20120796 Ver 1_Restoration Information_20120822

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BIG CREEK II
STREAM RESTORATION
DESIGN REPORT
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JULY
20120
CLEAR C
1317 Knopp Road, Jarrettsville, Maryland 21084 (410) 692 -2164
qapp.6d
_ . Consuharns & Designers, Inc.
"Integrating Engineering and Environment"
1.321 :Mercedes Drive. Suite C Phone: [phone]
I lanm er. Maryland 21076 Far. (410) 694 -9405
http:ft%%w-.. havlandinc.com
STREAM WALKER
CONSULTING
99 BANBURY COURT
WAYNESVILLE, NC 28786
(8281507 -7686

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BIG CREEK II
STREAM RESTORATION
DESIGN REPORT
PREPARED FOR
RESOURCE INSTITUTE, INC.
PILOT VIEW RC &D, INC.
and
SURRY
SOIL & WATER CONSERVATION DISTRICT
PREPARED BY
CLEAR CREEKS CONSULTING LLC
IN COLLABORATION WITH
BAYLAND CONSULTANTS AND DESIGNERS, INC
and
STREAM WALKER CONSULTING
JULY 2012

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Table of Contents
Project Background 1
Technical Report
I. 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. Regional Regression Equations
7
3. Calibration of Hydrologic Model
8
4. Results
8
5. Bankfull Discharge Estimates
10
E.
Hydraulics
11
1. Hydraulic Model
11
2. Hydraulic Analysis
12
3. Results
16
IV. Channel Morphology and Stability Assessment
A.
Rationale
17
B. Assessment Methods 17
1. Verifying Bankfull Channel Field Indicators 17

2. Upstream Channel Morphology and Sediment Sources 18
3. Level II — Morphological Description 18
4. Level III — Assessment of Stream Condition 18
C. Findings of Channel Morphology and Stability Assessment
1. Evaluation of Watershed Conditions and
Upstream Channel Conditions 18
a. Historic Conditions 18
b. Current Conditions 19
2. Project Site — Channel Morphology and
Stability Assessment 19
a. Historic Conditions 19
b. Current Conditions 20
Reach 1 20
Reach 2 26
Reach 3 34
Reach 4 41
V. Estimating Sediment Loadings 49
VI. Restoration Design 50
A. General Approach 55
B. Design Criteria 51
1. Reference Reach Data 51
2. Design Discharges 51
3. Channel Geometry 52

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4. Sediment Entrainment Analysis 52
a. Sediment Entrainment Analysis
Procedures 52
b. Big Creek Project Reaches 53
c. Existing Conditions 54
d. Proposed Conditions 54
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

1
PROJECT BACKGROUND
Resource Institute, 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 Rogers, Brannock, Polk and Tilley Properties near Mount Airy,
North Carolina close to the Surry and Stokes County line. This is the second
project on Big Creek.
In 2008, Pilot View RC &D and the Surry SWCD worked with landowners to
restore 4036 linear feet of the upper reach of Big Creek. The current project, Big
Creek 2, will restore 4515 linear feet of Big Creek and its tributaries immediately
downstream of the first project. Completion of this phase of the overall
' restoration effort will lengthen the restored portion of Big Creek to more than
8000 linear feet. 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.
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TECHNICAL REPORT
I. Study Area
The study area for the current project includes the stream reaches along Big
Creek starting at a point approximately 1200 linear feet downstream of Albion
Church Road and ending at a point approximately 4241 linear feet further
downstream (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 II; 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 guided 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 II
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 II watershed area is 6.32 square miles (4,044 acres) at the
downstream end of the project. For purposes of this current study the Big Creek
11 project is divided into four stream reaches.

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Map center is UTM 17 549118E 4040125N (WGS84 /NAD83)
Claudville quadrangle M= -7.711
Projection is UTM Zone 17 NAD83 Datum G =0.326
Fig. 2 — Big Creek II Stream Restoration Project Site
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Reach 1 is approximately 800 feet and ends at small un -named tributary that
enters on the right side of the stream. Reach 2 runs from the small tributary on
creek right to an area where the creek is noticeably straighter and has a small
farm path adjacent to the stream. This reach is approximately 1400 feet. Reach
3 begins at this "straight" section and flows to an existing stream crossing just
downstream of another small tributary that enter from the left. This reach is
approximately 850 feet. Reach 4 runs from the stream crossing to the property
line. There is a bedrock/boulder outcropping on the right bank at the end of the
reach. This reach is approximately 1191 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. Except
where the channel flows adjacent to hill slopes, the project reaches are
characterized by broad floodplains, increased sinuosity, and tight meander
bends.
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
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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 Rhodhiss,
P Fairview,
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 and Suches ,
series. These very deep, well drained soils formed in sandy 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 delineation was expanded from previous work t
completed on the first phase of the Big Creek Restoration. The hydrologic model
was expanded to include the drainage area to the limit of the second phase of
restoration. The USDA Soil Conservation Service SCS TR -55 computer program
was used to compute the runoff curve number (RCN) and time of concentration
(Tc). The resulting RCN and Tcwere incorporated into Technical Release No.
20: Computer Program for Project Formulation Hydrology (TR -20), based upon
Soil Conservation Service methodology. Peak discharges for the existing
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drainage areas were computed with all computations assuming good hydrologic
conditions. Table 1 shows the computed results for RCN and Tc for the drainage
areas:
Table 1 — Sub -
Basins Drainage Area Characteristics
Study Point
Cumulative
Area
Acres
Cumulative
Area
(Square Miles
Runoff Curve
Number (RCN)
Time of
Concentration
Hours
1
3,656
5.71
58
2.12
2
3,770
5.89
58
2.16
3
4,010
6.27
58
2.27
4
4,044
6.32
58
2.32
SCS TR -20 computer model was then utilized to route selected storm events with
the computed cumulative drainage area characteristics to develop peak
discharges for the selected study points. The TR -20 model is a deterministic
hydrologic model that synthesizes a single event runoff hydrograph as a function
of a rainfall input and drainage area characteristics. The model is designed to
operate on a time varying rainfall to produce a hydrograph that simulates the role
of the watershed area; land cover; hydrologic soil types; antecedent runoff
conditions; topography; storage basins; characteristics of the overland, shallow
confined, and channel flow paths; and, storage attenuation such as that created
by flood plains, wetlands, structures, and ponds.
A cumulative analysis of the drainage area characteristics was used to not inflate
the peak discharges when adding a small, short time of concentration
hydrographs 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. This
is evident between study points 3 and 4. 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. The hydrologic model was calibrated
as described within the Calibration of the Hydrologic Model section of this report.
The full hydrologic model can be found in Appendix 1.
2. Regional Regression Equations
Estimating flood frequency and magnitude based solely on gauged sites does not
provide accurate spatial representation. Regression analysis utilizes a "region of
influence" method to correlate gauged and ungauged sites and is useful in
determining whether the hydrologic model has been sufficiently calibrated to
provide the most accurate estimate of peak discharges for the reach. Regional
regression equations from Scientific Investigations Report 2009 -5158 "Magnitude
and Frequency of Rural Floods in the Southeastern United States, through 2006:
Volume 2, North Carolina" by the U.S. Geological Survey, dated 2009 were
employed to analyze the calibrated peak discharges of the hydrologic model. The
hydrologic model was considered successfully calibrated if the peak discharges

were within one standard error of the regional regression peak discharge
estimates. Appendix 2 list the regional regression equations used to determine
the success of the hydrologic model calibration.
3. Calibration of Hydrologic Model
The hydrologic model drainage area characteristics and inputs are calibrated with
statistical methods to overcome the inherent limitations of the SCS TR -20
hydrologic modeling software to over predict peak flows for all return periods.
Regional regression equations use USGS stream gaging stations, they can
provide a reasonable indication of existing runoff conditions and, therefore, can
provide a base for calibration of the hydrologic model. Table 2 list the TR -20
input element and the application for calibration based on multiple storm
frequency models. Table 2 list the calibrated inputs used for the various storm events
for each drainage area.
Table 2 — TR -20 Calibrated Inputs
Storm Event
Rainfall Distribution
Rainfall Inches
Selected ARC
1 -YR
24 -hr Type 11
3.0
2.0
2 -YR
24 -hr Type II
3.5
2.0
5 -YR
24 -hr Type II
4.3
2.0
10 -YR
24 -hr Type II
5.0
2.0
50 -YR
24 -hr Type II
6.2
2.0
100 -YR I
24 -hr Type II
7.1
2.0
1
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Table 3 lists the computed calibrated peak discharges for each study point I
Table 2 — Calibrated TR -20 Peak Discharges
Study Point
1 -YR
cfs )
2 -YR
(cfs)
5 -YR
(cfs)
10 -YR
(cfs)
50 -YR
(cfs)
100 -YR
(cfs
1
182
355
719
1122
1945
2643
2
184
357
732
1143
1982
2693
3
188
370
757
1181
2047
2780
4
1 188
1 370
1 757
1181
2047
2780
4. Results
Table 5 through 8 compares the regional regression equations with the calibrated
TR -20 peak discharges to determine whether the calibration was successful in
achieving the target values within one standard error of the regional regression
equations.
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Table 5 — Peak Discharge Results, Study
Point 1
Storm
Recurrence
Regression
Peak
Standard
Lower Limit
Upper Limit
TR -20 Peak
Interval (yrs)
Discharge
Error ( %)
(cfs)
(cfs)
Discharge
(cam)
cfs
(cfs)
(cfs)
2
2
490
34.5%
321
659
350
5
787
41.2%
463
1112
719
10
1166
35.1%
757
1576
1122
50
1881
39.6%
1136
2625
1945
100
2185
41.9%
1269
3100
2643
Table 6 — Peak Discharge Results, Study Point 2
Storm
Regression
Peak
Standard
Lower Limit
Upper Limit
TR -20 Peak
Recurrence
Interval (yrs)
Discharge
Discharge
Error ( %)
(cfs)
(cfs)
Discharge
cfs
(cfs)
2
499
34.5%
327
672
357
5
804
41.2%
473
1135
732
10
1189
35.1%
771
1606
1143
50
1915
39.6%
1157
2674
1982
100
2225 j
41.9%
1293
3157
2693
Table 7 — Peak Discharge Results, Study Point 3
Storm
Recurrence
Regression
Peak
Standard
Lower Limit
Upper Limit
TR -20 Peak
Interval (yrs)
Discharge
Error ( %)
(cfs)
(cfs)
Discharge
(cfs)
cfs
2
520
34.5%
341
700
370
5
839
41.2%
493
1184
757
10
1235
35.1%
802
1669
1181
50
1989
39.6%
1201
2776
2047
100
2309
41.9%
1342
3277
2780
Table 8 — Peak Discharge Results, Study Point 4
Storm
Recurrence
Regression
Peak
Standard
Lower Limit
Upper Limit
TR -20 Peak
Interval rs
(Y )
Discharge
Error ( %)
(cfs)
(cfs)
Discharge
(cfs)
cfs
2
523
34.5%
342
703
370
5
843
41.2%
496
1191
757
10
1241
35.1%
806
1677
1181
50
1998
39.6%
1207
2789
2047
100
2320
41.9%
1348
3292
2780

