls every winter, with total amounts ranging from 1 inch to 2 feet.
Mean annual snowfall is 9 inches. Generally, only a few inches accumulate at
one time, and such accumulations usually melt within a few days.
C. Geology, Soils, and Land Use
According to the North Carolina Geological Survey, the Chadric Creek watershed
is located within the Metasedimentary rock and mafic and felsic metavolcanic
rock of the Ashe Metamorphic Suite, Tallulah Falls, and Alligator Bank Formation
(NCGS, 1998).
The dominant upland soils weathered from these rocks are Braddock fine sandy
loam, Evard-Cowee complex, and Tate-Colvard complex. The dominant
floodplain soils along Chadric Creek are of the Colvard and Suches series.
The dominant land use in the watershed is forest (80%) along the ridges and
steep, narrow valley. Where the Chadric Creek watershed enters the floodplain
of the Mitchell River valley, old field and pasture are the dominant land use.
D. Hydrology
One of the critical steps necessary for any geomorphic stream design project is
developing accurate estimates of the flow regime, particularly the bankfull
discharge.
1. Hydrologic Analysis
The peak discharges for Chadric Creek were evaluated using the NRCS TR-55
methodology, USGS regional regression equations, and regional hydraulic
geometry curves.
TR-55 Methodology
The TR-55 procedure was developed specifically for urban and urbanizing
watershed but can be applied to any small watershed within certain limitations.
The procedure involves the runoff curve number based on the soil group and
drainage conditions along with calculating the time of concentration and the site
drainage area. The time of concentration calculations are the sum total of the
sheet flow, shallow concentrated flow, and open channel flow.
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' Tables 1 and 2 present the site parameters and peak discharge estimates for
Chadric Creek developed from the TR-55 model:

Table 1: Site Values for Chadric Creek
Soil Group B
CN 65
Rainfall Distribution Type II
Drainage Area 602
Sheet Flow
flow path (ft) 150
land slope 0.26
Mannin 's N 0.4
Shallow Concentrated
Flow Path unpaved
Flow Path Length (ft) 1100
slope 0.2
Open Channel Flow
Channel Length (ft) 14442
Channel Slope 0.04
Cross Sectional Area (sf) 6
Wetted Perimeter ft 7.82
Mannin 's n 0.045
Table 2: Peak Discharge Estimates for Chadric Creek
Storm Event 1 yr 2yr 10 r 50 yr 100 r
24 hr Rainfall (in.) 2.5 3.5 4 5.9 6.9
CN 65 65 65 65 65
T1 (Sheet Flow) 2.01 E-01 1.70E-01 1.59E-01 1.31 E-01 1.21 E-01
T2 (Shallow Conc.
Flow
4.23E-02
4.23E-02
4.23E-02
4.23E-02
4.23E-02
T3 (Open Channel
Flow
0.72
0.72
0.72
0.72
0.72
Total Tc (T1 +T2
+T3)
0.97
0.93
0.92
0.90
0.89
Runoff (in. 0.30 0.75 1.03 2.28 3.03
Q (cf/sec/in/sq mi) 214 302 317 353 365
Qp cf/ sec) 60 216 310 765 1049

USGS Regional Regression
The United States Geologic Survey provides regional regression equations in the
report titled "Estimating the Magnitude and Frequency of Floods in Rural Basins
of North Carolina - Revised," by Pope B.F. et al., 2001. The methodology uses a
log-Pearson Type III distribution of annual peak flows for 317 gaged sites.
Regional regression analysis is used to develop predictive equations that
estimate the 2-yr, 5-yr, 10-yr, 25-yr, 50-yr, 100-yr, 200-yr, and 500-yr recurrence
interval discharges. The methodology provides weighting procedures for sites
located near stream gauges, however, do to the small size of the site watershed
and its remoteness from the nearest gages, only the standard regression
equations were used. In addition to the equations provided by USGS, a
regression equation was developed for the 1.3-yr recurrence interval as an
estimate for the bankfull discharge. The following are the equations for the Blue
Ridge - Piedmont hydro-physiographic region and the resulting calculations:
Regression Equations
Q 1.3-YR = 68.4 DA 0.710
Q2-YR = 135 DA 0.702
Q10-YR = 334 DA 0.662
Q50-YR = 602 DA 0.635
Q100-YR = 745 DA 0.625
Table 3: Blue Ridge/Piedmont
Reach DA 2 r 10 r 50 r 100 r
Equation 135DA^0.702 334DA"0.662 602DA"0.635 745DA^0.625
Chadric 0.94 129 321 579 717
2. Bankfull Discharge Estimates
Three methods were used to develop bankfull discharge estimates. These
included 1) updated regional regression equations developed in North Carolina
(NCSU and NRCS, 2006), 2) TR-20 Hydrologic Model, and 3) Manning's
equation and field data.
a. Bankfull Regional Regressions
North Carolina State University (NCSU) and the U.S.D.A. Natural Resources
Conservation Service (NRCS) cooperated to develop regional curves for the rural
Piedmont area of North Carolina (NCSU and NRCS, 1999). Recently updated
regional regressions (NCSU and NRCS, 2006) based on this original work were
used as one method for estimating bankfull discharges.

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b. U.S.D.A. Soil Conservation Service TR-55 Methodology
As part of this current study a range of flows varying in frequency from the 1-year
to the 100-year discharge was developed using the U.S.D.A. Soil Conservation
Service TR-55 Methodology. . The 1 and 2-year recurrence interval peak
discharges were utilized to validate the discharge estimates developed using the
other two methods.
c. Manning's Equation
Bankfull discharge estimates were developed using Manning's equation and
cross-sectional data collected in the crossover (riffle) of relatively stable reaches
along the project area. The slope used was the bankfull slope of the overall
reach, and estimates of Manning's n were developed utilizing visual observations
of the channel bottom and banks throughout the reach. The bankfull discharge
estimates are summarized in Table 4.
As shown in Table 4, the bankfull discharge estimates developed for Chadric
Creek using the rural regional regressions are somewhat lower than the
Manning's equation estimate. Both estimates fall just below the range of
discharges bound by the 1 and 2-Year recurrence interval flood flows developed
with the TR-55 model.
Based on this analysis it was determined that utilizing the Rural Regional
Regression estimate provides a reliable method for estimating bankfull discharge
for the proposed project design.
Table 6 - Bankfull Discharge Estimates
Reach NC TR-20 Manning's
Location Updated Rural 1 YR/ 2YR Equation
(DA mil) Regional Curve (cfs) (cfs)
(cfs)
Reach 1 53.6 60 216 57.3
0.97)
Table 6 - Bankfull discharge estimates (cfs) developed using three methods
E. Hydraulic Analysis
• Hydraulic Methods
The purpose of the hydraulic study was to analyze changes in water surface
elevations, channel velocities and other pertinent hydraulic parameters
associated with the proposed channel modifications. The hydraulic analysis was
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based on U. S. Army Corps of Engineers HEC-RAS version 3.1.2 River Analysis
System.
The hydraulic model was developed for existing conditions for the 1-, 2-, 10-, and
100- year flow events. Proposed conditions were modeled using the same peak
discharges. The figures the bankfull to 100-year water surfaces, cross-section
profiles and summary tables are included in the Appendix of this report.
The proposed channel sections were evaluated for their ability to convey the
bankfull flows and the flood flows of the watershed by performing a
computational hydraulic analysis.
The analysis consisted of first modeling the existing conditions with the HEC-
RAS water surface profile model. Cross sections were taken through the
channel and the adjacent valley at representative locations throughout the project
reach. Existing hydraulic conditions were evaluated and the model calibrated
based on available site data. Manning's `n' was estimated from relative
roughness calculations of the bed material and from observation of the channel
flow conditions.
The existing conditions model for Chadric Creek provides a reasonably good
conformity of bankfull discharge with bankfull field indicators along with expected
bankfull velocities in the 4 to 5 fps range. The downstream reach of the model is
limited in its predictive ability due to the existing divergent flow conditions. In this
lower reach a portion of the stream flow is diverted into the pond and portion of it
is being diverted into a storm drain while the remainder of the storm flow is
flowing in a poorly defined channel.
Proposed conditions were analyzed by revising the existing sections based on
the proposed channel geometry and by revising the model to reflect proposed
pattern conditions and anticipated future roughness coefficients. The modeling
results indicate that hydraulic trespass will not be a concern since proposed
water surface elevations at the upstream project end are approximately equal to
existing conditions within the tolerances of the model. Additionally, the upstream
end of the project terminates with the property boundaries, thus eliminating the
ability to negatively affect adjacent property owners.
The proposed model indicates that water surface elevations and channel
velocities are comparable to existing conditions with the exception that water
surface elevations are significantly lower where the channel grade is proposed to
be lowered. The one area of concern is that the model returns Froude numbers
near unity in several locations indicating that the flow regime is approach critical
depth. This indicates that grade changes in the bed associated with in-stream
rock and log structures could initiate supercritical flow, standing waves and
hydraulic jumps. This is not unexpected for moderately high gradient
mountainous streams, but it was taken into consideration in the design of the
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' stream bed material and the in-stream structures. The output summary tables for
the HEC-RAS models are included in the Appendix of this report.
IV. Channel Morphology and Stability Assessment
A. Rationale
' Stream stability is morphologically defined as the ability of the stream to
maintain, over time, its dimension, pattern and profile in such a manner that it is
neither aggrading or degrading and is able to effectively transport the flows and
sediment delivered to it by its watershed. Morphologic stability permits the full
expression of natural stream characteristics.
Stream potential is defined as the best condition, based on quantifiable
morphological characteristics, for a given stream type. Streams functioning at full
potential exhibit a desired or preferred set of stability or condition characteristics
that may be quantitatively described in terms of channel size and shape, bed
stability/vertical control, and bank stability/lateral control - low bank erosion
potential and gradual lateral migration rates.

Stream classification as a morphologic stream assessment technique permits a
quantitative analysis of the degree to which existing conditions differ from an
accepted range of morphological values documented for different stable stream
types. The degree of departure for an existing stream condition from its full
stable operating potential can be determined in a number of ways including
comparisons to: 1) geomorphologic databases; 2) historical photography or
surveys of the same reach; and 3) stable reference reaches of the same stream
type at different points in the watershed or adjacent watersheds.

B. Assessment Methods
1 1. Verifying Bankfull Channel Field Indicators.
Updated regional regressions for bankfull channel dimensions developed for use
in the rural Piedmont Region of North Carolina (NCSU and NRCS, 2006) were
utilized to verify field indicators associated with the bankfull channel in
conducting the geomorphic stream assessments along Chadric Creek.
2. Upstream Channel Morphology and Sediment Sources
' A field reconnaissance was conducted to assess existing conditions in the
Chadric Creek watershed and along the stream reaches upstream of the project
site. It focused on characterizing stream channel morphology and condition, and
' identifying unstable reaches that could potentially impact the project area. .

