20081200 Ver 1_Restoration Plan_20080805

BIG CREEK o 8 1 2
STREAM RESTORATION
DESIGN REPORT

WA6kCLEAR CREEKS CONSULTING
1317 Knopp Road, Jarrettsville, Maryland 21084 [phone]
STREAM WALKER CONSULTING
99 BANBURY COURT
WAYNESVILLE, NC 28786
[phone]
C N?
enoineers.surveyors & IendsuN ertAitects
08 1 2 0 0
BIG 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
STREAM WALKER CONSULTING
and
CNA
JULY 2008
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Table of Contents
Project Background 1
Technical Report
1. Study Area 2
II. Scope of Studies 2
III. Watershed Characterization
A. Physiography and Basin Morphometry 2
B. Climate 5
C. Geology, Soils, and Land Use 5
D. Hydrology 6
1. Hydrologic Modeling 6
2. Bankfull Discharge Estimates 9
E. Hydraulic Analysis 10
IV. Channel Morphology and Stability Assessment
A. Rationale 20
B. Assessment Methods 20
1. Verifying Bankfull Channel Field Indicators 20
2. Upstream Channel Morphology and Sediment Sources 21
3. Level II - Morphological Description 21
4. Level III - Assessment of Stream Condition 21
5. Level IV - Stream Stability Validation Monitoring 21
C. Findings of Channel Morphology and Stability Assessment
1. Evaluation of Watershed Conditions and
Upstream Channel Conditions 22
a. Historic Conditions 22
b. Current Conditions 22
2. Project Site - Channel Morphology and
Stability Assessment 22
a. Historic Conditions 22
b. Current Conditions 23
Reach l 23
Reach 2 30
Reach 3 35
Reach 4 43
Reach 5 49
V. Estimating Sediment Loadings 53
A. Predicted Erosion Rates 53
B. Measured Erosion Rates 54
C. Sediment-Discharge Rating Curve 54
VI. Restoration Design 55
A. General Approach 55
B. Design Criteria 56
1. Reference Reach Data 56
2. Design Discharges 56
3. Channel Geometry 57
4. Sediment Entrainment Analysis 58
a. Sediment Entrainment Analysis
Procedures 58
b. Big Creek Project Reaches 58
c. Existing Conditions 59
d. Proposed Conditions 59
5. Flowsed/Powersed Model 60
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

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 Big Creek along
the Guarnaccio, Bowman, Rogers, and Brannock Properties near Mount Airy,
North Carolina close to the Surry and Stokes County line. The project will
improve the water quality of Big Creek by reducing sediment entering the stream
corridor through unrestricted livestock grazing and stream bank erosion. It will
also improve habitat for aquatic organisms.
Big Creek is a third order tributary of the Dan River in the Roanoke River Basin.
The Dan River is the main source of drinking water for the Town of Eden. The
January 2008 Draft Report by the NC Division of Water Quality suggests that the
North Carolina portion of the Dan River has some issues with turbidity and fecal
coliform.
The hydrologic and sediment regime of Big Creek and its tributaries have been
historically altered by agricultural activities and development. The channels in
the headwater areas have adjusted in response to direct impacts (i.e.,
channelization) as well as indirect impacts (i.e., alterations in watershed
hydrology) by incising (i.e., down-cutting), widening, and eroding laterally.
Clearing of riparian vegetation and unrestricted livestock access as resulted in
trampled and unstable banks along some reaches. Sediment eroded from these
impacted reaches is still being transported to downstream reaches within the
watershed where deposition initiates lateral adjustments and instability.
It is the intention of Pilot View RC&D and the Surry County Soil and Water
Conservation District to correct the stream channel instability problems, improve
water quality, enhance and/or restore natural floodplain characteristics, and
reduce the loss of agricultural land by implementing an effective, long-term
stream restoration plan for this section of Big Creek.
TECHNICAL REPORT
1. Study Area
The study area for the current project includes the stream reaches along Big
Creek upstream and downstream of Albion Church Road. The project is
approximately 4100 feet (Figs. 1 and 2).
II. Scope of Studies
Existing data was collected and field studies were conducted to: evaluate the
current conditions along Big Creek; determine which reaches to restore and 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 Big Creek
watershed was developed from this information.
A. Physiography and Basin Morphometry
The Big Creek watershed is situated in the northeast corner of Surry County. Its
headwaters are bounded by Chestnut Ridge on the north and west and on the
south by NC 89. The watershed lies north of the Westfield and Woodville
communities. This region is situated along the eastern edge of the Western
Piedmont physiographic province and is characterized by gently rolling to hilly
topography.
The Big Creek watershed area is 5.71 square miles (4,269 acres) at the
downstream end of the project. For purposes of this current study the Big Creek
project is divided into five reaches.
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Fig. 2 - Big Creek Stream Restoration Project Limits
4
' Reach 1, the upper reach; is 1125 feet. It begins at the upstream property
boundary and ends immediately upstream of an unnamed tributary that enters
Big Creek along its left bank. Reach 2 is approximately 755 feet and runs from
the unnamed tributary to another unnamed tributary that enters Big Creek along
' its right bank. Reach 3 is approximately 1195 feet starting at this tributary and
ending at the Albion Church Road Bridge. Reach 4 is approximately 970 feet
and runs from the bridge to an unnamed tributary that enters Big Creek along its
' right bank. Reach 5 runs from this tributary to the project end approximately 660
feet.
' The upper Big 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 channel flows adjacent to hill slopes.
There are bedrock outcrops throughout.
' 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
' 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 Big Creek watershed is
located within the Inner Piedmont Belt, which consists of a variety of
metamorphic and igneous bedrock formations. More specifically, the study area

is underlain by Cenozoic biotite gneiss and schist rock, which is described as
inequigranular, locally abundant potassic feldspar and garnet; interlayered and
gradational with calc-silicate, sillimanite-mica schist, mica schist, and amphibolite
(NCGS, 1998). It also contains small masses of granitic rock.
The dominant upland soils weathered from these rocks are Fairview, Rhodhiss,
Toast, and Woolwine loamy soils. These soils are moderately deep to very deep,
well drained soils. Fairview soils have a sandy clay loam surface layer and
clayey subsoil. Moderate permeability, low to high surface runoff, and moderate
to severe erosion hazard characterize these soils. Rhodhiss soils have a sandy
loam surface layer and sandy clay loam subsoil. Moderate permeability, low to
high surface runoff, and moderate to severe erosion hazard characterize these
soils. Toast soils have a coarse sandy loam surface layer and clay subsoil.
Moderate permeability, low to high surface runoff, and moderate to severe
erosion hazard characterize these soils. Woolwine soils have a gravelly sandy
loam surface layer and sandy clay loam, clay, and very gravelly sandy clay loam
subsoils. Moderate permeability, low to high surface runoff, and moderate to
severe erosion hazard characterize these soils.
The dominant floodplain soils along Big Creek are of the Colvard series. These
very deep, well drained soils formed in loamy alluvial deposits. They have a fine
sandy loam surface layer and subsoil and are characterized by moderately rapid
permeability, slow surface runoff, a moderate to high erosion hazard, and
occasional flooding.
The dominant land use in the watershed is forest (60%) and old field, cultivated
land and pasture (37%) along the ridges, side slopes, and floodplain. Low-
density single-family residential fronting along secondary roads makes up less
than 3% of the 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 Modeling
The Big Creek watershed was analyzed for existing conditions hydrology using
Technical Release 55 (TR-55), Urban Hydrology for Small Watersheds computer
model. The Soil Conservation Service methodology establishes a runoff curve
number (RCN) for a given land use category and hydraulic conductivity of the
regional soils. TR-55 is also used to estimate a time of concentration (tc) or how
quickly runoff would travel on the land surface to the outlet point of the watershed
or sub-watershed.
The resulting RCN and tc developed using the TR-55 computer model were
incorporated into Technical Release No. 20: Computer Program for Project
Formulation Hydrology (TR-20) based upon Soil Conservation Service
Methodology. TR-20 is a physically based watershed scale runoff event model. It
computes direct runoff and develops hydrographs resulting from any synthetic or
natural rainstorm. Developed hydrographs can then be routed through stream
and valley reaches as well as through reservoirs. Hydrographs are combined
from tributaries with those on the main stem stream to ultimately produce peak
discharges for the target storm events.
I Table 1 shows the computed results for RCN and Tc for the drainage areas:
Table 1 - Drainage Area Characteristics
Drainage Area Cumulative Area
(Acres) RCN Tc (hrs)
DA 1 2,999 58 1.85
DA 2 3,440 58 1.91
DA 3 3,530 58 1.94
DA 4 3,560 58 2.01
DA 5 3,621 58 2.05
DA 6 3,656 58 2.12
' The cumulative analysis was used to not inflate the peak discharges when
adding a small, short time of concentration hydrograph to large, long time of
' concentration hydrographs; however, the cumulative nature of the drainage
areas analysis leads to a lengthening of the time of concentration that is not
directly proportional to the increase in area. The TR-20 methodology shows slight
decreases in the peak discharge for all storm events. To offset these limitations
of the TR-20 methodology, the highest peak discharge for a particular storm
event was carried through to the cumulated drainage areas. Table 2 details the
' peaks discharges from the TR-20 methodology excluding any reductions in peak
discharges from preceding, smaller drainage areas.
Table 2 - TR-20 Peak Dischar es
Drainag
e Area 1-YR (cfs) 2-YR (cfs) 10-YR (cfs) 50-YR (cfs) 100-YR
cfs)
DA 1 158 308 1091 1872 2610
DA 2 179 349 1185 2191 2926
DA 3 182 355 1185 2125 2959
DA 4 182 355 1185 2125 2959
DA 5 182 355 1185 2125 2959
DA 6 182 355 1185 2125 2959
' The TR-20 results show that the flow change locations are Drainage Area 1 and
Drainage Area 3.

1
The TR-20 results were compared with the regional regression equations from ,
"Estimating the Magnitude and Frequency of Floods in Rural Basins of North
Carolina-Revised" by the U.S. Geological Survey, dated 2001. Because
estimating flood frequency and magnitude based solely on gauged sites does not
provide accurate spatial representation, the regression analysis uses a "region of '
influence" method to correlate gauged and ungauged sites. The regression
analysis is an estimate based on varying degrees of correlation. Tables 3
through 5 show the TR-20 computed results for peak discharges compared with
the regional regression results.
Ta ble 3 - Peak Di scharge Results , Drainage Area 1
Storm
Recurrence
Interval (yrs) Regression
Peak
Discharge
(cfs) Standard
Error (%) Range (cfs) TR-20 Peak
Discharge
(cfs)
2 399 41.2 235-564 308
10 929 42.0 539-1319 1091
50 1605 45.9 868-2342 1872
100 1956 47.0 1037-2876 2554
Ta ble 4 - Peak Di scharge Results , Drainage Area 2
Storm
Recurrence
Interval (yrs) Regression
Peak
Discharge
(cfs Standard
Error (%) Range (cfs) TR-20 Peak
Discharge
(cfs)
2 440 41.2 258-621 349
10 1017 42.0 590-1444 1185
50 1751 45.9 948-2555 2101
100 2131 47.0 1130-3130 2926
Ta ble 5 - Peak Di scharge Results , Drainage Area 3
Storm
Recurrence
Interval (yrs) Regression
Peak
Discharge
cfs Standard
Error (%) Range (cfs) TR-20 Peak
Discharge
(cfs)
2 448 41.2 263-632 355
10 1034 42.0 600-1469 1185
50 1780 45.9 963-2598 2125
100 2166 47.0 1148-3184 2959
The comparison shows the TR-20 peak discharges for the associated drainage ,
areas were within the standard error of the regression equations, so calibration of
the TR-20 model was unnecessary.
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. 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.
b. U.S.D.A. Soil Conservation Service TR-20 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-20 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 6.
' As shown in Table 6, the bankfull discharge estimates developed for Big Creek
using the rural regional regressions are somewhat higher than the Manning's
equation estimates for Reaches 1 - 3 and lower than the Manning's equation
estimates for Reaches 4 and 5. Both estimates fall within the range of
discharges bound by the 1 and 2-Year recurrence interval flood flows developed
with the TR-20 model.
Based on this analysis it was determined that utilizing the Rural Regional
' Regression estimates 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 l 194.0 158 308 188.2
4.69
Reach 2 216.7 179 349 190.2
(5.38
Reach 3 220.6 182 355 187.2
5.52
Reach 4 222.5 182 355 237.0
5.56
Reach 5 225.7 182 355 267.0
5.66
DS End of
Project 227.3 182 355 ND
Area 5.71
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
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 maps showing the watershed and chan nel/flood plain cross-
sections, and the 1-year and 100-year water surfaces, cross-section profiles and
summary tables are included in the Appendix of this report.
Table 7 describes the hydraulic cross sections for Big Creek.
10
Table 7: River Stationing Descriptions
River
Stations Descriptions
39 Upstream Limit of Study - Big Eagle Field Survey 2007
38-33 Mid channel cross-sections - Big Eagle Field Survey 2007
Proposed: Restoration of natural channel.
32 Mid channel cross-sections - Big Eagle Field Survey 2007
Proposed: Restoration of natural channel with access bridge
31-19 Mid channel cross-sections - Big Eagle Field Survey 2007
Proposed: Restoration of natural channel.
18 Upstream face of Albion Church Road Bridge - Big Eagle Field Survey
2007
17.5 Albion Church Road Bridge - Big Eagle Field Survey 2007
17 Downstream face of Albion Church Road Bridge - Big Eagle Field
Survey 2007
16-13 Mid channel cross-sections - Big Eagle Field Survey 2007
Proposed: Restoration of natural channel.
12-9 Mid channel cross-sections - Big Eagle Field Survey 2007
Proposed: Restoration of natural channel and pond
8-2 Mid channel cross-sections - Big Eagle Field Survey 2007
Proposed: Restoration of natural channel.
1 Downstream Limit of Study - Big Eagle Field Survey 2007
Table 8 details the peak discharges computed with TR-20 for Big Creek at
' certain river stations:
Table 8: HEC-RAS Peak Discharges
River
Station 1-yr storm
cfs 2-yr storm
(cfs 10-yr storm
(cfs 100-yr storm
cfs)
39 158 308 1091 2610
31 179 349 1185 2926
26 182 355 1185 2959
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The hydraulic analysis based upon the HEC-RAS model reveals that the existing
reach is not extensively degraded from a hydraulic standpoint. The proposed
minimal geomorphologic changes from the stream restoration will reduce the
water surface elevation, velocities and shear stress at several cross section,
while several cross sections show increases in velocities and shear stresses.
These increases are attributed to the geomorphologic changes of the spacing
stream features (pools and riffles, etc...) from the existing to the proposed
conditions and do not reflect any adverse changes to the proposed reach.
Flooding risks to adjacent landowners are not increased by the stream
restoration.
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. 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 Big Creek.
20
2. Upstream Channel Morphology and Sediment Sources
A field reconnaissance was conducted to assess existing conditions in the Big
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.
Historic and current channel alterations were evaluated utilizing information
gathered from historic aerial photographs available from the USDA - NRCS
Office in Surry County.
3. Level II - Morphological Description.
The reaches along Big 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 Big Creek were mapped and the overall stability
assessed. The reaches along Big Creek 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 a critical component
of the overall effort. It provided documentation of the problems along Big Creek
for state and federal permitting agencies, as well as funding agencies. It provided
baseline data for evaluating the channel restoration effort.
In order to document channel erosion rates and develop in-field estimates of
sediment loadings from in-stream sources, twenty-eight permanent cross-
sections were established along the Big Creek project area and monitored for
channel stability over a period of four years. The first nineteen permanent cross
sections were installed and surveyed during 2001 as a component of Rosgen
21
Level III course that was held at the site. The data was collected by students
under the supervision of an experienced team leader. They were resurveyed in
2002, 2003, 2004, and 2006. Nine additional permanent cross sections were
installed and surveyed during 2003. They were resurveyed in 2004 and 2006.
Bank pins were inserted and measured each year to validate the BEHI and Near
Bank Stress estimates.
C. Findings of Channel Morphology and Stability Assessment
1. Evaluation of Watershed and Upstream Channel Conditions
a. Historic Conditions
An analysis of a series of historic aerial photographs covering the period 1936 -
1997 obtained from the USDA - NRCS Office in Surry County indicates the Big
Creek watershed was predominantly forest and fields during that time period.
There are large parcels with single family homes and other community buildings
scattered throughout the watershed. Sediment sources were primarily
associated with cropland, livestock impacts, and channel adjustment in response
to straightening and channelization of some stream reaches. There were also
miles of unpaved roads that contributed to sediment supply in the Big Creek
watershed.
b. Current Conditions
The current conditions in the upper Big Creek watershed can be characterized as
very unstable with localized areas of stability. Stability problems observed during
the field reconnaissance of Big Creek included streambed and bank erosion,
sedimentation, lack of riparian vegetation, and livestock access to the stream.
These instability problems can be attributed to historic agricultural practices
including straightening and channelization of stream reaches, removal of riparian
vegetation, runoff from cultivated fields and eroding slopes, and livestock grazing
impacts, as well as runoff from roads and building sites. Conditions will worsen
unless existing channel and slope problems are corrected and best management
practices are implemented to limit livestock access and control runoff from farm
land and developed sites. Any additional development within the watershed will
exacerbate already unstable conditions unless best management practices are
incorporated into development plans.
2. Project Site - Channel Morphology and Stability Assessment
a. Historic Conditions
It appears that the morphology and stability of these Big Creek reaches have
been directly affected by straightening and channelization, removal of riparian
22
C
' vegetation, and livestock grazing impacts. In addition, sediment from upland
areas and erosion along headwater channels has lead to sedimentation and
' channel adjustments along the reaches within the project area.
The following is one possible scenario for a series of channel adjustments that
' may have occurred in response to imposed conditions along the project reaches:
1) streambank vegetation was removed and Big Creek was realigned to
maximize pasture area and/or facilitate mowing for hay; 2) the increased slope
' caused the streambed to erode, incising the channel; 3) lowering of the
streambed increased bank heights, confined the channel and increased stress on
the banks; 4) hydraulic forces eroded the toe of the banks creating steeper bank
' angles and increasing susceptibility to gravitational failure; 5) failures became
common and the channel adjusted laterally; 6) bank retreat and subsequent
widening decreased sediment transport capacity leading to deposition of
' sediment conveyed from upstream sources and the formation of lateral and mid-
channel bar features. The result of the on-going adjustments that have occurred
thus far defines the existing conditions along much of the project reaches.
' As lateral erosion continues, point bars and floodprone areas will develop at a
new, lower elevation. Where the channel is not up against terraces or hill slopes,
' bank angles will be reduced eventually to a gentle angle of repose, grasses and
other perennial vegetation will colonize depositional features, and the channel
will begin to stabilize. Finally woody vegetation will be able to colonize and
' stabilize the banks and adjacent slopes.
However, the channel adjustments required to reach this stable condition will
' contribute significant additional amounts of sediment to the Dan River. Where
the channel is up against terraces and hill slopes instability and slope failure will
' continue for some time.
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 widely varying conditions exist along the project
' reaches. 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
The upper reach of the project area is an unstable 134c 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 near or slightly higher (i.e., wider and
shallower) than reference conditions. The channel plan form is characterized by
23
relatively low sinuosity. The overall condition of the upper reach is characterized
by lateral erosion, high sediment supply, severely undercut trees, a few large
debris jams, and vertical instability (i.e., aggradation). This reach is typical of a
reach that has down-cut and widened redeveloping bankfull benches and a
floodprone area in the process.
With the exception of three deep pools, the bed form along this reach is
characterized by a few, shallow pools, short steep riffles, and long shallow glides.
Grade control is provided by bedrock near the upstream end of the reach and an
armored ford crossing at the downstream end.
The early stages of meander redevelopment are evident in sections where lateral
bars have evolved into permanent low, vegetated benches. In these sections,
the thalweg runs along the toe of the opposite bank and lateral erosion is severe.
With the exception of localized bank erosion, the right bank along this reach is
relatively stable and protected by moderately dense growth of trees and shrubs.
Although there are scattered large trees, a general lack of woody vegetation,
high bank height to bankfull ratios, and numerous livestock trails are contributing
to overall streambank instability along the left bank throughout the reach.
Aggradation and heavy sedimentation is evident throughout. The substrate in
most of the glides is coated with a thick layer of fine sediment. Lateral and mid-
channel bars were observed along much of the reach. A large mid-channel bar
has formed at the upstream end of the lower third of the reach. Field
observations suggest that this depositional feature is associated with a dramatic
doubling of the channel width caused when a large debris jam blocked the
channel and forced scouring flows into the left bank and floodplain.
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.
24
'# 4
25
QR .
K
Ohl'
i ti
41
,e
44 lw?
Y.
V,. ILj
Fig. 5 - Looking at downstream end of lateral bar toward pool - upper Reach 1
ter T° c` k? // ^- ? ?
-_ NW
Fig. 6 - Low bench forming from vegetated lateral bar, thalweg against opposite
toe of bank
26
?h r
5.. 4t
60? V,
}' toy . f `?.,? ,gyp
j , '. , ? i,, ?" ? § ?, S ? M to ,?. ? ,r•?€" . ? ? • :.?i ,...
" r
e r fit. y`y,t d{ a?? )k F?f "s - .d
w}p?A1 P 4
dt§'
Fig. 7 - Eroding left bank, lacking woody vegetation
F
x `' ? ? '?'6y.:.. ?'. "r' ?"?`a?x ate, '.? ? ,.t ? "'Y? i , p9 ?? •.e ?ii?
?"; ' ? in ? ? ? •? u a `? A" ?P r+-g'? ^"
701
Jr lot °
F:
fC ?,_• ?.,a?"a?.ss ?r..-? ten`. - ?r..aaa. a ?.r?? -•?? "r.#..?_ ??`
27
. . l

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.? ?+? ?• aaa ? 5 3 ? ??• ? ?????,za-?' ?;, past "?,
? r t' L
1, 4$ W
:-
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Fig. 10 - Large mid-channel bar with scour along left bank
28
n

Fig. 11 - Eroding left bank, lacking woody vegetation
'S

qyi?
Fig. 12 - Ford crossing at downstream end of Reach 1
29
14
Reach 2
This reach is an unstable C4. A comparison of channel geometry with that of the
reference reach database indicates that with the exception of the lower section,
this reach has a low to moderate width to depth ratio and bankfull cross-sectional
area consistent with a stable C4. However, the channel plan form is
characterized by relatively low sinuosity and bank height ratios range from a low
of 1.0 to greater than 1.8 in some areas. Although both banks support a
moderately dense growth of trees and shrubs, localized bank erosion was
evident throughout. Numerous livestock trails are contributing to overall
streambank instability along the reach.
A bankfull bench has formed along the left bank in the upper section. This
appears to have developed where a meander was cutoff and the old channel
filled with sediment. Over time the deposited material accumulated creating the
bench. Stabilized by colonizing vegetation the bench became a permanent
feature. Field observations suggest that the lower section is in the early stages
of a similar process. This section was previously characterized by a tight
meander bend. Debris jams obstructing flow through the bend caused significant
aggradation upstream of and along the bend. During a high water event in 2004
a chute cutoff formed. After this event the debris was eliminated and channel
length was reduced 42 feet. Some degree of aggradation is an on-going process
in this reach. There are numerous transverse bars. Pools are generally shallow
and riffle and pool slopes are steep.
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 lacks the competency and
capacity to transport the sediment conveyed from upstream reaches.
30

." WN
Fig. 13 - Upstream end of Reach 2, Tributary enters from left

?fi yy g?
b fd^?i.e
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r °? y
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Fig. 14 - Livestock impacts on Tributary 1
31
tai'{; M ' r a: y ti
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t
r
e ?.