The comparison shows the TR -20 peak discharges for the associated drainage
areas were within the standard error of the regression equations and was
sufficiently calibrated.
5. Bankfull Discharge Estimates
Four 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 regression
equations for bankfull discharge in 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. Geological Survey Regional Regressions
Estimates for the 2 -YR peak discharge were developed using regional regression
equations from Scientific Investigations Report 2009 -5158 "Magnitude and
Frequency of Rural Floods in the Southeastern United States, through 2006:
Volume 2, North Carolina" by the U.S. Geological Survey (2009).
c. 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 -YR recurrence interval peak
discharges were utilized to validate the discharge estimates developed using the
other two methods.
d. 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.
As shown in Table 9, the bankfull discharge estimates developed for Big Creek
using the rural regional regressions compare favorably with the Manning's
equation estimates for Study Points 1 — 3. Both estimates fall within the range of
discharges bound by the 1 and 2 -YR recurrence interval flood flows developed
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with the TR -20 model. The 2 -YR recurrence interval flood flows developed with
the TR -20 model were verified with the 95% confidence limits for the 2 -YR peak
developed using the USGS regional regression.
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 9 — Bankfull Discharge Estimates
Study
NC
USGS
TR -20
Manning's
Point
Rural Regional
Regional
1 YR/ 2YR
Equation
(DA mil)
Regression (cfs)
Regression
(cfs)
(cfs)
2YR
(cfs)
1
217.9
490
182
355
221.4
5.71 )
(321-659)
(219.6 - 222.3
2
223.3
499
184
357
225.2
5.89 )
(327-672)
(222.5 - 228.5
3
234.6
520
188
370
235.5
6.27 )
(341-700)
(232.7 — 239.2
LE. Hydraulics
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1. Hydraulic Model
HEC -RAS version 4.1.2 River Analysis System, developed by the U.S. Army
Corps of Engineers, was used to establish the water surface, velocity, and
channel shear stresses for Wheel Creek existing and proposed conditions. Table
10 describes the hydraulic cross sections for Wheel Creek Stream Restoration
Project.
Table 10 : Existing and Proposed River Stationing Descriptions
River Stations
Descriptions
39
Existing: Upstream Limit of Study
Proposed: Natural Channel Design Section 1
38 -2
Existing: Mid Reach Cross Sections
Proposed: Natural Channel Design Sections 2 -38
1
Existing: Downstream Limit of Study
Proposed: Natural Channel Design Section 39
f
Table 11 identifies the developed study point peak discharges with the
associated cross section hydraulic models flow change locations.

Table
11 - Peak Discharge Flow Change Locations
River Station
1 -YR
cfs )
2 -YR
(cfs)
5 -YR
(cfs)
10 -YR
(cfs)
50 YR
(cfs)
100 -YR
(cfs
39
182
355
719
1122
1945
2643
33
188
357
732
1143
1982
2693
14
188
370
757
1181
2047
2780
2. Hydraulic Analysis
t
Tables 12 though 15 detail the results of the hydraulic comparison between
existing and proposed conditions for the 1 YR, 2YR, 10YR and 100YR Storm '
Events. The results highlight the changes within the Water Surface Elevation,
Channel Velocity and Channel Shear Stresses. The full hydraulic results model
can be found in Appendix 3. ,
Table 12 -1 -YR Storm Event Hydraulic Comparison
River
Station
EX. W.S.
Elevation
PR. W.S.
Elevation
Change
W.S.
Elevation
EX.
Channel
Velocity
PR.
Channel
Velocity
Change
Channel
Velocity
EX.
Channel
Shear
Stress
PR.
Channel
Shear
Stress
Change
Channel
Shear
Stress
(ft)
lft)
(ft)
(ft /s)
(ft /s)
(%)
(lb /sq
ft)
(lb /sq
ft)
(%)
39
1091.49
1091.77
0.28
3.04
5.53
81.9%
0.25
0.94
276.0%
38
1091.09
1090.68
-0.41
4.18
3.75
-10.3%
0.49
0.38
-22.4%
37
1090.53
1090.35
-0.18
3.23
2.39
-26.0%
0.27
0.14
- 48.1%
36
1090.07
1090.23
0.16
3.95
2.32
-41.3%
0.43
0.14
-67.4%
35
1089.9
1089.64
-0.26
3.61
5.28
46.3%
0.4
0.85
112.5%
34
1089.22
1089.22
0
4.52
2.45
-45.8%
0.58
0.15
-74.1%
33
1088.35
1088.34
-0.01
3.78
5.38
42.3%
0.45
0.9
100.0%
32
1087.43
1087.71
0.28
3.52
3.5
-0.6%
0.38
0.34
-10.5%
31
1086.85
1087.44
0.59
2.92
2.33
-20.2%
0.24
0.14
-41.7%
30
1086.06
1086.39
0.33
4.79
6.42
34.0%
0.71
1.33
87.3%
29
1085.95
1086.01
0.06
3.34
2.95
-11.7%
0.34
0.23
-32.4%
28
1085.61
1085.92
0.31
2.84
2.31
-18.7%
0.21
0.13
-38.1%
27
1084.87
1085.31
0.44
4.05
5.04
24.4%
0.44
0.77
75.0%
26
1084.48
1083.91
-0.57
3.57
4.23
18.5%
0.37
0.52
40.5%
25
1083.99
1083.84
-0.15
4.99
2.81
-43.7%
0.72
0.2
-72.2%
24
1082.78
1083.64
0.86
5.58
2.79
-50.0%
1.08
0.21
-80.6%
23
1082.89
1083.62
0.73
1.16
2.06
77.6%
0.04
0.11
175.0%
22
1082.84
1083.18
0.34
1.76
4.75
169.9%
0.08
0.68
750.0%
21
1082.51
1083.23
0.72
4.26
2.29
-46.2%
0.57
0.13
-77.2%
20
1082.19
1082.53
0.34
3.85
5.99
55.6%
0.43
1.13
162.8%
19
1081.65
1082.28
0.63
4.41
2.44
-44.7%
0.55
0.15
-72.7%
18
1080.95
1081.16
0.21
3.43
6.5
89.5%
0.33
1.36
312.1%
17
1080.31
1080.89
0.58
4.9
2.46
-49.8%
0.74
0.14
-81.1%
16
d
1079.86
1080.37
0.51
4.92
5.3
7.7%
0.74
0.87
17.6%
15
1079.43
1079.95
0.52
3.12
2.52
-19.2%
0.26
0.16
-38.5%
12

t
1
1
1
1
1
1
1
1
Table 12 -1 -YR Storm Event Hydraulic Comparison
River
Station
EX. W.S.
Elevation
PR. W.S.
Elevation
Change
W S.
Elevation
EX.
Channel
Velocity
PR.
Channel
Velocity
Change
Channel
Velocity
EX.
Channel
Shear
Stress
PR.
Channel
Shear
Stress
Change
Channel
Shear
Stress
14
1078.77
1078.85
0.08
3.67
5.84
59.1%
0.39
1.09
179.5%
13
1078.83
1079.03
0.2
1.51
2.25
49.0%
0.06
0.12
100.0%
12
1078.52
1078.16
-0.36
3.44
6.14
78.5%
0.32
1.2
275.0%
11
1077.32
1077.74
0.42
6.3
2.73
-56.7%
1.3
0.18
-86.2%
10
1077.23
1077.67
0.44
2.3
2.63
14.3%
0.14
0.18
1 28.6%
9
1076.81
1077.61
0.8
4.64
2.24
-51.7%
0.62
0.13
-79.0%
8
1076.57
1077.19
0.62
4.02
4.54
12.9%
0.46
0.61
32.6%
7
1076.03
1077.25
1.22
5.87
2.2
-62.5%
1.1
0.12
-89.1%
6
1076.25
1076.92
0.67
2.15
4.35
102.3%
0.11
0.56
409.1%
5
1076.02
1076.89
0.87
3.77
2.84
-24.7%
0.4
0.22
-45.0%
4
1075.79
1076.34
0.55
2.5
4.22
68.8%
0.16
0.52
225.0%
3
1075.61
1075.8
0.19
3.03
5.18
71.0%
0.3
0.82
173.3%
2
1075.21
1075.85
0.64
4.06
2.38
-41.4%
0.55
0.14
-74.5%
1
1074.67
1075.32
0.65
3.82
4.82
26.2%
0.48
0.69
43.8%
Table 13 - 2 -YR Storm Event Hydraulic Comparison
River
Station
EX. W.S.
Elevation
PR. W.S.
Elevation
Change
W.S.
Elevation
EX.
Channel
Velocity
PR.
Channel
Velocity
Change
Channel
Velocity
EX.
Channel
Shear
Stress
PR.
Channel
Shear
Stress
Change
Channel
Shear
Stress
(ft)
(ft)
(ft)
(ft /s)
(ft /s)
N
(ib /sq
ft)
(lb /sq
I ft)
(%)
39
1092.7
1092.59
-0.11
3.54
6.74
90.4%
0.32
1.25
290.6%
38
1092.26
1091.86
-0.4
5.02
4.71
-6.2%
0.64
0.57
-10.9%
37
1091.61
1091.43
-0.18
4.31
3.38
-21.6%
0.45
0.27
-40.0%
36
1091
1091.25
0.25
5.35
3.28
-38.7%
0.72
0.25
-65.3%
35
1090.94
1090.53
-0.41
4.07
6.25
53.6%
0.44
1.06
140.9%
34
1090.06
1090.21
0.15
6.09
3.46
-43.2%
0.97
0.29
-70.1%
33
1089.01
1089.07
0.06
4.87
6.66
36.8%
0.67
1.24
85.1%
32
1088.26
1088.71
0.45
4.3
4.41
2.6%
0.5
0.5
0.0%
31
1087.79
1088.37
0.58
3.55
3.31
-6.8%
0.33
0.26
-21.2%
30
1087.11
1087.11
0
5.22
7.52
44.1%
0.73
1.65
126.0%
29
1087.11
1087.01
-0.1
3.53
3.91
10.8%
0.32
0.38
18.8%
28
1086.76
1086.88
0.12
3.32
3.3
-0.6%
0.26
0.25
-3.8%
27
1085.81
1086.07
0.26
5.55
6.25
12.6%
0.76
1.08
42.1%
26
1085.48
1084.99
-0.49
4.24
4.98
17.5%
0.47
0.65
38.3%
25
1084.71
1084.88
0.17
6.76
3.82
-43.5%
1.26
0.35
j -72.2%
24
1083.72
1084.61
0.89
5.42
3.74
-31.0%
0.87
0.34
-60.9%
23
1083.89
1 1084.59
0.7
1.38
2.92
111.6%
0.05
0.2
300.0%
22
1083.8
1084.1
0.3
2.48
5.45
119.8%
0.14
0.78
457.1%
21
1083.43
1084.18
0.75
4.82
3.24
-32.8%
0.64
0.25
-60.9%
13