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3. Level II - Morphological Description.
The reaches along Chadric Creek in the project area were classified into specific
categories of stream types (i.e., 134c, C4, F4, etc.) utilizing the standard field
procedures recommended by Rosgen (1996).
4. Level III - Assessment of Stream Condition
The geomorphic features of Chadric Creek were mapped and the overall stability
assessed. The project reaches were assessed for stream channel condition and
influencing factors including riparian vegetation, meander pattern, depositional
pattern, debris and channel blockages, sediment supply, vertical stability, and
lateral stability.
Lateral stability was evaluated using the bank erosion hazard index (BEHI), near
bank stress (NBS), width/depth ratio state, and meander/width ratio. Vertical
stability was evaluated using a measurement of the degree of incision or bank
height to bankfull ratio and a sediment entrainment analysis. Overall channel
stability was evaluated using the Revised Pfankuch Channel Stability Procedure,
and channel evolution analysis. In addition, the Flowsed/Powersed model
developed by Rosgen (2006) and incorporated into the RiverMorph program was
utilized to evaluate the sediment transport competency and capacity of the
existing channel.
5. Level IV - Stream Stability Validation Monitoring
Verification of the assessment data through monitoring was not a component of
this project.
C. Findings of Channel Morphology and Stability Assessment
1. Evaluation of Watershed and Upstream Channel Conditions
The current conditions in the upper Chadric Creek watershed can be
characterized as relatively stable with localized areas of instability. Stability
problems observed during the field reconnaissance of Chadric Creek included
minor stream bank erosion and sedimentation.
These instability problems can be attributed to historic silvacultural practices
including clear cuts and construction of logging roads and landing areas.
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2. Project Site - Channel Morphology and Stability Assessment
a. Historic Conditions
In the 1950's the lower reaches of Chadric Creek were dammed and piped with
100% of the baseflow diverted into a recreational fishing pond located along the
floodplain between Chadric Creek and Saddle Mountain Creek. This activity
eliminated in-stream habitat along this section of Chadric Creek and created a
barrier to fish migration into the headwaters of the creek. In the 1960's a
sediment trapping pond was constructed downstream of the dam and upstream
of the fishing pond. When the upper watershed was timbered in the 1970's
sediment from logging roads and impacted streambanks was washed
downstream into the project area.
b. Current Conditions
Utilizing the data collected from the Level II stream classification and Level III
channel condition assessment the current condition of Big Creek and the degree
to which the existing condition of the reaches differ from an accepted range of
morphological values documented for similar stable stream types was evaluated.
This analysis indicates that the morphology, stability and in-stream habitat of the
Chadric Creek reaches have been directly affected by the damming of the creek
and diversion of baseflow into the recreational pond. The following is a summary
of the findings of that analysis as it relates to the existing conditions within the
project study area:
Reach 1 (upstream of old dam)
The upper reach of the project area is a moderately stable C4 channel. A
comparison of channel geometry with that of the reference reach database
indicates that this reach has a width to depth ratio that is slightly higher (i.e.,
wider and shallower) than reference conditions. The channel plan form is
characterized by moderate sinuosity. The overall condition of the upper reach is
characterized by lateral erosion and vertical instability (i.e., aggradation). The
bend along the upper section is eroding into a high terrace.
The middle and lower sections are indicative of a channel that formed in the
deposits of an old impoundment that had been completely filled by sediment.
When the dam was originally constructed these sections of channel would have
been artificially flattened and flooded. Unable to move the sediment washing in
from upstream, overtime the impounded area filled in with sediment. When the
dam breached erosion was initiated across the deposited sediment forming a
new channel.
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With the exception of the deep pool immediately upstream of the dam, the bed
form along this reach is characterized by a few, shallow pools, short steep riffles,
and long shallow glides. Grade control is currently provided by the concrete dam
structure.
The results of the sediment entrainment analysis and the Flowsed/Powersed
model applied to riffle cross-sections and bankfull slope of the existing channel
confirmed field observations that the existing channel is evolving to a stable
condition along some sections and developing the competency and capacity to
transport the sediment conveyed from upstream reaches.
Fig. 3 - Eroding high terrace upper section
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Fig. 5 - Eroding bank and mid-channel bar middle section
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Fig. 4 - Eroding bank middle section

Figs. 6 and 7 - Old dam at downstream end of reach
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Reach 2 (downstream of the old dam)
This reach does not include an active channel. Instead, it includes the sediment
pond, baseflow diversion channel, fishing pond, and an old field area with a
system of drainage ditches and pipes installed to convey storm flows around the
ponds and into Saddle Mountain Creek.
During the field assessment it was confirmed that 100% of the baseflow has
been diverted to the ponds. Over the decades since it was constructed the
sediment pond filled with material washed in from upstream. The permanently
flooded lower section of the sediment pond currently supports a small emergent
wetland colonized by rushes, sedges and cattails. A small channel has formed in
the sediment deposits. This channel carries the baseflow and some percentage
of storm flows through the sediment pond and into the fishing pond. Although the
sediment pond may have protected the fishing pond for some time, it is no longer
doing so. Streambank erosion along the reaches above the dam is currently
contributing sediment to both ponds. Field evidence indicates the fishing pond is
also filling with material washed from upstream.
A farm road traverses the middle of the lower reach, providing access from
Haystack Road, around the fishing pond, and into the floodplain of Saddle
Mountain Creek. A culvert pipe conveys the baseflow from the small channel in
the sediment pond into the fishing pond. Additional pipes carry storm flows
beneath the road and through the drainage ditch-piped system in the old field
area.
Fig. 8 - Upstream end of baseflow diversion channel in sediment pond
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Fig. 9 - Baseflow diversion channel in sediment pond
Fig. 10 - Emergent wetland at downstream end of sediment pond
4

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{
:?.n ?Y,f r'?f. :?,I?T :A • ''mil R. :'fie-...._
to T f
Fig. 11 - Pipe under farm road carries baseflow from sediment pond into fishing
pond
Fig. 12 - Upstream end of fishing pond where baseflow enters, note deposition
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Fig. 13 - Fishing pond
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Fig. 14 - Upstream end of drainage ditch, arrow indicates embankment of
sediment pond

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Fig. 13 - Farm road between ponds
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Fig. 14 - Old field adjacent to fishing pond
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V. Restoration Design
A. General Approach
As pointed out in the Findings of Channel Morphology and Stability Assessment
Section, Chadric Creek was historically impacted by the construction of a tow-
head dam, piping of its lower reaches, and diversion of the baseflow into a
recreational fishing pond. In addition, the stream reach upstream of the old dam
is experiencing instability including bank erosion and aggradation.
The restoration along Chadric Creek will involve: stabilizing 340 feet of unstable
channel upstream of the old dam; restoring in-stream habitat along this section of
the creek, as well as fish passage to the upper reaches by removal of the old
low-head dam. The lower section of the creek that is currently piped will be "day-
lighted" by removing the pipes and constructing 900 feet of new open channel
that meanders across the old field area that will be converted to floodplain and
wetlands. Although 90% of the baseflow will be conveyed by the newly
constructed channel, approximately 10% will still be diverted to maintain the
emergent wetland in the sediment pond, as well as the recreational fishery in the
fishing pond.
The restoration objectives for Chadric Creek include:
Reach 1
1. Along the 340 LF of the upper reach, overall channel geometry and slope will
be modified to improve overall stability, sediment transport capacity, and in-
stream habitat. This will be accomplished by reconstructing the unstable C4
as a stable C4 channel.
2. An 85 foot section of the channel will be relocated away from a steep failing
high terrace. The abandoned channel will not be filled. Instead it will be
maintained as juvenile fish habitat with approximately 10% of the baseflow
diverted through the old channel.
3. All eroding banks along the upper section will be stabilized.
4. Rock and roll riffles, riffles with converging boulder clusters, hook-log run
structures, and toe wood will be installed at key locations along the reach to
reduce near-bank stress, provide grade control, dissipate energy, and create
in-stream habitat.
5. Baseflow will be diverted via a sandbag -pump diversion system during
grading and stabilization of the eroding banks, as well as removal of the old
dam.
22
1 6. The graded streambanks will be stabilized with alder transplants harvested
from the perimeter of the fishing pond and along drainage ditches in the old
field area.
' 7. Long-term bank stabilization and lateral control will be provided by planting
native grasses, trees, and shrubs on the upper stream banks and riparian
' area.
Reach 2
' 1. The old dam will be removed.
2. The currently piped sections of Chadric Creek will be restored by removing
the pipes and constructing a new channel that meanders across the old field
area adjacent to the ponds. The new channel will be a stable C4 channel.
' 3. The embankment along the sediment pond will be lowered and the old field
area graded to create an active floodplain with wetland areas adjacent to the
new channel. None of the existing emergent wetlands in the sediment pond
will be disturbed.
4. Rock and Roll riffles and riffles with converging boulder clusters , hook-log run
' structures, toe wood, and log/boulder step-pools will be installed at key
locations along the reach to reduce near-bank stress, provide grade control,
dissipate energy, and create in-stream habitat.

5. Construction of the 900 LF of new channel including grading, seeding,
mulching and transplants will be conducted off-line in the old field area
' adjacent to the pond. 100% of the baseflow will continue flowing into the
fishing pond until after the new channel is completely stabilized.
' 6. After stabilization 90% of the baseflow will be turned into the new channel.
Approximately 10% will still be diverted to maintain the permanently flooded
conditions in the emergent wetland in the sediment pond, as well as the
' recreational fishery in the fishing pond.
7. The streambanks of the newly constructed channel will be stabilized with
' alder transplants harvested from the perimeter of the fishing pond and along
drainage ditches in the old field area adjacent to the fishing pond.
' 8. All disturbed areas impacted within the limits of the project will be seeded with
native grasses and planted with native trees and shrubs. All disturbed areas
impacted outside the limits of the project will be seeded with grasses and
' clover.
9. Access from one side of the new stream channel to the other will be provided
by installing one ford crossing located about mid-way along the new channel.