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Fig. 16 - Bank damage from livestock accessing stream
32

V
Fig. 15 - Bankfull bench along left bank in upper section
? J a , ib
7",
Fig. 17 - Eroding right bank
r?
o

Fig. 18 - Undercut and collapsing trees along left bank
33
r
• Aj y
_ r w
4? 'ate _s
+'x,?y,?'„ - fi z ' x ?.^+i}. ` ,fir b ,?,. ?#•, t .
a+., i?l?{? ,t. .w __? i. _tr• Itktr.,. . .. L.lM,??, ?? ??0'.? .'?q$._ ?' 1
IN ZON
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Fig. 19 - Bank damage from livestock accessing the stream
r+Iati rr.:a ?. -S I 4-1Z
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Fig. 20 - Bankfull bench along left bank in lower section
34
F '?k

i

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K ;
s

Fig. 21 - Remnants of debris jam in lower section
Reach 3
Fey • «d
e
This reach is an F4 stream channel. A comparison of channel geometry with
that of the reference reach database indicates that the upper section has a
higher width to depth ratio (i.e., wider and shallower) and larger bankfull cross-
sectional area than a stable C4 or 134c channel. The channel plan form is
characterized by low sinuosity in the upper section transitioning to higher
sinuosity with numerous tight bends in the middle and lower sections.
' The overall condition of the reach is characterized by lateral erosion, high
sediment supply, large debris jams, and vertical instability. Aggradation has
been a significant on-going problem throughout this reach. Large lateral and
mid-channel bars were present throughout the upper section. Large point bars
and lateral bars are present throughout the middle and lower sections. On two
separate occasions it was observed that the upper section of channel in the tight
bend immediately upstream of the tributary confluence completely filled with
coarse material (i.e., gravel - large cobble) transported during large storm flow
events. The material is eroded by subsequent smaller storm flows. The pool
cross section in the middle section of the reach experienced over 3 feet of bank
loss in a single high water event in 2004.
35
Results of the stability assessment show bank height to bankfull ratios greater
than 2.0 in the majority of the reach. Near bank stress is particularly high in the
tight bends of the middle section. The high banks throughout are susceptible to
erosion and gravitational failure. Although the bank and riparian vegetation along
this reach includes some mature trees and shrubs, there is a general lack of
lateral control to prevent continued bank erosion and channel migration. The
potential for continued bank erosion, loss of trees and channel migration is high.
Numerous livestock trails are contributing to overall streambank instability along
the reach.
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 lacks the competency and
capacity to transport the sediment conveyed from upstream reaches.
a
,

?s
Y
r _ -

t
AL.
a+
ilit- - 3r'S
T ? aar
7ti?t' +c'0i?
Fig. 22 - Looking downstream along upper section from Tributary 2 confluence

W®rN "s,
{i P
36
R _ u
N'A A ,.

M-7 17W7
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Fig. 23 - Looking downstream along upper section
-A I
s. rc
Y wsti fib.
r :r _ ?er1e _.
,.
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Fig. 24 - Large transverse bar along upper section
37

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RP ? ;xSE. #`Y .? FT S
ti
1 '4\iti I r 4 i
0
a
r
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e,
- _ ?y_ •'•\ Asa'
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Figs. 25 and 26 - Impacts from livestock accessing stream

gip`:`

'? '? P, #>? maw
A
Jw '?'. .? r sue!
wr.
38
Fig. 27 - Shallow, flat riffle with heavy sedimentation
i
? L

71111
'Sv l
y W
'M•
5V
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Fig. 28 - Large transverse bar along upper middle section
f.4
39
w

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?." ? 'fir ? ? - ? ?.;,'. r ? 'A
41-
Air
Fig. 30 - Failing slope and fallen trees in first tight bend in middle section
40
41

P _
¢ w.t
F (p ?$
Q
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Fig. 31 - Lateral and mid-channel bars, eroding bank in second tight bend in
lower middle section
.? - V r M
d p? Y
W v x ?
w .
'4 Joe
Fig. 32 - Looking downstream toward third tight bend in lower section
41
1
k

Fig. 33 - Looking downstream toward third tight bend in lower section
r k tti"..
Y T ? 'R'4 'n 6 f ?? N ..t.Y P .• i ?:i
Y S - 'rte' '. 1? 4 ice. y ? 4k'? ?•`
Fig. 34 - Looking downstream toward bedrock outcrop at fourth tight bend in
lower section
42

Fig. 35 - Albion Church Road Bridge at downstream end of reach
Reach 4
This reach is an F4 stream channel transitioning to an unstable B4c at the
downstream end. A comparison of channel geometry with that of the reference
reach database indicates that the upper section has a higher width to depth ratio
(i.e., wider and shallower) and larger bankfull cross-sectional area than a stable
C4 or B4c channel while the middle and lower section have width to depth ratios
near or lower than reference conditions. The channel plan form is characterized
by low sinuosity in the upper section transitioning to higher sinuosity with
numerous tight bends in the middle and lower sections.
The overall condition of the reach is characterized by lateral erosion, high
sediment supply, large debris jams, and vertical instability (i.e., aggradation).
Large lateral and mid-channel bars were present throughout the reach. The high
flow event in 2004 dramatically altered this reach causing several feet of bank
loss, channel widening by as much 25 percent, and the formation of multiple mid-
channel bars. This reach has the highest near bank stress. The lower end of the
reach has a series of fairly tight meanders held in place by the few remaining
trees in the riparian area.
43
Results of the stability assessment show bank height to bankfull ratios greater '
than 1.8 in the majority of the reach. These high banks are susceptible to
erosion and gravitational failure. Although the bank and riparian vegetation along
this reach includes some mature trees and shrubs, there is a general lack of
lateral control to prevent continued bank erosion and channel migration. The
potential for continued bank erosion, loss of trees and channel migration is high. '
Numerous livestock trails are contributing to overall streambank instability along
the reach.
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 lacks the competency and
capacity to transport the sediment conveyed from upstream reaches.
Fig. 36 - Looking downstream along upper section
44

P1. ^
1. 3

Fig. 37 - Ford crossing in upper section
i# :: A _ 1,

?` r T ?i':? ?.. fit::
•vc.?& Y
? Yt

E
I
tester ? - .?
a,
Fig. 38 - Impacts from livestock accessing stream
45

77-

ppa — ai ?F}
Ak"
Air
Fig. 39 - Eroding bank and mid-channel bar at first tight bend in upper section
4S r i ?? A dom. `l'
S, I
y. r JOE-.,
NdIZ- 10,
V
Fig. 40 - Mid -channel bars and livestock trails on both banks in middle section
46
a F?`
?A
D
?k M4".
Fig. 41 - Mid -channel bars and livestock trails on both banks in middle section
INY
? xM
y ? n ? • 3g. ? ee$
09
u
b. _
.
Fig. 42 - Eroding bank, fallen tree, and large point bar at second tight bend in
lower section
47

f.
7
d A:
v j
Fig. 43 - Lateral bars, debris jam, trampled banks at third tight bend in lower
section
AK_
i JA
:. ?•, . ''3*'?'". •:.' _ .. °" .,,?4 p'_.

Fig. 44 - Mid-channel bar and eroding bank at fourth tight bend in lower section
48
9 ?.

d
Fig. 45 - Tributary 4 confluence at downstream end of reach
Reach 5
The lower reach of the project area is an F4 stream channel. A comparison of
channel geometry with that of the reference reach database indicates that the
upper section has a width to depth ratio near or slightly higher than a stable C4
or 134c channel. This reach is fairly straight in its upper section gaining sinuosity
as the stream passes between two ridges.
The overall condition of the reach is characterized by lateral erosion, high
' sediment supply, and vertical instability (i.e., aggradation). Some degree of
aggradation was evident throughout the reach. Pools are shallow and glides
have a heavy layer of fine sediments. Lateral and transverse bars were present
throughout. Large point bars are forming in the lower section where meanders
are redeveloping.
Results of the stability assessment show bank height to bankfull ratios greater
than 2.0 in the majority of the reach. Near bank stress is particularly high in the
tight bends of the lower section. The high banks throughout are susceptible to
' erosion and gravitational failure. However, there are a fair number of large trees
in the riparian area providing stability to most of the stream banks.
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 lacks the competency and
capacity to transport the sediment conveyed from upstream reaches.
' 49
. , r m a:%
a _
Figs. 46 and 47 - Transverse and lateral bars are evident in the upper section

a

50

40
e '
7
.lHk

?a
5

u P t+9 .?

Fig. 48 - Collapsing trees caused by bank erosion along the middle section
# f yF - 1 'u.4 J,
.. ... _ '4916
" p
k:
°M
w
.
Figs. 49 - Eroding banks, collapsing trees, and lateral bars along the middle
section
51

..
R ?{
J?Pv F (g'yi +n'? 2 T

Y
W WAR
%
Figs. 50 and 51 - Eroding banks, large lateral and point bars in lower section
i
r _ r! ?t .d 'r F ? r
?. r
+t .
fi.
-JA

52
ti ?? ?Is
Y'*
?, k b s!
p?r
r.. ? CSi 1 r7
<? - E f J
$" ? E 4
J

Fig. 52 - Eroding banks at downstream end of reach
V. Estimating Sediment Loadings
Actual loadings of sediment should be determined through a comprehensive
sediment discharge monitoring effort as well as geomorphic assessment that
survey and resurvey of permanent cross-sections. Several methods were used
to estimate current and future sediment loadings to Big Creek.
A. Predicted Erosion Rates
' Rosgen (1996) demonstrated that significant relations exist between stress in the
near-bank region (NBS), stream bank erosion potential (i.e., BEHI ratings) and
measured stream bank erosion rates. Utilizing relations developed for Colorado
' and Wyoming streams he has been able to predict, with a high degree of
confidence, erosion rates for stream banks utilizing field data on near bank stress
and bank erosion potential.
' As part of this study, field data on stress in the near-bank region and bank
erosion potential (BEHI ratings) were collected for the stream banks along Big
' Creek and its tributaries within project area. Utilizing the data collected from Big
Creek and near bank stress and bank erosion potential relations developed on
North Carolina streams (USDA-NRCS and NCSU, 2002), predicted erosion rates
' 53
? bj ?
were calculated for the stream banks evaluated along Big Creek and its
tributaries within the project area. Estimates for current and future sediment
loadings were developed based on the existing bank height, length of stream
bank evaluated and the predicted erosion rates.
B. Measured Erosion Rates
As noted previously, to document channel erosion rates and develop in-field
estimates of sediment loadings from in-stream sources, twenty-eight permanent
cross-sections were established along the Big Creek project area and monitored
for channel stability over a period of five years. Bank pins were inserted and
measured each year to validate the BEHI and Near Bank Stress estimates.
During the 5 years only one year had over a bankfull flow. Remainder of the
storm events that occurred during the monitoring period were below bankfull.
BEHI ratings varied from very low to extreme. At least 2 cross-sections lost in
excess of 5-ft during the monitoring period. At least 4 cross-sections became
depositional after about 3 years.
The monitoring results indicate there are approximately 4,900 cubic feet or 140
tons of sediment being contributed annually to Big Creek from bank erosion in
the project area.
C. Sediment - Discharge Rating Curve
This study component included the collection of a series of bedload and
suspended sediment load samples across a range of stream flow conditions.
The data was to be used to develop a sediment-discharge rating curve for
determining the existing sediment transport and sediment yield characteristics for
the Big Creek watershed. In addition, it was to provide sediment data input for
the Flowsed/Powersed model used during the design process to evaluate the
capacity of the proposed channel to transport the sediment load contributed by
the watershed.
A sediment sampling site was established at the ford crossing at the downstream
end of Reach 1. Staff plates were installed at the upstream and downstream
end of the sampling site to allowing flow measurements and calculation of stream
power. The collection of the bedload samples was accomplished using a Helley-
Smith sampling unit with a 3%-inch square opening. Suspended sediment
samples were collected using a US DH-59 hand-line sampling unit using a nozzle
size selected to collect a 100 ml sample over the period of time for the sampler to
be lowered and raised through the water column while maintaining a constant
transit rate.
Developing the sediment -discharge rating curve requires that samples be
collected across a range of stream flow conditions including bankfull discharge.
54
' Although samples were collected during storm flows none of the storms sampled
was a bankfull event. Therefore, the rating curve was not developed.
' VI. Restoration Design
' A. General Approach
As pointed out in the Findings of Channel Morphology and Stability Assessment
' Section, Big Creek has been affected by alterations in watershed hydrology and
sediment supply associated with agricultural practices, roads and development in
the upper watershed. In addition, direct impacts to the channel and adjacent
' riparian area have occurred as a result of straightening and channelization,
clearing of riparian vegetation, and unrestricted livestock grazing.
The restoration objectives for Big Creek and its tributaries include:
1. Overall channel geometry and slope will be modified to improve sediment
transport capacity. This will be accomplished by reconstructing unstable F4
and 134c reaches along the mainstem as stable 134c channels. Unstable C4
reaches along the main stem Big Creek will be reconstructed as stable C4.
2. Tributary confluences will be relocated and reconstructed to eliminate vertical
stability problems in these areas.
3. Reaches with high width/depth ratios will be reconstructed with a narrower
baseflow and bankfull channel to improve habitat as well as sediment
transport. This will be accomplished by constructing bankfull benches along
the channel margin.
4. High, vertical banks on the outside of the meander bends as well as the
adjacent floodplain will be excavated and graded to establish a better angle of
repose on the banks, increase floodprone area, and lower the bankfull to
bank height ratio. Particular emphasis will be placed on grading those banks
lacking woody vegetation and preserving those banks that are well vegetated
with trees and shrubs.
5. Meander geometry will be modified to increase radii of curvature on bends
where the radii of curvature are extremely low, that is smooth out the tight
bends. This will reduce the backwater effect and sediment deposition caused
by these tight bends and increase the overall channel gradient and sediment
transport capacity.
6. Where channel reaches are currently eroding terraces and steep hill slopes,
they will be relocated away from these areas and the terraces and slopes
reconstructed.
55
7. Cross vanes, boulder drop structures, log/boulder J-hooks, and log/boulder
step-pools will be installed at key locations along both tributaries and the main
stem Big Creek to reduce near-bank stress, provide grade control, dissipate
energy, and create habitat.
8. Long-term bank stabilization and lateral control will be provided by planting
native grasses, trees, and shrubs on the lower and upper stream banks.
9. Poorly sited ford crossings will be eliminated or relocated. New crossings will
be appropriately located in glides and where banks are low. Crossings will be
stabilized to prevent future problems
10. An existing wetland along the floodplain of the upper reach will be enhanced
by creating vernal pools and permanently flooded areas.
11. Finally, a conservation easement will be established along the stream
corridor. The easement will be fenced to restrict livestock access. 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 Big Creek, dimensionless ratios were taken from a reference
reach data base developed from stable B4c and 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-20 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 for Reaches 1, 2, 3, 4,
and 5 were 194 cfs, 217 cfs, 221 cfs, 223 cfs, and 226 cfs, respectively. These
56

flows as well as the peak discharge estimates for the 1-, 2-, 10-, 50-, and 100-
year storm events developed using the TR-20 model provided input for the HEC-
' RAS hydraulic model.
3. Channel Geometry
' Since aggradation is an on-going problem along Big Creek, one major objective
of the restoration project was to improve sediment transport competency and
' capacity. This can generally be accomplished by adjusting channel cross-
sectional dimensions and channel slope. The design criteria included
maximizing the overall channel gradient for a given reach while maintaining a
' stable plan form.
The preliminary channel plan form layout was developed in consultation with
' Dave Rosgen during several site walks. 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 ro osed channel plan form and longitudinal
p p p 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-
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 for each reach 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 Big 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.
57
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 D5o/D50"
Where: D50 = bed material D50 of riffle
D50A = D5o 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 (Di050) -0.887
b. Big Creek Project Reaches
A number of bulk sediment samples were collected along Big Creek during the
five year monitoring period. This effort included the collection of multiple riffle
pavement and subpavement samples, as well as point bar samples. Based on
our experience on other design projects and an analysis of the sediment
sampling database those samples determined to be most representative of Big
Creek sediment transport conditions were used in the sediment entrainment
analysis to verify the competency of the proposed channel.
1). Calculated ratio of D50/D50"
D50 = 51.7 mm (bed material D50)
D50A = 14.3 mm (subpavement D50)
D50/D50" = 51.7/14.3 = 3.62
Calculated critical shear stress (Tci)
Tci = .0834 (D50/D50^) - 0872
Tci = .0834 (51.7/14.3) -0.872
58
Tci = 0.027
' 2). Calculated ratio of Di/D50
D50 51 mm (bed material D5o)
' Di = 92 mm (largest particle from bar sample)
Di/D50 = 92/51 = 1.78
' Calculated critical shear stress (Tci)
' Tci = .0384 (Di/D50) -0.887
Tci = .0384 (92/51) -0.887
Tci = 0.023
' c. Existing Conditions
' The critical shear stress values developed in these analyses were compared to
the critical shear stress values calculated for riffle cross-sections along the
existing channels. As shown in Table 13 below, this comparison provided
' verification of field observations regarding existing streambed stability and
channel competency.
Table 1 3 - Existing Conditions Sediment Entrainment Anal sis
Reach Existing Slope
Ottft) Existing
Mean Depth
ft Required
Mean Depth
ft Ratio Existing
Depth to Required
Depth Geomorphic
Condition
1 0.0062 1.8 2.2 0.8 A radin
2 0.0046 1.93 2.9 0.7 A radin
3 0.0053 1.75 2.5 0.7 A radin
4 0.0041 2.22 3.3 0.7 A radin
5 0.0044 2.15 3.1 0.7 A radin
d. Proposed Conditions
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.
Table 1 4 - Existing Conditions Sediment Entrainment Ana sis
Reach Existing Slope
Pit) Existing
Mean Depth
ft Required
Mean Depth
ft Ratio Existing
Depth to Required
Depth Geomorphic
Condition
1 0.0078 1.83 1.72 1.0 Stable
2 0.0047 2.44 2.41 1.0 Stable
3 0.0067 2.15 2.01 1.0 Stable
4 0.0051 2.64 2.64 1.0 Stable
5 0.0046 2.62 2.46 1.0 Stable
59
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 Big Creek watershed. Flow duration discharge
data and sediment loading data are required input for the model.
Because Big 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 of
the design process used flow data from a gage located on Dutchmans Creek
near Uwharrie, North Carolina (USGS #02123567).
As noted previously, it was intended that a sediment-discharge rating curve
would be developed for the Big Creek watershed. This would have provided data
on existing sediment transport and sediment yield characteristics. Because a
bankfull event was not included in the sediment sampling effort the sediment-
discharge rating curve was not developed. 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
Dave Rosgen (personal communication, 2008).
60
1 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 Division of Water Quality, 2008. Roanoke Basinwide Water
' Quality Management Plan.
4. North Carolina Division of Water Quality, 2001. Standard Operating
' Procedures - Biological Monitoring. Biological Assessment Unit. Raleigh,
NC.
5. North Carolina Division of Water Quality, 2002. Basinwide Assessment
Report - Roanoke River Basin. Environmental Sciences Branch. Raleigh,

' NC.
6. North Carolina Department of Transportation GIS Database - River and

' Stream; Road; and National Wetland Inventory (NWI) mapping layers.
7. North Carolina State University, Cooperative Extension Service and U.S.D.A.
' Natural Resources Conservation Service, 1999. Hydraulic Geometry
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rth Carolina
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ons
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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,
' Surry County, North Carolina - Historic Aerial Photograph Series 1936 -
1997.
11. U.S. Department of Agriculture, Natural Resource Conservation Service,
Website - Soil Survey for Surry County, North Carolina 2004.
I12. U.S. Geological Survey 7.5 Minute Quadrangle Topographic Map for
Claudeville, Virginia.
13. U.S. Geological Survey 7.5 Minute Quadrangle Geologic Map for Pilot
Mountain, North Carolina.
1
L
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
Watershed Characterization
Supporting Documentation