Table 13 - 2 -YR Storm Event Hydraulic Comparison
River
Station
EX. W.S.
Elevation
PR. W.S.
Elevation
Change
W.S.
Elevation
EX.
Channel
Velocity
PR.
Channel
Velocity
Change
Channel
Velocity
EX.
Channel
Shear
Stress
PR.
Channel
Shear
Stress
Change
Channel
Shear
Stress
20
1083.18
1083.42
0.24
4.66
6.61
41.8%
0.56
1.22
117.9%
19
1082.59
1083.28
0.69
5.36
3.43
-36.0%
0.75
0.28
-62.7%
18
1081.85
1081.91
0.06
4.4
7.57
72.0%
0.49
1.64
234.7%
17
1081.15
1081.84
0.69
5.96
3.77
-36.7%
0.96
0.32
-66.7%
16
1080.84
1081.26
0.42
5.61
6.11
8.9%
0.84
1.01
20.2%
15
1080.55
1080.98
0.43
3.91
3.52
-10.0%
0.38
0.29
-23.7%
14
1079.89
1079.91
0.02
4.47
6.06
35.6%
0.51
1.01
98.0%
13
1079.99
1080.07
0.08
2.06
3.28
59.2%
0.1
0.25
150.0%
12
1079.52
1078.92
-0.6
4.62
7.51
62.6%
0.54
1.6
196.3%
11
1078.17
1078.79
0.62
7.19
4.19
-41.7%
1.46
0.4
-72.6%
10
1078.33
1078.71
0.38
2.91
3.65
25.4%
0.21
0.32
52.4%
9
1077.73
1078.63
0.9
5.89
3.25
-44.8%
0.92
0.25
-72.8%
8
1077.49
1078.26
0.77
5.09
4.75
-6.7%
0.67
0.58
-13.4%
7
1076.93
1078.29
1.36
6.6
3.06
-53.6%
1.23
0.22
-82.1%
6
1077.18
1078
0.82
3.19
4.72
48.0%
0.23
0.57
147.8%
5
1076.81
1077.9
1.09
5.19
3.86
-25.6%
0.7
0.36
-48.6%
4
1076.45
1077.25
0.8
3.87
5.34
38.0%
0.37
0.74
100.0%
3
1076.27
1076.79
0.52
3.77
5.91
56.8%
0.41
0.94
129.3%
2
1075.81
1076.87
1.06
5.18
3.4
-34.4%
0.79
0.27
-65.8%
1
1075.25 1
1076.17
0.92
5.07
6.06
19.5%
0.75
0.99
32.0%
Table 14 - 10-YR Storm Event Hydraulic Comparison
River
Station
EX. W.S.
Elevation
PR. W.S.
Elevation
Change
W.S.
Elevation
EX.
Channel
Velocity
PR.
Channel
Velocity
Change
Channel
Velocity
EX.
Channel
Shear
Stress
PR.
Channel
Shear
Stress
Change
Channel
Shear
Stress
(ft)
(ft)
(ft)
(ft /s)
(ft/s)
( %)
(lb /sq
ft)
(lb /sq
ft)
(%)
39
1095.72
1094.88
-0.84
4.45
8.82
98.2%
0.42
1.87
345.2%
38
1095.05
1094.26
-0.79
7.12
7.61
6.9%
1.07
1.24
15.9%
37
1094
1093.58
-0.42
7.22
6.49
-10.1%
1.07
0.84
-21.5%
36
1093.39
1093.36
-0.03
6.94
5.47
-21.2%
1.02
0.61
-40.2%
35
1093.25
1093.11
-0.14
4.65
6.42
38.1%
0.48
0.86
79.2%
34
1092.81
1092.76
-0.05
6.01
5.15
-14.3%
0.79
0.53
-32.9%
33
1091.15
1091.51
0.36
7.43
8.77
18.0%
1.27
1.66
30.7%
32
1090.89
1091.29
0.4
6.14
6.73
9.6%
0.84
0.94
11.9%
31
1090.6
1091
0.4
4.87
5.46
12.1%
0.51
0.59
15.7%
30
1089.63
1089.17
-0.46
7.65
10.39
35.8%
1.26
2.43
92.9%
29
1089.87
1089.32
-0.55
4.82
6.66
38.2%
0.49
0.92
87.8%
28
1089.77
1089.19
-0.58
4.17
5.54
32.9%
0.36
0.61
69.4%
27
1087.7
1088.27
0.57
10.99
8.58
-21.9%
2.7
1.59 1
-41.1%
14
1
1
t
F--
I I
LI
1
1
1
1
1
F1

1
1
1
t
1
1
n
[-,I
1
1
1
1
Table 14 - 10-YR Storm Event Hydraulic Comparison
River
Station
EX. W.S.
Elevation
PR. W.S.
Elevation
Change
W.S.
Elevation
EX.
Channel
Velocity
PR.
Channel
Velocity
Change
Channel
Velocity
EX.
Channel
Shear
Stress
PR.
Channel
Shear
Stress
Change
Channel
Shear
Stress
26
1088.02
1087.73
-0.29
5.44
6.14
12.9%
0.65
0.81
24.6%
25
1086.88
1087.47
0.59
8.89
6.24
-29.8%
1.92
0.78
-59.4%
24
1086.67
1087.15
0.48
5.71
6.03
5.6%
0.73
0.73
0.0%
23
1086.92
1087.21
0.29
1.99
4.65
133.7%
0.08
0.42
425.0%
22
1086.69
1086.83
0.14
4.01
6.51
62.3%
0.32
0.86
168.8%
21
1086.18
1086.78
0.6
6.44
5.55
-13.8%
0.9
0.61
-32.2%
20
1085.92
1086.02
0.1
6.73
8.25
22.6%
0.96
1.44
50.0%
19
1085.41
1085.94
0.53
7.22
6.08
-15.8%
1.1
0.72
-34.5%
18
1084.78
1084.53
-0.25
6.36
9.29
46.1%
0.86
1.86
116.3%
17
1083.87
1084.42
0.55
8.34
7.31
-12.4%
1.53
1.05
-31.4%
16
1083.68
1083.65
-0.03
7.75
8.95
15.5%
1.31
1.72
31.3%
15
1083.45
1083.49
0.04
6.18
6.38
3.2%
0.8
0.81
1.3%
14
1082.87
1082.77
-0.1
5.83
6.89
18.2%
0.72
0.98
36.1%
13
1083.02
1082.78
-0.24
3.43
5.58
62.7%
0.23
0.6
160.9%
12
1082.19
1081.22
-0.97
7.13
10.12
41.9%
1.08
2.26
j 109.3%
11
1080.68
1080.95
0.27
9.44
8.58
-9.1%
2.03
1.49
-26.6%
10
1081.23
1080.92
-0.31
4.13
6.76
63.7%
0.36
0.93
158.3%
9
1079.87
1080.83
0.96
9.46
6.08
-35.7%
1.97
0.74
-62.4%
8
1080.01
1080.61
0.6
6.46
6.07
-6.0%
0.89
0.76
-14.6%
7
1079.69
1080.66
0.97
7.09
4.48
-36.8%
1.12
0.4
-64.3%
6
1079.84
1080.62
0.78
5.01
4.72
-5.8%
0.5
0.45
-10.0%
5
1078.98
1080.28
1.3
8.08
5.61
-30.6%
1.54
0.64
-58.4%
4
1078.34
1079.61
1.27
7.44
7.34
-1.3%
1.2
1.12
-6.7%
3
1078.38
1079.47
1.09
5.34
6.45
20.8%
0.65
0.86
32.3%
2 1
1077.74
1079.47
1.73
7.45
5.13
-31.1%
1.31
0.52
- 60.3%
1 1
1077.05
1079
1.95
7.87
6.88
-12.6% 1
1.46
0.97
1077.05
Table 15 - 100 -YR Storm Event Hydraulic Comparison
Change
EX.
PR.
Change
EX.
PR.
Change
River
EX. W.S.
PR. W.S.
W.S.
Channel
Channel
Channel
Channel
Channel
Channel
Station
Elevation
Elevation
Elevation
Velocity
Velocity
Velocity
Shear
Shear
Shear
Stress
Stress
Stress
(ft)
(ft)
(ft)
(ft /s)
(ft /s)
(35)
(lb /s4
(lb /s4
( %1
ft)
ft)
39
1097.69
1097.32
-0.37
6.34
9.01
42.1%
0.75
1.62
116.0%
38
1096.94
1096.3
-0.64
9.4
10.46
11.3%
1.68
2.09
24.4%
37
1095.4
1095.08
-0.32
10.2
9.96
-2.4%
1.97
1.84
-6.6%
36
1094.53
1094.71
0.18
8.35
6.8
-18.6%
1.38
0.88
-36.2%
35
1094.56
1094.62
0.06
5.6
6.58
17.5%
0.64
0.83
29.7%
34
1094.18
1094.27
0.09
6.78
6.26
-7.7%
0.92
0.73
-20.7%
33
1093.06
1093.35
0.29
8.45
9.37
10.9%
1.47
1.68
14.3%
15