' 23
10. Finally, a conservation easement will be established along the stream
corridor. A riparian buffer will be established by planting native grasses, trees
and shrubs.
The restoration approach presented above is illustrated in the design drawings
(i.e., plan view, profile, and cross-sections) attached to this report. The design
criteria are summarized in the Appendix to this report.
B. Design Criteria
1. Reference Reach Data
After determining the targeted stream types (i.e., stable form for the reaches to
be restored) for Chadric Creek, dimensionless ratios were taken from a reference
reach data base developed from stable C4 streams in the Piedmont and
Mountain Regions of North Carolina. The dimensionless ratios are presented in
the Appendix to this report.
2. Design Discharges
As noted in the Hydrology section of this report, three methods were used to
develop bankfull discharge estimates. These included 1) updated regional
regression equations developed in North Carolina (NCSU and NRCS, 1999),
2) TR-55 Hydrologic Model, and 3) Manning's equation and field data.
Based on this analysis it was determined that utilizing the Rural Regional
Regression estimates provided a reliable method for estimating bankfull
discharge for the proposed project design.
The bankfull discharges used during the design process was 53 cfs. This flow,
as well as the peak discharge estimates for the 2-, 10-, 50-, and 100-year storm
events developed using the TR-55 model provided input for the HEC-RAS
hydraulic model.
3. Channel Geometry
The preliminary channel plan form layout was developed in consultation with
Dave Rosgen during a site walk. After the plan form was developed general
concepts for the layout of the longitudinal profile and the location of bed features
were developed in consultation with Rosgen as well.
After the proposed channel plan form and longitudinal profile were completed,
preliminary channel dimensions were developed utilizing the updated Bankfull
Discharge and Hydraulic Geometry Regional Regressions for the Rural Piedmont
Region of North Carolina (NCSU and NRCS, 2006) to determine channel cross-
24
sectional area (A) based on the drainage area to a given reach. The calculated
A and W/D ratios from our reference reach database were used to determine
bankfull width Wbf = ? (Wbkf / dbkf) (Abkf) and bankfull mean depth Dbf = Wbkf /
(Wbkf / dbkf).
The proposed slope, bankfull cross-sectional area, width, depth and width/depth
ratios were adjusted using an iterative process that included multiple sediment
entrainment analyses and multiple runs of the Flowsed/Powersed model. After
each adjustment the latest channel dimensions and profile were checked against
ratios from the reference reach database
4. Sediment Entrainment Analysis
In restoration design, entrainment analysis is utilized to verify that the proposed
channel generates the shear stress needed to entrain and transport the sediment
expected to be moving through the project reach under bankfull flow conditions.
Sediment data gathered from riffle pavement/subpavement and point bar
samples along the Chadric Creek project reaches was utilized in the entrainment
analysis to verify that the project channel dimensions and profile are appropriate
to maintain the competency of the restored reaches.
a. Sediment Entrainment Analysis Procedures
• Critical Dimensionless Shear Stress Calculations
Using the following equations, the critical shear stress required to mobilize and
transport the largest particle from the bar sample is determined.
Determine ratio D50/D50"
Where: D50 = bed material D50 of riffle
D50" = D50 of bar or riffle subpavement
If ratio is 3.0 - 7.0, calculate the critical shear stress using:
Tci = .0834 (D50/D50") - 0.872
If ratio D50/D50" is not 3.0 - 7.0, calculate the ratio of Di/D50
Where: D; = largest particle from bar or riffle subpavement
D50 = bed material D50 of riffle (100 count in riffle)
If ratio of Di/D50 is 1.3 - 3.0, calculate the critical shear stress using:
Tci = .0384 (Di/D50) -0887
25
b. Chadric Creek
A bulk sediment sample was collected along Chadric Creek during the field
assessment. This effort included the collection of riffle pavement and
subpavement samples, as well as point bar samples. The data from the sample
processing was used in the sediment entrainment analysis to verify the
competency of the proposed channel.
1). Calculated ratio of D5o/D50"
D50 = 66.17 mm (bed material D50)
D50" = 35.38 mm (bar D50)
D50/D50" = 66.17/35.38 = 1.87
2). Calculated ratio of Di/D50
D50 = 66.17 mm (bed material D50)
Di = 103 mm (largest particle from bar sample)
Di/D50 = 103/66.17 = 1.55
Since ratio of Di/D50 is 1.3 - 3.0, calculate the critical shear stress using:
Tci = .0384 (Di/D50) -0887
Calculated critical shear stress (Tci)
Tci = .0384 (Di/D50) -0.887
Tci = .0384 (103/66.17) -0887
Tci = 0.026
During the design phase of the project, the critical shear stress developed in
these analyses was utilized to verify that the project channel dimensions and
profile are appropriate to maintain the competency of the restored reaches.
5. Flowsed/Powersed Model
The Flowsed/Powersed Model (Rosgen, 2006) was used during the design
process to evaluate the capacity of the restored channel to transport the
sediment load contributed by the Chadric Creek watershed. Flow duration
discharge data and sediment loading data are required input for the model.
Because Chadric Creek is an ungaged watershed it was necessary to use flow
data from another stream gage in the region. The model runs conducted as part
26

' of the design process used flow data from a gage located on Norwood Creek
near Troutman, North Carolina (USGS #02143830).
Developing a sediment-discharge rating curve for Chadric Creek watershed was
not a component of this project. Therefore, the model runs conducted as part of
the design process used total annual sediment yield data (i.e., suspended
sediment, bankfull bedload sediment, and total sediment) provided by Allan
' Walker (personal communication, 2011).
1
1
1
1
1
1
1
1
1
1
1
1
27
I References
1. Earth Satellite Corporation (EarthSat) Land Use, 1997 - 2003.
2. National Oceanographic and Atmospheric Administration - National Climate
Data Center, Cooperative Station Data/Record Climatological Observations
Website, 2004. Regional Precipitation, Snowfall, Temperature Records for
' Mount Airy, NC 1999 - 2004.
3. North Carolina Department of Transportation GIS Database - River and
' Stream; Road; and National Wetland Inventory (NWI) mapping layers.
4. North Carolina Division of Water Quality, 1998. Yadkin-Pee Dee River
Basinwide Water Quality Management Plan
5. North Carolina State University, Cooperative Extension Service and U.S.D.A.
Natural Resources Conservation Service, 1999. Hydraulic Geometry
Relationships for the Rural Piedmont of North Carolina. Raleigh, N.C.
' 6. North Carolina Wildlife Resource Commission, 2005. North Carolina Wildlife
Action Plan.
7. Piedmont Land Conservancy, 2001. Mitchell River Watershed Protection
Plan.
8. Rosgen, D.L., 1994. A Classification of Natural Rivers. Catena 22: 169-199.
9. Rosgen, D.L., 1996. Applied River Morphology. Wildland Hydrology. Pagosa
' Springs, Colorado.
10. U.S. Department of Agriculture, Natural Resource Conservation Service,
Website - Soil Survey for Surry County, North Carolina 2004.
' 11. U.S. Geological Survey 7.5 Minute Quadrangle Topographic Map for Roaring
Gap, North Carolina.

Appendix

A. Watershed Characterization Supporting Documentation
B. Bankfull Discharge and Channel Dimensions Validation Supporting
Documentation
C. Channel Morphology and Stability Assessment Supporting
' Documentation
D. Hydrology and Hydraulic Analysis Supporting Documentation
' E. Design Criteria Supporting Documentation

1

F

L
r

1

Watershed Characterization
Supporting Documentation
1
Name: ROARING GAP Location: 036°27' 26.5" N 080°55' 13.8" W
Date: 5/28/2011 Caption: Chadric Creek Drainage Area
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Soil Map-Surry County, North Carolina
Chadric Creek and Saddle Mountain Creek Soils Map
Map Unit Legend
Surry County, North Carolina (NC171)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BbC Braddock fine sandy loam, 8 to 15 percent slopes 9.4 13.0%
CsA
Colvard and Suches soils, 0 to 3 percent slopes, 25.8 35.6%
'
occasionally 1
CwD Cowee grave
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0.5
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stony
TcC Tate-Colvard complex, 0 to 15 percent slopes, 0.1 0.1%
frequently flooded
W -- Water -- -- - 3.1 4.3%
Totals for Area of Interest 72.5 100.0%
USDA Natural Resources Web Soil Survey 5/27/2011
Conservation Service National Cooperative Soil Survey Page 3 of 3
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Farmland Classification-Surry County, North Carolina Chadric Creek and Saddle Mountain Creek Soils Map
Farmland Classification
Farmland Classification- Summary by Map Unit - Surry County, North Carolina
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BbC Braddock fine sandy loam, 8 to 15 Farmland of statewide 9.4 13.0%
percent slopes importance
CsA Colvard and Suches soils, 0 to 3 All areas are prime farmland 25.8 35.6%
percent slopes, occasionally flooded
CwD Cowee gravelly loam, 15 to 25 percent Not prime farmland 0.5 0.7%
slopes, stony
EcD Evard-Cowee complex, 15 to 25 Farmland of local importance 1 7.6 10.5%
percent slopes, stony
EcE Evard-Cowee complex, 25 to 45 Not prime farmland 26.0 35.8%
percent slopes, stony
TcC Tate-Colvard complex, 0 to 15 percent Farmland of local import ance 0.1 0.1%
slopes, frequently flooded
W Water Not prime farmland 3.1 4.3%
Totals for Area of Interest 72.5 100.0%
Description
Farmland classification identifies map units as prime farmland, farmland of
statewide importance, farmland of local importance, or unique farmland. It identifies
the location and extent of the soils that are best suited to food, feed, fiber, forage,
and oilseed crops. NRCS policy and procedures on prime and unique farmlands
are published in the "Federal Register," Vol. 43, No. 21, January 31, 1978.
Rating Options
Aggregation Method: No Aggregation Necessary
Aggregation is the process by which a set of component attribute values is reduced
to a single value that represents the map unit as a whole.
A map unit is typically composed of one or more "components". A component is
either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute
being aggregated, the first step of the aggregation process is to derive one attribute
value for each of a map unit's components. From this set of component attributes,
the next step of the aggregation process derives a single value that represents the
map unit as a whole. Once a single value for each map unit is derived, a thematic
map for soil map units can be rendered. Aggregation must be done because, on
any soil map, map units are delineated but components are not.
For each of a map unit's components, a corresponding percent composition is
recorded. A percent composition of 60 indicates that the corresponding component
typically makes up approximately 60% of the map unit. Percent composition is a
critical factor in some, but not all, aggregation methods.
Natural Resources Web Soil Survey 5/27/2011
Conservation Service National Cooperative Soil Survey Page 3 of 4
Farmland Classification-Surry County, North Carolina
Chadric Creek and Saddle Mountain Creek Soils Map
The majority of soil attributes are associated with a component of a map unit, and
such an attribute has to be aggregated to the map unit level before a thematic map
can be rendered. Map units, however, also have their own attributes. An attribute
of a map unit does not have to be aggregated in order to render a corresponding
thematic map. Therefore, the "aggregation method" for any attribute of a map unit
is referred to as "No Aggregation Necessary".
Tie-break Rule: Lower
The tie-break rule indicates which value should be selected from a set of multiple
candidate values, or which value should be selected in the event of a percent
composition tie.
USDA Natural Resources Web Soil Survey 5/27/2011
Conservation Service National Cooperative Soil Survey Page 4 of 4
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Suitability for Hand Planting-Surry County, North Carolina
Suitability for Hand Planting
Suitability for Hand Planting- Summary by Map Unit - Sury County, North Carolina
Map unit Map unit name Rating Component Rating reasons Acres in Percent of
symbol name (percent) (numeric values) AOI AOI
BbC Braddock fine sandy Moderately suited Braddock (97%) Stickiness; high 9.4 13.0%1
loam, 8 to 15 percent plasticity index
I
slopes
.50)
(0
- - - ----- - --- -
I
CsA Colvard and Suches Well suited Colvard (49%) 25.8 35.6%
I
soils, 0 to 3 percent
% -- --
Suches (39%) 1 -
slopes, occasionally
flooded
CwD Cowee gravelly loam, 15 Well suited Cowee, stony 0.5 0.7%
to 25 percent slopes, (78%)

EcD stony
?Evard-Cowee complex,
Well suited
Evard, stony
7.6
10.5%
15 to 25 percent (40%)
slopes, stony ---
Cowee, stony -- --- -

EcE
Evard-Cowee complex,
Moderately suited (35%)
Evard, stony
Slope (0.50)
26.0
35.8%
25 to 45 percent (55%)
slopes, stony ---- - - -----
Cowee, stony Slope (0.50)
(30%)
TcC Tate-Colvard complex, 0 Well suited Tate (48%) 0.1 0.1%
to 15 percent slopes, --- -

W frequently flooded
-
Water

Not rated
ard (24%)
CON
I Water (100%)