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Caption: Big Creek - Surry County, NC
Reach 5
Drainage Area = 5.67 sq. mi.
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Surry County, North Carolina
Map
symbol
CsA
DrB
FeB2
FeC2
FeD2
FsE
RbD
RrE
RsD
TtC
Map unit name
Colvard and Suches soils, 0 to 3 percent slopes, occasionally flooded
Dillard fine sandy loam, 2 to 8 percent slopes, rarely flooded
Fairview sandy day loam, 2 to 8 percent slopes, moderately eroded
Fairview sandy Gay loam, 8 to 15 percent slopes, moderately eroded
Fairview sandy day loam, 15 to 25 percent slopes, moderately eroded
Fairview-Stott Knob complex, 25 to 45 percent slopes
Rhodhiss-Bannertown complex, 15 to 25 percent slopes, very rocky
Rhodhiss-Bannertown-Rock outcrop complex, 25 to 60 percent slopes, very bouldery
Rhodhiss-Stott Knob complex, 15 to 25 percent slopes, stony
Toast-Bannertown complex, 8 to 15 percent slopes, very rocky
USDA Natural Resources
Tabular Data Version: 10
Conservation Service Tabular Data Version Date: 05/18/2007
Page 1 of 1
Map Unit Description (Brief)
' Surry County, North Carolina
[Only those map units that have entries for the selected non-technical description categories are included in this report]
' Map Unit: CsA - Colvard and Suches soils, 0 to 3 percent slopes, occasionally flooded
Description Category: SOI
This map unit consists of nearly level to gently sloping Colvard soils and Suches soils on flood plains. They formed in loamy alluvial deposits.
Colvard soils have a loamy surface layer and subsoil. Permeability is moderately rapid and shrink-swell potential is low. Seasonal high water
' table is within a depth of 4.0 to 6.0 feet. Colvard soils are subject to occasional flooding. Suches soils have a loamy surface layer and loamy
subsoil. Permeability is moderate and shrink-swell potential is low. Seasonal high water table is within a depth of 2.5 to 4.0 feet. Suches soils
are subject to occasional flooding.
' Map Unit: DrB - Dillard fine sandy loam, 2 to 8 percent slopes, rarely flooded
Description Category: SOI
These gently sloping, very deep, moderately well drained soils are on stream terraces and alluvial fans. They formed in loamy and clayey
alluvial deposits. They have a loamy surface layer and a loamy over clayey subsoil. Permeability is moderately slow and shrink-swell potential
is moderate. Seasonal high water table is within a depth of 2.0 to 3.0 feet. These soils are subject to rare flooding.
' Map Unit: FeB2 - Fairview sandy clay loam, 2 to 8 percent slopes, moderately eroded
Description Category: SOI
' These gently sloping, very deep, well drained, eroded soils are on uplands. They formed in residuum from le/sic rocks. They have a loamy
surface layer and a clayey subsoil. Permeability is moderate and shrink-swell potential is low. Seasonal high water table is below 6.0 feet.
' Map Unit: FeC2 - Fairview sandy day loam, 8 to 15 percent slopes, moderately eroded
Description Category: SOI
These strongly sloping, very deep, well drained, eroded soils are on uplands. They formed in residuum from felsic rocks. They have a loamy
surface layer and a clayey subsoil. Permeability is moderate and shrink-swell potential is low. Seasonal high water table is below 6.0 feet.
Map Unit: FeD2 - Fairview sandy clay loam, 15 to 25 percent slopes, moderately eroded
Description Category: SOI
These moderately steep, very deep, well drained, eroded soils are on uplands. They formed in residuum from fe/sic rock. They have a loamy
surface and a clayey subsoil. Permeability is moderate and shrink-swell potential is low. Seasonal high water table is below 6.0 feet.
Map Unit: FsE - Fairview-Stott Knob complex, 25 to 45 percent slopes
' Description Category: SOI
This map unit consist of steep Fairview soils and Stott Knob soils on uplands. They formed in residuum from f6/sic rocks. Fairview soils are
' very deep and well drained. They have a loamy surface layer and a clayey subsoil. Permeability is moderate and shrink-swell potential is low.
Seasonal high water table is below 6.0 feet. Stott Knob soils are moderately deep and well drained. They have a loamy surface layer and
subsoil. Soft bedrock is within a depth of 20 to 40 inches. Permeability is moderate and shrink-swell potential is low. Seasonal high water
table is below 6.0 feet.
USDA Natural Resources
Tabular Data Version: 10
Conservation Service Tabular Data Version Date: 05/18/2007 Page 1 of 2
Map Unit Description (Brief)
' Surry County, North Carolina
' Map Unit: RbD - Rhodhiss-Bannertown complex, 15 to 25 percent slopes, very rocky
Description Category: SOI
1 This map unit consists of moderately steep Rhodhiss soils and Bannertown soils. They are on uplands. They formed in residuum from granite.
Many areas of bedrock are exposed at the surface. Rhodhiss soils are very deep and well drained. They have a loamy surface layer and
subsoil. Permeability is moderate and shrink-swell potential is low. Seasonal high water table is below 6.0 feet. Bannertown soils are
moderately deep and somewhat excessively drained. They have a loamy surface layer and subsoil. A significant amount of gravel may be
present throughout these soils. Permeability is moderately rapid and shrink-swell potential is low. Hard bedrock is within a depth of 20 to 40
' inches. Seasonal high water table is below 6.0 feet.
Map Unit: RrE - Rhodhiss-Bannertown-Rock outcrop complex, 25 to 60 percent slopes, very bouldery
' Description Category: SOI
This map unit consists of steep to very steep Rhodhiss soils, Bannertown soils, and rock outcrops on uplands. They formed in residuum from
' granite. There are a significant number of boulders on the surface. Rhodhiss soils are very deep and well drained. They have a loamy surface
layer and subsoil. Permeability is moderate and shrink-swell potential is low. Seasonal high water table is below 6.0 feet. Bannertown soils
are moderately deep and somewhat excessively drained. They have a loamy surface layer and subsoil. A significant amount of gravel may be
present throughout these soils. Permeability is moderately rapid and shrink-swell potential is low. Hard bedrock is within a depth of 20 to 40
inches. Seasonal high water table is below 6.0 feet. Rock outcrop consists of areas where bedrock is exposed at the surface.
' Map Unit: RsD - Rhodhiss-Stott Knob complex, 15 to 25 percent slopes, stony
' Description Category: SOI
This map unit consists of mderate/y steep Rhodhiss soils and Stott Knob soils on uplands. These soils formed in residuum from schist and
gneiss. Occasional stones are scattered over the surface. Rhodhiss soils are very deep and well drained. They have a loamy surface layer
' with a significant amount of gravel and a loamy subsoil. Permeability is moderate and shrink-swell potential is low. Seasonal high water table
is below 6.0 feet. Stott Knob soils are moderately deep and well drained. They have a loamy surface layer and subsoil. A significant amount
of gravel may be present throughout these soils. Soft bedrock is within a depth of 20 to 40 inches. Permeability is moderate and shrink-swell
potential is low. Seasonal high water table is below 6.0 feet.
' Map Unit: TtC - Toast-Bannertown complex, 8 to 15 percent slopes, very rocky
Description Category: SOI
' This map unit consists of strongly sloping Wedowee soils, Rion soils and Ashlar soils. They are on uplands. Wedowee soils are very deep
and well drained. They formed in residuum from felsic rocks. They have a loamy surface layer and a clayey subsoil Many areas of bedrock
are exposed at the surface. Permeability is moderate and shrink-swell potential is low. Seasonal high water table is below 6.0 feet. Rion soils
are very deep and well drained. They formed in residuum from felsic rocks. They have a loamy surface layer and subsoil. Many areas of
' bedrock are exposed at the surface. Permeability is moderate and shrink-swell potential is low. Seasonal high water table is below 6.0 feet.
Ashlar soils are moderately deep and excessively drained. They formed in residuum from fe/sic rock. They have a loamy surface layer and
subsoil. Many areas of bedrock are exposed at the surface. Permeability is moderately rapid and shrink-swell potential is low. Hard bedrock is
within a depth of 20 to 40 inches. Seasonal high water table is below 6.0 feet.
i
1

USDA Natural Resources
Conservation Service
Tabular Data Version: 10
Tabular Data Version Date: 05/18/2007
Page 2 of 2

Bankfull Discharge and Channel Dimensions Validation
Supporting Documentation
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Worksheet 5-3. Field form for Level II stream classification (Rosgen, 1996; Rosgen and Silvey, 2005).
Stream: Reach 1 - 2007 (Above Crossing)
Basin: Dan River Drainage Area: 2752 acres 4.3 mil
Location:
Twp.&Rge: ; Sec.&Qtr.: ;
Cross-Section Monuments (Lat./Long.): 0 Lat / 0 Long Date: 11/14/07
Observers: Walker, Cartner Valley Type: VIII
ankfull WIDTH (Wbkf)
'IDTH of the stream channel at bankfull stage elevation, in a riffle section. 23,37
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross-section, at bankfull stage elevation, in a
riffle section (dbkf = A / Wbkf). 1.81
Bankfull X-Section AREA (Abkf)
AREA of the stream channel cross-section, at bankfull stage elevation, in a riffle
section.
42.28
Width/Depth Ratio (Wbkf/ dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH, in a riffle section. 12,91
f+2
ft/ft
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross-section, or distance between the
bankfull stage and Thalweg elevations, in a riffle section. 2.39
WIDTH of Flood-Prone Area (Wfpe)
Twice maximum DEPTH, or (2 x dmbkf) = the stage/elevation at which flood-prone area
WIDTH is determined in a riffle section. 37.54
Entrenchment Ratio (ER)
The ratio of flood-prone area WIDTH divided by bankfull channel WIDTH (Wfpa/ Wbkf)
(riffle section). 1.61
ft/ft
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. 33.63
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.
0.00617
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). 1.2
ft/ft
Copyright © 2006 Wildland Hydrology WARSSS page 5-29
Worksheet 5-4. Morphological relations, including dimensionless ratios of river reach sites (Rosgen and Silvey, 2005).
Stream: BigReach - Reach 1 - 2007 (Above Crossing Location:
Observers: Date: 11/14/07 Valley Type: VIII Stream Type: B 4c

River Reach Summary Data
Mean Riffle Depth (db,,f) 1 1.81 ift Riffle Width (Wb,cf) 23.37 Ift Riffle Area (A,,,) 42.28 Iftz
C IMean Pool Depth (dy,,,p) 1 3.16 ;ft Pool Width (Warp) 25.76 Ift Pool Area (A„,,f
) 81
5 ftZ
_o p .
w Mean Pool De th/Mean Riffle; I
Depth p ! 1.7 5 ?du'P/ !
Pool Width/Riffle Width ? 1.1 ?Wwtd
Pool Area / Riffle Area !
I
1 1.93 ' A
E ; ,, Mr ;at
Max Riffle Depth (d
mucr) ? 2.39 ift Max Pool Depth (dmy,,,p) 1 4.51 ift
Max Riffle Depth/Mean Riffle Depth ; 1
32
? .
Max Pool Depth/Mean Riffle Depth 2.4921
Point Bar Slope 0
1

V Streamflow: Estimated Mean Velocity at Bankfull Stage (ubkf) 3.83 :ft/s Estimation Method u/u'
Streamflow: Estimated Discharge at Bankfull Stage (Qb,,) 162 icfs Drainage Area 4.3 imiz
GeOmet Meart Min Max Dimensionless G,eonw Ratios Mean Min Max
Meander Length (Lm) 233 ; 218 1 247 Ift Meander Length Ratio (Lm/Wbkf) i 9.97 i 9.33 110.57

`
tr Radius of Curvature Rc ! 68 ! 57 ! 84 'ft
( ) Radius of Curvature/Riffle Width Rc/W
( blcr)
; 2.91 ; 2.44 ; 3.59
a Belt Width (W,,) 35 30 40 ift Meander Width Ratio (Wb„/Wu,) ; 1.50 ; 1.28 1 1.71
11ndividual Pool Length 1 51.91 17.4 84.4 ft Pool Length/Riffle Width 1 2.22 0.75 3.61
?a
V
JP.ol to Pool Spacing 11 117 11 85.41 160 ft Pool to Pool Spacing/Riffle Width
1 4.99 3.65 1 6.84
Riffle Length 1 25.21 9.231 50.7 Ift Riffle Length/Riffle Width 1 1.081
0.39 1 2.17

Valley Slope (VS) 0.0074 1Wft Average Water Surface Slope (S) 0.00617 ift/ft Sinuosity (VS/S) 1.2
Stream Length (SL) ; 1125 Ift Valley Length (VL) 940 ift Sinuosity (SL/VL) 11.2
Low Bank Height start--0---eft

11 Max Riffle start) 0 Ift

'
!
Bank-Height Ratio (BHR) start
(LBH) end! 0 ift
. Depth end!
0 Ift (LBH/Max Riffle De pth) end
FacelSlopes Mean On ' Max Dimensionless Slope Ratios Mean Min Max
' Riffle Slope (S f) 10.028; 0.007; 0.0571ft/ft Riffle Slope/Average Water Surface Slope (Sr;f / S) 14.532;1.157; 9.297

gi Run Sloe (S
P rA 10.02910.01810.046;ft/ft Run Slope/Average Water Surface Slope (S°,r,/ S)
4.75012.90317.460
Pool Slope (Sp) 0.000; 0.00010.0011 ft/ft Pool Slope/Average Water Surface Slope (SP / S) 0
068; 0
028; 0
115
.
.
.
U IGlide Slope (S9) 1 0.003; 0.00210.007jft/ft Glide Slope/Average Water Surface Slope (S9 / S) 10.561,1
03 34;1.070
Feature MI nt s Mean Min Max Dimensionless Depth Ratios _
Mean Min Max
Riffle Depth (dhf) 12.39 11 2.391 2.39 Ift Riffle Depth/Mean Riffle Depth (d.,/ db,,) 1 1.32 1 1.32 1 1.32
Run Depth (dr,,,,) 1 0 1 0 1 0 ift Run Depth/Mean Riffle Depth (d.„/ du,f) 1 0 1 0 0
Pool Depth (d,) 1 4.51 1 4.51 1 4.51 Ift Pool Depth/Mean Riffle Depth (dp/ dbk,) 1 2.491 2.49 12.49
A Glide Depth (d9) 1 0 1 0 1 0 Ift Glide Depth/Mean Riffle Depth (d9/ dbkf) 1 0 1 0 10
Reachb Riffle° Bar Reachb RIW Bar Protrusion HelgW

fA 1% 0 0 0 D16 1 0.5 17.47 0
0 imm

m Sand 38 0 16.77 1
>.

!
1 Dss 1 1.7 32 13.32

!
0 imm
. Gravel 25 65 67.35 D. 1 33.63 43.47 25.19 0 !mm
Z
c F Cobble I 33 j 35 15.88 D7 136.67 I 86.45 63.96 0 mm

gU 1% Boulder 4 0 0 D95 1 245.14 123.78 1 110.74 I 0 '.mm
I% Bedrock 0
0 13100
13100 1 362 180 1 132 0 imm
_ ......, ...?., ..._........r ...... ..... ..... ........y,, F-111 -- on..of,c f--, WI awn -V la?en al uaepest part or pool.
b Composite sample of riffles and pools within the designated reach.
c Active bed of a riffle.
d Height of roughness feature above bed.
Copyright © 2006 Wildland Hydrology WARSSS page 5-31
z ; t
Ail.
a
" 4. H1 ?K b
41
a I
i L4;:} •i. fib"' 4 '! ? T a ?.?
? Y ? 1 a?sr, f
,.A- If-It'
`?• J? y.E Y?M '? ?? b #?" ?: kR YSa.'F k b _
4. SS
,° w,x F
Stream
$r *.. b
Crossing
y k 1 aP'? y?<Y
y 4 L
:m
? a
k
I W
?'? '? ? ??' 4?; ;,gip. ?, ? _• ;Small
Trib.
r
0 30 60 120 180 240 ?? t y
Feet
7. Ike
?.
tom' ?-,,? ;,ate ,

Worksheet 5-3. Field form for Level II stream classification (Rosgen, 1996; Rosgen and Silvey, 2005).
Stream: Reach - Reach 2 - 2007 (Crossing to Small Trib.)
Basin: Drainage Area: 3008 acres 4.7 mil
Location:
Twp.&Rge: ; Sec.&Qtr.: ;
Cross-Section Monuments (Lat./Long.): 0 Lat / 0 Long Date: 11/14/07
Observers: Valley Type: VIII
Bankfull WIDTH (Wbkf)
WIDTH of the stream channel at bankfull stage elevation, in a riffle section. 25.65
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross-section, at bankfull stage elevation, in a
riffle section (dbkf = A / Wbkf). 2,1
Bankfull X-Section AREA (Abkf)
AREA of the stream channel cross-section, at bankfull stage elevation, in a riffle
section. 54.05
Width/Depth Ratio (Wbkf/ dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH, in a riffle section. 12.16
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross-section, or distance between the
bankfull stage and Thalweg elevations, in a riffle section. 3
++
++2
ft/ft
WIDTH of Flood-Prone Area (Wfpa)
Twice maximum DEPTH, or (2 x dbkkf) = the stage/elevation at which flood-prone area
WIDTH is determined in a riffle section. 57.85
Entrenchment Ratio (ER)
The ratio of flood-prone area WIDTH divided by bankfull channel WIDTH (Wfa/ Wbkf)
(riffle section). 2.26
Channel Materials (Particle Size Index ) D5o
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. 33
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. 0.00522
ft/ft
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). 1.17
Copyright © 2006 W ildland Hydrology WARSSS page 5-29
Worksheet 5-4. Morphological relations, including dimensionless ratios of river reach sites (Rosgen and Silvey, 2005).
Stream: Big Creek Assessment - Phase I, Reach - R Location:
Observers: Date: 11/14/07 Valley Type: VIII Stream Type: C 4
River Reach Summary Data
IMean Riffle Depth (dbk,) 1 2.11 Ift Riffle Width (Wbk,) 1 25.65 ift Riffle Area (Abkf) 1 54.05 ;ft2
c Mean Pool Depth (dbkrp) 1.72 ft Pool Width (Wbkrp) 21.83 ft Pool Area (Abkfp) 37.45 fTz

E Mean Pool Depth/Mean Riffle; ldbkfW
Depth 1 0.82 1dbkr 1Wbkrp/
Pool Width/Riffle Width ; 0.85 Wbkf
Pool Area / Riffle Area !A„k,WA
0.69 1 bki

F Max Riffle Depth d ) 3 1ft Max Pool Depth d ; 1.42
( mbkf ( mbkfp) 2.71 ;ft Max Riffle Depth/Mean Riffle Depth
Cc

W :
Max Pool Depth/Mean Riffle Depth 11.284 Point Bar Slope ..
0
V Streamflow: Estimated Mean Velocity at Bankfull Stage (u„kf) 4.21 ;ft/s Estimation Method
Streamflow: Estimated Discharge at Bankfull Stage (Qbkf) 227 ;cfs Drainage Area 4.7 ;mil

Geometry Mean Min Max Dimensionless Geornw Ratios Mean Mn Max
Meander Length (Lm) 270 ; 260 ; 278 ;ft Meander Length Ratio (Lm/Wbkf) 10.53;10.14;10.84
c
d Radius of Curvature Re 73 40 1 107 ;ft Radius of Curvature/Riffle Width Rc/W

( ) ( bkf)

; 2.85 ; 1.56 ; 4.17
CL Belt Width (Wbu) 42 30 54 ,ft Meander Width Ratio (Wu,/Wbkf) = 1.641 1.17 ; 2.11
Individual Pool Length 1 65.2 1 46.8 84.5 ft Pool Length/Riffle Width 2.54 1.82 3.30
M
L
U Pool to Pool Spacing
I t 133 11 105 1 189 ift Pool to Pool Spacing/Riffle Width 1 5.20 1 4.08 1 7.35
Riffle Length 1 13.31 2.1 11 27.9 ;ft Riffle Length/Riffle Width i 0.521 0.081 1.09

Valley Slope (VS) i 0 ;ft/ft Average Water Surface Slope (S) 0.00522 ;ft/ft Sinuosity (VS/S) ; 1.17
IStream Length (SL) 0 ift Valley Length (VL) 0 ;ft Sinuosity (SLNL)
Low Bank Height

(LBH) start! 0 eft
------
end' 0 ift Max Riffle start 0 1'ft
1------
Depth 1 end) 0 :ft Bank-Height Ratio (BHR) start!

(LBH/Max Riffle Depth) end i
)
Facet Slopes Mean Min Max Dimensionless Slope Ratios Mean ' ?An Max
d
w Riffle Slope (Sh,) ; 0.020; 0.006; 0.047;ft/ft Riffle Slope/Average Water Surface Slope (Sr;f / S) 13.83011.1 0018260

a Run Slope (Srun) , 10.074; 0.022; 0.1621ft/ft Run Slope/Average Water Surface Slope (Srun / S
)
? # ? 4.303; ####
Pool Slope (Sp) 0.000 0.000 0.000 ft/ft Pool Slope/Average Water Surface Slope (Sp/ S) ;0.044;0.023;0.067
v Glide Slope (S9) 0.003; 0.001 0.006ft1ft Glide Slope/Average Water Surface Slope (S9 / S) 0.649; 0.142;1.107
Feature Midpoint ' Mean Min Max Dimensionless Depth Ratios Mean Min Max
Riffle Depth (drlr) 3 1 3 3 Ift Riffle Depth/Mean Riffle Depth (drf/ dbkf) 1.42 1 1.42 1.42
Run Depth (cl-) 3.92 1 3.921 3.92 Ift Run Depth/Mean Riffle Depth (dmn/ dbkr) 1.86 1 1.86 1.86
Pool Depth (dp) ; 2.71 ; 2.711 2.71 ift Pool Depth/Mean Riffle Depth (dp/ dba) 1.281 1.281 1.28
Glide Depth (d9) 0 1 0 ) 0 ;ft Glide Depth/Mean Riffle Depth (d9/ d,,) 0 1 0 ; 0

Reach° Riffle Bar Reece RRIW Bar Protrusion Height°
%Silt/Clay 0 0 0 D,6 0.5 17.47 0 0 ;mm
N
1% Sand

38 0 20.94 D35 1.7 32 8.56
1
1
1 1 1

I 0
;mm
m
1% Gravel
25 65 66.09 D? 33.63 43.47 19.12
0 .mm
c % Cobble 33 35 12.97 D. 136.67 86.45 59.15 0 mm
c
t
U
: 1% Boulder
4 0 0 D95 245.14 123.78 89.31
0 mm
Bedrock 0 0 ; 0 D, p ; 362 180 ; 105 ! 0 .mm
a Min, max, mean depths are the average mid-point values except pools, which are taken at deepest part of pool.
b Composite sample of riffles and pools within the designated reach.
c Active bed of a riffle.
d Height of roughness feature above bed.
Copyright 0 2006 Wildland Hydrology WARSSS page 5-31

eta ? _? `,
AC

Worksheet 5-3. Field form for Level II stream classification (Rosgen, 1996; Rosgen and Silvey, 2005).
Stream: Reach - Reach 3 - 2007 (Small Trib. to Bridge)
Basin: Drainage Area: 3520 acres 5.5 mil
Location:
Twp.&Rge: ; Sec.&Qtr.: ;
Cross-Section Monuments (Lat./Long.): 0 Lat / 0 Long Date: 11/14/07
Observers: Valley Type: VIII
Bankfull WIDTH (Wbkf)
WIDTH of the stream channel at bankfull stage elevation, in a riffle section. 35.36
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross-section, at bankfull stage elevation, in a
riffle section (dbld = A / Wb,). 1.45
Bankfull X-Section AREA (Abkf)
AREA of the stream channel cross-section, at bankfull stage elevation, in a riffle
section.
51.31
++2
Width/Depth Ratio (Wbkf / dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH, in a riffle section. 24.39
ft/ft
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross-section, or distance between the
bankfull stage and Thalweg elevations, in a riffle section. 2.39
s+
WIDTH of Flood-Prone Area (Wfpe)
Twice maximum DEPTH, or (2 x dmw) = the stage/elevation at which flood-prone area
WIDTH is determined in a riffle section. 45.26
Entrenchment Ratio (ER)
The ratio of flood-prone area WIDTH divided by bankfull channel WI=Wbkf)
(riffle section). ft/ft

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. 33
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. 0.00529
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). 1.35
mm
ft/ft
Copyright © 2006 Wildland Hydrology WARSSS page 5-29
Worksheet 5-4. Morphological relations, including dimensionless ratios of river reach sites (Rosgen and Silvey, 2005).
Stream: Big Creek Assessment - Phase I, Reach - R Location:
Observers: Date: 11/14/07 Valley Type: VIII Stream Type: F 4
River Reach Summary Data
Mean Riffle Depth (dbki) 1 1.52 ft Riffle Width (Wbkf) 33.63 ift Riffle Area (Abk,) 1 51.31 rft2
c
0 Mean Pool Depth (d.p) 2.47 ft Pool Width ^,,,p) 43.61 ft Pool Area (Abkfp) 109.77 ftz
Mean Pool Depth/Mean Riffle; dbktW
Depth i 1.63'1' ;Wbkfp/
Pool Width/Riffle Width i 1.3 iWbkf
Pool Area / Riffle Area ;Abkfp/A
1 2.16 1nkf

m Max Riffle Depth (dmbk,) ; 2.32 ;ft Max Pool Depth (dmbkfp) ; 3.76 !ft Max Riffle Depth/Mean Riffle Depth ; 1.53

s - Max Pool Depth/Mean Riffle Depth 12.474 Point Bar Slope 0
U Streamflow: Estimated Mean Velocity at Bankfull Stage (ubkf) 4.38 ift/s Estimation Method u/u'
Streamflow: Estimated Discharge at Bankfull Stage (Qbkf) 219.42 ;cfs Drainage Area 5.5 ;mil

Geometry Mean' Min Max Dimensionless Geometry Ratios dean ;Min Max
Meander Length (Lm) 1 139 1 108 1 159 ?ft Meander Length Ratio (Lm/Wbkf) ; 4.13 ; 3.21 1 4.73
C
at Radius of Curvature (Rc) ) 71 1 65 1. 74 ;ft Radius of Curvature/Riffle Width (Rc/Wbkf) ; 2.11 1 1.93 ; 2.20
ti Belt Width (W,,) 93 1 93 ' g6 ift Meander Width Ratio (Wbi,Mlbkf) ; 2.77 ; 2.771
2.85
Individual Pool Length 1 69.91 18.2 156 lit Pool Length/Riffle Width 1 2.08 0.541 4.64
ea
U
Pool to Pool Spacing
142 11 55.11 242 Ift Pool to Pool spacing/Riff le Width
1 4.21 1 1.641 7.20
Riffle Length 15 7.36 1 30.6 lift Riffle Length/Riffle Width ; 0.45 1. 0.22 0.91