Table 15 - 100-YR Storm Event Hydraulic Comparison
River
Station
EX. W.S.
Elevation
PR. W.S.
Elevation
Change
W.S.
Elevation
EX.
Channel
Velocity
PR.
Channel
Velocity
Change
Channel
Velocity
EX.
Channel
Shear
Stress
PR.
Channel
Shear
Stress
Change
Channel
Shear
Stress
32
1092.86
1093.15
0.29
7.18
7.81
8.8%
1.02
1.14
11.8%
31
1092.55
1092.62
0.07
6.01
7.4
23.1%
0.7
1
42.9%
30
1091.49
1091.67
0.18
9.74
10.22
4.9%
1.83
1.98
8.2%
29
1091.14
1090.81
-0.33
7.39
9.72
31.5%
1.08
1.81
67.6%
28
1091.07
1090.61
-0.46
6.23
7.77
24.7% 1
0.74
1.11
50.0%
27
1090.05
1090.03
-0.02
10.02
9.5
-5.2%
2.01
1.74
-13.4%
26
1089.86
1089.97
0.11
6.37
6.48
1.7%
0.8
0.79
-1.3%
25
1089.51
1089.57
0.06
7.29
7.71
5.8%
1.08
1.07
-0.9%
24
1089.13
1089.22
0.09
6.42
7.59
18.2%
0.8
1.05
31.3%
23
1089.34
1089.24
-0.1
2.95
6.31
113.9%
0.15
0.71
373.3%
22
1089.1
1089.14
0.04
5.14
6.95
35.2%
0.47
0.87
85.1%
21
1088.83
1088.97
0.14
6.7
6.89
2.8%
0.85
0.85
0.0%
20
1088.72
1088.78
0.06
6.88
7.82
13.7%
0.88
1.1
25.0%
19
1088.19
1088.48
0.29
8.17
7.36
-9.9%
1.21
0.95
-21.5%
18
1087.81
1087.81
0
7.07
8.88
25.6%
0.92
1.41
53.3%
17
1086.57
1087.3
0.73
10.48
9.61
-8.3%
2.09
1.64
-21.5%
16
1085.66
1085.95
0.29
11.7
12.18
4.1%
2.68
2.76
3.0%
15
1085.12
1085.15
0.03
8.79
9.15
4.1%
1.49
1.53
2.7%
14
1084.6
1084.75
0.15
7.01
7.24
3.3%
0.95
0.97
2.1%
13
1084.65
1084.54
-0.11
5.2
7.37
41.7%
0.49
0.97
98.0%
12
1084.32
1084.36
0.04
7.05
7.22
2.4%
0.94
0.95
1.1%
it
1083.23
1083.3
0.07
10.09
10.84
7.4%
1.98
2.18
10.1%
10
1083.12
1082.61
-0.51
5.86
9.98
70.3%
0.65
1.86
186.2%
9
1082.25
1082.33
0.08
10.01
8.75
-12.6%
1.91
1.43
-25.1%
8
1081.61
1082.02
0.41
8.96
8.64
-3.6%
1.55
1.42
-8.4%
7
1081.65
1082.14
0.49
7.67
6.25
-18.5%
1.15
0.73
-36.5%
6
1081.69
1082.11
0.42
6.33
6.23
-1.6%
0.72
0.72
0.0%
5
1081.47
1081.75
0.28
6.75
7.51
11.3%
0.94
1.06
12.8%
4
1080.45
1081.17
0.72
9.2
8.94
-2.8%
1.65
1.51
-8.5%
3
1080.66
1080.9
0.24
6.01
8.26
37.4%
0.71
1.29
81.7%
2
1080.29
1080.8
0.51
7.5
7.42
-1.1%
1.12
1.02
-8.9%
1
1079.94
1080.53
0.59
7.68
8.24
7.3%
1.15
1.27
10.4%
3. Results
t
1
1
1
1
1
1
The hydraulic analysis indicates that the proposed stream restoration project will
reduce the water surface elevation, channel velocities and channel shear stress ,
at several cross sections, while several cross sections show increases in water
surface elevation, channel velocities and channel shear stresses. These
increases are attributed to the geomorphological changes of the spacing stream
features (pools and riffles, etc...) along with stream meander geometry changes
from the existing to the proposed conditions and do not reflect any adverse
I
16
t

1
1
1
1
I�
1
changes to the proposed reach. The proposed channel velocities and shear
stresses are non - erosive for the proposed stream restoration bed material and
channel stability. The stream restoration project will focus on the addition of
riverine structures and grade controls to prevent future degradation and provide
habitat for aquatic species. Implementation of a vigorous, native landscaping
and limitation of access by adjacent agricultural use will greatly improve the
ascetics and prevent any future degradation of this reach. Flooding risks to
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.
17

1
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 I
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.
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.
I
18

1
1
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
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:
t 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
t 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
iother perennial vegetation will colonize depositional features, and the channel
19

I!�
1
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 G4c stream type. A
comparison of channel geometry with that of the reference reach database
indicates that this reach has a lower width to depth ratio (i.e., 9.5 — 11.4). Overall
gradient is very flat (i.e., 0.00369 ft/ft). Riffles are relatively short with moderate
slopes (i.e., 0.012 — 0.015 ft/ft). Pools are long and deep with very flat slopes
(i.e., <0.001 ft/ft) Channel plan form is characterized by moderate sinuosity (i.e.,
1.28) and tight meander geometry with low radii of curvature along the bends.
The overall condition of the upper reach is characterized by lateral erosion, high
sediment supply, severely undercut trees, and vertical instability (aggradation).
Fine sediment deposition, lateral and mid - channel bars are evident throughout.
Although the banks support scattered trees and shrubs, localized bank erosion
was evident throughout. Bank height ratios range from a low of 1.1 to greater
than 2.1 in some areas. The results of the stability analysis indicate that the
38.8% of the banks along this reach have BEHI scores and /or Near Bank Stress
ratings in the high to extreme category. It is estimated that this reach undergoes
1261.7 cubic feet of erosion annually contributing 60.8 tons of sediment per year.
1
1
20
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CL
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cu
CD
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Fig. 3 — Eroding banks at upstream end of reach
Fig. 4 — Lateral bar along left bank, thalweg against right toe of opposite bank
22
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Fig. 5 — Undercut and slumping trees
Fig. 6 — Transverse bar forcing flow against opposite toe of bank
23

Fig. 7 — Lateral bar, eroding right bank with leaning tree
v-4
Fig. 8 — Eroding left bank
24

Fig. 9 — Tributary confluence at downstream end of reach
� I
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1 25

Reach 2
This reach is an unstable F4 and 134c. A'com arson of channel geometry with
P 9 rY
that of the reference reach database indicates that this reach has a width to
depth ratio that ranges from a low (9.5) in' the 134c section to a high (17.0) in the
F4 section. Neither is consistent with a stable 134c or C4 channel. Overall
gradient is very flat (i.e., 0.0044 ft/ft). Riffles are relatively short with low to steep
slopes (i.e., 0.009 — 0.031 ft/ft). Pools are long and deep with flat slopes (i.e.,
0.001 — 0.004 ft/ft). Channel plan form is characterized by moderate sinuosity
(1.46) and tight meander geometry with low radii of curvature along the bends. A
very tight bend along the lower section of;the reach was undergoing a chute
cutoff. Several years ago the landowner excavated the channel along the route
the cutoff was taking. The abandoned channel along the outside of the meander
has been slowly filling with sediment washed in during larger storms.
The overall condition of the upper reach is characterized by lateral erosion, high
sediment supply, severely undercut and fallen trees, large debris jams, and l
vertical instability (aggradation). Fine sediment deposition, large point, lateral
and mid - channel bars are evident througlout. Although the banks support
scattered trees and shrubs, localized bank erosion was evident throughout.
Numerous livestock trails are contributing! to overall streambank instability along
the reach. Bank height ratios range from'a low of 1.0 to greater than 2.2 in some
areas. The results of the stability analysis indicate that the 46.7% of the banks
along this reach have BEHI scores and /or Near Bank Stress ratings in the high to
extreme category. It is estimated that this reach undergoes 4556.5.7 cubic feet
of erosion annually contributing 219.4 tons of sediment per year. 1
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Fig. 10 — Debris jam at upstream end of Reach 2
Fig. 11 — Debris jam at upstream end of reach
28

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Fig. 12— Large debris j@nl along upper middle section
Fig. 13— Undercut banks and fallen trees
29

Fig. 14 — Fallen tree
Fig. 15 — Undercut trees along right bank
30
`f
Fig. 14 — Fallen tree
Fig. 15 — Undercut trees along right bank
30

Figs. 16 and 17 — Bank erosion along left bank
31

Fig. 18 — Large lateral bars along both sides of channel
Fig. 19 — Tight meander bend with cut -off channel in background and abandoned
channel in foreground
32

Fig. 20 — Large lateral bar along right side of channel
Fig. 21 — Bank erosion and collapsed trees
3 3
s,

Reach 3
This reach is an unstable F4 and 134c. A comparison of channel geometry with
that of the reference reach database indicates that this reach has a width to
depth ratio that ranges from a low (7.5) in the 134c section to a high (16.1) in the
F4 section. Neither is consistent with a stable 134c or C4 channel. Overall
gradient is very flat (i.e., 0.00436 ft/ft). Riffles are relatively short with moderate
to steep slopes (i.e., 0.01 — 0.027 ft/ft). Pools are short to long and deep with flat
slopes (i.e., 0.0001 — 0.002 ft/ft). Channel plan form is characterized by very low
sinuosity (1.05) and few meanders with tight bends.
The overall condition of the upper reach is characterized by localized bank
erosion, moderate - high sediment supply, and vertical instability (aggradation).
Fine sediment deposition, as well as, large lateral and mid - channel bars are
evident throughout. Bank height ratios range from a low of 1.0 to greater than
2.4 in some areas. The results of the stability analysis indicate that the 31.5% of
the banks along this reach have BEHI scores and /or Near Bank Stress ratings in
the high to extreme category. It is estimated that this reach undergoes 527.6
cubic feet of erosion annually contributing 25.4 tons of sediment per year.
34
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Fig. 22 — Bank erosion along right bank and large lateral bar along left side of
channel at upstream end of reach
Fig. 23 — Bank erosion along right bank
36
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Fig. 26 — Large mid - channel bar in upper section
Fig. 27 — Rip -rap along right bank, undercut tree along left bank
38
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r�
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Fig 30 — Large lateral bar in lower section
Fig 31 — Downstream end of reach
40
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1
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Reach 4
This reach is an unstable G4c and 134c. A comparison of channel geometry with
that of the reference reach database indicates that this reach has a width to
depth ratio that ranges from a low (10.0) in the G4c section to a high (12.6) in the
134c section. Both are consistent with a stable 134c or C4 channel. Overall
gradient is very flat (i.e., 0.0047 ft/ft). Riffles are relatively short with moderate to
steep slopes (i.e., 0.01 — 0.027 ft/ft). Pools are moderate to long and deep with
flat slopes (i.e., 0.0001 — 0.002 ft/ft). Channel plan form is characterized by
moderate sinuosity (1.28) and several meanders with tight bends.
The overall condition of the upper reach is characterized by localized bank
erosion, moderate - high sediment supply, and vertical instability (aggradation).
Fine sediment deposition, as well as, large lateral and mid - channel bars are
evident throughout. Bank height ratios range from a low of 1.3 to greater than
2.0 in some areas. The results of the ;stability analysis indicate that the 40.6% of
the banks along this reach have BEHI scores and /or Near Bank Stress ratings in
the high to extreme category. It is estimated that this reach undergoes 1318.95
cubic feet of erosion annually contributing 63.5 tons of sediment per year.
41

W
2.
LL
QI
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r
0
v
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Fig 32 — Ford crossing at upstream end of reach
Fig 33 — Bank erosion, falling trees and mid - channel bars upstream end of reach
43

Fig 34 — Bank erosion, leaning trees and lateral bar upper section of reach
Fig 35 — Bank erosion along upper section
44
1
1
1
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t
1
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t
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ri
1
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1
1
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Fig 36 — Bank erosion and mid - channel bar along upper middle section
Fig 37 — Bank erosion and mid - channel bar along upper middle section
45

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Fig 38 — Bank erosion along middle section
Fig 39 — Bank erosion, leaning trees and mid - channel bar along middle section
46

1
t
1
1
1
1
1
11
1
t
1
Fig 40 — Bank erosion along upper lower section
Fig 41 — Looking upstream at slope failure along right terrace in lower section
47