3.1

4.3%?
Totals for Area of Interest 72.5 100.0%
Chadric Creek and Saddle Mountain Creek Soils Map
Suitability for Hand Planting- Summary by Rating Value
Rating Acres in AOI Percent of AOI
Moderately suited 35.4 48.8%
Well suited 34.0 ' 46.80%
Null or Not Rated 3.1 4.3
/
- -- --- - - - - - -- -
Totals for Area of Interest ---- --
72.5 0
100.0 /°
USDA Natural Resources
r Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/27/2011
Page 3 of 4

Suitability for Hand Planting-Surry County, North Carolina Chadric Creek and Saddle Mountain Creek Soils Map

Description
Ratings for this interpretation indicate the expected difficulty of hand planting of
forestland plants. The ratings are based on slope, depth to a restrictive layer,
content of sand, plasticity index, rock fragments on or below the surface, depth to
a water table, and ponding. It is assumed that necessary site preparation is
completed before seedlings are planted.
The ratings are both verbal and numerical. Rating class terms indicate the degree
to which the soils are suited to this aspect of forestland management. "Well suited"
indicates that the soil has features that are favorable for the specified management
aspect and has no limitations. Good performance can be expected, and little or no
maintenance is needed. "Moderately suited" indicates that the soil has features that
are moderately favorable for the specified management aspect. One or more soil
properties are less than desirable, and fair performance can be expected. Some
maintenance is needed. "Poorly suited" indicates that the soil has one or more
properties that are unfavorable for the specified management aspect. Overcoming
the unfavorable properties requires special design, extra maintenance, and costly
alteration. "Unsuited" indicates that the expected performance of the soil is
unacceptable for the specified management aspect or that extreme measures are
needed to overcome the undesirable soil properties.
Numerical ratings indicate the severity of individual limitations. The ratings are
shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations
between the point at which a soil feature has the greatest negative impact on the
specified aspect of forestland management (1.00) and the point at which the soil
feature is not a limitation (0.00).
The map unit components listed for each map unit in the accompanying Summary
' by Map Unit table in Web Soil Survey or the Aggregation Report in Soil Data Viewer
are determined by the aggregation method chosen. An aggregated rating class is
shown for each map unit. The components listed for each map unit are only those
' that have the same rating class as listed for the map unit. The percent composition
of each component in a particular map unit is presented to help the user better
understand the percentage of each map unit that has the rating presented.
Other components with different ratings may be present in each map unit. The
ratings for all components, regardless of the map unit aggregated rating, can be
viewed by generating the equivalent report from the Soil Reports tab in Web Soil
' Survey or from the Soil Data Mart site. Onsite investigation may be needed to
validate these interpretations and to confirm the identity of the soil on a given site.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.• None Specified
Tie-break Rule: Higher

USDA Natural Resources Web Soil Survey 5/27/2011
Conservation Service National Cooperative Soil Survey Page 4 of 4

' Bankfull Discharge and Channel Dimensions Validation
Supporting Documentation

Chadric Creek
Predicted and Measured
Values for Bankfull X-Sectional Geometry and Bankfull Discharge
I Chadric Creek
' UPS DA=0.94mi2
DS DA = 0.96 mil

0

Method Area Width Depth Discharge
NC Regression 18.5 17.1 1.08 40.9
Field Data 18.1 14.5 1.2 68.8
NC Regression 18.7 17.1 1.08 53.6
Field Data 18.3 16.4 1.1 57.3
NC Regional Regression
A = 19.233 X (0.6528)
W = 17.41 X (0.1692)
D = 1.0971 X (0.2852)
Q = 55.308 X (0.717)

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Channel Morphology and Stability Assessment
Supporting Documentation
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Worksheet 5-3. Field form for Level II stream classification (Rosgen, 1996; Rosgen and Silvey, 2005).
Stream: Chadric, Reach - Reach 1
Basin: Mitchell River Drainage Area: 620.8 acres 0.97 mil
Location:
Twp.&Rge: ; Sec.&Qtr.: ;
Cross-Section Monuments (Lat./Long.): 0 Lat / 0 Long Date: 05/28/11
Observers: SWC Valley Type: VIII
B
F ankfull WIDTH (Wbkt)
WIDTH of the stream channel at bankfull stage elevation, in a riffle section. 15,85
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross-section, at bankfull stage elevation, in a
riffle section (df*f = A / Wbkf). 1.31
Bankfull X-Section AREA (Abkf)
AREA of the stream channel cross-section, at bankfull stage elevation, in a riffle
section. 20.81
H
Width/Depth Ratio (Wbkf / dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH, in a riffle section. 12.1
Maximum DEPTH (d,nbkf)
Maximum depth of the bankfull channel cross-section, or distance between the
bankfull stage and Thalweg elevations, in a riffle section. 2.08
WIDTH of Flood-Prone Area (Wfp,,)
Twice maximum DEPTH, or (2 x d,f*f) = the stage/elevation at which flood-prone area
WIDTH is determined in a riffle section. 50
ft/ft
i+
Entrenchment Ratio (ER)
The ratio of flood-prone area WIDTH divided by bankfull channel WIDTH (Wfp,/ Wf*f)
(riffle section). 3.15
Channel Materials (Particle Size Index ) D50
The D50 particle size index represents the mean diameter of channel materials, as
sampled from the channel surface, between the bankfull stage and Thalweg
elevations. 26.13
ft/ft
mm
Water Surface SLOPE (S)
Channel slope = "rise over run" for a reach approximately 20-30 bankfull channel
widths in length, with the "riffle-to-riffle" water surface slope representing the gradient
at bankfull stage. 0.01311
Channel SINUOSITY (k)
Sinuosity is an index of channel pattern, determined from a ratio of stream length
divided by valley length (SL / VL); or estimated from a ratio of valley slope divided by
channel slope (VS / S). 1.19
ft/ft
Copyright © 2006 Wildland Hydrology WARSSS page 5-29
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N
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c
co
N
0
c
0
N
.L
TO
O 2
LO
O
1
River Name: chadric creek
' Reach Name: Reach 1
Sample Name: Reach
Survey Date: 05/12/2011
----------------------------------------------------------------------
Size
(mm) TOT # ITEM % cum %
--------
-
0 - 0.062 ------------

0 -----

0.00 -------
-------------------
0.00
0.062 - 0.125 5 5.00 5.00
0.125 - 0.25 6 6.00 11.00
0.25 - 0.50 6 6.00 17.00
0.50 - 1.0 4 4.00 21.00
1.0 - 2.0 5 5.00 26.00
' 2.0 - 4.0 1 1.00 27.00
4.0 - 5.7 1 1.00 28.00

' 5.7 - 8.0
8.0 - 11.3 4
5 4.00
5.00 32.00
37.00
11.3 - 16.0 4 4.00 41.00
16.0 - 22.6 6 6.00 47.00
22.6 - 32.0 8 8.00 55.00
32 - 45 3 3.00 58.00
45 - 64 7 7.00 65.00
64 - 90 14 14.00 79.00
90 - 128 13 13.00 92.00
128 - 180 6 6.00 98.00

i 180 - 256
256 - 362 2
0 2.00
0.00 100.00
100.00
362 - 512 0 0.00 100.00
512 - 1024 0 0.00 100.00
1024 - 2048 0 0.00 100.00
Bedrock 0 0.00 100.00
D16 (mm) 0.46
i D35 (mm) 9.98
D50 (mm) 26.13
D84 (mm) 104.62
D95 (mm) 154
D100 (mm) 256
Silt/clay (%) 0
Sand (%) 26
Gravel (%) 39
cobble (%) 35
Boulder (%)
Bedrock (%) 0
0
Total Particles = 100.

1

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aauid luaOaad
1
River Name: chadric creek
' Reach Name: Reach 1
Sample Name: Active Riffle
survey Date: 05/12/2011
----------------------------------------------------------------------
Size (mm)
- - ------- TOT #
---------------- ITEM %
---------- cum %
---------------------------
0 - 0.062 0 0.00 0.00
0.062 - 0.125 0 0.00 0.00
0.125 - 0.25 0 0.00 0.00
0.25 - 0.50 0 0.00 0.00
0.50 - 1.0 0 0.00 0.00
1.0 - 2.0 2 2.00 2.00
' 2.0 - 4.0 1 1.00 3.00
4.0 - 5.7 3 3.00 6.00
5.7 - 8.0 4 4.00 10.00
8.0 - 11.3 4 4.00 14.00
11.3 - 16.0 2 2.00 16.00
16.0 - 22.6 7 7.00 23.00
22.6 - 32.0 9 9.00 32.00
32 - 45 9 9.00 41.00
45 - 64 8 8.00 49.00
64 - 90 12 12.00 61.00
90 - 128 19 19.00 80.00
128 - 180 11 11.00 91.00
180 - 256 8 8.00 99.00
256 - 362 1 1.00 100.00
362 - 512 0 0.00 100.00
512 - 1024 0 0.00 100.00
1024 - 2048 0 0.00 100.00
Bedrock 0 0.00 100.00

' D16 (mm)
D35 (mm) 16
36.33
D50 (mm) 66.17
D84 (mm) 146.91
D95 (mm) 218
D100 (mm) 361.99
silt/clay (%) 0
Sand (%) 2
Gravel (%) 47
cobble (%) 50
Boulder (%) 1
Bedrock (%) 0
Total Particles = 100.

1

1
1
1
1
1
1
1
1
1
1
1
1

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0
0
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River Name: Chadric creek
Reach Name: Reach 1
Sample Name: Bar Sample
Survey Date: 05/19/2011
----------------------------------------------------------------------
SIEVE (mm)
-------------- NET WT
-----------------------------------------------------
63 2.52
31.5 13.48
16 5.15
' 8 4.15
4 2.49
2 1.39
' PAN 3.23
D16 (mm) 5.87
D35 (mm) 20.18
D50 (mm) 35.38
D84 (mm) 65.99
D95 (mm) 91.44
D100 (mm) 103
silt/clay (%) 0

' Sand M
Gravel (%) 8.94
74.32
Cobble (%) 16.74
Boulder (%) 0
' Bedrock (%) 0
Total weight = 36.1400.
Largest Surface Particles:
Siz e(mm) weight
Particle 1: 103 2.29
' Particle 2: 78 1.44

n

1
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1
1
1
1

1
1
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0
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N
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co
CL

1
1
1
1
1
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1
1

c
a.
d
c
i c
m
s
U
11-inear Wavelength (X) E 119 ii 109 1130 lift Linear Wavelength to Riffle Width (X/ Wbkf) 7.968 7.273'8.670
Stream Meander Length (Lm) 147 1 147 ; 148 Ift Stream Meander Length Ratio (Lm/ Wbw) i 9.853; 9.799 19.913
Radius of Curvature (Rc) ; 33.2 1 27.1 1 46.2 Iff Radius of Curvature to Riffle Width (R./ Wbkf) 12.21911.81113.088
Belt Width (WblJ 52 1 36.21 66.8 =ft Meander Width Ratio (Wbn/ Wbkf) i
.3.476 2.42014.465
Arc Length (La) i 59.2 1 48 1 68.3 ift Arc Length to Riffle Width (La/ Wbkf) i 3.95713.209 ; 4.566
Riffle Length (Lr) 20.2 19.12 139.6 ift Riffle Length to Riffle Width (Lr/ WbM) ;1.35310.610 ; 2.649
11ndividual Pool Length (Lp) 1 20.4 r 13.7 1 25.9 ift Individual Pool Length to Riffle Width (Lp/ Wba) 1.360r 0.91411.734
Pool to Pool Spacing (PS) 1 56.2 If 43.1 1 67.9 lift Pool to Pool Spacing to Riffle Width (Ps/ Wbkf) 3.754 2.878 4.5351