Valley Slope (VS) 0.0061 ;ft/ft Average Water Surface Slope (S) 0.00529 ;ft/ft Sinuosity (VS/S) ; 1.35
IStrearn Length (SL) 1195 lit Valley Length (VL) 0 ;ft Sinuosity (SUVL)
Low Bank Height
(LBH) start 1j:11 Ift
end 3.07 ift Max Riffle start; 2.24 ift
Depth end! 2.4 ft Bank-Height Ratio (BHR) start
(LBH/Max Riffle Depth) end 1.3
Facet Mean Min Max Dimensionless Slope Ratios Mean Min Max
at . Riffle Slope (Shf) ;0.022;0.015;0.039;ft/ft Riffle Slope/Average Water Surface Slope (S6f/ S) ;4.10212.87717.329
a Run Slope (Srun) 10.02910.01310.0421ft/ft Run Slope/Average Water Surface Slope (Smn/ S) ;5.554;2.403;7.989
Pool Slope (Sp) 0.001; 0.000; 0.002; ft/ft Pool Slope/Average Water Surface Slope (Sp / S) 0.185; 0.083; 0.450
V Glide Slope (S,,)
11 i 0.00310.0101ft/ft Glide Slope/Average Water Surface Slope (Sg/ S)
110.0051
;0.88810.50111.820
Feature Midpoint ' Mean Min Max Dimensionless Depth Ratios Mean Min Max
Riffle Depth (dof) 2.321 2.241 2.39 Ift Riffle Depth/Mean Riffle Depth (d,;f/ dbkf) 1 1.5311 1.471 1.57
Run Depth (d,,,n) ; 3.621 3.481 3.75 ift Run Depth/Mean Riffle Depth (d,,,n/ dbkf) ) 2.3812.29 2.47
Pool Depth (dp) ; 3.76 2.79 :g 4.73 ;ft Pool Depth/Mean Riffle Depth (dp/ dbk,) . 2.471 1.84 1 3.11
Glide Depth (dg) ; 2.91 ; 2
.851 2.97 ;ft
A
Glide Depth/Mean Riffle Depth (dg/ dbkf)
; 1.91 1 1.88 i 1.95
.1

React b Riffle" Bar Reach" Riffle` Bar Protrusion Height"
%Silt/Clay 0 0 0 D,s) 0.5 17.47 ; 0
1 1 ; ; 0 ;mm
U)
% Sand
38 0 16.77 D35 1.7 32 13.32
0 ;mm
m
1% Gravel
25 65 67.35 D, 33.63 43.47 25.19
0 mm
1% Cobble 33 35 j 15.88 D. ? 136.67 86.45 63.96 0 .mm
c
t
U
% Boulder
4 0 0 D95 245.14 123.78 110.74
'
0 mm
1% Bedrock 0 0 0 D,m ; 362 180 132 0 ;mm
a min, max, mean aepms are me average mia-point values except pools, wmcn are taKen at aeepest part of pool.
b Composite sample of riffles and pools within the designated reach.
c Active bed of a riffle.
d Height of roughness feature above bed.
Copyright © 2006 Wildland Hydrology WARSSS page 5-31
4

Worksheet 5-3. Field form for Level II stream classification (Rosgen, 1996; Rosgen and Silvey, 2005).
Stream: Reach - Reach 4 - 2007 (Bridge - Rhododendron Bend)
Basin: Drainage Area: 3616 acres 5.65 mil
Location:
Twp.&Rge: ; Sec.&Qtr.: ;
Cross-Section Monuments (Lat./Long.): 0 Lat / 0 Long Date: 11/14/07
Observers: StreamWalker Consulting Valley Type: VIII
ankfull WIDTH (Wbkf)
/IDTH of the stream channel at bankfull stage elevation, in a riffle section. 29.34
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross-section, at bankfull stage elevation, in a
riffle section (dbW = A / Wbe). 1.78
Bankfull X-Section AREA (Abkf)
AREA of the stream channel cross-section, at bankfull stage elevation, in a riffle
section. 52.2
ft
ft
r+2
Width/Depth Ratio (Wbkf/ dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH, in a riffle section. 16.48
ft/ft
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross-section, or distance between the
bankfull stage and Thalweg elevations, in a riffle section. 2.14
WIDTH of Flood-Prone Area (WfPa)
Twice maximum DEPTH, or (2 x dmbld) = the stage/elevation at which flood-prone area
WIDTH is determined in a riffle section. 52.62
Entrenchment Ratio (ER)
The ratio of flood-prone area WIDTH divided by bankfull channel WIDTH (WfPa/ WbW)
(riffle section). 1.79
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. 33.63
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. 0.00402
ft/ft
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). 1.35
Copyright @ 2006 W ildland Hydrology WARSSS page 5-29

Worksheet 5-4. Morphological relations, including dimensionless ratios of river reach sites (Rosgen and Silvey, 2005).
a Min, max, mean depths are the average mid-point values except pools, which are taken at deepest part of pool.
b Composite sample of riffles and pools within the designated reach.
c Active bed of a riffle.
d Height of roughness feature above bed.
Stream: Reach 4 - 2007 (Bridge - Rhododendron BE Location:
Observers: StreamWalker Consulting Date: 11/14/07 Valley Type: VIII Stream Type: B 4c
River Reach Summary Data
Mean Riffle Depth (db,,t) 1 1.89 .ft Riffle Width (Wb,,) 29.01 lft Riffle Area (Ab,) 52.2 1ffz
c Mean Pool Depth (d ,P) 1.78.ft Pool Width (Wmip) 37.01 lift Pool Area (At ,P) . 66.14 fe

4,
c
E Mean Pool Depth/Mean Riffle; idt*,p/

I Depth ; 0.94.dbk+ W,+w

Pool Width/Riffle Width 1 1.281 WIki

Pool Area / Riffle Area IAa,P/A

1.21 bk+
.6 Max Riffle Depth (d
mbk+) 2.03 .ft Max Pool Depth (dm,P) 1 4.56 ift Max Riffle Depth/Mean Riffle Depth ; 1.07
c
c
R
s
Max Pool Depth/Mean Riffle Depth ;2.413 Point Bar Slope
0
V Streamflow: Estimated Mean Velocity at Bankfull Stage (ubk,) 4.13 ft/s Estimation Method Hey

_j Streamflow: Estimated Discharge at Bankfull Stage (Q+) 241 icfs Drainage Area
I 5.65 imiZ

Geonw" Mean Min Max Dimensionless Georneitry Ratios Mean Min Max
Meander Length (Lm) 372 . 247 i 523 ift Meander Length Ratio (Lm/Wtk,) 112.82; 8.51 ;18.03
c
d Radius of Curvature (Rc) ; 93.4 i 62.3. 164 ift Radius of Curvature/Riffle Width (Rc/Wbk,) ; 3.22 ; 2.151 5.65
0. Belt Width (Wbu) 1 94.81 59 1 123 :ft Meander Width Ratio (Wat/Wbkr) 1 3.27 1 2.03 ; 4.25
r Individual Pool Length 1 73.81 20.6 133 ft Pool Length/Riffle Width 1 2.541 0.71 1 4.58
R
V
Pooi to Pool Spacing 1 149 11 85.81 208 ift Pool to Pool Spacing/Riffle Width
1 5.121 2.96 1 7.17

_j
I
Riffle Length . 13.71 9.3 . 16.9 ift Riffle Length/Riffle Width . 0.4711 0.321 0.58

Valley Slope (VS) 0 1ft/ft Average Water Surface Slope (S) 1 0.00402 1fUft Sinuosity (VS/S) ; 1.35
Stream Length (SL) 970 1ft Valley Length (VL) 720 lft Sinuosity (SWL) ; 1.35
Low Bank Height start i 5.3 :ft
f___
(LBH) end) 2.3 lit Max Riffle start)___ 2.02 :ft
1_____l
Depth end: 2.12 ift Bank-Height Ratio (BHR) start) 2.62

(LBH/Max Riffle Depth) end1 s 1.08
Facet Slopes Mean Min Max Dimensionless Slope Ratios Mean Min Max
0
w Riffle Slope (Srtr) r0.028i0.017,0.036ift/ft Riffle Slope/Average Water Surface Slope (Sr;,/ S) i6.95014.187i9.025
°

CL Run Slope (Sun) 10.03710.02210.048ift/ft Run Slope/Average Water Surface Slope (Srun / S)
19.11915.5451 ####
c Pool Slope (SP) 110.000 0.00010.0011fUft Pool Slope/Average Water Surface Slope (SP/ S) ;0.067;0.04010.124
U Glide Slope (S9) 10.00510.00110.008:fUft Glide Slope/Average Water Surface Slope (S9/ S) 111.201110.29412.050
Feature Midpoint' Mean Min Max Dimensionless Depth Ratios Mean Min Max
Riffle Depth (d;,) 12.031 1.971 2.12 .ft Riffle Depth/Mean Riffle Depth (dr;,/ dbkt) .1.07. 1.0411.12
Run Depth (dti) i 2.34.2.12.2.56 ift Run Depth/Mean Riffle Depth (drun/ dbkr) :1.24.1.12 1.35
Pool Depth (dp) . 4.56 1 2.87 1 6.47 ift Pool Depth/Mean Riffle Depth (dP/ dam,) . 2.41. 1.52. 3.42
Glide Depth (d9) . 2.11 . 1.921, 2.18 ift Glide Depth/Mean Riffle Depth (d9/ dt*t) . 1.12 i 1.02.1.15

Reachb Riffle° Bar Reachb Riffle` Bar Protrusion Howse
Silt/Clay 0 0 0 D16 i 0.5 0 0 I 0 :mm
N
.`
/ Sand 38 0 20.94 D35 i 1.7 0 8.56
1 0 lmm
d
1% Gravel . 25 13 66.09 D, 1 33.63 0 19.12
. 0 imm

c %Cobble 33 0 12.97 D84 . 136.67 0 59.15 1 0 imm
t
U % Boulder 4 0 0 D95 245.14 0 89.31
jmm
0
Bedrock 0 . 87 0 D100
. 362 0 105
11 0 imm
Copyright © 2006 Wildland Hydrology
WARSSS page 5-31
-r
wj,

x AO
r ?. ..?
ys?

}?
„ R e j 'ry ?`'.r M1
?
*K4
'ilk
Rhododendron'
Bend `s
ti
ei?
fvr
t Tr °`'?? .,End Phase
44,
4 ° r r?r' ? _ " ? ,? ? ?` ? ,,ar°? s a : • ,;pie a#' ? t t
VIA
4A j
If. ' , ,•."',k4dt } 3d • y 31v#
-1 lly

Q 40?80 160 240 320 .' '
Feet:_ ,

Worksheet 5-3. Field form for Level II stream classification (Rosgen, 1996; Rosgen and Silvey, 2005).
Stream: Reach 5 - 2007 (Rhododendron - Project End Phase
Basin: Drainage Area: 3628.8 acres 5.67 mil
Location:
Twp.&Rge: ; Sec.&Qtr.: ;
Cross-Section Monuments (Lat./Long.): 0 Lat / 0 Long Date: 12/12/07
Observers: StreamWalker Consulting Valley Type: VII I
Bankfull WIDTH (Wbkf)
WIDTH of the stream channel at bankfull stage elevation, in a riffle section. 24.35
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross-section, at bankfull stage elevation, in a
riffle section (dba = A / Wbkf). 2.14
Bankfull X-Section AREA (Abkf)
AREA of the stream channel cross-section, at bankfull stage elevation, in a riffle
section. 52.07
Width/Depth Ratio (Wbkf/ dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH, in a riffle section. 12.08
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross-section, or distance between the
bankfull stage and Thalweg elevations, in a riffle section. 2.55
WIDTH of Flood-Prone Area (WfPa)
Twice maximum DEPTH, or (2 x dbkkf) = the stage/elevation at which flood-prone area
WIDTH is determined in a riffle section. 27.66
4
Entrenchment Ratio (ER)
The ratio of flood-prone area WIDTH divided by bankfull channel WIDTH (WfPa/ Wbld)
(riffle section). 1,14
Channel Materials (Particle Size Index ) D5o
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. 33.63
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.
0.00479
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). 1.12
ft/ft
mm
ft/ft
Copyright © 2006 W ildland Hydrology WARSSS page 5-29
Worksheet 5-4. Morphological relations, including dimensionless ratios of river reach sites (Rosgen and Silvey, 2005).
Stream: Reach 5 - 2007 (Rhododendron - Project Er Location:
Observers: StreamWalker Consulting Date: 12/12/07 Valley Type: VIII Stream Type: F 4
River Reach Summary Data
IMean Riffle Depth (dbkf) 1 2.69 ift Riffle Width (Wbkf) 25.62 Ift Riffle Area (AbM) 52.07 17
e
0 Mean Pool Depth (dbkfp) 3.4 ft Pool Width (Wbkfp) 24.75 ft Pool Area (Abk,p) 84.22 ft2
Mean Pool Depth/Mean Riffle; ldbk,p/
Depth ; 1.26 Ada, Wbk,p/
Pool Width/Riffle Width ; 0.97 ;Wf
Pool Area / Riffle Area ;A,rp/A
1.22 bkf

d Max Riffle Depth (d,,,) ; 3.22 ;ft Max Pool Depth (dmbkfp) ! 5.16 ;ft Max Riffle Depth/Mean Riffle Depth ; 1.20
c
e

W
s

oint Bar Slope
Max Pool Depth/Mean Riffle Depth 11.918
1

0

'
U Streamflow: Estimated Mean Velocity at Bankfull Stage (ubkf) 3.9 ;fVs Estimation Method Darcy-Weisbach

JLJ Streamflow: Estimated Discharge at Bankfull Stage (Qbkf) ? 265 ;cfs Drainage Area 5.67 ;mil

Geomet Mean Min Max Dimensionless Geometry Ratios Mean Min Max
Meander Length (Lm) ; 260 ; 206 1i 302 ;ft Meander Length Ratio (Lm/Wbkf) 110.13; 8.04 ;11.78
Radius of Curvature Rc 80.1 ; 32.1 ; 135 ;ft Radius of Curvature/Riffle Width Rc/V1l
( ) ( bkr)
'
; 3.13 ; 1.25 ; 5.28
Y
Y
IL
Belt Width (Wb,,)
; 61.7 ; 0 ; 70.6 ;ft
Meander Width Ratio (Wm,/W,?,)
12.41 ; 0.00 ; 2.76
Z
C Individual Pool Length 41.711, 23.1 1 66.4 ft Pool Length/Riffle Width 1 1.63 0.90 2.59
ra
c
pool to Pool Spacing
79.8 11 52.41 130 ift Pool to Pool Spacing/Riffle Width
1 3.11 1 2.0511 5.06
Riffle Length ; 12.21 7.32 i 22 ift Riffle Length/Riffle Width 10.481. 0.2911 0.86

Valley Slope (VS) 0.0054 -ft/ft Average Water Surface Slope (S) ; 0.00479 Ift/ft Sinuosity (VS/S) ; 1.12
IStrearn Length (SL) 660 ;f t Valley Length (VL) 740 ;ft Sinuosity (SUVL) ; 0.89
Low Bank Height
(LBH) start! 3.8 .ft
ends 5.8 ;ft Max Riffle start . 1.8 !ft
Depth end! 2.6 !ft Bank-Height Ratio (BHR) start_2.11_
(LBH/Max Riffle Depth) end 2.23
Facet S Mean Min Max Dimensionless SWpe Ratios Mean Min Abx
m Riffle Slope (S?f) ! 0.024=0.018; 0.035ifUft Riffle Slope/Average Water Surface Slope (Sbf/ S) =5.054;3.695; 7.357
a
Run Slope (S..)
; 0.046; 0.021; 0.069; ft/ft Run Slope/Average Water Surface Slope (Sn n / S)
; 9.595; 4.334; ####
Pool Slope (Sp) 10.001'10.0001 0.003; fUft Pool Slope/Average Water Surface Slope (S„ / S) 10.228i
10.04410.576
t 0.576
U Glide Slope (S9) 110.00710.004=0.0111fUft Glide Slope/Average Water Surface Slope (Sg/ S) 11.56410.793112.386
Feature MkIpoint ° Mean Min Max Dimensionless' Depth Ratios Mean Min Max
Riffle Depth (d6,) t 3.22 1 3.221 3.22 lift Riffle Depth/Mean Riffle Depth (d,;r/ dbkf) 1 1.2 1.2 1 1.2
Run Depth (dw) ; 0 0 0 ift Run Depth/Mean Riffle Depth (clmn/ dbkf) 0 1 0 0
Pool Depth (dp) ; 5.16 5.16: 5.16 ;ft Pool Depth/Mean Riffle Depth (dp/ dbkf) 1.92 1.92 ! 1.92
Glide Depth (d9) 0 0 0 ?ft Glide Depth/Mean Riffle Depth (d9/ dbkf) 0 ; 0 ! 0

Reachb Rit11e° Bar Reachb RIM6* Bar Protrusion Heightd
1% 0 0 0 D16 0.5 17.47 0 0 imm
N
1% Sand
38 0 20.94 Day , 1.7 32 11 8.56
! 0 ;mm
m
1% Gravel

25 65 66.09 Dso 33.63 43.47 11 19.12

0 .mm
Cobble 33 35 12.97 D, 136.67 86.45 59.15 0 .mm
c
s
1% Boulder
4 0 0 D95 245.14 123.78 89.31
0 imm
Bedrock 0 0 0 D1m ; 362 180 105 11 0 Imm
a Min, max, mean depths are the average mid-point values except pools, which are taken at deepest part of pool.
b Composite sample of riffles and pools within the designated reach.
c Active bed of a riffle.
d Height of roughness feature above bed.
Copyright © 2006 Wildland Hydrology WARSSS page 5-31
Hydrology and Hydraulic Analysis
Supporting Documentation
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project 07047 BIG CREEK User: CJS Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 01
Subarea : DA 01
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Good condition; grass cover > 75% 9.87(39) 1142(61) 2.22(74) -
Impervious Areas
Paved parking lots, roofs, driveways
1.53(98) 91.7(98) 0.04(98) -
OTHER AGRICULTURAL LANDS
' Woods good
Total Area (by Hydrologic Soil Group)
89.2(30) 1660(55) 2.22(70) -
100 **** 448
-------------------------------------------------------------------------------
SUBAREA: DA 01 TOTAL DRAINAGE AREA: 2998.7 Acres WEIGHTED CURVE NUMBER: 58*
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project 07047 BIG CREEK User: CJS Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 01
-------------------
Flow Type 2 year ---------
Length ---------
Slope --------
Surface ----------------------------
n Area Wp Velocity ------
Time
rain
------------------- (ft)
--------- (ft/ft)
--------- code
-------- (sq/ft) (ft) (ft/sec) (hr)

Sheet 3.2
100
0.025 -
I ---------------------------- -----
0.570
Shallow Concent'd 2100 0.082 U 0.126
Open Channel 20740 5 1.152
Time of Concentration = 1.85*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense
B Fallow (No Res.) G Grass, Burmuda
C Cultivated < 20 % Res. H Woods, Light
D Cultivated > 20 % Res. I Woods, Dense
E Grass-Range, Short J Range, Natural
- Generated for use by GRAPHIC method
--- Shallow Concentrated ---
--- Surface Codes ---
P Paved
U Unpaved

r

0
n

1
1
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project 07047 BIG CREEK User: CJS Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 01
Data: Drainage Area 2998.78 * Acres
Runoff Curve Number 58 *
Time of Concentration: 1.85 * Hours
Rainfall Type II
Pond and Swamp Area NONE
Storm Number 1 1 1 2 1 3 1 4 l 5 1 6 1 7 1
1---------------------- 1------ 1------ 1------ 1------ 1------ {------i------
Frequency (yrs) 1 1 1 2 1 5 1 10 1 25 1 50 100
i
i 24-Hr Rainfall (in) i 3.0 ( 3.5 1 4.2 1 5.1 1 5.5 1 6.3 ( 7.3 1
Ia/P Ratio 1 0.48 1 0.41 1 0.34 ( 0.28 1 0.26 1 0.23 1 0.20
1 Runoff (in) ( 0.27 ( 0.45 1 0.76 1 1.22 1 1.45 1 1.95 1 2.62 1
1 Unit Peak Discharge 10.193 10.239 10.280 10.311 10.317 10.329 10.339 1
1 (cfs/acre/in)
I I I I
1 Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1
l---o_ot Ponds Used I I I I I I I I
l- ---------------1------1------1------1------1------1------1------1
l Peak Discharge (cfs) 1 159 1 324 635 1140 1384 11919 12661
* - Value(s) provided from TR-55 system routines

RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project 07047 BIG CREEK User: CJs Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 02
Subarea : DA 02
--------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
-----Acres {CN)
------------------- ------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Good condition; grass cover > 75% 16.8(39) 1270(61) 2.22(74) -
Impervious Areas
Paved parking lots, roofs, driveways 2.64(98) 101(98) 0.04(98) -
OTHER AGRICULTURAL LANDS
Woods good 110(30) 1914(55) 23.3(70) -
' Total Area (by Hydrologic Soil Group) 129^ 3285 255
-------------------
------------------------- _
SUBAREA: DA 02 TOTAL DRAINAGE AREA: 3440 Acres WEIGHTED CURVE NUMBER: 58*
* - Generated for use by GRAPHIC method

Project
07047 BIG TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
CREEK User: CJS Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 02

Flow Type

2 year ------

Length --------

Slope ---------

Surface ------
-------- -
n Area Wp
----------
Velocity
------
Time
rain (ft)
----- (ft/ft)
-------- code
--- (sq/ft) (ft) (ft/sec) (hr)

Sheet

3.2

100

0.025 -------

I --------
--------
-----------
-----

Shallow Concent'd
2100
0.082
U 0.570

Open Channel
21840 0.126
5 1.213
Time of Concentration = 1.91*
Sheet Flow Surface Codes
A Smooth Surface F Grass, Dense
B Fallow (No Res.) G Grass, Burmuda
C Cultivated < 20 % Res. H Woods, Light
D Cultivated > 20 % Res. I Woods, Dense
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
--- Shallow Concentrated ---
--- Surface Codes ---
P Paved
U Unpaved
1
1
1
1
1
I
1
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project 07047 BIG CREEK User: CJS Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 02
Data: Drainage Area 3440 * Acres
Runoff Curve Number 58 *
Time of Concentration: 1.91 * Hours
Rainfall Type II
Pond and Swamp Area NONE
( Storm Number ( 1 ( 2 ( 3 ( 4 ( 5 ( 6 ( 7
(- ----------1------1------1------(------(------(------(------
Frequency (yrs) 1 2 5 ( 10 ( 25 ( 50 ( 100
24-Hr Rainfall (in) ( 3.0 3.5 ( 4.2 ( 5.1 ( 5.5 6.3 ( 7.3
( Ia/P Ratio ( 0.48 ( 0.41 ( 0.34 0.28 0.26 ( 0.23 ( 0.20
( Runoff (in) ( 0.27 ( 0.45 ( 0.76 1.22 ( 1.45 ( 1.95 ( 2.62
( Unit Peak Discharge (0.190 (0.234 (0.274 (0.304 10.311 10.322 10.332
(cfs/acre/in)
( Pond and Swamp Factor) 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1.00 1 1.00
1 0.0% Ponds Used 1 I 1 1 1 I I
i---------------------- 1------ 1------ 1------ 1------ 1------ 1------ (------1
1 Peak Discharge (cfs) 1 179 1 365 1 713 1 1279 1 1553 1 2153 ( 2985 1
* - Value(s) provided from TR-55 system routines
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project 07047 BIG CREEK User: CJS Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 03
Subarea : DA 02
---------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
--- -------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Good condition; grass cover > 75% 21.2(39) 1311(61) 2.22(74) -
Impervious Areas
Paved parking lots, roofs, driveways
' OTHER AGRICULTURAL LANDS
Woods
' Total Area (by Hydrologic Soil Group)
------------------------------------------------------------------
SUBAREA: DA 02 TOTAL DRAINAGE AREA: 3530 Acres WEIGHTED CURVE NUMBER: 58*
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project 07047 BIG CREEK User: CJS Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 03