Fig 42 — Large lateral bar along left side and bedrock outcrop along right side in
lower section
.a
e 2 3 i+•
Fig 43 — Bank erosion, leaning trees and lateral bars along lower section
48

I
V. Estimating Sediment Loadings
Actual loadings of sediment should be determined through a comprehensive
9 9 p
sediment discharge monitoring effort as well as geomorphic assessment that
survey and resurvey of permanent cross - sections. Monitoring was not a
component of this current study.
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
were calculated for the stream banks evaluated along Big Creek and its
tributaries within the project area. Estimates for sediment loadings were
developed based on the existing bank height, length of stream bank evaluated
and the predicted erosion rates.
Based on these techniques it was estimated that approximately 7,666 cubic feet
or 285 tons of sediment are being contributed annually to Big Creek from bank
erosion in the project area.
1
1
1
49

VI. Restoration Design
A. General Approach
As pointed out in the Findings of Channel Morphology and Stability Assessment
Overall channel geometry and slope will be modified to improve sediment
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
and F4 reaches along the mainstem as stable B4c channels. Unstable C4
riparian area have occurred as a result of straightening and channelization,
clearing of riparian vegetation, and unrestricted livestock grazing.
'
2.
Lower reaches of tributaries and their confluences will be reconstructed to
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 G4
and F4 reaches along the mainstem as stable B4c channels. Unstable C4
reaches along the main stem Big Creek will be reconstructed as stable C4.
'
2.
Lower reaches of tributaries and their confluences will be 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.
'
7.
Log /boulder J- hooks, toe wood, 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.
50

1
1
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. The ford crossing at the downstream end of Reach 3 will be appropriately
relocated in a glide and stabilized to prevent future problems
10. Wetlands will be created along the floodplain of Tributary 1 creating vernal
Lpools and temporarily 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
I1. 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.
1
1
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 design points 1, 2,
and 3 were 217.9 cfs, 223.3 cfs, and 234.6 cfs, respectively. These 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.
51

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 during several site
walks and sketched on the base maps. After the plan form was developed
general concepts for the layout of the longitudinal profile and the location of bed
features were developed.
After the proposed channel plan form and longitudinal profile were completed,
preliminary channel dimensions were developed utilizing the updated Bankfull
Discharge and Hydraulic Geometry Regional Regressions for the Rural Piedmont
Region of North Carolina (NCSU and NRCS, 2006) to determine channel cross -
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 = 4(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. 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.
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.
52

1
l
Determine ratio D50/D5o"
Where: D50 = bed material D50 of riffle
D 50 = D50 of bar
If ratio is 3.0 — 7.0, calculate the critical shear stress using:
Tci = .0834 (D50 /D50") -0.872
If ratio D50 /D50A 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)
1 If ratio of Di /D50 is 1.3 — 3.0, calculate the critical shear stress using:
ITci = .0384 (Di /D5o) -0.887
b. Big Creek Project Reaches
Bulk sediment samples were collected along Big Creek. This effort included the
collection of 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. Calculate ratio of D50/D50"
D50 = 45.7 mm (bed material D50)
D50A = 13.1 mm (bar sample D50)
D50/D50" = 45.7/13.1 = 3.5
t
1
1
If ratio is 3.0 — 7.0, calculate the critical shear stress using:
Tci = .0834 (D5o /D50") - 0.872
Calculate critical shear stress (Tci)
Tci = .0834 (D5o /D50") - 0.872
Tci = .0834 (45.7/13.1) -0,872
Tci = 0.028
53

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
13 - Existin Conditions Sediment Entrainment Anal sis
Reach
Existing Slope
(ftlft)
Existing
Mean Depth
ft
Required
Mean Depth
ft
Ratio Existing
Depth to Required
Depth
Geomorphic
Condition
1
0.0037
2.3
3.9
0.59
Ag radin
2
0.0044
1.9
3.3
0..58
Aggrading
3
0.00436
2.0
3.3
0.61
Aggrading
4
0.0047
2.2
3.0
0.73
Aggrading
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 14 - Proposed Conditions Sediment Entrainment Analysis
Reach
Existing Slope
(fttft)
Proposed
Mean Depth
ft
Required
Mean Depth
ft
Ratio Existing
Depth to Required
Depth
Geomorphic
Condition
1
0.0044
2.7
3.1
0.87
Stable
2
0.0048
2.7
3.0
0.9
Stable
3
0.0045
2.7
1 3.1
J 0.87
Stable
4
0.0047
2.7
1 3.0
1 0.9
Stable
54

1
1
t
F1
1
0
1
F1
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, 2006. Hydraulic Geometry
Relationships for the Rural Piedmont of North Carolina. Raleigh, N.C.
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.
12. 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.

Appendix
■ A. Watershed Characterization Supporting Documentation
B. Bankfull Discharge and Channel Dimensions Validation Supporting
Documentation
C. Channel Morphology and Stability Assessment Supporting Documentation
D. Hydrology and Hydraulic Analysis Supporting Documentation
E. Design Criteria Supporting Documentation
1
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Watershed Characterization
Supporting Documentation
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Soil Map-Stokes County, North Carolina, and Surry County, North Carolina
Map Unit Legend
Big Creek Phase 2 - Soils Map
Stokes County, North Carolina (NC169)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
DaA
Dan River and Comus soils, 0 to 4 percent slopes,
occasionally flooded
16.8
6.6%
DpB2
Danripple sandy day loam, 2 to 8 percent slopes,
moderately eroded
0.2
0.1%
DpC2
Danripple sandy day loam, 8 to 15 percent slopes,
moderately eroded
6.6
2.6%
FpC2
Fairview - Poplar Forest complex, 8 to 15 percent
slopes, moderately eroded
31.7
12.4%
FpD2
Fairview- Poplar Forest complex, 15 to 25 percent
slopes, moderately eroded
16.6
6.5%
RpE
Rhodhiss, Fairview, and Stott Knob soils, 25 to 60
percent slopes
34.7
13.5%
ToC
Toast loam, 8 to 15 percent slopes
3.0
1.2%
W
Water
1.3
0.5%
Subtotals for Soil Survey Area
110.8
43.3%
Totals for Area of Interest
256.3
100.0%
Surry County, North Carolina (NC171)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BbC
Braddock fine sandy loam, 8 to 15 percent slopes
7.8
3.0%
BbD
Braddock fine sandy loam, 15 to 25 percent slopes
0.7
0.3%
CsA
Colvard and Suches soils, 0 to 3 percent slopes,
occasionally flooded
35.1
13.7%
FeC2
Fairview sandy day loam, 8 to 15 percent slopes,
moderately eroded
20.5
8.0%
FeD2
Fairview sandy day loam, 15 to 25 percent slopes,
moderately eroded
7.3
2.8%
FsE
Fairview -Stott Knob complex, 25 to 45 percent
slopes
23.3
9.1%
RbD
Rhodhiss - Bannertown complex, 15 to 25 percent
slopes, very rocky
0.0
0.0%
RrE
Rhodhiss - Bannertown -Rock outcrop complex, 25 to
60 percent slopes, very bouldery
50.7
19.8%
TtC
Toast - Bannertown complex, 8 to 15 percent slopes,
very rocky
0.1
0.0%
Subtotals for Soil Survey Area
145.4
56.7%
Totals for Area of Interest
256.3
100.0%
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
1/9/2011
Page 3 of 3

1
Bankfull Discharge and Channel Dimensions Validation
Supporting Documentation
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Channel Morphology and Stability Assessment
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Worksheet 5-3. Field form for Level 11 stream classification ( Rosgen, 1996; Rosgen and Silvey, 2005).
Stream: Big Creek Phase 2
Basin: Dan River Drainage Area: 3628.8 acres 5.67 miZ
Location: Reach 1
Twp. &Rge: ; Sec. &Qtr.: ;
Cross - Section Monuments (Lat. /Long.): Date: 02/25/20
Observers: Walker, Cartner Valley Type: VII I
lankfull WIDTH ( bkf)
IIDTH of the stream channel at bankfull stage elevation, in a riffle section. 26.35
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross - section, at bankfull stage elevation, in a
riffle section (dbld = A / WbM). 2.36
Bankfull X- Section AREA (Abkf)
AREA of the stream channel cross - section, at bankfull stage elevation, in a riffle
section.
62.12
Width /Depth Ratio (Wbkf / dbid)
Bankfull WIDTH divided by bankfull mean DEPTH, in a riffle section. 11.17
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross - section, or distance between the
bankfull stage and Thalweg elevations, in a riffle section. 2.96
WIDTH of Flood -Prone Area (W,pa)
Twice maximum DEPTH, or (2 x dmbw) = the stage /elevation at which flood -prone area
WIDTH is determined in a riffle section. 33.04
Entrenchment Ratio (ER)
The ratio of flood -prone area WIDTH divided by bankfull channel WIDTH (Wfpa/ WWI
(riffle section). 1.25
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. 4.85
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.
0.00369
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). 1.28
ft
H
ft
m
ft/ft
Copyright © 2006 Wildland Hydrology WARSSS page 5 -29