Valley Slope (Sval) 1 0.0156 Ift/ft Average Water Surface Slope (S) 1 0.01305 Ift/ft Sinuosity (S"d/ S) ; 1.19
Stream Length (SL) 1 376 ift Valley Length (VL) 1 316 ift Sinuosity (SL / VL) 11.19
Low Bank Height
(LBH) start! 1.69 !ft
end! 2.2 ift Max Depth start ) 1.69 ift
(dmax) end! 1.67 ift Bank-Height Ratio (BHR)
(LBH / dmax) start! 1
end! 1.32
Facet Sianes Yvan Min Yav nimansinnlaees Farat ttilnm Rating Yaan Yin Yem
N
0
a
d
c
c
ea
t
U
Riffle Slope (Sill) i 0.023i 0.009:0.031 1ft/ft Riffle Slope to Average Water Surface Slope (S,# / S) li 1.782 If 0.664 112.3401
Run Slope (Srun) 0.041110.018; 0.086 ft/ft Run Slope to Average Water Surface Slope (S,,, / S) 13.170111.347 6.582
Pool Slope (Sp) 10.003i 0.001 i 0.007 1ft/ft Pool Slope to Average Water Surface Slope (Sp / S) 10.24010.05510.510
Glide Slope (S9) 10.007110.004 10.010 1ft/ft Glide Slope to Average Water Surface Slope (S9 / S) 10.56510.32610.803
Step Slope (Sa) 10.00010.00010.000 ift/ft Step Slope to Average Water Surface Slope (Ss/ S) 10.00010.00010.000
Max Riffle Depth (dmaxfff)
Max Run Depth (d,n.,un)
Max Pool Depth (dmaxp)
Max Glide Depth (dmaxg)
Max Step Depth (dm..) I
Mean Min Max Dimensionless Depth Ratios
1.69 , 1.241 1.94 ift Max Riffle Depth to Mean Riffle Depth (dmax,lf / dbkf)
1.9711 1.63 1 2.21 ft Max Run Depth to Mean Riffle Depth (dmaxmo / dbkf)
2.51 1 1.98 i 2.87 ift Max Pool Depth to Mean Riffle Depth (dmaxp / dbkf)
1.51 1 1.3 i 1.77 ift Max Glide Depth to Mean Riffle Depth (dmaxg / dbki)
0 1 0 I 0 Ift Max Step Depth to Mean Riffle Depth (dmam / dbkf)
1.3631 1 1 1.56
1.589 1.315 1.78
2.0241 1.5971 2.31
1.21811.0481 1.43
0 0 0
Copyright 0 2009 Wildland Hydrology WARSSS page 5-34
Worksheet 5-4. Morphological relations, including dimensionless ratios of river reach sites (Rosgen and Silvey, 2007;
Rosgen, 2008).
ivun, max a mean oepms are measurea irom l nalweg io oaniduii at mia-point or feature Tor rITTleS and runs, the deepest part of pools, & at the tail-out of glides.
Composite sample of riffles and pools within the designated reach. ` Active bed of a riffle. "Height of roughness feature above bed.

0
1
G
G
1

n
u
Worksheet 5-4. Morphological relations, including dimensionless ratios of river reach sites (Rosgen and Silvey, 2007; Rosgen,
2008).
Stream: Chadric Creek Location: Reach - Reach 1
Observers: SWC Date: 05/28/11 Valley Type: VIII Stream Type: C 4

Riffle Dimensions*,- River Reach Dimension Summary Data.....1
Mean Min Max Riffle Dimensions & Dimensionless Ratios*"
Mean Min Max
Riffle Width (Wf,kf) 14.961 14 1 15.85 Ift Riffle Cross-Sectional Area (Abkf) (fe) 118.62116.1620.81
Mean Riffle Depth (dbkf) 1 1.24 1 1.15 1 1.31 Ift Riffle Width/Depth Ratio (Wbkf / dbkf) 112.07111.94112.17
w
c Maximum Riffle Depth (dm.j 1 1.69 ! 1.24 1 1.94 Ift Max Riffle Depth to Mean Riffle Depth (drr,a%/ dbkt) ! 1.36311.00011.565
Width of Flood-Prone Area (Wfpa) 1 26.86 1 24.23E 30.66 Ift Entrenchment Ratio (Wfp. / Wbkf) 11.79511.62012.049
m
E Riffle Inner Berm Width (Wb) '1 11.3 ! 9.67 ! 14.41 ift Riffle Inner Berm Width to Riffle Width (Wib /Wbkf) 10.75510.64610.963
Riffle Inner Berm Depth (d;b) 1 0.77 1 0.68 1 0.93 lift Riffle Inner Berm Depth to Mean Depth (dib / db;,f) 10.62110.54810.750
Riffle Inner Berm Area (At,) 1 8.59 1 6.57 1 10.07 IfTz Riffle Inner Berm Area to Riffle Area (Alb / Abkl) 10.46110.353' 0.541
Riffle Inner Berm W/D Ratio (W;b / db) 1 15.15 1 10.61 1 20.631
1 I 1

Pool Dimenslone «.. "' Mean Min Max Pool' Dimensions & Dimensionless Ratios**** Mears Min Max
Pool Width (Wbkfp) 1 13.04 1 13.02 1 13.05 lift Pool Width to Riffle Width (Wbkfp / Wbkf) 10.87210.87010.872
« Mean Pool Depth (dbkfp) I 1.77 1 1.38 1 2.15 ift Mean Pool Depth to Mean Riffle Depth (dbkfp / dbf f) 111.42711:1113111.734 1
Pool Cross-Sectional Area (Abkfp) ! 22.96 1 17.98 1 27.93 left Pool Area to Riffle Area (Abkfp / Abkt) 11.23310.96611.500
.fo
A Maximum Pool Depth (d..,) 1 2.51 i 1.98 1 2.87 Ift Max Pool Depth to Mean Riffle Depth (dm.. / dbkf) 12.02411.59712.315
Pool Inner Berm Width (Wbp) i 9.77 i 9.35 ! 10.19 ift Pool Inner Berm Width to Pool Width (Wbp / Wbkfp) 10.7491! 0.71710.781
O Pool Inner Berm Depth (dbp) 1 1.23 1 0.86 1 1.59 ift Pool Inner Berm Depth to Pool Depth Abp / dbkfp) 10.69510.48610.898
ti Pool Inner Berm Area (Abp) i 12.12 1 8 1 16.24 Ife Pool Inner Berm Area to Pool Area (A
bp /Abkfp)
10.52810.34810.707
Point Bar Slope (Spb) 134.000133.000135.0001ft/ft Pool Inner Berm Width/Depth Ratio (Wbp/ dibp) 1 8.66 16.39 110.93

Run Dimensions' Mean Min Max Run Dimensionless Ratios"" Mean Min Max
w
c Run Width (Wbkf,) 1 12 1 11.54 1 12.45 ift Run Width to Riffle Width (Wbkf, / Wbkf) 10.80210.77110.832

c Mean Run Depth (dbkfr) '1 1.41 1 1.22 1 1.59 ift Mean Run Depth to Mean Riffle Depth (dbkfr / dbkf) 11.13710.98411.282
Run Cross-Sectional Area (Abkfr) 1 16.77 1 15.15 1, 18.39 !ft Run Area to Riffle Area (Abkir / Abkf) 10.90110.81410.988
Maximum Run Depth (dm.w) i 1.97 '1 1.63 i 2.21 ift Max Run Depth to Mean Riffle Depth (dma> / dbkf) 11.58911.315' 1 1.782
M Run Width/Depth Ratio (Wbkfr/ dbkfr) 1 8.73 ! 7.26 , 10.21 ift '1 I

Glide Dimensions' Mean Min Max Glide Dimensions & Dimensionless Ratios- Mean Min Max
Glide Width (Wbkfg) 1 14.86 ! 14.37 '! 15.35 ift Glide Width to Riffle Width (Wbkfg / Wbkf) !0.99310.96111.026
*
w Mean Glide Depth (dbkf,) 1 1.2 i 1.16 1 1.24 Ift Mean Glide Depth to Mean Riffle Depth (dbkfg / dbkf) 10.96810.93511.000
c Glide Cross-Sectional Area (Abkf,) 1 17.82 1 16.63 i 19 ift Glide Area to Riffle Area (Abkfg / Abkf) '10.95710.89311.020
4 Maximum Glide Depth (dm..,) 1 1.51 1 1.3 ! 1.77 Ift Max Glide Depth to Mean Riffle De th d /
P ( m.rg dbkf)
! 1.21811.048! 1.427
Glide Width/Depth Ratio (Wbkfg/ dbWg) 112.38 112.38 1 12.39 ift/ft Glide Inner Berm Width/Depth Ratio (Wbg/ d;f g) 119.02117.21120.84
v Glide Inner Berm Width (Wbg) i 10.64 i 9.34 1 11.94 ift Glide Inner Berm Width to Glide Width (W;yg/Wbkfg) 10.71610.629!0.803
Glide Inner Berm Depth (dibg) 1 0.57 1 0.45 1 0.69 !ft

1 Glide Inner Berm Depth to Glide Depth (dbg / d bkfg)
'0.47510.37510.575
i r ,
Glide Inner Berm Area (A;bg) i 6.24 1 4.19 ! 8.29 '1W Glide Inner Berm Area to Glide Area (Ab, / Abkfg) '0.35010.2350.465

Ste Dimensions" Mean Min Max St Dimensionless Ratioe- Mean Min, Max
Step Width (W..) ! 0 1 0 1 0 !ft Step Width to Riffle Width (Wbkf./ Wbkf) I0.0001
i0.000l0.000
«
a Mean Step Depth (dbkf.) 1 0 1 0 1 0 ift Mean Step Depth to Riffle Depth (dbkf./ dbkf) 10.00010 00010 0013d
N Step Cross-Sectional Area (Abkf.) 1 0 i 0 0 ift Step Area to Riffle Area (Abkf. / Abkf) 10.00010.00010.000
Maximum Step Depth (dm.x) 1 0 1 0 1 0 ift Max Step Depth to Mean Riffle Depth (dm../ dbkf) 10-0 10
1 0 000011 .000
Step Width/Depth Ratio (Wbkf./ dbkf.) ! o '1 o l o
t
' 'Riffle-Pool system (i.e., C, E, F stream types) bed features include riffles, runs, pools and glides.
"Step-Pool system (i.e., A, 8, G stream types) bed features include riffles, rapids, chutes, pools and steps (note: include rapids and chutes in riffle category).
"'Convergence-Divergence system (i.e., D stream types) bed features Include riffles and pools; cross-section taken at riffles for classification purposes.
**"Mean values are used as the normalization parameter for all dimensionless ratios; e.g., minimum pool width to riffle width ratio uses the mean riffle width value.