Flow Type ----
2 year ---------
Length ------------------
Slope Surface ----------------
n Area WP -----------
Velocity -----
Time
rain (ft)
--------- (ft/ft) code
--------------- (sq/ft) (ft) (ft/sec) (hr)

Sheet
3.2
100 ---
0.025 I ---------------- ----------- -----
0.570
Shallow Concent'd 2100 0.082 U 0.126
Open Channel 22420
5 1.246
Time of Concentration = 1.94*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense
B Fallow (No Res.) G Grass, Burmuda
C Cultivated < 20 % Res. H Woods, Light
D Cultivated > 20 % Res. I Woods, Dense
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
2.64(98) 103(98) 0.54(98) -
116(30) 1950 (55) 23.4(70)
-
139 3364 261
good
--- Shallow Concentrated ---
--- Surface Codes ---
P Paved
U Unpaved
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project 07047 BIG CREEK User: CJS Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 03
Data: Drainage Area 3530 * Acres
Runoff Curve Number 58 *
Time of Concentration: 1.94 * Hours
Rainfall Type II
Pond and Swamp Area NONE
-
] Storm Number ]
1- ----------1 1
------ ] 2 ] 3 1 4 ( 5 ] 6 l 7 1

Frequency (yrs) 1
1 1------
] 2 1------
1 5 ]------1
1 10 1 ------
25 i------
50 i------
100
1 24-Hr Rainfall (in) ( 3.0 ] 3.5 ] 4.2 ] 5.1 l 5.5 1 6.3 l 7.3 ]
] Ia/P Ratio ] 0.48 l 0.41 ] 0.34 ] 0.28 ] 0.26 ( 0.23 ] 0.20 ]
Runoff (in) ]
] I 0.27 ] 0.45 ( 0.76 ] 1.22 1 1.45 ] 1.95 1 2.62 ]

] Unit Peak Discharge ]0.188 1 I
0.232 I I
]0.271 1 I
0.301 ]
0.307 I
]0.318 ]
0.328 1
(cfs/acre/in)
l f
I
I I
I
I I
1 Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00
1 0.0% Ponds Used I ] I I I I ]
1---------------------- 1
l Peak Discharge (cfs) i ------ ]
182 l ------
371 1------ I
l 725 ] ------1
1299 1 ------
1576 1------I
2185 1 ------1
3030 1
* - Value(s) provided from TR-55 system routines
RUNOFF CURVE NUMBER COMPUTATION
Project 07047 BIG CREEK Version 2.00
User: CJS Date:
' County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 04
Subarea : DA 04
---------------- ------ ____ _
' - Hydrologic Soil Group -
COVER DESCRIPTION A B C D
__ Acres (CN)
FULLY -------------------
DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Good condition; grass cover > 75% 23.4(39) 1323(61) 2.22(74)
' Impervious Areas
Paved parking lots, roofs, driveways 2.64(98) 105(98) 0.54(98) -
OTHER AGRICULTURAL LANDS
Woods good 121(30) 1959(55) 23.2(70) -
Total Area (by Hydrologic Soil Group) 147. 3387 25.9
-----------------------------------
SUBAREA: DA 04 TOTAL DRAINAGE AREA: 3560 Acres WEIGHTED CURVE NUMBER: 58*
* - Generated for use by GRAPHIC method

Project
07047 BI TIME OF
G CONCENTRATION AND TRAVEL TIME Version 2.00
CREEK User: CJS Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 04

Flow Type
2 year -----
Length --------
Slope ------
Surface
n Area Wp
Velocity
Time
rain (ft)
-------- (ft/ft)
-------- code
--- /ft)
(ft)
(s (ft/sec) (hr)

Sheet
3.2
100
0.025 ---
----
I ---
-
-
----------- ----------- -----

Shallow Concent'd
2100
0.082
U 0.570

Open Channel
23620 0.126
5 2.312
Time of Concentration = 2 .01*
Sheet Flow Surface Codes
A Smooth Surface F Grass, Dense
B Fallow (No Res.) G Grass, Burmuda
C Cultivated < 20 t Res. H Woods, Light
D Cultivated > 20 t Res. I Woods, Dense
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
--- Shallow concentrated ---
--- Surface Codes ---
P Paved
U Unpaved
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project 07047 BIG CREEK User: CJS Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 04
Data: Drainage Area 3560 * Acres
Runoff Curve Number 58 *
Time of Concentration: 2.01 * Hours
Rainfall Type II
Pond and Swamp Area NONE
Storm Number
- ------------------- l
------ 2 3
-- 4 5 6 7

Frequency (yrs) i i
---i-----
2 S i------

10 i----i------

25 50
------
i---?
100
24-Hr Rainfall (in) 3.0 3.5 4.2 5.1 5.5 6.3 7.3
Ia/P Ratio 0.48 0.41 0.34 0.28 0.26 0.23 0.20
Runoff (in) 0.27 0.45 j 0.76 1.22 ( 1.45 1.95 ( 2.62
Unit Peak Discharge 1 0.185 0.227 10.265 1 0.293 0.300 0.310 0.320
(cfs/acre/in)
Pond and Swamp Factor 1.00 1.00 1.00 1.00 ( 1.00 1.00 ( 1.00
0.0% Ponds Used
----------------------
Peak Discharge (cfs) ------
180 ------ ------
366 713 ------
1278 ------ ------
1551 2150 1 ------
2981 I
* - Value(s) provided from TR-55 system routines
t RUNOFF CURVE NUMBER COMPUTATION

Project 07047 BIG CREEK
Version 2.00

'
County SURRY State: NC User: CJS
Checked: Date:
Date:
Subtitle: DRAINAGE AREA 05
Subarea : DA 05

' ------ ----------------------
-----

COVE _ _ ______
-------------------
Hydrologic Soil Group
R DESCRIPTION A B
C D

--------- Acr es (CN)
-----

FULLY DEVELOPED URBAN AREAS (Veg Estab.) ------------------ -----
---------------
Open space (Lawns,parks etc.)

' Good condition; grass cover > 75%
Impervious Areas 27.1(39) 1335(61) 2.22(74) -
Paved parking lots, roofs, driveways 2.64(98) 107(98) 0.34(98) -
OTHER AGRICULTURAL LANDS

1 Woods good 124(30) 2000(55) 22.7(70) -
Total Area (by Hydrologic Soil Group) 153. 3442 25.2
----------------------
--------------------------------
SUBAREA: DA 05 TOTAL DRAINAGE AREA: 3621 Acres WEIGHTED CURVE NUMBER: 58*
* - Generated for use by GRAPHIC method

Project
07047 TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
BIG CREEK User: CJs Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 05

Flow Type
2 year --------
Length --------
Slope -------
Surface
n Area Wp _
Velocity
-Time
--- ---rain- (ft)
---------- (ft/ft)
-------- code
---- /ft) (ft)
(s (ft/sec) (hr)

Sheet

3.2

100

0.025 ----

I ----
-
-
----------
-----------
-----

Shallow Concent'd
2100
0.082
U 0.570

Open Channel
24420 0.126
5 1.357
Time of Concentration = 2.05*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense
B Fallow (No Res.) G Grass, Burmuda
C Cultivated < 20 % Res. H Woods, Light
D Cultivated > 20 % Res. I Woods, Dense
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
--- Shallow Concentrated ---
--- Surface Codes ---
P Paved
U Unpaved
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project 07047 BIG CREEK User: CJS Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 05
Data: Drainage Area 3621 * Acres
Runoff Curve Number 58 *
Time of Concentration: 2.05 * Hours
Rainfall Type II
Pond and Swamp Area NONE
Storm Number 1 2 3 I 4 5 6 7
---------------------- ------ ------ ------ {------ {------ {------ ------
Frequency (yrs) 1 2 5 { 10 25 { 50 100
{
24-Hr Rainfall (in) 3.0 { 3.5 4.2 5.1 { 5.5 ( 6:3 7.3
Ia/P Ratio { 0.48 0.41 0.34 0.28 ( 0.26 { 0.23 0.20
Runoff (in) 0.27 { 0.45 0.76 ( 1.22 1.45 1.95 ( 2.62
{
Unit Peak Discharge 10.183 10.224 10.261 10.289 0.296 10.306 0.316
(cfs/acre/in)
Pond and Swamp Factor 1.00 { 1.00 ( 1.00 { 1.00 1.00 1.00 1.00 {
0.0% Ponds Used ( { { { {
Peak Discharge (cfs) 181 367 { 716 1282 1556 2157 1 2990 I
* - Value(s) provided from TR-55 system routines
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project 07047 BIG CREEK User: CJS Date:
' County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 06
Subarea : DA 06
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acr es (CN)
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc. )
Good condition; grass cover > 7596 27.1(39) 1336(61) 2.22(74) -
Impervious Areas
Paved parking lots, roofs, driveways 2.64(98) 108(98) 0.34(98) -
' OTHER AGRICULTURAL LANDS
Woods good 134(30) 2023(55) 22.7(70) -
' Total Area (by Hydrologic Soil Group) 163 3467 252
SUBAREA: DA 06 TOTAL DRAINAGE AREA: 3656 Acres WEIGHTED CURVE NUMBER: 58*
---------------------------------
--------------------------
* - Generated for use by GRAPHIC method --------------- -----
' TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project 07047 BIG CREEK User: CJS Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 06
----------------------------
Flow Type 2 year Length -------------------------------
Slope Surface n Area ---------------
Wp Velocity -----
Time
' ------rain-- (ft)
------- --------- (ft/ft) code -
(sq/ft)
------------------ (ft) (ft/sec) (hr)

Sheet 3.2 100 ---
--
0.025 I --------------- -----
0.570
Shallow Concent'd 2100 0.082 U 0.126
' Open Channel 25560 S 1.420
Time of Concentration = 2 .12*
t --- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res.) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
' * - Generated for use by GRAPHIC method

1

GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project 07047 BIG CREEK User: CJS Date:
County SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA 06
Data: Drainage Area 3656 * Acres
Runoff Curve Number 58 *
Time of Concentration: 2.12 * Hours
Rainfall Type II
Pond and Swamp Area NONE
Storm Number 2==?===3==?===4==?===5==?===6==?===7==?
(---------------------- (------ (------ (------i----- ----(------ (------?
( Frequency (yrs) ( 1 ( 2 ( 5 - 25
( ( ( ( ( i 50 i 100
24-Hr Rainfall (in) 3.0 ( 3.5 ( 4.2 ( 5.1 ( 5.5 ( 6.3 ( 7.3
(
( Ia/P Ratio ( 0.48 ( 0.41 ( 0.34 ( 0.28 ( 0.26 ( 0.23 ( 0.20
( Runoff (in) ( 0.27 ( 0.45 0.76 ( 1.22 ( 1.45 ( 1.95 ( 2.62
( Unit Peak Discharge 10.180 10.219 10.255 10.283 10.289 10.299 10.308 (
(cfs/acre/in)
Pond and Swamp Factor( 1.00 ( 1.00 ( 1.00 ( 1.00 1.00 ( 1.00 ( 1.00 (
0.0% Ponds Used I ( I ( ( ( I (
(---------------------- (------ (------ (------ (------ (------ (------ (------(
( Peak Discharge (cfs) ( 180 ( 363 ( 707 ( 1264 ( 1535 ( 2126 ( 2948
* - Value(s) provided from TR-55 system routines
1
07047.OUT
TR20 ---------------------------------
----------------------------------- SCS -
07047 Big Creek VERSION
071151** Existing ConditionS Hydrology 2.04TEST
14:36:51 PASS 1 JOB NO. 1 PAGE 1
EXECUTIVE CONTROL INCREM MAIN TIME INCREMENT = .500 HOURS
EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 6
STARTING TIME = .00 RAIN DEPTH = 3.00 RAIN DURATION = 1.00
ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .500 HOURS
ALTERNATE NO. = 0 STORM NO. = 1 RAIN TABLE NO. = 2
OPERATION RUNOFF XSECTION 1
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.52 158.1 (RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
.27 WATERSHED INCHES; 828 CFS-HRS; 68.4 ACRE-FEET.
OPERATION RUNOFF XSECTION 2
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.56 178.7 (RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
.27 WATERSHED INCHES; 949 CFS-HRS; 78.4 ACRE-FEET.
OPERATION RUNOFF XSECTION 3
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.58 181.8 (RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
.27 WATERSHED INCHES; 974 CFS-HRS; 80.5 ACRE-FEET.
OPERATION RUNOFF XSECTION 4
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.63 180.3 (RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
.27 WATERSHED INCHES; 982 CFS-HRS; 81.2 ACRE-FEET.
OPERATION RUNOFF XSECTION 5
1
TR20 -------------------------------------------------------------------- SCS -
07047 Big Creek VERSION
07/15/** Existing ConditionS Hydrology 2.04TEST
14:36:51 PASS 1 JOB NO. 1 PAGE 2
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.65 181.4 (RUNOFF)
Page 1
' 07047.OUT
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
' .27 WATERSHED INCHES; 999 CFS-HRS; 82.6 ACRE-FEET.
OPERATION RUNOFF XSECTION 6
' PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.71 179.8 (RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
' .27 WATERSHED INCHES; 1009 CFS-HRS; 83.3 ACRE-FEET.
EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 1
EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 6
STARTING TIME = .00 RAIN DEPTH = 3.50 RAIN DURATION = 1.00
ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .500 HOURS
ALTERNATE NO. = 0 STORM NO. = 2 RAIN TABLE NO. = 2
OPERATION RUNOFF XSECTION 1
'
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.39 308.5 (RUNOFF)
' RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
.45 WATERSHED INCHES; 1369 CFS-HRS; 113.2 ACRE-FEET.
OPERATION RUNOFF XSECTION 2
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.43 348.8 (RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
.45 WATERSHED INCHES; 1570 CFS-HRS; 129.8 ACRE-FEET.
' OPERATION RUNOFF XSECTION 3
1
TR20 ------------- ----------------------

1 07/15/** -------------------
07047 Big Creek
Existing Conditions Hydrology -------- -- SCS -
VERSION
2
04TEST
14:36:51 PASS 2 JOB NO. 1 .
PAGE 3
PEAK TIME(HRS)
13
46 PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
. 354.8
(RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
.45 WATERSHED INCHES; 1611 CFS-HRS; 133.1 ACRE-FEET.
OPERATION RUNOFF XSECTION 4
PEAK TIME(HRS)
13
50 PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
. 351.6 (RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
.45 WATERSHED INCHES; 1625 CFS-MRS; 134.3 ACRE-FEET.
Page 2

07047.OUT
' OPERATION RUNOFF XSECTION 5
PEAK TIME(HRS) PEAK DISCHARGE(CFS)
13.53 353.6
' RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
.45 WATERSHED INCHES; 1653 CFS-HRS;
' OPERATION RUNOFF XSECTION 6
PEAK TIME(HRS) PEAK DISCHARGE(CFS)
13.58 349.9
' RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
.45 WATERSHED INCHES; 1668 CFS-HRS;
PEAK ELEVATION(FEET)
(RUNOFF)
136.6 ACRE-FEET.
PEAK ELEVATION(FEET)
(RUNOFF)
137.8 ACRE-FEET.
EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 2
' EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 6
STARTING TIME = .00 RAIN DEPTH = 5.10 RAIN DURATION = 1.00
ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .500 HOURS
ALTERNATE NO. = 0 STORM NO. =10 RAIN TABLE NO. = 2
' OPERATION RUNOFF XSECTION 1
1
TR20 -------------------------------------------------
07/15/** 07047 Big creek VERSION
Existing Conditions Hydrology 2.04TEST
14:36:51 PASS 3 JOB NO. 1 PAGE 4
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.20 1090.7
(RUNOFF)
' RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
1.22 WATERSHED INCHES; 3703 CFS-HRS; 306.0 ACRE-FEET.
OPERATION RUNOFF XSECTION 2
' PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.24 1223.4
(RUNOFF)
*?* WARNING - XSECTION 2, MAIN TIME INCREMENT TOO LARGE, COMPUTED PEAK
( 1223.38) EXCEEDS ADJACENT COORDINATE ( 1156.60) BY 5
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
1.22 WATERSHED INCHES; 4247 CFS-HRS; 350.9 ACRE-FEET.
OPERATION RUNOFF XSECTION 3
' PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.27 1206.0
(RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
' 1.22 WATERSHED INCHES; 4352 CFS-HRS; 359.6 ACRE-FEET.
Page 3
07047.oUT
OPERATION RUNOFF XSECTION 4
PEAK TIME(HRS) PEAK DISCHARGE(CFS)
13.33 1192.6
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
1.22 WATERSHED INCHES; 4388 CFS-HRS;
OPERATION RUNOFF XSECTION 5
PEAK TIME(HRS) PEAK DISCHARGE(CFS)
13.37 1198.5
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
1.22 WATERSHED INCHES; 4464 CFS-HRS;
PEAK ELEVATION(FEET)
(RUNOFF)
362.6 ACRE-FEET.
PEAK ELEVATION(FEET)
(RUNOFF)
368.9 ACRE-FEET.
OPERATION RUNOFF XSECTION 6
1
TR20 --------------
07047 Big Creek -------------" scs -
07/15/** Existing Conditions Hydrology VERSION
2. 5
14:36:51 PASS 3 JOB NO. 1 2-PAGE 5
E
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.42 1184.6
(RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
1.22 WATERSHED INCHES; 4507 CFS-HRS; 372.5 ACRE-FEET.
EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 3
EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 6
STARTING TIME = .00 RAIN DEPTH = 6.30 RAIN DURATION = 1.00
ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .500 HOURS
ALTERNATE NO. = 0 STORM NO. =50 RAIN TABLE NO. = 2
OPERATION RUNOFF XSECTION 1
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.16 1872.4
(RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
1.95 WATERSHED INCHES; 5890 CFS-HRS; 486.8 ACRE-FEET.
OPERATION RUNOFF XSECTION 2
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.20 2101.0
(RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
1.95 WATERSHED INCHES; 6753 CFS-HRS; 558.1 ACRE-FEET.
OPERATION RUNOFF XSECTION 3
Page 4
' 07047.OUT
PEAK TIME(HRS) PEAK DISCHARGE(CFS)
' 13.22 2125.1
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
1.94 WATERSHED INCHES; 6919 CFS-HRS;
PEAK ELEVATION(FEET)
(RUNOFF)
571.8 ACRE-FEET.
OPERATION RUNOFF XSECTION 4
1
TR20 ------------------------------------------------------ SCS -
--------------
07047 Big Creek VERSION
07/15/** Existing Conditions Hydrology 2.04TEST
14:36:51 PASS 4 JOB NO. 1 PAGE 6
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.26 2036.9
(RUNOFF)
' RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
1.94 WATERSHED INCHES; 6979 CFS-HRS; 576.7 ACRE-FEET..
' OPERATION RUNOFF XSECTION 5
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.30 2044.7
(RUNOFF)
' RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
1.94 WATERSHED INCHES; 7096 CFS-HRS; 586.4 ACRE-FEET.
' OPERATION RUNOFF XSECTION 6
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.36 2019.7
(RUNOFF)
' RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
1.94 WATERSHED INCHES; 7168 CFS-HRS; 592.3 ACRE-FEET.
' EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 4
EXECUTIVE CONTROL COMPUT FROM XSECTION 1 TO XSECTION 6
STARTING TIME = .00 RAIN DEPTH = 7.30 RAIN DURATION = 1.00
ANT. RUNOFF COND. = 2 MAIN TIME INCREMENT = .500 HOURS
ALTERNATE NO. = 0 STORM NO. =99 RAIN TABLE NO. = 2
' OPERATION RUNOFF XSECTION 1
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
' 13.14 2610.2 (RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
2.62 WATERSHED INCHES; 7930 CFS-HRS; 655.3 ACRE-FEET.
' OPERATION RUNOFF XSECTION 2
1
TR20 ----------------------------
' 07047 Big creek ---- SCS -
Page 5 VERSION
' 07047.OUT
07/15/** Existing Conditions Hydrology 2.04TEST
14:36:51 PASS 5 JOB NO. 1 PAGE 7
' PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION FEET)
13.18 2925.6 (RUNOFF)
' RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
2.62 WATERSHED INCHES; 9089 CFS-HRS; 751.1 ACRE-FEET.
OPERATION RUNOFF XSECTION 3
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.19 2958.6 (RUNOFF)
' RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
2.61 WATERSHED INCHES; 9309 CFS-HRS; 769.3 ACRE-FEET.
1 OPERATION RUNOFF XSECTION 4
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.23 2909.8 (RUNOFF)
' **i° WARNING - XSE CTION 4, MAIN TIME INCREMENT TOO LARGE, COMPUTED PEAK
( 2909.76) EXCEEDS ADJACENT COORDINATE ( 2768.25) BY 5 %. ***
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
' 2.61 WATERSHED INCHES; 9388 CFS-HRS; 775.8 ACRE-FEET.
' OPERATION RUNOFF XSECTION 5
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.26 2841.7 (RUNOFF)
' RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
2.61 WATERSHED INCHES; 9542 CFS-HRS; 788.5 ACRE-FEET.
' OPERATION RUNOFF XSECTION 6
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.33 2805.5 (RUNOFF)
RUNOFF ABOVE BASEFLOW (BASEFLOW = .00 CFS)
2.61 WATERSHED INCHES; 9633 CFS-HRS; 796.1 ACRE-FEET.
1
TR20 ------------ ------------------------------------------ -------------- SCS -
'
07/15/** 07047 Big Creek
Existing Conditions Hydrology VERSION
2.04TEST
14:36:51 PASS 6 JOB NO. 1 PAGE 8
'
EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 5
1
TR20 ------------ ------------------------------------------ -------------- SCS -
'
07/15/** 07047 Big Creek
Existing Conditions Hydrology VERSION
2
04TEST
14:36:51 SUMMARY, JOB NO. 1 .
PAGE 9
' Page 6

07047.OUT
SUMMARY TABLE 1

SELECTED
RESULTS OF
STANDARD
----
AND EXECUTIVE CON
-----------
TROL IN ORDER PERFORMED.
A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES:
F-FLAT TOP H YDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH
XSECTION/ STANDARD PEAK DISCHARGE
STRUCTURE CONTROL DRAINAGE RUNOFF ------ ----------- ---------- ---------
ID O PERATION AREA AMOUNT ELEVATION TIME RATE RATE
(SQ MI) (IN) (FT) (HR) (CFS) (CSM)
RAINFALL OF 3.00 inches AND 2 4.00 hr DURATION, BEGINS AT .0 hrs.
RAINTABLE NUMBER 2, ARC 2
MAIN TIME IN CREMENT .500 HOURS
ALTERNATE
--------- 0 STORM 1
--

XSECTION
1 --------
RUNOFF --------
4.69
.27 ---
13.52
158
33
7
XSECTION 2 RUNOFF 5.38 .27 --- 13.56 179 .
33
3
XSECTION 3 RUNOFF 5.52 .27 --- 13.58 182 .
33
0
XSECTION 4 RUNOFF 5.56 .27 --- 13.63 180 .
32
4
XSECTION 5 RUNOFF 5.66 .27 --- 13.65 181 .
32.0
XSECTION 6 RUNOFF 5.71 .27 --- 13.71 180 31.5
RAINFALL OF 3.50 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs.
ALTERNATE
------- 0 STORM 2

XSECTION --
1 -----------
RUNOFF -------
4.69
.45 ---
13.39
308
65
7
XSECTION 2 RUNOFF 5.38 .45 --- 13.43 349 .
64
9
XSECTION 3 RUNOFF 5.52 .45 --- 13.46 355 .
64
3
XSECTION 4 RUNOFF 5.56 .45 --- 13.50 352 .
63
3
XSECTION 5 RUNOFF 5.66 .45 --- 13.53 354 .
62.5
XSECTION 6 RUNOFF 5.71 .45 --- 13.58 350 61.3
RAINFALL OF 5.10 inches AND 24.00 hr DURATION, BEGINS AT .0 hrs.
ALTERNATE
---------- 0 STORM 10
---