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Worksheet 5-4. Morphological relations, including dimensionless ratios of river reach sites (Rosgen and Silvey, 2005).
}ft (Meander Length Ratio (Lmfflba)
Ift Radius of Curvature /Riffle Width (R./WbM)
ift Meander Width Ratio (Wbft ••bid)
ift Pool Length/Riffle Width
ft Pool to Pool Spacing/Riffle Width
Ift Riffle Length/Riffle Width
le Water Surface Slope (S) i 0.00369 }ft/ft
Length (VL) 560 ;ft
6.39 f 4.39 ; 7.85
2.04.-' 1.441' 2.71
12.
2.03. 0.83 3.18
3119 ' 1.59,1' 5.01
0.72 ; 0.32 } 134
Sinuosity (VS /S) i 128
Sinuosity (SUVL) i 1.37
Meander Wavelength (Lm)
} 158
} 109
} 194
a
I Radius of Curvature (R°)
} 50.5
} 35.6 1 67
c
c
Belt Width (WO
i 50.7
} 26.8
1 96.4
VIndividual
Pool Length
i 50.2
} 20.6
} 78.8
% Gravel
t
Pool Slope (SP)
;0.001;0.000;0.001 ft/ft
Pool Slope /Average Water Surface Slope (SP/ S)
'0.214 }0.065 }0.312
Pool to Pool Spacing
t 76.4
} 39.4
} 124
}0.425 }0.198 }0.797
Riffle Length
} 17.7 7.99
} 33.1
Dimensionless Depth Ratios
Mean Min Max
D. } 75.68
Max Riffle Depth (dmazrd)
} 3.2 } 2.96 i 3.49 }ft
I Max Riffle Depth/Mean Riffle Depth (dma„ d, / dbd)
Valley Slope (VS) }
0.0047
Max Run Depth (dmexmn)
IAvera
Max Run Depth/Mean Riffle Depth (d.... / dbid)
Stream Length (SL)
765
;ft
IValley
}ft (Meander Length Ratio (Lmfflba)
Ift Radius of Curvature /Riffle Width (R./WbM)
ift Meander Width Ratio (Wbft ••bid)
ift Pool Length/Riffle Width
ft Pool to Pool Spacing/Riffle Width
Ift Riffle Length/Riffle Width
le Water Surface Slope (S) i 0.00369 }ft/ft
Length (VL) 560 ;ft
6.39 f 4.39 ; 7.85
2.04.-' 1.441' 2.71
12.
2.03. 0.83 3.18
3119 ' 1.59,1' 5.01
0.72 ; 0.32 } 134
Sinuosity (VS /S) i 128
Sinuosity (SUVL) i 1.37
a
Low Bank Height start} 5.36 ift
Max Riffle start! 2.87 }ft
Bank- Height Ratio (BHR) start} 1.87_
Mean Min Max
(LBH) end} 5�83'ft
Depth end} 2.6 ft
(LBH/Max Riffle Depth) end' 2.24
a
Facet Slopes
Mean Min Max
Dimensionless Slope Ratios
Mean Min Max
a
Riffle Slope (S,,,)
10.3}0
01.01210.015ift/ft
I Riffle Slope /Average Water Surface Slope (Sn, / S)
13.49 3.136 }4.051
0
Run Slope (SNn)
}0.016 }0.008 }0.030ift /ft
Run Slope /Average Water Surface Slope (Smn / S)
}4.355 }2.238 }8.168
0
28.76
D } 0.8
c
% Gravel
t
Pool Slope (SP)
;0.001;0.000;0.001 ft/ft
Pool Slope /Average Water Surface Slope (SP/ S)
'0.214 }0.065 }0.312
U
Glide Slope (S9)
1.0.00210.001 }0.003 }ft /ft
Glide Slope /Average Water Surface Slope (S9 / S)
}0.425 }0.198 }0.797
Feature Midpoint a
Mean Min Max
Dimensionless Depth Ratios
Mean Min Max
D. } 75.68
Max Riffle Depth (dmazrd)
} 3.2 } 2.96 i 3.49 }ft
I Max Riffle Depth/Mean Riffle Depth (dma„ d, / dbd)
} 1.22 i 1.131 1.33
Max Run Depth (dmexmn)
} 3.55 i 3.55 } 3.55 1 f
Max Run Depth/Mean Riffle Depth (d.... / dbid)
} 1.35 l 1.35 1 1.35
Max Pool Depth (dm,)
} 4.11 } 3.86 .11 4.35 }ft
I Max Pool Depth /Mean Riffle Depth (dm_p / dbM)
} 1.57 i -1.471 1.66
Max Glide Depth (dm.0
} 3.55 } 3.1 } 4.00 IN
I Max Glide Depth/Mean Riffle Depth (dm.9 / dbW)
} 1.35 1 1.18: 1.53
a
Bar
Reach"
Riffle`
Bar
Reach'
d
Silt/Clay
} 0
0 }
0
7D, 021
1452 1
% Sand
} 42.31
0
28.76
D } 0.8
c
% Gravel
50.96
86.49 }
57.65
D50 } 4.85
t
U
% Cobble
} 6.73 }
13.51 }
13.6
jFDsT } 36.38
%_Boulder
i 0
0
0
D. } 75.68
% Bedrock s 0 } 0 0 D100 i 180
° Min, max, mean depths are ave. mid -point values except pools: taken at deepest part of pool
° Composite sample of riffles and pools within the designated reach.
Copyright © 2006 Wildland Hydrology
Riffle"
Bar
Protrusion Hetgt
11.01
0 1
0
fmm
19.22
4.73
0
imm
29.18
1452 1
0
'Imm
60.82
1 59.87
0
1mm
87.39
80.51 i
0
-mm
180
90
0
,mm
Active bed of a riffle.
° Height of roughness feature above bed
WARSSS page 5 -31

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Worksheet 2 -2. Computations of velocity and bankfull discharge using various methods ( Rosgen, 2006b; Rosgen and
Silvey, 2007).
Bankfull VELOCITY & DISCHARGE Estimates
Stream: Big Creek Phase 2 Location: Reach 1
Date: 7/15/2020 1 Stream Type: G4 Valley Type: VIII
Observers: StreamWalker Consulting HUC:
INPUT VARIABLES OUTPUT VARIABLES
Bankfull Riffle Cross - Sectional
62 01
Abld
Bankfull Riffle Mean DEPTH
2.35
I dd
AREA
ft /sec
(ft)
(2 * dbkf) + Wbkf
(ft)
Bankfull Riffle WIDTH
26.34
1 Wbid I
Wetted PERMIMETER
28 71
Wp
- --
ft /sec
(ft)
(2 * dbkf) + Wbkf
(it)
l I Dga at Riffle
60.82
Dim-
D,,4 (mm) / 304.8
0.20
D&f
- --
ft /sec
(ft / ft)
Abkf / WP
(ft)
Bankfull SLOPE
0.0037
1 SbIld
Hydraulic RADIUS
2.16
R
- --
ft /sec
(ft / ft)
Abkf / WP
(ft)
Gravitational Acceleration
32,2
1 9
Relative Roughness
10.80
u*
2.65
ft /sec
(ft / secZ)
R(ft) / D84 (ft)
(ft/sec)
Drainage Area
5,7
DA
Shear Velocity
0.507
u*
2.65
ft /sec
(mit)
U = RS
(ft/sec)
- - - -- -- - - - --
ESTIMATION METHODS Bankfull Bankfull
VELOCITY DISCHARGE
1. Friction Relative U=[2.83 t 5.66 * Lo R / D
9 f J] u
FactorXRou
4.40
ft /sec
r 272.81
cfs
hness
2.65
ft /sec
164.33
cfs
2. Roughness Coefficient: a) Manning's n from Friction Factor / Relative
3.49
ft / sec
I
216.70
cfs
Roughness (Figs. 2 -18, 2 -19) u = 1.49 *R" *S r2/ n n
2.65
ft /sec
164.33
cfs
2. Roughness Coefficient: u = 1.49 *R" *S 12/ n
3.49
ft / sec
I
216.70
cfs
b) Manning's n from Stream Type (Fig. 2 -20) n = 1 0.057
2.65
ft /sec
164.33
cfs
2. Roughness Coefficient: u = 1.49 *Rm *S 12/ n
c) Manning's n from Jarrett (USGS): n = 0.39 *S038 *R -0.16 3.68 ft / sec 228.20 cfs
Note: This equation is applicable to steep, step /pool, high boundary
roughness, cobble- and boulder- dominated stream n
9 systems; i.e., for
3. Other Methods (Hey, Darcy- Weisbach, Chezy C, etc.)
4.87 ft /sec 301.75 cfs
3. Other Methods (Hey, Darcy- Weisbach, Chezy C, etc.) II 0.00 I ft / sec I I 0.00 I cfs
Chezy C
4. Continuity Equations: a) Regional Curves u = Q / A
Retum Period for Bankfull Discharge Q = 1,2 year
3.49
ft / sec
I
216.70
cfs
4. Continuity Equations: b) USGS Gage Data u = Q / A 0.00 1 ft / SeC 0.00 Cfs
I Protrusion Heiaht ODtions for the De. Term in the Relative Roughness Relation (R /D -.1- Fctimatinn Matlwt i
Option 1.
For sand -bed channels: Measure 100 "protrusion heights" of sand dunes from the downstream side of feature to the top of feature.
Substitute the D84 sand dune protrusion height in ft for the D84 tern in method 1.
Option 2.
For boulder- dominated channels: Measure 100 "protrusion heights" of boulders on the sides from the bed elevation to the top of the
rock on -that side. - Substitute-the D84 boulder_ protrusion- height in ft for-the D84 term-in-method _1. _.___- _____- _
Option 3.
For bedrock- dominated channels: Measure 100 "protrusion heights" of rock separations, steps, joints or uplifted surfaces above
channel bed elevation. Substitute the Ds, bedrock protrusion height in ft for the D84 term in method 1.
Option 4.
For log- influenced channels: Measure "protrustion heights" proportionate to channel width of log diameters or the height of the log
on upstream side if embedded. Substitute the D84 protrusion height in ft for the 084 term in method 1.
Copyright © 2008 Wildland Hydrology
River Stability Field Guide page 2 -41

1
t
1
1
t
1
t
1
1
1
I
Worksheet 3-14. Sediment competence calculation form to assess bed stability.
Stream: Big Creek Phase 2 Stream Type: G 4c
Location: Reach 1 Valley Type: VIII
Observers: StreamWalker Consulting Date: 07/17/2010
Enter Required Information for Existing Condition
46.3
D50
Riff le bed material D50 (mm)
14.5
D(50
Bar sample D50 (mm)
0.29
Dmax
Largest particle from bar sample (ft)
90
(mm)
1304.8 mm /ft
0.00369
S
Existing bankfull water surface slope (ft/ft)
2.35
d
Existing bankfull mean depth (ft)
1.65
Ys -1
Immersed specific gravity of sediment
Select the Appropriate Equation and Calculate Critical Dimensionless Shear Stress
3.19
D50I D50
Range: 3 — 7 Use EQUATION 1: T* = 0.0834 ( D501D5d —0.872
1.94
Dmax /D50
Range: 1.3-3.0 Use EQUATION 2: ti` = 0.0384 (Dm. /D5(,) -0.se7
0.0213
ti*
Bankfull Dimensionless Shear Stress
EQUATION USED:
2
Calculate Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample
2.76
d
Required bankfull mean depth (ft) d = Z* (7sS1)Dmax (use Dmax in ft)
Calculate Bankfull Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample
0.00434
S
-
Required bankfull water surface slope ( ft/ft) S. 2* (y s 1 >Dmex (use Dmax in ft)
d
Check: I- Stable T- Aggrading I-- Degrading
Sediment Competence Using Dimensional Shear Stress
0.541
Bankfull shear stress T ='IdS (lbs /ft) (substitute hydraulic radius, R, with mean depth, d )
= 62.4, d = existing depth, S = existing slope
Shields
37
co
92
Predicted largest moveable particle size (mm) at bankfull shear stress T (Figure 3 -11)
Shields
1.15
co
0.49
Predicted shear stress required to initiate movement of measured Dm" (mm) (Figure 3 -11)
Shields
4.99
co
2.13
Predicted mean depth required to initiate movement of measured D," (mm) Ir
d —
'C = predicted shear stress, '� = 62.4, S = existing slope YS
Shields
0.0078
co
0.0033
Predicted slope required to initiate movement of measured Dmax (mm) 't
S —
'1; = predicted shear stress, 7 = 62.4, d = existing depth yd
Check: it Stable r- Aggrading r' Degrading
ICopyright © 2008 Wildland Hydrology River Stability Field Guide page 3 -101