1
1
1
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1
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1
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1
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1
Worksheet 2-2. Computations of velocity and bankfull discharge using various methods (Rosgen, 2006b; Rosgen and
Silvey, 2007).
Bankfull VELOCITY & DISCHARGE Estimates
Stream: Chadric Creek Location: Reach - Reach 1
Date:
1 5/21/2011 Stream Type: C4 Valley Type: VIII
1
Observers: SWC HUC:
INPUT VARIAB LES OUTPUT VARIA BLES
Bankfull Riffle Cross-Sectional Abkf .,. d

AREA 20.81
f
2 Bankfull Riffle Mean DEPTH 1.31 bkl
(
t
)
_ (ft)
Bankfull Riffle WIDTH 15.85 Wbkf Wetted AMW
METER_] 33
I 17 WP
(ft) (2 * dbkf ) + Wbkf . (ft)

D84 at Riffle
146.91 Dia.
(mm)
(mm)
D84 (mm) /30 4.8
0.48
D84
(g)
Bankfull SLOPE 0
(ft / ft) Hydraulic RADIUS
. , Abkf / Wp 1.20 R
(ft)
Relative Roughness
Gravitational Acceleration 11 32.2 g 2.49 R / D84
(ft / sect) R(ft) / D. (ft)
Drainage Area IL 1.0 DA =U1 ar Velocity 0 712 u*
(mil) * = (gRS)'/2 (ft/sec)
ESTIMATION METHODS Bankfull Bankfull
VELOCITY DISCHARGE
1. Friction Reiatlve u = [2.83 + 5.66 *Log R / D u*
FactorZRouahnsss f e4 l l 3.61 ft /sec 75.17 cfs
2. Roughness Coefficient: a) Manning's n from Friction Factor / Relative
Roughness (Figs. 2-18, 2-19) u= 1. 49*Rw *S'n/ n n = 0.062 3.10 it /sec 64.51 cfs
2. Roughness Coefficient: u = 1.49*R* *S'2/ n
b) Manning's n from Stream Type (Fig. 2-20) n = 0.04 4.81 ft / sec 100.10 cfs
2. Roughness Coefficient: u = 1.49*R" *S "2/ n
c) Manning's n from Jarrett (USGS): n = 0.39*S°-w *R-o-'B 2.63 ft / sec 54.73 cfs

Note: This equation is applicable to steep, step/pool, high boundary
073
0
'
roughness, cobble- and boulder-dominated stream systems; i.e., for n =

3. Other Methods (Hey, Darc -Weisbach, Chez C, etc.)
3.96 It /sec 1 1782,38 cis
Da -Weisbach Leo old, WoIman and Miller
-11
3. Other Methods (Hey, Darc -Weisbach, C C, etc.
0.00 ft /sec 0.00 cfs
Chez C
4. Continuity Equations: a) Regional Curves u = O / A /

Return Period for Bankfull Discharge Q = 1.2 year 2,59 sec J
it 54.00 Cfs
4. Continuity Equations: b) USGS Gage Data u = Q / A
1

0.00
1

ft/ c e
?]

0.00
I

cfs
L
Protrusion Height Options for the D. Term in the Relative Roughness Relation (R/D..l - Estimation Method 1

Option 1. For sand-bed channels: Measure 100 "protrusion heights" of sand dunes from the downstream side of feature to the top of feature.
Substitute the D84 sand dune protrusion height in ft for the D84 term in method 1.
Option 2. For boulder-dominated channels: Measure 100 "protrusion heights" of boulders on the sides from the bed elevation to the top of the
rock on that side. Substitute the D84 boulder protrusion height in ft for the D84 term in method 1.
Option 3. For bedrock-dominated channels: Measure 100 "protrusion heights" of rock separations, steps, joints or uplifted surfaces above
channel bed elevation. Substitute the D84 bedrock protrusion height in ft for the D84 term in method 1.
Option 4. For log-influenced channels: Measure "protrustion heights" proportionate to channel width of log diameters or the height of the log
on upstream side if embedded. Substitute the D84 protrusion height in ft for the D84 term in method 1.
Copyright © 2008 Wildland Hydrology
River Stability Field Guide page 2-41
Worksheet 3-1. Riparian vegetation composition/density used for channel stability assessment.
1

1
Riparian Vegetation
Stream: Chadric Creek Location: Reach 1
Reference
h
X Disturbed
(impacted
Observers: SWC reac reach) Date: 05/13/11
Existing Potential
species Poplar, Sycamore, White Pine, Wild species Poplar, Sycamore, Maple, Oak,
composition: Cherry, Maple composition: Dogwood, Cherry
Riparian cover Percent aerial Percent of site Percent of total
categories cover* coverage** Species composition species
composition
Poplar 30%
o .......................
_Sycamore ....................................................
... .................._30%
White Pine 5%
d
0 Canopy layer 60% 35% .
...Wild
Cherry
.
..................................................
Ma le ...................................................
25%
----- --- --- ---- ----- ....----...-..................
0%
100%

Rhododendron
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25%
...................................................
o Mountain Laurel 15%
H ....American.Holl ..............................................
y ....................15%.................
Shrub layer 0% -......---........----...--..............
.............................................-
Privett -...................... --o-.--.................
20%
o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . . .
Dogwood ...................................................
25%
N _..._..............---...--.--_--_.._--------------°....----.........--- - ° -............._........................
0%
100%

Ferns
....................... ....................................................................... 35%
........................
.
.

Greenbriar
. . . . . . . . . . . . . ... . ....... . . . . . . . ... . ...
.
.
. . .
. .
. . . .
. . . . . . .
. .
.. ..
..
.. ...........
5%
.................... ..
.
.
. . . . ... . . . . . . . . . . . . . . . . . .
.
.
. . .
. .
.
.
Honey
Suckle .
.........
..................
2
0
%
Herbaceous 55% .
...
............................................... ..................
........
......
...................
Moss
..
.
.....
..
.. 20%

m ..
.
.
.
.
...................................................................
Grasses .......................... .o.....................
20 /°
----------------------------------------------------------------------------------------------- ---------------------0% .............................
= 100%

%- Leaf or needle
8%
Remarks:
litter Condition, vigor and/or
M usage of existing reach:
Bare ground 2%
*Based on crown closure.
** Column Total
Based on basal area to surface area.
100%

Copyright 0 2008 Wildland Hydrology River Stability Field Guide page 3-6

1
1
1
1
1
1
1

1
Worksheet 3-2. Flow regime variables that influence channel characteristics, sediment regime and
biological interpretations.
FLOW REGIME
Stream: Chadric Creek Location: Reach 1
Observers: SWC Date 5/28/2011
List ALL COMBINATIONS that
APPLY ............... Q P a 2
General Cateaorv
E Ephemeral stream channels: Flows only in response to precipitation
S Subterranean stream channel: Flows parallel to and near the surface for various seasons - a sub-
surface flow that follows the stream bed.
Intermittent stream channel: Surface water flows discontinuously along its length. Often
associated with sporadic and/or seasonal flows and also with Karst (limestone) geology where
losing/gaining reaches create flows that disappear then reappear farther downstream.
P Perennial stream channels: Surface water persists yearlong.
Saecific Cateaorv
1 Seasonal variation in streamflow dominated primarily by snowmelt runoff.
2 Seasonal variation in streamflow dominated primarily by stormflow runoff.
3 Uniform stage and associated streamflow due to spring-fed condition, backwater, etc.
4 Streamflow regulated by glacial melt.
5 Ice flows/ice torrents from ice dam breaches.
6 Alternating flow/backwater due to tidal influence.
7 Regulated streamflow due to diversions, dam release, dewatering, etc.
8 Altered due to development, such as urban streams, cut-over watersheds or vegetation
conversions (forested to grassland) that change flow response to precipitation events.
9 Rain-on-snow generated runoff.
Copyright © 2008 Wildland Hydrology
River Stability Field Guide page 3-11

1

Worksheet 3-3. Stream order and stream size categories for stratification by stream type.
Stream Size and Order
Stream: Chadric Creek
Location: Reach 1
Observers:
Date: SWC
5/28/2011
Stream Size Category and Order' S-2(3/4) I

Category STREAM SIZE: Bankfull
width Check (ve')
appropriate
meters feet category
S-1 0.305 <1 T-
S-2 0.3-1.5 1-5 W
S-3 1.5-4.6 5-15
S-4 4.6-9 15-30
S-5 9-15 30 - 50
S-6 15 - 22.8 50 - 75
S-7 22.8-30.5 75-100
S-8 30.5 - 46 100-150
S-9 46 - 76 150 - 250
S-10 76 -107 250 - 350
S-11 107-150 350 - 500 r
S-12 150 - 305 500 -1000
S-13 >305 >1000
Strea m Order
Add categories in parenthesis for specific stream order of
reach. For example a third order stream with a bankfull width
of 6.1 meters (20 feet) would be indexed as: S-4(3).
Copyright @ 2008 Wildland Hydrology River Stability Field Guide page 3-14
Worksheet 3-4. Meander pattern relations used for interpretations for river stability.
Meander Patterns
Stream: Chadric Creek Reach: Reach 1
Observers: SWC Date: 5/28/2011
List ALL CATEGORIES that APPLY M3 I I
Various Meander Pattern variables modified from Galav et al. (1973)

M5 UNCONFINED MEANDER SCROLLS
? ik

M8 IRREGULAR MEANDERS with oxbows and
Copyright @ 2008 Wildland Hydrology River Stability Field Guide page 3-16
Worksheet 3-5. Depositional patterns used for stabiilty assessment interpretations.
Depositional Patterns
Stream: Chadric Creek Reach: Reach 1
Observers: SWC Date: 5/28/2011
List ALL CATEGORIES that APPLY B1 -
Various Depositional Features modified from Galay et al. (1973)

r?, ?y.? e1, ;
?i"`

B5 DIAGONAL BARS

lie*
f
B6 Main Channel Branching with Numerous
MID-CHANNEL BARS and Islands

BT SIDE BARS AND MID-CHANNEL BARS
with Length Exceeding 2 to 3 Channel Widths

'ail
B8 DELTA BARS

Copyright @ 2008 Wildland Hydrology River Stability Field Guide page 3-20
Worksheet 3-6. Various categories of in-channel debris, dams and channel blockages
used to evaluate channel stability.

1

n

ii
iu

Channel Blockages
Stream: Chadric Creek Location: Reach 1
Observers: SWC Date: 5/28/2011
Materials that upon placement Into the active channel or flood- Check
Description/extent prone area may cause adjustments In channel dimensions or all that
conditions due to Influences on the existing flow regime. apply
D1 None Minor amounts of small, floatable material. F
D2 Infrequent Debris consists of small, easily moved, floatable material, e.g., leaves, r
needles, small limbs and twigs.
Increasing frequency of small- to medium-sized material, such as large limbs,
D3 Moderate branches and small logs, that when accumulated, affect 10% or less of the P
active channel cross-section area.
Significant build-up of medium- to large-sized materials, e.g., large limbs,
D4 Numerous branches, small logs or portions of trees that may occupy 10-30% of the l
active channel cross-section area.
Debris "dams" of predominantly larger materials, e.g., branches, logs and
D5 Extensive trees, occupying 30-50% of the active channel cross-section area, often F
extending across the width of the active channel.
Large, somewhat continuous debris "dams," extensive in nature and
D6 Dominating occupying over 50% of the active channel cross-section area. Such ?-
accumulations may divert water into the flood-prone areas and form fish
migration barriers, even when flows are at less than bankfull.
Beaver dams: An infrequent number of dams spaced such that normal streamflow and F
D7
Few expected channel conditions exist in the reaches between dams.
Beaver dams: Frequency of dams is such that backwater conditions exist for channel
D8 reaches between structures where streamf low velocities are reduced and f
Frequent channel dimensions or conditions are influenced.
Beaver dams: Numerous abandoned dams, many of which have filled with sediment and/or
D9 Abandoned breached, initiating a series of channel adjustments, such as bank erosion,
lateral migration, avulsion, aggradation and degradation.
Structures, facilities or materials related to land uses or development located
Human within the flood-prone area, such as diversions or low-head dams, controlled
D10 influences by-pass channels, velocity control structures and various transportation Ir
encroachments that have an influence on the existing flow regime, such that
significant channel adjustments occur.
I Copyright © 2008 Wildland Hydrology
River Stability Field Guide page 3-26

Worksheet 3-7. Relationship of Bank-Height Ratio (BHR) ranges to corresponding stream stability ratings.