XSECTION
1 -------
RUNOFF -------
4.69
1.22 ---
13.20
1091
232
6
XSECTION 2 RUNOFF 5.38 1.22 --- 13.24 1223 .
227
3
XSECTION 3 RUNOFF 5.52 1.22 --- 13.27 1206 .
218
5
XSECTION 4 RUNOFF 5.56 1.22 --- 13.33 1193 .
214
6
XSECTION 5 RUNOFF 5.66 1.22 --- 13.37 1199 .
211.8
XSECTION 6 RUNOFF 5.71 1.22 --- 13.42 1185 207
5
1 .
TR20 ----- --- ---------- ---------- ----------

07/15/** -------
07047 Big Creek
Existing Conditions Hydrol ----------

ogy -------- - SCS -
VERSION
2
04TEST
14:36:51 SUMMARY, JOB NO. 1 .
PAGE 10
SUMMARY TABLE 1
SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL IN ORDER PERFORMED.
A CHARACTER FOLLOWING THE PEAK DISCHARGE TIME AND RATE (CFS) INDICATES:
F-FLAT TOP HYDROGRAPH T-TRUNCATED HYDROGRAPH R-RISING TRUNCATED HYDROGRAPH
XSECTION/ STANDARD PEAK DISCHARGE
Page 7
07047.OUT
ALTERNATE 0 181 354 1199 2045 2842
XSECTION 6 5.71
---------------------------
ALTERNATE 0 180 350 1185 2020 2806
1
TR20 -------------------------------------------------------------------- SCS -
07047 Big Creek VERSION
07/15/** Existing Conditions Hydrology 2.04TEST
END OF 1 JOBS IN THIS RUN
SCS TR-20, VERSION 2.04TEST
FILES
INPUT = c:\tr20\O7O47.dat GIVEN DATA FILE
OUTPUT = c:\tr20\07047.OUT DATED 07/15/**,14:36:51
FILES GENERATED - DATED 07/15/**,14:36:51
NONE!
TOTAL NUMBER OF WARNINGS = 21 MESSAGES = 0
*** TR-20 RUN COMPLETED ***
Page 9
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c 1.7
08

6 ----0.7
5 694

5 74.0
1
i 2138

21 30.1

1
050
1 017
Man Bwrrhflm
Main Branch 003 37
37 2-YR
2-YR IXC

'RapoledCon 3080

308.0 0 1111.7

0 1110.1 3 11152

5 1114.8 8

5 11155
--
1115.1 2 0.0067/

3 O1 1 V 6 3.8

12 8 1 6

6 0.11 B 79.04

7 _ 72.2 07 3116

6 04.8 7 QIg

6 052
-____
Man Brarh000
Main Brach 000
1 36
36 2-YR
2-YR _ IXC
Rr?ppasE CO11 _ 300.00
308.00 //1Q
1109.7 W 11146
7 1114.0 8
0 1114.8
1114.2 9 000337
5 0.00198 1' 3.6
94.7 8 0.5
0 _ Q73 6 83.7
75.1 1 18.7
2 _ 314 3
038
5 _0_.46
Main BrarhOt
1Branch m3
' 35
35 2-YR
2-YR IXC
Reposed Con I 300.00
I 308.0 117Q4
0 11093 0 71135
.5 _1.1131 6--__.-
9 /114.
1113.5 0.01218
7 0.00188 5 _ 5.99
2 425 1.4
1 0.76 1 55.0
_724 9'--- 77.74
9 2r 0.70
0.46
Halo Brarln 003
Man Bratl10D3 N
34 2-YR
2-YR IXC
Roposd
Can 300.00

308.00 11088

710700 9 /1/2N
_ 1
1124 __ _

6 - 71127

11127 7 0.008066

9 0 008070 __4.M

1.64 --- 099

0919 66.

68.3 1_7

8 31.65 056

0.57
'MIYI Branh 003
1MM- BraM1003 _ 33
33 2-YR
2-YR IXG
proposed Con 308.00
308.00 1108.00
1100.00 _ 1111.0
1111.0 2
5 _ 11113
_ __71113 0 0007335
3 0.001W 4.19
422 Qm
0.80 735
73.0 0 35.37
7 31.22 _ 0.51
051
f--.- -
Man@a J1003
Men Brarhm
32
32
2-YR
2-YR
IXC
Proposed Con
308.00
307.00
1108.1
1107.00
9 1110.1
1101.a
1
3
1710.E
111079
0007555
0.010307
4.90
_5.55
----1.00
_ _ _1
828
_5679
2 25.00
2524 __
-
0.55
06
4
,Man Branch 003
? ac(1000 31
31 ZYR
bVR IXC
Ropased Con _ 349.0
349.00 0 110000
_ 17055 7110119
2 17089 1
7 110923
11007 0006088
1 0.001016 14
1.01 189
0.67 76.77
86.J 95 3127
30.41
_-._... -
_
050
------ 042
Man Brach OM
IMeh ranch=
tMai. errrlnm7
'Main Brach 003

IMain8ranhOM

'Man BranchOm 00
30
29
29

29
_
28 _
R
2-YR
2_YR

2-YR

2-YR EXC
Ropoaad C.
IXC
RgpsedCm

EXC

Reposed C. 34iOD
31900
349.00
_-349.00

349.00
349.00 _ 1104.76
_ 1705.00
11040
110.00

7104.00
7104_00 1101125
_ 71083
) 110.38
_ 1107 "

710588
_ 11077
!
_

____
L
. _-/74.60
1100.68
1107.74
-_1107 _e6

7
7!
8 0008813
0.006332
_0.007314
0.00674_7

0 07p5p
l
1, 4.69
1.?
ld
451

/.38
381 0.93
0.97
t.Q2
QB9

QW
0.57] 1 1438
7!00
7L14
76.88

1 79.73
110.46 _ 2fi92
27.23
2flB8
M37

_ 31199 _ -
13,11
I _ 0_51
050

054
0.42
;Bratl10D3
I Main Branch ON 77
27 2-YR
AYR
Con
349.00 1100/2
1103.11
1101162
---
110694 01707
0
0.-97B1 289
4.79 0.11
1.18 _ 12_1191
7896 ( 7fi40
77,76 -?- --0.401
0.80
Man Bran do 003

IMsin
Bracfi 000_ @8

028 2-YR

ZYR EXC

Rapued C.
3%.00

355.00
110200

110247 ---
1705.67

_ 710610

--
1106.00

110048
0.0000119

0.001167
501

231 -
1.71

0.27
_ 7087

17998
3152

5004
05581

_ 0.23
Main Brrrh 003
Man Branch 3 025
025 2-YR
2-YR IXC -
Ro acted Con 355.00
355.00 _ 110205
1 110231 7104.88
110509
1105.® 171522
7106.00 0.008687
0425535 168
787 0.95
290 75.80
15.10 30.13
2377 __- 052
l.d
Main Branch 003
Main &..h 003 024
ON 2YR
2-YR IXC
Ropaed C- S..0)
5.00 110180
1101.00 1104.42
110/32 - _-
limn; 7104.58
1704.50 01Ag2994
0.017439 315
3.411 r Q42
QA lIZ68
1-
10 1 1275
1 4241 0.34
038
Man Brach 003

Man Burch 003
Ik?gYi Brsndlm3
LMan BrasilOm 013

023
OT2
002_ ZYR

ZYR
ZYR
ZYR EXC

Rapued Can
IXC
Rapawd COn
35500
355.m
355.00
355.00
109987
110080
110000
llm.m
710082
110&79
1t0?271
110276
_
11-.01)
1104.ODI
1100.12
-_-1100.151
0001993
0.017994
0005106
0.0000% -
__5.79
_ Jb3
.---507
_500
t.Qi
0.57
--.14
_1
1.10 .
98.171
97.87
70.0
71.04
3880
4043
_30.28
3p,_78
O/B
0.41
0.59
058
---
IMan B,-ch W3
;k6n Burch 003

Main Bra1dn003
.Mail?m3 021
011

OID
020 ZYR
AYR

2-YR
2-YR IXC

Cpn

FJIC
ha sae-Con _ 35.00

__ 3$00
_

5..00 109772

1097.67

709891
1007.00 110182

110081

110071
110006

- 1101.06

1101.07

1700_.1
110036 0006819

1007427

0.005327
0.00&9501 393

4.61

_ 428
4.45 171

Q70

078
0
86 9031

8795

a3

79.70 51.56

51.17

3341

3251 052

_
0.54
_0.48

0.50
Man Burch OW 1
Make Bra110m 1 9
9 _ 2-YR
ZYR IXC
R
ep?aed Cpl 3%oo
--
356.00 109600

1096.00 1099.71

1099.79 103991

1099.76 0002899

0,0036M95 361

3,88 152

162 91112

9158 7219

31.82 036

0.40
MahBmch000 1
Man Branch 003 1
La-Branch OD3 1 8
8
7.5 ZYR
ZYR IXC
Rc op ssd Can 35MOD
3%.00
Bridge 10960)
17196.00 709800
--1009.33 7087.91
10911101 1099.64
1®9.51 0.076673
O.OMM6 306
336 0.79
000 11595
106.67
i 4960
q.tt
-- _ 0,35
0.40
Man Branch OD3 1
Win Branch OM 1
L- 7
7 2-YR
ZYR EXC
Reposed Con 356.00
365.00 - 109500
1094.76 1699.11
7091109 109932
1099.16 0.034225
0.031831 3.77
4.10 O.m
172 95.61
8850 3r 86
31.48 0.4
0.46

?Maln Brartll? 1
Man Brad! 003 1
?_
8
8
2-YR
ZYR
EXC

Aw-d Cm
3 .Owo

35640
lm5.m
-
10-50
100666
-
1098.61
t?B.l4

1038.%
000561

0002893
{71

3.11 1}
O.7BI

017
84.067

f0/416?
35.ti8?

358
049

0.35
4Main Burin 003 1
.Men Brad1003 1 5 2
5 2 -YR
-YR EXC
Reposed Can 35500
355
011 1094.06
700406 109848
1090
46 1098.72 0.007108 390 0.82 90 77.59 038
, , _ 1OW70 0.003425 395 Q63 89381 27.44 029
_-
..
abn bandrOm r1
-?
745 Branch OOD i 4 2
d 2 YR 6
---
YR ? X0
---
re0asad Can Ti5 001
3400
-1 109498
109400 1090.33
1098/f
- •-
: 1006431
--•-
,078.48! 0001716
_
0.000936': - -
2a
-.-
219 029.
-
019 _ 3402_

16218 __ ]50'

4771 h 028

021
:Man Bradlmi^7

Men Brach OD3 1 3 2

3 2 -YR
_-T
VR _ Ih IXC

apomd Can
35.00
355.00
109/.00
1094.00
1097.79
1091103
1071111
109827
0.006261
OOD4195 -
4.54
118
186
0.71
78.13
84.94
2732
7455
0.47
43
Man BrandrOD3 1 2 2 -YR E 6XC
35500
1094 00
109720
-

Make Brach 003
I
_.-.. 2 --
YR..___ h
lposed C.
3%.00
1091.00

/0
9736 _ 1007.79

709782 0.006967

0.076136 4.63

4,14 095

_ 0.75 76.661

86.65 3393

3755 0.54

048
in BrrdtOD3

MailBmdlm3 11

11 2

2 -Y11

-YR R IXC

opased Can $a0)

355
00 1004.00

tOd
00 -
109CI65
1097
30 7096,9 6 _ _433 081 1 8197 3202
_
018
. . . /007,47 0002586 3.31 045 107.16 3583 pI
IMsn Brach 003 f0 A YR E XC
35500 - -

107100

70%
12
-- - ---
-

Man Bnrdn 073
10 _
2-
_
YR--
_.. .. R
-
eposed Can
.
_ 35.00
..____
109300 .
_-
1097.00 109635

100720 0.001268

0.001816 379

271 0.62

130 9073 _

11067 3890

16920 0.13

n x11
Brach 003

IMah &s h 003 m

m _ 2-

2 YR _ IX

YR
R C

apoasd Can 355.00

355
00 100200

701Rm /00598

1097
05 708601 0.001572 214
126
150011
50.11
.
- - p?1
. __ _ _ _ __ _ . _ . 1007.00 0000610 1.77 _ 172 71421 147.81 _ _.__0.17
Mein Brach 003 DO 2 YR IX C.-.. 35
00 1091
72 1

r &ardi 0)t
00 Z
YR
aposod Cpl .
___ 35540 .
109150 709645
100579
100550 1®5.7!
1006
71 0.006621
0v 4b
894 Q79 84.00 349 O.IB
_ .
_ _
aw ? _ 366 -39.69 1578 O.g9
Main &srh000 W 2- .1
YR IX C _ _35500 - _1001_16` 1164_95 ___._. _ 7lH6Zf- 00043791 4271 _-_075 ? 8306 - -77.201 0.13

REC-RAS Riper ft C1eek Reack AOh e a = ->_vo it
_Rexh. _ Pow Ste Rolle Plen - -. 0 Tatei AN. Ch FJ 095. Elev CYit W
S EG
Elev EG

fcfs)
(07
(D .
.
IAl .
( . Vel CM Sheer CTBn Flan Ame T NARn F?oWe / CN

Men &erlcJrODJ
W

2-YR

Roealed Can

35500

1091D

10%
08

109115 _
?l
(AM)
Ah) _
J
(q A)
fAl
. _ 1095.33 0.001061 4.12 0.89 92711 3601 _-_
Men OrendllII! OB 2-YR IXC 365.OD 709027 !00321 -" ,------ ___.

Men &eM100:7
08
2-YR
Con
355
00
fO91A0
1094
31 _ fO91.fi6 O.0O788f 5.13 1.13 68.18 2678
M55
_ _
, ___
, /09!.75 __ 0.0063fiD 5.31 1.22
82
2639
0
59
;Man &xrh 003 OS 2-YR E7IC X5
00 1069
'A 109/
/7 -.. .
Maur &Arrlr003 OS 2-YR I'll
Con _
.
33
00 .
7090.00 _
.
1094 _ 1175 0.001587 27t 0.30 129.57 3930
. _ _
23 _
_ 1fH1.31T O.OOt?55 i 2? _
_ 0.7 13251 ?,qg 1 OD
Meh &ar310pJ 04 2-YR IXC 355.00 109000 109162 109!93 0
006122

Man &ac11003
04
2-YR
Can
358.00
1199
76
1093
71

10 . tt6 0.W 7952 3738
0,51

IAtefn &
n003

- . .
-- 91.03 0.007461 t.5/f 0.93 7&131 37.E+
--- 0.55
---_--
rc
Brerr71 00.3 03
03 2-YR

2-VR

e
y C 356_00

--- 108&81
179273
103379
0.17118709
1.1,
1 0
.3 I

71.!01

36
66

-._O
se

k pp3
an 3$5.00 ]068.80 _ 109273 1793.08 0.008299 7.77 1.03 7i.1o!
j
-- .
_ 3 34,1.66
- .
058
L
Brrrli ODJ
Mnn enreL mO 02

02 2-YR

2.YR FJtC

PlopaaeE Can 355,00 _
__ 106&50
7068
51 109191

1091 _
109231
0.007108
5_07
1.09 1
JOp6
2507
OS3
. _
91 _109231 0.007108 _
507 _
. 1_.081 _ 70.081 2507
_
0.53
Man Brmc710
0O O1 IYR IXC
13.00
1087.00
1090.63 --
10&9.97
1091
20
0
011118
605 1
----

,Mein lkerM
000
T
O/
2-7R
Ra0wetl Con
_ 35500
1087.00
109(163 .
1091](1 .
OAI7 t1B
6.05 _ 1.59 $8,671
SB
67 2135
-- 2l
JS 067
0
6"7
Nan &
003 5 2
YR . . _
.
,
' - IXC 356.0_0 1087.00 1069.97 10&9.97 7090
99 0078187 8
12 1
.h
`Alah &aM10D3__ 5___ 2'YR _.. RaAaeeE Lan _ _ 3%00 _
- 1087.00 10&497 108997 _ _
.
1!180.99 O07g67 .
__ 8.71 307
_ 3061 0.72
13-78 21.77
_ 21.77 _1.01
1.01
`Ready -_-

'Meet&ach710:!

'Melt Braeh7703 R9w Ste

39

39 Rafe

70.YR

1QYR Plat -

IXC
Rope4ld Con i O Tetel
(?

1091.0
1091.0 AGt Ch
97)

0 11128
0 11775 W.S. EM
(A)

2 1119.6
4 11189 Ctn 645.
ln)

4 7t18.8
8 77145 EG Elea
Inl

7 11198
1 71193 EG. Slope
00A)

8 400121
7 404774 t/al CM

(aft)
5 4.7
0 53 Sher Chan

A49 n)
5 08
9 1,0 Flom Am

(a94)
7 367.4
2 267.1 T 751dtlt

(n)
2 38.6
6 157A FmWe IF CM

I
7 _ 0.43
8 0.42
!Man&ahdh63
,Meat &ehtd1003
? 38
38 taYR
74YR IXC
P7Opand COht 1091.6
1091.0 11730
0 11111 0 11164
9 1t 18.3 7
1 1119.0
7118.% 8 0.00676
4006 0 6.17
0. 5,5 3 1.6
7 1,2 7 237.4
2 245,1 9 2pp.4
8 3102 q 0.57
8 0,55
Branch 003
M.I.
jWn &atdt 470 37
37 76YR
10-YR IXC
Con 7091.0
1091.0 0 1111.7
0 1110.1 3 1117,6
5 1717.6 5 17182
1117.8 4 0.00122
9 0.0688 9 52
4,9 9 1.@
07 2782
9 307.7 3 171.4
3 186.0 1 0.45
7 043
IMen &ertdh06
Man Bta{ch003 36
36 74YR
10-YR IXG
Prwoaed Cah 1491.6
1091.0 11109
0 7709.7 7 1117.0
7 1116,7 7
0 11175
1117.1 2 400573
9 0.00565 1 5,7
4 58 8 12
3 1.2 6 249,7
7 7275 6 738.9
61 1330 0 052
6 OM
Main eranh003
'Main &a7trct 003 35
35 IaYR
10.18 IXC
Rapped Cat 1091.6
1091.6 7110.4
1109.3 0 7775564
5 71156
7 1116.4
11152 5 001019
5 0.770787 4 07
3 6.4 8 1.8
2 1.6 6 7.06
72].6 9 161.4
0 167.1 0_ 0.6
9 0,61
Men Branlt 6l
Main Brach 003 34
34 74YR
70.YR IXC
Roppeed Con 1091.6
1091.00 11068
1109.6 9 1114.9
7114.9 2
1 _ 11152
771524 5 0.06469
0.00712 1 5.15
7 4.98 1.14 _ $>.4
315$ 4 .719
7 443.41 OS7
0.56
Man 811144163
:Nair Brach 003 33
6 74YR
74YR IXC
n2p wCat 7091,6
I 7091.6 17086
1106.6 111347
117345 111392
711391 400618
0.005820 7 558
5.07 1.18
1 123 256.54
249.15 78350
781.74 0.50
051
1Man &atlt06
Man Branch 003 32
32 74YR
70.YR IXC
Rapped Can 1097.6
7091.6 110819
1107.6 711286
17124 111201 111321
1113.04 400196
0.007575 5.13
617 7.02
1,49 3..73
25028 23793
21Y4.gg 0.49
0.59
Main &erdt06
yWnBratlt003 31
31 10-YR
10-YR
1 IXC
Can 1185M
1185.00 71086
1105S2 111124
71/1.28 711404
170975 111208
1117.6 0.00617
0006107 7.48
6.65 264
7.56 213.51
254,34 31923
264.00 0.63
OSO
;Man &stdt06
'ManBmpft003 30
30 74YR
76YR IXG
Ropecd Cat 118500
1185.6 1101.76
1706,6 111493
111487 1109.92
1709.9& 1111.31
711115 461478
0.000.64 559
5.61 1.12
1.15 37856
364.8 355,58
313,61 ----
O47
1 Man 8/5/04106
Man& 6363 -
29 74YR
70.YR IXC
Rope dCon 116-00
1/15.6 1101.6
1/04.6 1109.20
1109.21 110875
110879 111030
1110.19 0.0140E
0.015339 BS7
796 287
26 151.82
150.6 e596 .
7436 d
_
-
WnBratltl6
'Man BranctO6 2e
8 70.YR
76YR IXC
Rapped Cwt 1185.6
11856 7104.6
7704.6 1109.17
1101104 116.54
1109.42 0.001149
0.004462 533
5.47 1.6
1.18 326.18
30629 257,79
23154 _
- 446
018
IMan Brach 06
Man Brertdt 0017 T7
27 74YR
74YR IXC
Rapped Con 1165.00
1185.00 110142
110311 1109.12
/708.97 110930
1109.74 061963
0002880 3.45
349 444
, 0.49 43&41
40268 31275
21195 037
0.36
Main&Wdi 06
Wn &. d a6 026
026 74YR
70.YR IXC
Rapped Can 7185. It
1105.6 11026
170207 110644
710671 1707.18 1108.6
71086 4005426
0.00 518 5.75
3.49 121
Od2 1 85.38
40M 18245
196,6 OS7
028
Man BranJt06
Man &tnch 047 026
025 74YR
10-YR IXC
C. 114.6
114.6 110205
710231 1107.08
1107.59 110806
1107.59 1708.05
110845 407444
0.0741. 7904
7,6 2E
242
? 1636
18875 1/371
145.6 0.70
0,81
MM&aNt06
Man Brach 643
t @4
024 76YR
70.YR IXC
Rapped COn 1786.6
t141p 1101.00
1101. 17066
110672
7104.77 1107.18
1107.05 0.007788
0..124 04.01
04.09 46
480 344.@
32123 17322
16955 _ 0.38
040
Maln Branh 003
M.h&-oh63 023
023 76YR
74YR IXC
RoltpedCm 116560
1185.00 _ 1059.87
116.6 110451
1105.44 1108.73
1108.64 0007895
0.002420 5.75
4.6 _ 1.05
459 439.73
43165 214A2
21299 0.40
035,
Ithit 81504106
Man Branch 003 022
022 74YR
74YR IXC
Rapped Cm 11&5.6
1185.6 11046
776.6 1104.71
1104.69 110408
110409 1105.83
1105.6 0.013371
0.013534 8559
4164
i 282
285 158.71
155.76 150.85
1057 0.79
_ 06
IWn&-.h06
IMan Brach O07 021
021 1aYR
iQYR EXC
Con 71855.00
1146 1097.72
1097.67 110457
116.51 110388
176.03 _
0.0676
404879 4.46
4.53 077
079 281541
270.61 131,%
131.70 0.47
0.44
'Man Bradt63
?_8rach06
1 000
08 10-YR
74YR IXC
ROP'olad Can 1185.6
7185.6 1096.91
1087.6 116.16
110104 110351
116.43 OL.
OMXI7 502
521 0.88
0.47 330.0
306.02 790.43
181.89 041
-0.4'1
Mrdn BratN003