1
t
1
1
i
1
1
1
1
1
1
I
1
1
l
Iuao
1095
1094
1093
0
1092
m
W 1091
1090
1089
1088
0
5 10
Bankfull Dimensions
58.9
x- section area (ft.sq.)
24.1
width (ft)
2.4
mean depth (ft)
3.1
max depth (ft)
27.3
wetted parimeter (ft)
2.2
hyd radi (ft)
9.9
width -depth ratio
Bankfull Flow
3.8
velocity (ft/s)
222.3
discharge rate (cfs)
0.45
Froude number
Cross Section
Riffle
15 20
Width
Flood Dimensions
32.2 W flood prone area (ft)
13 entrenchment ratio
57 low bank height (ft)
1.8 low bank height ratio
Flow Resistance
0.040 Manning's roughness
0.14 D'Arcy- Weisbach fric.
- resistance factor u/u"
- relative roughness
reference ID
��-rojt
instrument height
UT7 o 5 - --
longitudinal station
-
Bankfull Stage
FS
�j, i!: = 109'1 88 elev
elevation
Low Bank Height
armrr f.
FS
J 1= 1094 12 elev
elevation
S c
Flood Prone Area
❑
width fpa
32.2
Channel Slope
110002
percent slope
G�377
Flow Resistance
Manning's "n"
D'Arcy - Weisbach T
R 9
Note:
C�
25 30 35
Materials
- D50 (mm)
- D84 (mm)
24 threshold grain size (mm):
Forces & Power
0.37 channel slope ( %)
0.50 shear stress (lb /sq.ft.)
0.51 shear velocity (ft/s)
2.1 unit strm power (IbHt/s)
Distance BS HI FS Elevation Omit Notes
ffh (ftl /ftl /ft) M Rkf
40
��-rojt
1100.02
F..I'
1094.96
C
1100.02
9 iT
1094.85
armrr f.
1100.02
9a
1094.94
❑
110002
�1 Q=
1094.97
rl
T
1100.02
R 9
1094.93
C�
1100.02
C
1094.56
❑
Gs
1100.02
giWg
1094.23
❑
V
1100.02
C' A,C,
1093.88
❑
1100.02
Q3
109364
El
W.FjI
1100.02
D c v
109301
❑
e) G
1100.02
&@,I
1091.98
❑
G k'
1100.02
(l>%
1091.88
❑
v r
1100.02
FiAv-
1091.4
1100.02
c.ilJ
1090.87
r
1100.02
�)430
1090.54
v
1100.02
&(Cv
1090.4
1100.02
Q-Wi
1090.23
i 4l
1100.02
1 S3
1089.9
i
110002
%,K
1089.26
f2�
1100.02
1089.18
Z.
1100.02
1089.03
El
�� •,
1100.02
S t
1088.91
❑
�= , - ��r
i
1100.02
S',i..iCs
1088.88
❑
1100.02
G
1088.86
❑
1100
4i L
1088.84
0 2
PS,
1088 94
❑
_;.c,r
�
��.02
02
�l�
Jb'
5
G i
02
U, W
1089

1
1
t
1
1
1
1
1
1
1
1
1
1
I
1
1
I UVO
1094
1093
1092
a 1091
m
m 1090
w
1089
1088
1087
1086
0
5 10
Bankfull
Dimensions
773
x- section area (ft sq.)
26.3
width (ft)
2.9
mean depth (ft)
4.3
max depth (ft)
291
wetted perimeter (ft)
2.7
hyd radi(ft)
9.0
width -depth ratio
Bankfull
Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
Pool
15 20 25
Width
Flood Dimensions
- entrenchment ratio
7.3 low bank height (ft)
1.7 low bank height ratio
Flow Resistance
reference ID
k�7
instrument height
- --
longitudinal station
-
Bankfull Stage
C
FSJ
T, = 1091 1 elev
elevation
f o • i --
Love Bank Height
T x -r C t_r-z�
FS
<'x = 1094 1 elev
elevation
FTJ W,�
Flood Prone Area
❑
width fpa
429
Channel Slope
1098.86
percent slope
-
Flow Resistance
Manning's "n'
-
D'Arcy - Weisbach '
--
Note:
- Manning's roughness
- D'Arcy- Weisbach fric.
- resistance factor u/u"
- relative roughness
Distance BS HI
(ft) (ft) (ft)
30 35 40
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (lb /sq.ft.)
- shear velocity (ft/s)
-- unit strm power (Ib /ft/s)
FS Elevation Omit Notes
(ft) (ft) Bkf
45
k�7
1098.86
1094.1
tom= W` j cif-,
C
1098.86
Cb IW,
1094.09
FI
T x -r C t_r-z�
v
1098.86
CX
1094.17
❑
1098.86
�
1094.21
1098.86
1094.19
1098.86
C, (LR
1094.2
Cif
1098.86
6,'�3
1094.08
1098.86
CM
1093.98
1 El
G
1098.86
&1�5
1093.7
❑
1098.86
9�,e�?j
1093.37
❑
1098.86
�11(:g1
1093.21
El
G
1098.86
1
109291
❑
E
1098.86
& b
1092.08
❑
�0
1098.86
i7,�g
1091.81
El
111;
1098.86
5L�
1091.53
SS G7
1098.86
W4�
1091.41
El
5 oD
1098.86
7n,
1091.1
❑
F-77,
%?
1098.86
F'A
1091
1L�
1098.86
9HT/
1090.69
El
1098.86
C -,�
1090.41
❑
C
1098.86
G
1089.97
❑
�4
1098.86
2
1089.6
❑
1098.86
C.Ia�,
1089.38
❑
TO-988-6
_T7-I__'__7_08917
`C X
1098.86
1088.85
❑
C 6
1098.86
i o Cel
1088 81
❑
1098.86
i abi
1088.68
❑
pEq
iE
1098.86
1088.47
❑

1
1
1
1
1
1
1
1
1
1
1
1
1
t
f
1
1
t
i vav
1095
1094
1093
0 1092
m 1091
w 1090
1089
1088
1087
0
5 10
Bankfull
Dimensions
59.8
x- section area (ft.sq.)
24.8
width (ft)
2.4
mean depth (ft)
3.1
max depth (ft)
26.6
wetted perimeter (ft)
2.3
hyd radi (ft)
103
width-depth ratio
Bankfull
Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Glide
15 20 25
Width
Flood Dimensions
31.5 W flood prone area (ft)
1.3 entrenchment ratio
6.6 low bank height (ft)
2.1 low bank height ratio
Flow Resistance
Cross Section
aD
reference ID
instrument height
5af fS - --
longitudinal station
-
Bankfull Stage
1098.86
FS
F� = 1090 79 elev
elevation
i� -
Low Bank Height
FS
Cd CL = 1094 24 elev
elevation[
❑
Flood Prone Area
width fpa
31.5
Channel Slope
1094.68
percent slope
Flow Resistance
Manning's "n"
� �M
D'Arcy - Weisbach 7'
-
Note:
C.
1098.86
- Manning's roughness
- D'Arcy- Weisbach fric.
- resistance factor u /u'
- relative roughness
Distance BS HI
(ft) (ft) (ft)
30 35 40
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (lb /sq.ft.)
- shear velocity (ft/s)
- unit stns power (lb /ft/s)
FS Elevation Omit Notes
(ft) (ft) Rkf
aD
1098.86
, rz
1094.46
1098.86
U�
1094.4
1
1098.86
6111,33
1094.5
❑
1098.86
1094.68
1098.86
� �M
1094.63
C.
1098.86
1094.58
❑
1098.86
1094.43
❑
G
1098.86
QY;9
1094.24
51
1098.86
C �@
1093.91
❑
109886
E
109359
El
1098.86
9( jj
1092.88
El
�.
1098.86
CAS
1092.48
❑
i©
1098.86
G,
1091.95
❑
1098.86
C, TT
1090.79
❑
�_�:;�
u
1098.86
0
1090.54
1098.86
[1
1090.47
�4
109886
Q G5
1090.1
1098.86
G �-g
1089.87
❑
i
1098.86
QJA.C,
1089.68
❑
i
1
1098.86
1089.31
❑
�s5
1098.86
QoT
1089.09
❑
.�
1098.86
1088.88
❑
i
1098.86
i (';al
1088.83
❑
1098.86
1088.59
❑
�.
109886
108841
❑
109886
S T
1087.89
❑
1098.86
1087.74
El
1098.86
F, -O
1087.68

I
I
i
1
-1
I
.1
1095
1094
1093
1092
°- 1091
.W
m 1090
w
1089
1088
1087
1086
Glide
0 5 10 15
Bankfull Dimensions
99.8
x- section area (ft.sq.)
353
width (ft)
2.8
mean depth (ft)
4.1
max depth (ft)
38.0
wetted parimeter (ft)
2.6
hyd radi (ft)
12.5
width-depth ratio
Bankfull Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
20 25 30
Width
Flood Dimensions
- W flood prone area (ft)
- entrenchment ratio
64 low bank height (ft)
1.6 low bank height ratio
Flow Resistance
refwence lD
4!
instrument height
fl - --
longitudinal station
-
Bankfull Stage
4
FSJ
1090 12 elev
elevation
�- --
Low Bank Height
FS
©M- = 1093 45
elevation
f
Flood Prone Area
❑
width fpa
50.0
Channel Slope
1098.81
percent slope
-
Flow Resistance
3-9V o
Manning's "n"
-
D'Arcy - Weisbach T'
-
Note:
71
i
Q3a
- Manning's roughness
- D'Arcy- Weisbach tric.
- resistance factor u /u*
-- relative roughness
35 40 45 50
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (lb /sq.ft)
- shear velocity (ft/s)
- unit strm power (lb /ft/s)
Distance BS - HI FS Elevation Omit Notes
/ftl (ffl (ffl !ffl /Rl R4f
@ia
1098.81
1093.36
El
JLW
4
1098.81
Qi
1093.48
a
1098.81
F1
1093.45
❑
Q D
1098.81
(gyp
1092.01
❑
3-9V o
1098.81
1090.97
71
i
Q3a
1098.81
(i41<1
1090.67
❑
QO
1098.81
E Cp
1090.12
❑
WIF
109881
1089.97
(31Zi
1098.81
1088.42
❑
DAl
1098.81
1087.95
❑
17�
1098.81
'H
1087.74
a�
1098.81
9flM
108767
VA
1 1098.81
'HM
1087.73
IMM
EiD
1098.81
'H�V@
1087.02
❑
Q fl
1098.81
M1
1087.27
9
4145
1098.81
gti.i'J
1087.17
❑
43
1098.81
4l9
1087.58
❑
o u r -
51��
1098.81
UM
1087.53
❑
5JC�0
109881
U4
1087.41
El
1098.81
'9.�g
1087.32
El
@@ '(Wghor,
- 1098.81
'H.3
1087.21
❑
LSD
1098.81
9%W
1087.78
❑
GL'M
1098.81
41M6
1088.67
❑
9
1098.81
0) c
1089.03
m
1098.81
�)&
1089.59
❑
1098.81
1089.97
❑
1098.81
FN
1090.95
❑
<�,
109881
QQel
1092.27
❑
X77
109881
@M
109319
❑