1
I

1

1

Degree of Channel Incision
Low Bank Height: 1.69 Bank-Height Ratio: 1.1
Max Bankfull Depth: 1.9
Degree of Channel Incision Stability Rating c? Slightly Incised

Degree of Channel Incision

2

1.9 --
- - -
1.8

CO 1.7 ----
O
r - - -
-
C13 1.6 - - - -
---
Fr
s 1.5 - - -
•? 1.4 - ----- - --- --- - --- - - -

- -
C 1.3 ------ - --
t0
m
1.2
-- ---
-- - -
- ---- - - - --
1.1 ------------------
- ------
--- -- - --

1
Stable Slightly Incised Moderately Incised Deeply Incised
Stability Rating
Copyright 0 2008 Wildland Hydrology
River Stability Field Guide page 3-34

Worksheet 3-8. Stability ratings based on departure of width/depth ratio from reference condition.

C
1

Width/Depth Ratio State
Existing Width/Depth Ratio: 12.1 Ratio of existing W/d to reference W/d: 1.05
Reference Width/Depth Ratio: 11.5
Width/Depth Ratio State Stability Rating c Stable
Width/Depth Ratio Stability Ratings

3
1
8
.
d
m
w
d
` 1.6
o

-- - -

-

-
> o
M ?
m 1.4 - - ---- -

1
2 ---
.
Only use "Decrease relative to
o reference w/d ratio" for incising
0
1 -__---_----_--- --._ _-. _ __ ___ __.---.....-----.__. _ channels (Bank-Height Ratio A) -

3 3 (Worksheet 3-7)
v 0.8 - - -
d
d?
d
0 0 0.6 - - -- - ----- - ----- - -- --- - - ----
o >
0
4
.
v d
3 d - - - - -
o C5
0
2
.
ac o Stable Moderately Unstable Unstable Highly Unstable
Stability Rating
Copyright 0 2008 W ildland Hydrology River Stability Field Guide page 3-38

Worksheet 3-9. Degree of confinement based on Meander Width Ratio (MWR) divided by reference
condition Meander Width Ratio (MWRref)•

1

u

Degree of Confinement
Existing Meander Width Ratio (MWR): 7.52 F Ratio of MWR to MWR,f: 2.15
Reference Meander Width Ratio (MWRref): 3.5
Degree of Confinement Stability Rating' Unconfined
Degree of Confinement based on
Meander Width Ratio ( MWR) / Reference Condition ( MWRref )

0.1 ?_.
I .. _ _.? _ z..
<010
0.2
0.10-0.29
d 0.3

0.4 m....a_ _ ._ _. _ ., . r _..... . .,_, w : __..._

0.5
u.

0.6 w .,,v - . _.. _. ..._ _
0.30-0.79
1q Y _ ,.. , ,._
0.7
0.8
.0.80 -1.00. _, .

1
0 I
i
. Unconfined Moderately Confined Confined Severely Confined
Degree of Confinement

Copyright 0 2008 Wildland Hydrology River Stability Field Guide page 3-38
11

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Worksheet 3-14. Sediment competence calculation form to assess bed stability.

Stream: Chadric Stream Type: C 4
Location: Reach 1 Valley Type: VIII
Observers: SWC Date: 05/28/2011
Enter Required Information for Existing Condition
66.2 D50 Riffle bed material D50 (mm)
35.4 d50 Bar sample D50 (mm)
0.34 Dmax Largest particle from bar sample (ft) 103 (mm)
1
304.8 mm/ft
0.01311 S Existing bankfull water surface slope (ft/ft)
1.26 d Existing bankfull mean depth (ft)
1.65 YS -1 Immersed specific gravity of sediment

Select the Appropriate Eq uation and Calculate Critical Dimensionless Shear Stress
1.87 Dso1Dso Range: 3 - 7 Use EQUATION 1: ti* = 0.0834 ( DsoIDnsj 1.872
1.56 DmaxiD5o Range: 1.3 - 3.0 Use EQUATION 2: T* = 0.0384 (DmaxiD5o) .887
0.026 ti* Bankfull Dimensionless Shear Stress EQUATION USED: 2

Calculate Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample

1.11
d z ? - 1)Dmax
Required bankfull mean depth (ft) d IS S (use Dma), in ft)
Calculate Bankfull Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample
0.01158 S Required bankfull water surface slope (ft/ft) S. S (use Dmax in ft)
d
Check: f- Stable f- Aggrading f- Degrading

Sediment Competence Using Dimensional Shear Stress
1.031 Bankfull shear stress T ='pdS (lbs/fe) (substitute hydraulic radius, R, with mean depth, d )
= 62.4, d = existing depth, S = existing slope
Shields
72 co
150
Predicted largest moveable particle size (mm) at bankfull shear stress 'r (Figure 3-11)
Shields
1.35 co
0.58
Predicted shear stress required to initiate movement of measured Dmax (mm) (Figure 3-11)
Shields

1.65 co

0.71 Predicted mean depth required to initiate movement of measured Dmax (mm) d Z
=-
T = predicted shear stress, 7= 62.4, S = existing slope YS
Shields
0.0172 co
0.0074 Predicted slope required to initiate movement of measured Dmax (mm) Z
S
'L =predicted shear stress,7 = 62.4, d =existing depth yd
Check: f- Stable f`" Aggrading f` Degrading
Z: ij
Copyright @ 2008 Wildland Hydrology River Stability Field Guide page 3-101
Worksheet 3-16. Stability ratings for corresponding successional stage shifts of stream types. Check the
appropriate stability rating.
11

1
1

F"

C

Stream: Chadric Creek Stream Type: C 4
Location: Reach 1 Valley Type: Vlll
Observers: SWC Date: 05/28/2011
Stream Type Changes Due to

Successional Stage Shifts Stability Rating (Check
(Figure 3-14) Appropriate Rating)
Stream Type at potential, (CAE),
W Stable
(Fb-B), (G-B), (F- 13c), (F->C), (D-C)
(E-),C), (C--).High W/d C) I- Moderately Unstable
(G-,F), (F,D), (C,F) F- Unstable
(C,D), (B-->G), (D,G), (C,G), (E-->G) T- Highly Unstable
Copyright @ 2008 Wildland Hydrology River Stability Field Guide page 3-111
' Worksheet 3-16. Stability ratings for corresponding successional stage shifts of stream types. Check the
appropriate stability rating.

t

u
u
n

0

C

1
Stream: Chadric Creek Stream Type: C 4
Location: Reach 1 Valley Type: VIII
Observers: SWC Date: 05/28/2011
Stream Type Changes Due to Stability Rating (Check
Successional Stage Shifts
Appropriate Rating)
(Figure 3-14)
Stream Type at potential, (C--+E),
W Stable
(Fb->B), (G-B), (F-B.), (F-C), (D-C)
(E-+C), (C -High W/d C) )-` Moderately Unstable
(G-->F), (F,D), (C,F) f- Unstable
(C,D), (13,G), (D,G), (CMG), (ECG) r Highly Unstable
Copyright © 2008 Wildland Hydrology River Stability Field Guide page 3-111
Worksheet 3-17. Lateral stability prediction summary.

L

1
11

7
i

l

Stream: Chadric Creek Stream Type: C 4
Location: Reach 1 Valley Type: VIII
Observers: SWC Date: 05/28/2011
Lateral Stabilit y Categories
ri
bilit
it
l
L
e
a
y cr
atera
sta Selected
(choose one stability
Moderately
Highly
Points (from
category for each criterion Stable Unstable Unstable Unstable each row)
1-5)
W/d Ratio State < 1.2 1.2-1.4 1.4-1.6 > 1.6 2
1
(Worksheet 3-8) ..................................... ..................................... ...................................... ........................................
(2) (4) (6) (8)
Depositional Patterns 61, B2 B4, B8 B3 B5, B6, B7
2 (Worksheet 3-5)
.....................................
....................................
.......................................
........................................
(1) (2) (3) (4)
Meander Patterns M1, M3, M4 M2, M5, M6, M7,
M8

3 (Worksheet 3-4)

.............................

........................ 1
(?? (3)
LNL LIM
UL M/M
M/H
M/L MNH, M/Ex, H/L, H/H, H/Ex, Ex/M,
Dominant BEHI / NBS
4 ,
,
,
UH, LNH, M/V /VL ,
,
,
UEx, H/L H/M, H/H, Ex/H, ExNH,

2
(Worksheet 3-13)
..............................
......
..................................... VH/VL, Ex/VL
...................................... VHNH, Ex/Ex
........................................
(2) (4) (6) (8)
Degree
of Confinement 0.8-1.0 0.3-0.79 0.1-0.29 < 0.1
5
ref)
a 1
(Worksheet 3-9) ....................................
(1) ....................................
(2) .......................................
(3) ........................................
(4
Total Points 7
Lateral Stability Category Point Range
Overall Lateral Stability Moderately Highly
Category (use total points Stable Unstable Unstable Unstable
and check stability rating) 7-9 10-12 13-21
' > 21
r r r r
Copyright @ 2008 Wildland Hydrology River Stability Field Guide page 3-114
Worksheet 3-18. Vertical stability prediction for excess deposition or aggradation.

1

1

1
1
r

11

Stream: Chadric Creek Stream Type: C 4
Location: Reach 1 Valley Type: VIII
Observers: SWC Date: 05/2812011
Vertical Stability Vertical Stability Categories for Excess Deposition / Aggradation Selected
Criteria (choose one Points
stability category for each No Deposition Moderate Excess Aggradation (from each
criterion 1-6) Deposition Deposition row)
Sufficient depth Trend toward Cannot move D35 Cannot move D16 of
Sediment and/or slope to insufficient depth
and/or slope- of bed material bed material and/or
1 competence transport largest slightly and/or D100 of bar D100 of bar or sub- 2
(Worksheet 3-14) size available incompetent material pavement size
. ........................................ ..
(2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..
(4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..
(6) ...............................................
(8)
Sufficient Trend toward Reduction up to Reduction over

capacity to
insufficient 25% of annual 25% of annual

2 Sediment Capacity
transport annual
sediment
sediment field
of nt field for
sed
imeime
2
(POWERSED) load capacity and/or and/or
ed
suspended sand suspended sand
..........................................

(2) ...............