Man &arch 003 __ 19

19 74YR

76YR EXC

PrghopdCm ` 1186.
6
17&5.6 10966

1096.6 110245

110226 1103.61

1702871 0.004250

0.005146 6.09

617 1-25

1.35 197,721

192641
4027
41.40
0.47
050
Man Brach 003
Main Btanlt06 18
18 10-YR
74YR EXC
ROPOaed C.
I 1785.6
1185.001 10966
1096-00 1102E
110228 109476
74996 1/172,64
110255 0004OW
0.0@028 4.06
425 129
0.61 291.70
282047 111.81
710.811 0.34
-- O.E
Man 81504106 175 Bridge I
l
Man &a Jt047
Man BrerNt 041 17
17 10-YR
76YR 1 EXC
YOpoeed Can 1185.00
1185.6 1466
1094.76 1707.6
1101.54 710¢13
1102041 4064827
0.005161 SA6
5.68 t.D
1.19 702.31
20870 16433
102E 0.48
_ 0.51
Mast &Ytrh ON
i Man &antlt 63 f6
18 70.YR
70.YR Et(C
PrOpoeed Cwt
I 1185.00
7185.6 10.95.00
109450 /1p..e
7101.46 ___ tip 93
1101.81 05105766
00668 557
117 1.11
495 25,88
281311 _ 168.6
1655.481 O.t9
---0.44

Man_=OD 3
Man 03
15
15
70.YR
70.YR
IXG
ROpoeed Cep
1185.6
1746
1094.06
1094.06
170425
17006
1189.11
1099.10
170714
1101.17 1
0009939
ODt242D
807
8.71
238
282
17441
140.4
749.13
77.6
468
0.76
IMan&-1,003 11
f
-tl
Man BradtOD3 11 4 -

_
4 7 70.YR

__ -_
0.Y
R IXG

410551:04 Curt 118500

1185_.6 10949_9

094.03 1100.11

100.08
tt000J

776.E

.5817.0
.
_ 00@832

.73
136
- --

480
0.159
--'

31230
331.07
---
D7A2

236.73
- --
0.43

038
Ii?iIBrach 003 1
Malt Bratdt047 11
i. 3 7
3 7
- ._.._ 4YR tIXC
4YR Reposed Con
_ __... 1185.00
1185.6 7091.6
7096.6 7099.68
1099.72 I 108998
109999 0006217
0.0040E 5.10
521 1.051
099 110.46
470.74 308.6
371.0.1 0.45
-
1
0.44
Malt &er1dt06 7
Wit 8/453106 / 2 7
2^ 7 0.YR IXC
0.YR !ROpped Con 1765.6
17855.6 1094.6
1094.6 1099.36
1099.E 1099.56
10.9958 0001026
0001491 123
427 0.721 _ 43924 341.18_ -
1
0.61
474 441.01 342-W 441
Man &erhUt 63 1
Man 815151041 7 1 7
1 7 0.YR IXC_--
0.YR IRapaaed Cp 1185.6
it. 7094.6
1094,6 70999.08
1099.13 1099204
118918 0.007888
0.002467 4.02
1821 461
056 517.55
543.72 36597
389.011 037
030
-
Man&5tl1000 7
'Man Brandt 003 1

1 0 7
0 7 0.YR 'EXC_
0.YR 1Ropped Con
I 1185M
11 Woo 10916
1093.6 109892
709899 108900
7479.07 _
0.001191
0.001061 1
295
284 031
0.291 718.69
76.141 47248
41399 015
024
Man &51041003 7
I 8 7
- 6Y R iE)(C 114.6 10926 14984
76891
0
000890
252
421 6 -

Malt &er1dt 003 0
9 7
6YR
Proposed Con
1185.00
7
6926
109893
109699 .
0000997 _
67BS
46421
020

7 1

_._. . 237 418 90554 466
.74
- 0.
78

IWn&ch 06
Man Branch 003
04 t
4 7
4YR_1IXC
4YR Rapoaed Can
1185.6
1146
7091.72
109150
109851
109862 _

70989
7098.76
10986
0.0@741
0
001067
4,53
073
45032
385.88
037
. 4.6 064 451.62 3855 O
Wn &atrJt041__,._yO T I O YR i. Cc 114.00 1091.16 1097
81 1678
37 0
00694 --- -
. . . 6,78 134 25957 1431 049

HEC4LIS F6v So Cl k RaWk Main Ha M p 4--
R-h

Win Bl-h 003 Rive Sb

07 Pft

10-YR A-

Peapowd Cm _0 Tpa1
(cb)
118500 Wn Ch B
N)
1031.27 W.S. Bw
741
f09B01 Cnl W.8
(Q
10%.91 EG. B.
In)
1098.41 EG.
(M)
0004093 1M CMa
(IV4)
5.51 Slaver Ch-
IdgO)
708 Flow AM
(rq B)
356.11 i YMAh
(8)
316_34 Rad.0 CM

0.45
Main Brwrh 003
Main BIW h 033 06
08 10.YR
10.YR IXC
F4opoaad Can i 113500
1185.0D 103027
1091.00 109868
10%614 10%66
10%77 1097.64
1097.70 0.010133
0.011589 74%
_8.36 _ 2L
_ 261 167.66
1 WZ5 6356
85? 0.69
0.74
Mann B1and103
Msn&nrh 003 OS
OS 10.YR
10.YR IXC
Con 1185.00
1185.00 108969
1090.00 109876
10%78 1097.01
1097.03 0.003772
0.0070q 47_H
1.25 __ 062
0.61 1 38278
36731 143DI
113.21 Iy?
_ 033
^ 032
'Man&-h003
Man&arch OD3 04
04 10.YR
10.YR IXC
Rop-d C. 1185.00
1185.00 109000
1089.75 _ 109%fk21
109822 I M.67
.613 0.005304
0005501 5.67
5.711 -
_ 1.31
1.22 25822
257.37 159.05
159.19
0.52

(Man Brarch000
Man &arrh 003

___
03
m
f0.YR
10.YR
IXC
f4opoMd Con
- 1166.00

_ 1765110
708881

1088.84
10%.77

1095.
....
10%.12

1®6.12
0.003%7

OOW%7 _
5.16

5.16 _
0.94

0.94
jf0.t11

310.11
_75340

15340
---_ 0.12

OA2
WAin Branch OM
Man Brsrh WO 02
@ 10.YR
t0.YR EJ(C
fA Con 1185.00
1185.00 108851
1068.54 _7091.66
1094.65 1095.55
_1095.% 0008101
0.008403 718
_7.76 215
215 191.05
191.0?5i _118.48
?- 1-18.48 0.67
-?-_-0_62
?Main&arlrhO03
1M-Blarwh003 Ot
01 f0-YR
10.YR E)(C
Pfapa+ad C. 7165.00
1185.00 108700
_10960` 1091.71
1091.11 109254 -1094.61
1074.61 0.005136
0006210 820
6.19 1.37
__1.36 261.
28531; 19519
195.85 par0
0.50
IMan&wdn003
.,Man Brsd1003 __ .5
5__-_. 10.YR
10.YR IXC
plopaAd Can 1185.00
-- 1186.00 t067ID
1087.OD 109254
- -109251 __ 109251
109251 _7097.78
109438 4011217
007ffiT3 1
70.89
10.7 _457
_ 4W IOB.T6I
108011 29 fD
__, 29.50 _ 1.00
_ 1.011

1¢C-RAS Ri w Bio Leek Reuk Alm &a'd, 003 PmW I00-YR
'? Rnd1
---
~MaYt&vch003 R 9a
_
39 Pldk

t00YR Plat

IXC OTObI
cds)
7610.00 181 C110
tM
111282 W.S. Ebv
(n)
1121,01 CIMS.
fN
111995 EG.Ek.
ln)
712135 EG.
Oun)
0001312 VeICM
qCl
5.60 Sfrs Chen
( 6)
1,18 RaYNr
Iw tft
700.05 T WfM
Int
28751 F-d.0 CH

1 0.46
Main &anM 003 39 100-YR Prgaaed C. 2510.00 1111.51 - "' 1 1119.82
-- 1121. - 0.004927 _ 663 1.49 616ffi 255.73 0.49
Mm &atr11003 38 tOOYR IXD 281000 171300 117005 1170.61 0.006051 7.15 7.67 5$.73 278.10 0.58
Main Brach OM
Mah BratdtllD3
Malt&wh 003 36
37
37 100-YR
t00.YR
lGDYR Pmpaeed C.
EXC
Con 781000
1670.00
2610.00 111129
111173
111075 ----1/19.72
11190
171970 111024
1119,97
1119.$ _
0.005732
0.00/231
0001579 __
8.68
G.
558 _
1.$
_1.39
_1.08 5436
67799
69108 20493
-- 2®89
28301 0.%
O.aB
0.10

W3
:= 1OD-YR IX
-
__.-
' -
-
M3
,'MSet 36 t00VR ft"W C. 261OW 11077 1118.25 11188! Ooa6672 725 1,83 SM34 2$.70 o.B

Mm Brateh 003 35 100-YR IXC 2610.OO 111040 _ 11166o
-
- 1117.73
--- 0.013989 929 321 .6r.n 288.33 094
'Mm S-hC0d 35 t00YR PMPMW Can 261000 110935 1716.71 7117.61 0011637 899 292 16731 28111 o-T7
--_
;Mm Brateh 003 34 IOD.YR IXC 1610.00 1IM19 111611
--- 711666 O.OD4130 _5.12 0.97 759.72 313.16 0.18
1
'Main Swch 003 3A tOO.YR _ Cm 2510.00 1109.00 111635 _ 111661 OOOg57 5.19 1.029 _
31281 _
1 O.0.
- -
Mm-OD3 ? 1 0YR EXC _ 2610.00 108.00 111/.93 __ 1115.54 0006854 7.71 201 577.16 26.30 087
Mah6re h003 33 IOOYR Rapo4ed Con 261000 110800 111182 1115.19 000863
7 7.$ _
1.% STL70 26132 0.60
!444.&x011003
IMm Brach 003 32
32 100-YR
100-YR IXC
Rapased COn 7810.00
2610.00 110&49
7107.00 1774.00
111358 -- -- 1114
11/141 _
_
.0.000074
1 0010182 __
- 739
e.61 1.92
264 11 634.75
1 518.09 36.18
18(198 061
0.72

Main Bra. 003
Main&x1011003_ 31
31 100-YR
f0D•YR IXC
Prapmed COn 27&00
29x.00 110800
' 110552 111271
111Z54
_ 711339
1113.08 1 0.0001$
0.005796 flat
7.63 231
1.91 787.42
71653 421.45
a1B98 0.61
0.$

IM.I.B-h 003 30 100-YR IXC 297600 1104.76 111237 711272 0.06141 648 1.38 49¢.97 46729 0,47
Win 111-h 003 30 iDOYR Can 1978.00 7105,00 _
111207 111216 00290.9$ 6.82 5
6 _
8513,53 45286 -
0.51
-
Mm &anr31007 29 tOD-YR IXC _ 294600 716.00 _ 1111.16
- 1111.93
- 0.008.378 679 259 700.48 481.69 0.66
Mah131aKh 003

Meit &ar1H1003 29

28 10GYR

tODXR RtpmeA Can

F3(C 2976.00

2976.00 --_11600

11600 1171.00

1171.1 _

5__ 1111.6

1111.44 0000911

_ 0.00106! _ 7.6

426 ___207

0 7B _$69/
-1
127697 L 4717!

$1.80 063

0.35
Mah H-h= 28 100-YR Con _ 19X1.00 716.00 111095 1111.18 0.0@490 529 Q89 112577 541.6! 038

Main Br r h003 77 tOD.YR IXC 818.00 110342 1111.12 _ 1111,32 0.001655 121 057 1218.% Y-48135 0.31
MSh&ah OM 27 100-YR Ptapowd Can 2MOO 1100.11 - 111084 1111.02 0.0018n _
4.05 a55 1097.79 4W24 _ 0.32
'Mm Bnh 003 028 tO0-YR IXC 299.00 1102 1110$
-- 7110.%
- 0.003899 6,51 1.37 790.95 27157 0.47
MeinlYr om 026 f001YR Ropoted Con 2959.00 110247 /11Q39 1110.73 00@411 539 _0.91 837.73 _
x6.16 038

IMain [iandf 007 075 t00YR IXC 2959.00 110205 7109.06 1109.06 1110,29 0.010091 10.15 1 337 51739 238.51 0.73
MSi. B-h 003 025 100-YR Prapxed C. 2959AD 110231 1709.07 1109.07 1110.17 0.012765 9.00 3344 _ 490.
3 _ 219.14 0.82
6
1
Mah &and10D3 024 IMYR IXC 29M OD 1101.00 1108.38 1107.56 110896 0.06764 7-19 1.@ 764.191 320 050
Mah1 &eh 003 @4 IOD-YR Ropoaed Can _
299.00 1101-00 1108.25 110746 1106.75 0.001® 6.78 1.0 71668 315.85 __-
0.48
i- -
IMahn Brarll00J 023 100-YR IXC 29$.00 1.87 110794 110830 0.001519 8.27 75129 728.58 053
BnaxhOM 023 100.YR Pl? Con 2%900 _
ti0D.00 _
1107.79 _ _-1708_16 _
0000801 5.99 1.21 77034 227.
5 0.46
5
Mah BrarN 003 OII tOOYR FJ4C 299.00 1100.00 _ 1107.32
--- 1107.68 0003681 6.21 725 1 -780. 756.10 OAS
iMm &?OW 022 100YR PMp-d Can 299.00 710000 1101,16 11 .57
_ 0001280 6.61
-_ 1.43
? 739.86
--- __,_ 151.15 0.48

Mm &arc}4003 @1 t00.YR EXC 2959.00 1097.72 1106% 1107.12 0.0017$ 381 045 1 1093.471 .27623 ---- 077
FMaYt&adr003 021 IMYR Reposed Con 2959.00 1097.67 110676 - 1106,% 0.001751 3.91 0.18 1030.46 787.48 1 028
Mm&sch 003 029 100-YR IXC 2959.00 124
- 110688 1107.01 0.000880 4.07 0,48 127247 264.08 025
M.I. Sr-hOM 020 100-YR Rep-d C. 2%8.00 -- 1097.00 110668 _
1106,83 0,OOD9% _
39
7 ----
0.16 116947 3529 024
- - _ ___ __ _
Main Brach 003 19 100-YR EXC 299.00 109600 7105.65 1106.
70 0.065290 TWO _ 7.69 1$,59 73490 -- -OSS
Main Brawl, OD3 /8 700.YR PIM-d Can 299170 1096.00 110557 1106.9 0.006101 790 205 x7343 130.01 057
IWin &x011003 18 _ 100YR PJ(C 7959.00 _ 1096.00 1105.77 116.92 110629 0.001577 5.75 214 511.32 14279 0.36
Win Or-h 003 ._ 18 70D-YR Rap-d C. 299.00 1096.00 _ 110563 116.95 7106.16 0.002190 _
5.87 1.01 1 56,49 141.38 037

Main Brxdn 003 _
175
Bridp4
.-__ _ J
Mm Bratrh 003 17 100YR EXC 295.00 1005.00 110273 110220 116,87 0.014444 71.73 4.9 25216 219,04 011,
Mmliratlt1101 17 700.YR PMPMW Can 299.00 1094.76 110250 110220 116.50 0.015235 7133 111 751.17 27595 0.911

Mm &s1Un003 18 100-YR RC 299.00 109600 110377 - 110391 0004581 699 158 71387 30688 _051
Halo [ianeft003 18 tOD-YR Rq-w Can 2959.00 1094.50 110283 _ 110356 0 :7.81 10 60271 293.53 057
Brxc31003
?Br-hm3
Main &ah (I6 15
15
la 10D-YR
100-YR
100.YR EXC
PMP-d Can
IXG 299.00
2999.OD
295900 1090.06
1094.06
1094 99 110208
1101$
1101 21 110206
1101.$
110076 1700.74
1/0285
1101981 0.00915¢
0.0®0191
00(6'7011` 922
955
689 320
2.
IGIi SBO00
531.97
676.1161 770.49
XMS6
306 fl9, _
0.70
0.69
054
LMa &-h007 _.
W.W.&rr1no60

544x1,1 Brach 007
44x11&4.003
? 04 t00YR IRopoaed Cat 7
17 700-YR IIXC _ _

13 100YR IP-Med Con
12 IMYR -!ac --- 7958001
_ 299.001

299.00
- 299.00 106031
_ 1091.00

1694.00
1094.00 1101 a0
_ 110111

_11608
110081 1100.64

' 1101.87
1101010

"I"
7101.051 0.004137i
.0
00399
0001081
0007989 6341

fl78
6,011
-i 1331

L_ 730
1.23
UW 69Z55:

047.31
890831
1073.$ 306.01

373.6
771.57
x32541 1 0.48

0.45
0.46
0.40
Mah 8,x011003
Mail BI-h 007
Mm&ach 003
Mahn Bratd1003
Main &erch 003 12 106YR 1 ROposeO Con
71 ?100.YR 1IXC
11 100.YR 1Ropaed Can
10 100YR...-_ E7(C
10 IOOYR _ii Ww.W Can 199!.00
2959.00
299.00
_ 299.00
299.@ 11794.00
1094.00
1094.00
109000
109300 110077
110065
110057
11pq?
110039

_-
_ 1100991
1100.90
_ 1100.73
_ 1100.ou1
1100.511 0.003317
0. 002197
00023181
0.06221
_0.001327 _ 4%
4.43
4_48-1
3.67
377 -
Q0881
0.66
Q68
1143
0.46 _
900.09
1 7140.99
' 1112E
1404.821
1357,49 _08.67
119.
41773
457.681
4.%.92 0.42
1 0.31
_ _035
_ 027
L
028
I?Mah &alCln 003 09 IMYR _ IXC 7999.00 _ 109200 1IOQ40 1100.49 0.000879 1
329( 033
1586.71
191 -_.
_-022
Mm? 00
,100VR _ .Raaed Con 299.00 _ 1071.00 1100.31 _ 1100.00 _0.000%9 325 _ 0_311 1566401
x93.551
___023
444x. Bnrc31003
iMm B,.-.h 003 to IOOYR _IXC
08 _,IpOVR 1Aapased_Con 299.00
2MOO 1091.72
109150 1100.78
110078
_1099,@ 110036
110026 0.0071739
0ODI 4.75
3.82 0.721
050 713.36
178567 4111
41100 9 0.33
029

Man &x,101!003 _
O7 100.YRC ___ __._
_ 299.00
1®1,76
109972
__?
1100_09 _.
0_00]5011
6321
- 1_77_
666.62L
_ 34754 _
p.44{
Reaah Riva Sts Profile Pl.. G T.W 116r Ch B WS. Stec Cdt WS. F G. Bas F G. Scope WI CM Scalar Clon Hoe Mea T W h Frady a CH

'W'vm &arrh003

07

IMYR

Can (ds)

299.9 IA)

1091.23 (A)

1099.73 lA) (4)

1109.03 (VA)

0.002478
(7N)
562
(Adlq W
1.08
A)
936.401
(A)
_ 367.67

6.40
'4Han8rarchom
'Han Orarrrh 003 9
9 tOD-YR
100-YR IXC
Nq-W C. 2951.00
29611.00 109027
1091.00 7088.98
10989E 1099.61
109956 0.006103
0.006676 7.77
793 199
278 69D.75
6x121 Z7662
27532 057
om
.Man&aroh93
?Han&and1003 05
05 100-YR
10bYR IXC
WM-d C. 299A0
2999.00 106959
1090.00 _ 109871
_19669 _ 1099.13
1®9. 0.007781
_0.002639 6.07
590 1.13
___ 1.07 76684
70922 23931
239.30 0.40
039
41a'ar9r-hOW 04 100-YR IXC 299.9 109000 109617
-- _1096.76
- 0.001860 7.16 1.66 61784) 20238 0.53
Win BranrlrOD3 W tOOYR RapmW Can ?958.00 709.75 1098.19 1098.73 OW454.9 6.87 1.54 621.10 217270 050
iMain Bramh 003
'.Wn&erh 003 03
9 10D.YR
U8•YR IXC
Prapmed Can 299.00
299110 1066.84
1068.81 1097.67
197.67 109820
109820 0.004107
O.OW707 6.49
6,99 1.54
1.54 66222
66272 209.72
209.72 0.48
0.48
Main Brarch 093 02 100-YR IXC 24'9.9 10954 19541 1096.41 1097.56 0009M 10.18 1334 53847 228.72 070
Man &- h09 02 100-YR Con 299.9 198.54 10%41 19841 109755 0.09572 10.18 3.31 518.47j ` 22&72 0.70
Wir &arh009
Man &srdrflW W
W 700-YR
f00•YR IXC
Proposed Can 299.9
2959.9 197.9
1087.9 t95.51
195.51 109518
70%.16 196.16
19816 000679
0.006181 89
8.09 210
210 65499
654.80 29792
297.90 0.57
057

Win &aah000
Man BrenrJr 003
.5
.5
100YR
tODNR
IXC
Proposed Can
_ 299.00
299.9 _ -
7067.9
1087.9
195U
19511
10%14
10951 1
796.9
1969
0.009121
009758
9.31
9.18
278
286
539.63
530_701
787.9
_M33
0.72
0.731
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1
1
1
1
1
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1
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Design Criteria
Supporting Documentation

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Big Creek Reach 1
Design Criteria Table
Variables Existing Channel Proposed Reach Design Criteria
Stream Types B4c/F4 B4c B4c
Drainage Area mi 4.69 4.69 NA
Bankfull Width ( bkf) Note 1
23.78 - 24.96 25.0
Bankfull Mean Depth (dbkf) Note 1
1.8-1.88 1.83
Width/Depth Ratio (Wbkf/dbkf) Reference
12.65 - 13.87 13.6 Parameters, Note 1
Bankfull Cross-Sectional Area Note 1
Abkf 44.63 - 44.98 45.8
Bankfull Mean Velocity (Vbkf) Resistance Equations
4.3-4.35 4.2
Bankfull Discharge (cfs) Note 2
194 194
Bankfull Maximum Depth (dmax) Note 1
2.5-3.13 2.5
Dmax/Dbf Ratio Reference
1.3-1.7 1.4 Parameters
Width of Floodprone Area
(Wfpa) 38.8-38.9 50 - 52
Entrenchment Ratio (Wfp. rrbkf)
1.56-1.63 2.0-2.08
Meander Length (Lm) Existing Geometry
218 -247 240 -300
277
Ratio of Meander Length to Reference
Bankfull Width (LmA bkf) 9.33-10.57 9.6-12.0 Parameters
Radius of Curvature (Rc) Existing Geometry
57 - 84 70 -190
Ratio of Radius of Curvature to Reference
Bankfull Width (Rd Wbkf) 2.44-3.59 2.8-7.6 Parameters
Belt Width (Wbn) Existing Geometry
30 - 40 40 - 80
Meander Width Ratio Reference
(WbnNVbkf) 1.28-1.71 1.2-1.6 Parameters
Sinuosity (stream length/ Existing Geometry
valley distance 1.2 1.15
Valley Slope Existing Geometry
0.0074 0.0074
Average Slope (S,1,9) Note 3
0.00617 0.0078
Pool Slope (Spo,)
0.00009 - 0.00067 0.0011 - 0.0025
Ratio of Pool Slope to Average Reference
Slope S ,/Sbkf 0.009 - 0.245 0.14-0.32 Parameters
Riffle Slope
0.007 - 0.057 0.007 - 0.022
Ratio of Riffle Slope to Reference
Average Sloe 1.16-9.29 0.89-2.8 Parameters
Variables Existing Channel Proposed Reach Design Criteria
Riffle length
9.23-50.7
15.0-115.0 Reference
Parameters
Maximum Pool Depth (dam,)
2.49-4.36
5.0-6.25
Ratio of Pool Depth to Average
Bankfull Depth (dpoo,/db,f)
1.3-2.4
2.73-3.42 Reference
Parameters
Pool Width (WPw,)
25.8-26.1
28.8-32.5
Ratio of Pool Width to Bankfull
Width (Wp.,NVb,f)
0.94-1.03
1.15-1.3 Reference
Parameters
Pool to Pool Spacing
P-P
85.4-160.0
80 - 220 Reference
Parameters
Ratio of P-P to Wbf
3.42-6.73
3.2-8.8 Reference
Parameters
Pool length
L ,
17.4-84.4
31.0-69.0
Ratio of pool length to bankfull
width L ,NVbkr
0.76-6.89
1.24-2.8 Reference
Parameters
Particle Size Distribution of
Reach Bed Material:
D 16 0.5 mm
D 35 1.7 mm
D 50 33.6 mm
D 84 136.7 mm
D 95 245.1 mm
Particle Size Distribution of
Riffle Bed Material:
D 16 17.5 mm
D 35 32.0 mm
D 50 43.5 mm 51.71 mm Note 4
D 84 86.5 mm
D 95 123.8 mm
Largest size in pavement 180.0 mm
Particle Size Distribution of
Riffle Sub pavement Material:
D 16 2.5 mm
D 35 7.3 mm
D 50 14.3 mm 14.28 mm Note 4
D 84 48.4 mm
D 95 66.7 mm
Largest size in sub pavement 75 mm
Particle Size Distribution of
Bar Sample
D16 0
D 35 13.32 mm
D 50 25.19 mm
D 84 63.96 mm
D 95 110.74 mm
Largest size on Bar 132 mm 92 mm Note 4
' Notes:
1. Channel dimensions were initially developed by 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-sectional area (A) based on the
drainage area to a given reach. The calculated A and W/D ratios from our reference reach
database was used to determine bankfull width Wbf = 4(Wbkf / dbkf) (Abkf) and bankfull
' mean depth Dbf = Wbkf / (Wbkf / dbkf).
After the proposed channel plan form and longitudinal profile were completed, bankfull cross-
sectional area, width, depth and width/depth ratios were adjusted using information
' developed from the reference reach database, sediment entrainment analysis, and the output
of the Flowsed/Powersed model.
' 2. 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.
3. Since aggradation is an on-going problem along Big Creek, one major objective of the
' restoration project was to improve sediment transport competency and capacity. This can
generally be accomplished by adjusting channel cross-sectional dimensions and channel
slope. The design criteria included maximizing the overall channel gradient for a given reach
while maintaining a stable plan form.
' 4. A number of bulk sediment samples were collected along Big Creek during the five year
monitoring period. This effort included the collection of multiple riffle pavement and
subpavement samples, as well as point bar samples. Based on our experience on other
design projects and an analysis of the sediment sampling database those samples
determined to be most representative of Big Creek sediment transport conditions were used
in the sediment entrainment analysis to verify the competency of the proposed channel.
Big Creek Reach 2
Design Criteria Table