(4)

(6)
...... .............................
.....
.............. ............................
(8)
VIA Ratio State 1.0-1.2 1.2-1.4 1.4-1.6 >1.6
3
(Worksheet 3-8)

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
(2) (4) (6) (8)
Current stream
type at potential
(C-High W/d C),
Stream Succession or does not (E--,C) (B-High W/d B), (C-D), (F-D)
4 States (Worksheet 3- indicate
(C-F) 2
16)
deposition/
aggradation
..........................................
..........................................
.............................................
...............................................
(2) (4) (6) (8)
Depositional 61 B2, B4 133, B5 B6, B7, B8
5 Patterns (Worksheet 1
..................... ............................................. ...............................................
(1) (2) (3) (4)
Debris / Blockages D1, D2, D3 D4, D7 D5, D8 D6, D9, D10
6
(Worksheet 3-6)

.........................................

..........................................

.............................................

............................................... 1
(1) (2) (3) (4)
Total Points 10
Vertical Stability Category Point Range for Excess Deposition /
Aggradation
Vertical Stability for
Excess Deposition / Moderate Excess
Aggradation (use total No Deposition Deposition Deposition Aggradation
points and check stability 10 -14 15 - 20 21 - 30 > 30
rating) r F r r
Copyright © 2008 Wildland Hydrology River Stability Field Guide page 3-117
Worksheet 3-19. Vertical stability prediction for channel incision or degradation.

1

1

1
1

1
Stream: Chadric Creek Stream Type: C 4
Location: Reach 1 Valley Type: VIII
Observers: SWC Date: 05/28/2011
Vertical Stability Vertical Stability Categories for Channel Incision / Degradation Selected
Criteria (choose one Points
stability category for Not Incised Slightly Incised Moderately Degradation (from each
each criterion 1-6) Incised row)

Sediment
Does not Trend to move

larger sizes than

D100 of bed
Particles much

indicate excess
D1oo of bar or >
moved larger than D
100

2
1 Competence competence D84 of bed of bed moved
(Worksheet 3-14) ........................ .......................................... ...........................................
..........................................
(2) ................
(4) (6) (8)

Slight excess Excess energy
Excess energy
Does not energy: up to sufficient to transporting more
Sediment Capacity
2 indicate excess
10% increase increase load up °
than 50 /° of
2
(POWERSED) capacity above reference to of annual annual load

d
load
..
..........
.........................................
.
(2) .........................................
(4) ..........................................
(6) ..............................
.
(8)
Degree of Channel 1.00-1.10 1.11-1.30 1.31-1.50 > 1.50
3 Incision (BHR) 4
(Worksheet 3-7) ......................................... ........................................ ......................................... ............................................
(2) 1.12 (4) (6) (8)

Stream Succession
Does not If BHR > 1.1 and

stream type has
If BHR > 1.1 and

(13,G), (C,G),
4 States (Worksheets indicate incision
or degradation W/d
between stream type has
W/d less than 5 (E-.,G), (D,G) 2
3-16 and 3-7)
......................................... O
.........................................
.........................................
............................................
(2) (4) (6) (8)
Confinement 0.80-1.00 0.30-0.79 0.10-0.29 <0.10
(MWR / MWR
5
ref)
1
(Worksheet 3-9) ......................................... ......................................... ......................................... ............................................
(1) (2) (3) (4)
Total Points 11
Vertical Stability Category Point Range for Channel Incision /
Degradation
Vertical Stability for
Channel Incision/ Moderately
Degradation (use total Not Incised Slightly Incised Incised Degradation
points and check 9-11 12-18 19 - 27 > 27
stability rating) r r- I r
1 Copyright 0 2008 Wildland Hydrology River Stability Field Guide page 3-119
Worksheet 3-20. Channel enlargement prediction summary.

1

1

Stream: Chadric Creek Stream Type: C 4
Location: Reach 1 Valley Type: VIII
Observers: SWC Date: 05/28/2011
Channel Enlargement Channel Enlargement Prediction Categories
Prediction Criteria Selected
(choose one stability Moderate Points (from
category for each criterion No Increase Slight Increase Increase Extensive each row)
1-4)
Stream Type at
Potential, (C--+E),
W/d C),
(C-> (C,D), (B---.,G),
Successional Stage (Fb-B), (G-B , (
E
E-C)
2
1 Shift (Worksheet 3-16) (F-13j, (F-C), (E-G), (C-F)
(D,C)
..................................(2) ...................................t4) ..................................(S? .................................(8)

2 Lateral Stability Stable Moderately
Unstable Unstable Highly Unstable
2
(Worksheet 3-17)
.........................................
..........................................
.........................................
.........................................
(2) (4) (6) (8)
Vertical Stability Moderate
3 Excess Deposition or No Deposition Deposition Excess Deposition Aggradation 2
Aggradation
(Worksheet 3-18) ..................................(2) ...................................(4) ..................................(s) ...................................(8)
Vertical Stability
Moderately

4 Channel Incision or Not Incised Slightly Incised
Incised De
Degradation
4
Degradation
(Worksheet 3-19) ..................................(2) ...................................(4) ..................................(6) ...................................(a)
Total Points 10
Category Point Range
Channel Enlargement Moderate
Prediction (use total No Increase Slight Increase Increase Extensive
points and check stability 8-10 11 -16 17 - 24 > 24
rating) r l- r- f
Copyright @ 2008 Wildland Hydrology River Stability Field Guide page 3-121
Worksheet 3-21. Overall sediment supply rating determined from individual stability rating
categories.
fl

1

Stream: Chadric Creek Stream Type: C 4
Location: Reach 1 Valley Type: VIII
Observers: Date: 05/28/2011
Overall Sediment Supply
Prediction Criteria Selected
(choose corresponding Stability Rating Points Points
points for each criterion
1-5)
Stable 1
Lateral Stability Mod. Unstable 2
1
1
(Worksheet 3-17) Unstable 3
Highly Unstable 4
Vertical Stability No Deposition 1
Excess Deposition or Mod. Deposition 2 1
2
Aggradation Excess Deposition 3
(Worksheet 3-18) Aggradation 4
Vertical Stability Not Incised 1
Channel Incision or Slightly Incised 2 1
3
Degradation Mod. Incised 3
(Worksheet 3-19) Degradation 4
No Increase 1
Channel Enlargement Slight Increase 2
1
4 Prediction (Worksheet Mod. Increase 3
20
3
-
) Extensive 4
Good: Stable 1
Pfankuch Channel Unstable
Fair. Mod 2
h
bili
W
k
3 . 1
or
eet
-
5 Sta
ty (
s
10
)
Poor. Unstable
4
Total Points 5
Category Point Range
Overall Sediment Supply
Rating (use total points Low Moderate High Very High
and check stability rating) 5 6 -10 11 -15 16 - 20

Copyright @ 2008 Wildland Hydrology River Stability Field Guide page 3-124

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21
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1051-CHAD Plan: Plan 07 8/30/2011
20
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1051-CHAD Plan: Plan 07 8/30/2011
19
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1051-CHAD Plan: Plan 07 8/30/2011
18
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1051-CHAD Plan: Plan 07 8/30/2011
17
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1051-CHAD Plan: Plan 07 8/30/2011
16
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1051-CHAD Plan: Plan 07 8/30/2011
14
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13
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' Design Criteria
Supporting Documentation

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Chadric Creek
Design Criteria Table
Variables Existing Channel Proposed Reach Design Criteria
Stream Types C4 C4 C4
Drainage Area mi 0.97 0.97 NA
Bankfull Width (Wbkf)
14.0-15.9 14.5-15.0 Existing Geometry
Bankfull Mean Depth (dbkf)
1.15-1.31 1.1 Existing Geometry
Hydraulic Radius (R)
1.2 1.0 Existing Geometry
Width/Depth Ratio (Wbkf/dbkf)
11.94 - 12.17 13.2 Existing Geometry
Bankfull Cross-Sectional Area
Abkf 16.2-20.8 15.7 Existing Geometry
Bankfull Mean Velocity (Vbkf)
4.3-4.35 4.2 Resistance Equations
Bankfull Discharge (cfs)
53 53 Note 1
Bankfull Maximum Depth (dmax)
1.24-1.94 1.5 Existing Geometry
Dmax/Dbf Ratio
1.0-1.57 1.29 Existing Geometry
Width of Floodprone Area
(Wfpa) 24.23 - 30.66 40 - 50 Existing Geometry
Entrenchment Ratio (WfpaNVbkf)
1.6 - 2.0 1.6-2.0 Existing Geometry
Meander Length (Lm)
147 -148 147 -148 Existing Geometry
Ratio of Meander Length to
Bankfull Width (LmMbkf) 9.8-9.9 9.8-10.1 Reference
Parameters
Radius of Curvature (Rj
27.1-46.2 30 - 46 Existing Geometry
Ratio of Radius of Curvature to
Bankfull Width (R,/Wbkf) 1.8-3.1 2.1-3.2 Reference
Parameters
Meander Width Ratio
//
(WbltNVbkf) 2.4-4.47 2.4-4.47 Reference
Parameters
Sinuosity (stream length/
valley distance 1.19 1.1 Existing Geometry
Valley Slope
0.0156 0.0156 Existing Geometry
Average Slope (Sa„ g)
0.013 0.0195 Existing Geometry
Pool Slope (Spool)
0.001 - 0.007 0.002 - 0.0035
Ratio of Pool Slope to Average Reference
Slope S ,/Sbkf 0.055-0.51 0.1-0.18 Parameters
Riffle Slope
0.009 - 0.031 0.032 - 0.44
Ratio of Riffle Slope to Reference
Average Slope 0.664-2.34 1.64-2.26 Parameters
P
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Variables Existing Channel Proposed Reach Design Criteria
Riffle length
9.12-39.6
22.5-77.0
Maximum Pool Depth (dPOo,)
1.38-2.87
4.5-5.0
Ratio of Pool Depth to Average
Bankfull Depth (dp.1/dbkf)
1.6-2.3
4.09-4.5 Reference
Parameters
Pool Width (WP.,)
13.02-13.05
17-19
Ratio of Pool Width to Bankfull
Width (WpOO,/Wbkf)
0.87-0.872
1.17-1.3 Reference
Parameters
Pool to Pool Spacing
P-P
43.1-67.9
59.5-157.5 Reference
Parameters
Ratio of P-P to Wbf
2.8-4.5
4.1-10.8 Reference
Parameters
Pool length
L ooi
13.7-25.9
22.0-73.0
Ratio of pool length to bankfull
width L ..Mbkf
0.914-1.73
1.5-5.03 Reference
Parameters
Particle Size Distribution of
Reach Bed Material:
D 16 0.46 mm
D 35 9.98 mm
D 50 26.13 mm
D 84 104.6 mm
D 95 154 mm
Particle Size Distribution of
Riffle Bed Material:
D 16 16 mm
D 35 36.33 mm
D 50 66.17 mm
D 84 146.9 mm
D 95 218 mm
Largest size in pavement 362 mm
Particle Size Distribution of
Riffle Sub pavement Material:
D16
D 35
D 50
D 84
D 95
Largest size in sub pavement
Particle Size Distribution of
Bar Sample
D 16 5.87 mm
D 35 20.18 mm
D 50 35.38 mm
D 84 66 mm
D 95 91.44 mm
Largest size on Bar 103 mm

I Notes:
1. Three methods were used to develop bankfull discharge estimates. These included:
a) Regional regression equations developed in North Carolina (NCSU and NRCS, 2006),
b) TR-20 Hydrologic Model, and c) Manning's Equation and field data. Based on this
analysis it was determined that utilizing the NC regional regression estimates provides a
reliable method for estimating bankfull discharge for the proposed project design.

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