1
Variables Existing Channel Proposed Reach Design Criteria
Stream Types C4 C4 C4
Drainage Area (mi) 5.38 5.38 NA
Bankfull Width (Wbkf) Note 1
27.47-27.7 27.5
Bankfull Mean Depth (dbkf) Note 1
1.93-2.32 2.44
Width/Depth Ratio (Wbkf/dbkf) Reference
11.84 - 14.35 11.2 Parameters, Note 1
Bankfull Cross-Sectional Area Note 1
(Abkf) 53.39 - 63.83 66.9
Bankfull Mean Velocity (Vbkf) Resistance Equations
3.4-4.06 3.24
Bankfull Discharge (cfs) Note 2
217 217
Bankfull Maximum Depth (dmax) Note 1
2.63-3.23 3.26
Dmax/Dbf Ratio Reference
1.13-1.67 1.34 Parameters
Width of Floodprone Area
(Wfpa) 55.3-58.0 60.5-79.8
Entrenchment Ratio (Wfpa/Wbkf)
1.99-2.11 2.2-2.9
Meander Length (Lm) Existing Geometry
260 - 278 220 - 240
Ratio of Meander Length to Reference
Bankfull Width (Lm/Wbkf) 10.14 - 10.84 8.0-8.73 Parameters
Radius of Curvature (Rc) Existing Geometry
40 -107 80 - 150
Ratio of Radius of Curvature to Reference
Bankfull Width (R./Wbkf) 1.56-4.17 2.91-5.45 Parameters
Belt Width (Wbn) Existing Geometry
30 - 54 55 - 65
Meander Width Ratio Reference
(WbltNVbkf) 1.17-2.11 2.0-2.36 Parameters
Sinuosity (stream length/ Existing Geometry
valley distance 1.03 1.05
Valley Slope Existing Geometry
0.0074 0.0074
Average Slope (Sa,,g) Note 3
0.0052 0.0047
Pool Slope (Sp,.,)
0.00012 - 0.00035 0.0009
Ratio of Pool Slope to Average Reference
Slope S ooi/Sbkf 0.023 - 0.067 0.19 Parameters
Riffle Slope
0.006 - 0.047 0.007
Ratio of Riffle Slope to Reference
Average Sloe 1.1-8.96 1.49 Parameters

Variables Existing Channel Proposed Reach Design Criteria
Riffle length
2.1-27.9
25 - 53 Reference
Parameters
Maximum Pool Depth (dpoo,)
2.49-3.66
6.0-7.0
Ratio of Pool Depth to Average
Bankfull Depth (dp,,/db,f)
1.28
2.46-2.87 Reference
Parameters
Pool Width (Wp..,)
24.8-39.14
31.6-35.8
Ratio of Pool Width to Bankfull
Width (WPOo,/Wbkf)
0.90-1.42
1.15-1.3 Reference
Parameters
Pool to Pool Spacing
P-P
105 -189
45 - 100 Reference
Parameters
Ratio of P-P to Wbf
4.08-7.35
1.64-3.64 Reference
Parameters
Pool length
L ,
46.8-84.5
40-51
Ratio of pool length to bankfull
width L Mbkf
1.82-3.3
1.45-1.85 Reference
Parameters
Particle Size Distribution of
Reach Bed Material:
D 16 0.5 mm
D 35 1.7 mm
D 50 33.6 mm
D 84 136.7 mm
D 95 245.1 mm
Particle Size Distribution of
Riffle Bed Material:
D 16 17.5 mm
D 35 32.0 mm
D 50 43.5 mm 51.71 mm Note 4
D84 86.5 mm
D 95 123.8 mm
Largest size in pavement 180.0 mm
Particle Size Distribution of
Riffle Sub pavement Material:
D 16 NA
D 35 NA
D 50 NA 14.28 mm Note 4
D 84 NA
D 95 NA
Largest size in sub pavement NA
Particle Size Distribution of
Bar Sample
D16 0
D35 8.56 mm
D 50 19.12 mm
D 84 59.15 mm
D 95 89.31 mm
Largest size on Bar 105 mm 92 mm Note 4
Notes:
Channel dimensions were initially developed by 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-sectional area (A) based on the
drainage area to a given reach. The calculated A and W/D ratios from our reference reach
database was used to determine bankfull width Wbf = ?(Wbkf / dbkf) (Abkf) and bankfull
mean depth Dbf = Wbkf / (Wbkf / dbkf).
After the proposed channel plan form and longitudinal profile were completed, bankfull cross-
sectional area, width, depth and width/depth ratios were adjusted using information
developed from the reference reach database, sediment entrainment analysis, and the output
of the Flowsed/Powersed model.
2. 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.
3. Since aggradation is an on-going problem along Big Creek, one major objective of the
restoration project was to improve sediment transport competency and capacity. This can
generally be accomplished by adjusting channel cross-sectional dimensions and channel
slope. The design criteria included maximizing the overall channel gradient for a given reach
while maintaining a stable plan form.
4. A number of bulk sediment samples were collected along Big Creek during the five year
monitoring period. This effort included the collection of multiple riffle pavement and
subpavement samples, as well as point bar samples. Based on our experience on other
design projects and an analysis of the sediment sampling database those samples
determined to be most representative of Big Creek sediment transport conditions were used
in the sediment entrainment analysis to verify the competency of the proposed channel.
Big Creek Reach 3
Design Criteria Table
Variables Existing Channel Proposed Reach Design Criteria
Stream Types F4 134c B4c
Drainage Area (mi) 5.52 5.52 NA
Bankfull Width (Wbkf) Note 1
31.51 - 34.34 27.4
Bankfull Mean Depth (dbkf) Note 1
1.44-1.75 2.15
Width/Depth Ratio (Wbkf/dbkf) Reference
18.01 - 23.85 12.7 Parameters, Note 1
Bankfull Cross-Sectional Area Note 1
(Abkf) 49.51 - 55.28 58.9
Bankfull Mean Velocity (Vbkf) Resistance Equations
3.99-4.46 3.75
Bankfull Discharge (cfs) Note 2
220.6 220.6
Bankfull Maximum Depth (dmax) Note 1
2.41 -2.52 3.22
Dmax/Dbf Ratio Reference
1.44-1.67 1.5 Parameters
Width of Floodprone Area
(Wfpa) 45.6-47.2 45.6-49.3
Entrenchment Ratio (Wfpa/Wbkf)
1.33-1.5 1.66-1.8
Meander Length (Lm) Existing Geometry
108 -159 220 - 280
Ratio of Meander Length to Reference
Bankfull Width (Lm/Wbkf) 3.21-4.73 8.03-10.22 Parameters
Radius of Curvature (Rc) Existing Geometry
65 - 74 70 - 250
Ratio of Radius of Curvature to Reference
Bankfull Width (R,/Wbkf) 1.93-2.20 2.55-9.12 Parameters
Belt Width (Wbn) Existing Geometry
93-96 60-80
Meander Width Ratio Reference
(WbltNVbkf) 2.77 - 2.2.85 2.1 '9 - 2.92 Parameters
Sinuosity (stream length/ Existing Geometry
valley distance 1.35 1.07
Valley Slope Existing Geometry
0.0061 0.0074
Average Slope (S,„9) Note 3
0.00529 0.0067
Pool Slope (Spoo,)
0.00044 - 0.0024 0.0022 - 0.0031
Ratio of Pool Slope to Average Reference
Sloe S ooh/Sbkf 0.083-0.45 0.33-0.46 Parameters
Riffle Slope
0.015-0.039 0.0175-0.019
Ratio of Riffle Slope to Reference
Average Sloe 2.88-7.33 2.6-2.84 Parameters
Variables Existing Channel Proposed Reach Design Criteria
Riffle length
7.36-30.6
21 - 92 Reference
Parameters
Maximum Pool Depth (dPOa,)
2.88-4.23
6.0-7.0
Ratio of Pool Depth to Average
Bankfull Depth (dpo,/dbkf)
1.28
2.8-3.26 Reference
Parameters
Pool Width (Wp(.,)
34.75 - 42.36
31.5-35.6
Ratio of Pool Width to Bankfull
Width (WP.O,/Wbkf)
1.07-1.30
1.15-1.3 Reference
Parameters
Pool to Pool Spacing
P-P
55.1 - 242
40 - 170 Reference
Parameters
Ratio of P-P to Wbf
1.64-7.20
1.46-6.2 Reference
Parameters
Pool length
L
18.2-156
38-65
Ratio of pool length to bankfull
width L Mbkf
0.54-4.64
1.38-2.37 Reference
Parameters
Particle Size Distribution of
Reach Bed Material:
D 16 0.5 mm
D 35 1.7 mm
D 50 33.6 mm
D 84 136.7 mm
D 95 245.1 mm
Particle Size Distribution of
Riffle Bed Material:
D 16 17.5 mm
D 35 32.0 mm
D 50 43.5 mm 51.71 mm Note 4
D 84 86.5 mm
D 95 123.8 mm
Largest size in pavement 180.0 mm
Particle Size Distribution of
Riffle Sub pavement Material:
D 16 NA
D 35 NA
D 50 NA 14.28 mm Note 4
D 84 NA
D 95 NA
Largest size in sub pavement NA
Particle Size Distribution of
Bar Sample
D16 0
D 35 13.32 mm
D 50 25.19 mm
D 84 63.96 mm
D 95 110.74 mm
Largest size on Bar 132 mm 92 mm Note 4
Notes:
Channel dimensions were initially developed by 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-sectional area (A) based on the
drainage area to a given reach. The calculated A and W/D ratios from our reference reach
database was used to determine bankfull width Wbf = ?(Wbkf / dbkf) (Abkf) and bankfull
mean depth Dbf = Wbkf / (Wbkf / dbkf).
After the proposed channel plan form and longitudinal profile were completed, bankfull cross-
sectional area, width, depth and width/depth ratios were adjusted using information
developed from the reference reach database, sediment entrainment analysis, and the output
of the Flowsed/Powersed model.
2. 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.
3. Since aggradation is an on-going problem along Big Creek, one major objective of the
restoration project was to improve sediment transport competency and capacity. This can
generally be accomplished by adjusting channel cross-sectional dimensions and channel
slope. The design criteria included maximizing the overall channel gradient for a given reach
while maintaining a stable plan form.
4. A number of bulk sediment samples were collected along Big Creek during the five year
monitoring period. This effort included the collection of multiple riffle pavement and
subpavement samples, as well as point bar samples. Based on our experience on other
design projects and an analysis of the sediment sampling database those samples
determined to be most representative of Big Creek sediment transport conditions were used
in the sediment entrainment analysis to verify the competency of the proposed channel.
Big Creek Reach 4
Design Criteria Table
I

L
Variables Existing Channel Proposed Reach Design Criteria
Stream Types B4c/F4 C4 C4
Drainage Area (mi) 5.56 5.56 NA
Bankfull Width (Wbkf) Note 1
22.75 - 29.42 27.5
Bankfull Mean Depth (dbkf) Note 1
1.78-2.36 2.64
Width/Depth Ratio (Wbkf/dbkf) Reference
10.25 - 16.21 10.4 Parameters, Note 1
Bankfull Cross-Sectional Area Note 1
(Abkf) 50.44 - 69.56 72.5
Bankfull Mean Velocity (Vbkf) Resistance Equations
3.2-4.41 3.07
Bankfull Discharge (cfs) Note 2
222.5 222.5
Bankfull Maximum Depth (dmax) Note 1
2.11 -3.47 3.56
Dmax/Dbf Ratio Reference
1.15-1.47 1.35 Parameters
Width of Floodprone Area
(Wfpa) 50 - 60 > 60.0
Entrenchment Ratio (WfpaMlbkf)
1.8-2.2 > 2.2
Meander Length (Lm) Existing Geometry
247 -523 360
Ratio of Meander Length to Reference
Bankfull Width (LmNVbkf) 8.51-18.03 13.09 Parameters
Radius of Curvature (R,) Existing Geometry
62.3-164 70 -240
Ratio of Radius of Curvature to Reference
Bankfull Width (RcNVbkf) 2.15-5.65 2.55-8.73 Parameters
Belt Width (Wbn) Existing Geometry
59-123 40 - 85
Meander Width Ratio Reference
(WbitNVbkf) 2.03-4.25 1.45-3.09 Parameters
Sinuosity (stream length/ Existing Geometry
valley distance 1.35 1.19
Valley Slope Existing Geometry
0.0061 0.0061
Average Slope (S.,,) Note 3
0.00402 0.0051
Pool Slope (Spool)
0.00016 - 0.0005 0.0021 - 0.0026
Ratio of Pool Slope to Average Reference
Slope S ,/Sbkf 0.04-0.124 0.41-0.51 Parameters
Riffle Slope
0.017 - 0.036 0.007 - 0.0082
Ratio of Riffle Slope to Reference
Average Sloe 4.187 - 9.025 1.37-1.61 Parameters

Variables Existing Channel Proposed Reach Design Criteria
Riffle length
9.6-16.9
24 - 119 Reference
Parameters
Maximum Pool Depth (dp,,,)
2.87-6.47
6.5-7.5
Ratio of Pool Depth to Average
Bankfull Depth (dpoo,/db,f)
1.52-3.42
2.46-2.84 Reference
Parameters
Pool Width (WPoo,)
32.15-45.4
31.5-35.6
Ratio of Pool Width to Bankfull
Width (WP.O,/Wb,f)
1.2-1.75
1.15-1.3 Reference
Parameters
Pool to Pool Spacing
P-P
85.8 - 208
55 - 170 Reference
Parameters
Ratio of P-P to Wbf
2.96-7.17
2.0-6.18 Reference
Parameters
Pool length
L ,
20.6-133
42 - 62
Ratio of pool length to bankfull
width L ,/Wbkf
0.71-4.58
1.5-2.25 Reference
Parameters
Particle Size Distribution of
Reach Bed Material:
D 16 0.5 mm
D 35 1.7 mm
D 50 33.6 mm
D 84 136.7 mm
D 95 245.1 mm
Particle Size Distribution of
Riffle Bed Material:
D 16 NA
D 35 NA
D 50 NA 51.71 mm Note 4
D 84 NA
D 95 NA
Largest size in pavement NA
Particle Size Distribution of
Riffle Sub pavement Material:
D 16 NA
D 35 NA
D 50 NA 14.28 mm Note 4
D 84 NA
D 95 NA
Largest size in sub pavement NA
Particle Size Distribution of
Bar Sample
D16 0
D 35 8.56 mm
D 50 19.12 mm
D84 59.15 mm
D 95 89.31 mm
Largest size.on Bar 105 mm 92 mm Note 4
' Notes:
1. Channel dimensions were initially developed by 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-sectional area (A) based on the
drainage area to a given reach. The calculated A and W/D ratios from our reference reach
database was used to determine bankfull width Wbf = ? (Wbkf / dbkf) (Abkf) and bankfull
' mean depth Dbf = Wbkf / (Wbkf / dbkf).
After the proposed channel plan form and longitudinal profile were completed, bankfull cross-
sectional area, width, depth and width/depth ratios were adjusted using information
' developed from the reference reach database, sediment entrainment analysis, and the output
of the Flowsed/Powersed model.
' 2. 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.
3. Since aggradation is an on-going problem along Big Creek, one major objective of the
' restoration project was to improve sediment transport competency and capacity. This can
generally be accomplished by adjusting channel cross-sectional dimensions and channel
slope. The design criteria included maximizing the overall channel gradient for a given reach
while maintaining a stable plan form.
' 4. A number of bulk sediment samples were collected along Big Creek during the five year
monitoring period. This effort included the collection of multiple riffle pavement and
' subpavement samples, as well as point bar samples. Based on our experience on other
design projects and an analysis of the sediment sampling database those samples
determined to be most representative of Big Creek sediment transport conditions were used
in the sediment entrainment analysis to verify the competency of the proposed channel.
Big Creek Reach 5
Design Criteria Table
Variables Existing Channel Proposed Reach Design Criteria
Stream Types F4 B4c/C4 B4c/C4
Drainage Area mi 5.66 5.66 NA
Bankfull Width (Wbkf) Note 1
24.0-25.62 27.5
Bankfull Mean Depth (dbkf) Note 1
2.15-2.69 2.62
Width/Depth Ratio (Wbkf/dbkf) Reference
11.16 -12.08 10.5 Parameters, Note 1
Bankfull Cross-Sectional Area Note 1
Abkf 51.61 - 52.07 72.2
Bankfull Mean Velocity (Vbkf) Resistance Equations
3.9-4.37 3.12
Bankfull Discharge (cfs) Note 2
225.7 225.7
Bankfull Maximum Depth (dn,a,) Note 1
2.49-2.55 3.2
Dmax/Dbf Ratio Reference
1.15-1.22 1.22 Parameters
Width of Floodprone Area
(Wfpa) 27.66 - 27.75 49.5 - 64
Entrenchment Ratio (Wfpa/Y rbkf)
1.14-1.16 1.8-2.3
Meander Length (Lm) Existing Geometry
206 -302 240 -370
Ratio of Meander Length to Reference
Bankfull Width (Lm/Wbkt) 8.04-11.78 8.73-13.45 Parameters
Radius of Curvature (R,) Existing Geometry
32.1-135 68 -160
Ratio of Radius of Curvature to Reference
Bankfull Width (R Mbkf) 1.25-5.28 2.47-5.82 Parameters
Belt Width (Wb,t) Existing Geometry
61.7-70.6 60-75
Meander Width Ratio Reference
(WbltANbkf) 2.41-2.76 2.18-2.73 Parameters
Sinuosity (stream length/ Existing Geometry
valley distance 1.12 1.10
Valley Slope Existing Geometry
0.0054 0.0054
Average Slope (Sang) Note 3
0.0044 0.0046
Pool Slope (Spool)
0.00021 - 0.0003 0.0027 - 0.0031
Ratio of Pool Slope to Average Reference
Slope S NSbkf 0.044 - 0.576 0.59-0.67 Parameters
Riffle Slope
0.018 - 0.035 0.0072 - 0.0076
Ratio of Riffle Slope to Reference
Average Slope 3.695 - 7.357 1.57-1.65 Parameters
Variables Existing Channel Proposed Reach Design Criteria
Riffle length
7.32-22.0
21 - 58 Reference
Parameters
Maximum Pool Depth (dPoa,)
3.86-5.33
6.5-7.5
Ratio of Pool Depth to Average
Bankfull Depth (dPOO,/db,f)
1.8-2.49
2.48-2.86 Reference
Parameters
Pool Width (WPop,)
25.08-35.2
35.8-41.3
Ratio of Pool Width to Bankfull
Width (WPW,NVb,f)
0.96-1.35
1.3-1.5 Reference
Parameters
Pool to Pool Spacing
P-P
52.4-130
55 - 160 Reference
Parameters
Ratio of P-P to Wbf
2.05-5.06
2.0-5.82 Reference
Parameters
Pool length
L o,
23.1-66.4
39 - 54
Ratio of pool length to bankfull
width L NVbkf
0.90-2.59
1.42-1.96 Reference
Parameters
Particle Size Distribution of
Reach Bed Material:
D 16 0.5 mm
D 35 1.7 mm
D 50 33.6 mm
D 84 136.7 mm
D 95 245.1 mm
D 100 362
Particle Size Distribution of
Riffle Bed Material:
D 16 17.47 mm
D 35 32 mm
D 50 43.47 mm 51.71 mm Note 4
D 84 86.45 mm
D 95 123.78 mm
Largest size in pavement 180 mm
Particle Size Distribution of
Riffle Sub pavement Material:
D 16 NA
D 35 NA
D 50 NA 14.28 mm Note 4
D 84 NA
D 95 NA
Largest size in sub pavement NA
Particle Size Distribution of
Bar Sample
D16 0
D 35 8.56 mm
D 50 19.12 mm
D84 59.15 mm
D 95 89.31 mm
Largest size on Bar 105 mm 92 mm Note 4

Notes:
Channel dimensions were initially developed by 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-sectional area (A) based on the
drainage area to a given reach. The calculated A and W/D ratios from our reference reach
database was used to determine bankfull width Wbf = ?(Wbkf / dbkf) (Abkf) and bankfull
mean depth Dbf = Wbkf / (Wbkf / dbkf).
After the proposed channel plan form and longitudinal profile were completed, bankfull cross-
sectional area, width, depth and width/depth ratios were adjusted using information
developed from the reference reach database, sediment entrainment analysis, and the output
of the Flowsed/Powersed model.
2. 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.
3. Since aggradation is an on-going problem along Big Creek, one major objective of the
restoration project was to improve sediment transport competency and capacity. This can
generally be accomplished by adjusting channel cross-sectional dimensions and channel
slope. The design criteria included maximizing the overall channel gradient for a given reach
while maintaining a stable plan form.
4. A number of bulk sediment samples were collected along Big Creek during the five year
monitoring period. This effort included the collection of multiple riffle pavement and
subpavement samples, as well as point bar samples. Based on our experience on other
design projects and an analysis of the sediment sampling database those samples
determined to be most representative of Big Creek sediment transport conditions were used
in the sediment entrainment analysis to verify the competency of the proposed channel.