t
e
f
1
1
1
1 UU4
1093
1092
1091
1090
a�
w 1089
1088
1087
1086
0
5 10
Bankfull
Dimensions
59.8
x- section area (ft.sq.)
26.1
width (ft)
2.3
mean depth (ft)
2.9
max depth (ft)
28.4
wetted perimeter (ft)
2.1
hyd radi (ft)
11.4
width-depth ratio
Bankfull Flow
3.7
velocity (ft/s)
222.2
discharge rate (cfs)
0.45
Froude number
Cross Section
Riffle
15 20 25
Width
Flood Dimensions
32.2 W flood prone area (ft)
1.2 entrenchment ratio
5.9 low bank height (ft)
2.0 low bank height ratio
Flow Resistance
0.040 Manning's roughness
0.14 D'Arcy- Weisbach fric.
- resistance factor u /u'
- relative roughness
reference ID
C
instrument height
'
--- - --
longitudinal station
(, `0
-
Bankfull Stage
1096.916
FS
T-,7T
= 1090 436132 elev
elevation
5-%9
- --
Loan Bank Height
1092.881
FS
Chi,
= 1092 606132 elev
elevation
I u o -.0
1092.761
Flood Prone Area
width fpa
32 2
Channel Slope
1092.609
percent slope
Co, - --
Flow Resistance
Manning's "n"
QLK,
❑
D'Arcy - Weisbach T'
C u `
- --
Note:
1092.166
;rr - -
Distance BS HI
(ft) (ft) (ft)
30 35 40 45
Materials
- D50 (mm)
- D84 (mm)
24 threshold grain size (mm).
Forces & Power
0.37 channel slope (%)
0.49 shear stress (lb /sq.ft.)
0.50 shear velocity (ft/s)
196 unit strm power (lb /ft/s)
FS Elevation Omit Notes
(ft) (ft) Rkf
C
1096.916
'
1092.916
El
(, `0
O �r
1096.916
4.044065
4.035105
4.154641
4.307211
4.494833
4.749824
5.063922
5.635241
6.054613
6.214222
6.48093
6.868468
7.016627
7.228679
7.858805
8.383218
8.871343
9.204087
9.398131
9.564912
9682476
9.799994
9.810111
9.800216
9.673168
9.651686
9 63196
9.704401
1092.872
"4
1096.916
1092.881
❑
1096.916
1092.761
1096.916
1092.609
,G
1096.916
1092.421
❑
C u `
1096.916
1092.166
C C
1096.916
1091.852
C;
1096.916
1091.281
�.0
1096.916
1090.862
fit
1096.916
1090.702
❑
1096.9161
1090.435
L
C? CC
1096.916
1090.048
1096.916
1089.9
❑
S,
1096.916
1089.687
❑
&
1096 916
1089.057
❑
F f "
1096.916
1088.533
❑
1096.916
1088.045
G
1096.916 1
1087.712
�C
1096 916
1087.518
El
1096.916
1087.351
11
1096.916
1087.234
❑
z.�
1096.916
1087.116
❑
7 C,!
1096.916
1087.106
❑
1096.916
1087.116
1096.916
1087.243
❑
- ". �i r
v:
16
1087.264
5 ?'; b^
6
1087 212
❑

t
1
f
1
1
1
1
1
1
i
1
1
1
1
1
1
iva3
1092
1091
1090
0 1089
.i 1088
w 1087
1086
1085
1084
1083
0
10
Bankfull Dimensions
123.9
x- section area (ft-sq.)
37.2
width (ft)
3.3
mean depth (ft)
4.1
max depth (ft)
41.8
wetted perimeter (ft)
3.0
hyd radi (ft)
11.2
width-depth ratio
Bankfull Flow
--
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
Pool
20 30 40 50 60 70
Width
Flood Dimensions Materials
- W flood prone area (ft) - D50 (mm)
- entrenchment ratio - D84 (mm)
6.4 low bank height (ft) - threshold grain size (mm):
15 low bank height ratio
Flow Resistance
referenceID
F9,
instrument height
i'iI --
longitudinal station
-
Bankfull Stage
FS
J 1088 52 elev
elevation
i�W-93 --
Low Bank Height
FS
'777-1= 1090 79 elev
elevation
7 7 77
Flood Prone Area
❑
width fpa
535
Channel Slope
109799
percent slope
-
Flow Resistance
Manning's "n"
D'Arcy - Weisbach
Note:
� ' G
- Manning's roughness
- D'Arcy- Weisbach fric.
- resistance factor u /u'
- relative roughness
Distance BS HI
(ft) (ft) (ft)
Forces & Power
- channel slope ( %)
- shear stress (lb /sq.ft.)
- shear velocity (ft/s)
- unit strm power (Ib/ft/s)
FS Elevation Omit Notes
(ft) (ftl Rkf
�'L
1097.99
1092.07
1097.99
E
1092.01
Y
1097.99
07,0
1091.39
❑
109799
TIT
109079
ter)
1097.99
1089.26
� ' G
1097.99
U@
1088.94
❑
1097.99
�Zz-(
1088.52
❑
;G
1097.99
4�c�71C
1087.25
❑
7L
1097.99
4
1086.6
El
G
1097.99
< t M
1086.07
❑
�
1097.99
7?1
1085.23
ix
1097.99
1084.83
El
3 i
1
1097.99
i �)2
1085.06
❑
5
1097.99
1 f �3 V
1084.38
1097.99
1084.47
❑
i
1097.99
ti? ti
1084.84
❑
<J.E
1097.99
93.-I
1085.33
❑
�.�
1097.99
q, /.Fi'
1085.5
❑
1097.99
i. 5-Q
1084.95
1 ❑
1097.99
S ? F`,tt
1085.1
rx
1097.99
1085.2
1097.99
ti (11
1086.12
❑
C4 "' ;
�C
1097.99
f .ci'
1086.08
❑
6th
1097.99
1
1086.48
[]
F7
1097.99
,�V
1086.68
❑
1097.99
7 7,T-
1086 79
❑
s
1097.99
Q til
1087.36
❑
i
1.09799
1088 06 1
❑

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1090
1089
1088
0 1087
y 1086
uw
1085
1084
1083
1082
Pool
- -------- --- ------- -- ----- - - - --- �,++
0
10
Bankfull Dimensions
118.6
x- section area (ft.sq.)
447
width (ft)
2.7
mean depth (ft)
5.1
max depth (ft)
49.0
wetted parimeter (ft)
2.4
hyd radi (ft)
16.8
width-depth ratio
Bankfull Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
20 30 40
Width
Flood Dimensions
- W flood prone area (ft)
- entrenchment ratio
5.7 low bank height (ft)
11 low bank height ratio
Flow Resistance
reference IDI
Ste.
instrument height uC�93 - --
longitudinal station
-
Bankfull Stage
FSJ
I= 1 087 47 elev
elevation
uQ 7,«7 --
Low Bank Height
FS1
a <9 I= 1088 09 eiev
elevation
L,
Flood Prone Area
109006
width fpa
63.0
Channel Slope
percent slope
-
Flocs Resistance
Manning's "n"
--
D'Arcy - Weisbach "P'
1095.58
Note:
1090.22
- Manning's roughness
- D'Arcy- Weisbach Eric.
- resistance factor u /u'
- relative roughness
Distance BS HI
1111 (ftl /ftl
50 60
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (lb /sq.ft.)
- shear velocity (ft/s)
- unit strm power (lb/ft1s)
FS Elevation Omit Notes
1111 1111 RH
d
1095.58
x, :
1090.04
1095.58.
1089.94
1095.58
109006
❑
Y
1095.58
cJ41i
1090.17
1095.58
1090.22
1095.58
91&-
1090.33
El,
M -
1095.58
3i
1090.24
%3
109558
1090.21
❑
i E•.
1095 587
<
1089.84
❑
1095.58
� LT
1085.71
❑
T
1095.58
�4,jW�
1084.54
❑
,
i
1095.58
v iC�V
1083.91
❑
3
1095.58
5i
1083.7
❑
1095.58
i'93 i 3
1083.43
❑
1095.58
4 L.
108325
❑
3
1095.58
1082.93
El
c =
1095.58
U ' P
1082.61
❑
1095.58
SaSQ
1082.46
❑
1095.58
1 `M%
1082.4
❑
1095.58
a 31�
1082.53
Fl
1095.58
FY 71
1082.88
L2�
1095.58
�ZJS
1083.38
x
1095.58
9� Cr
1083.67
1095.58
-77a=
1083.73
❑
3:
1095.58
�'
1083.91
1095.58
i ;' has
1084.05
❑
d..
1095.58
f 3-
1084.23
c,
1095.58
1, 3
1084.45
1095.58
i 3 Q 1
108468
❑

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
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U
cu
N
Cc
N
N
cn
cu
Y
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1
1
1
RIVERMORPH
PARTICLE SUMMARY
----------------------------------------------------------------------
River Name:
Big Creek Phase 2
Reach Name:
Reach 1 - Phase 2
Sample Name:
Reach 1 Classification
Survey Date:
02/25/2009
----------------------------------------------------------------------
Size (mm)
TOT #
ITEM %
CUM
------.-------------------------------.---------------------------------
0 - 0.062
0
0.00
0.00
0.062 - 0.125
6
5.77
5.77
- 0.25
16
15.38
21.15
'0.125
0.25 - 0.50
9
8.65
29.81
-
0.50 1.0
9
8.65
38.46
1.0 - 2.0
4
3.85
42.31
2.0 - 4.0
5
4.81
47.12
4.0 - 5.7
6
5.77
52.88
5.7 - 8.0
5
4.81
57.69
'8.0
- 11.3
11.3 - 16.0
5
8
4.81
7.69
62.50
70.19
-
16.0 22.6
5
4.81
75.00
22.6 - 32.0
7
6.73
81.73
- 45
7
6.73
88.46
'32
45 - 64
5
4.81
93.27
64 - 90
4
3.85
97.12
90 - 128
1
0.96
98.08
128 - 180
2
1.92
100.00
180 - 256
0
0.00
100.00
256 - 362
0
0.00
100.00
362 - 512
0
0.00
100.00
512 - 1024
0
0.00
100.00
1024 - 2048
0
0.00
100.00
Bedrock
0
0.00
100.00
D16 (mm)
0.21
D35 (mm)
0.8
D50 (mm)
4.85
D84 (mm)
36.38
D95 (mm)
75.68
D100 (mm)
180
o)
Silt /Clay (/
Sand ( %)
42.31
Gravel (%)
50.96
cobble (%)
Boulder (%)
6.73
0
Bedrock (%)
0
Total Particles
= 104.
1
1
1

1
1
RIVERMORPH
PARTICLE
SUMMARY
----------------------------------------------------------------------
1
River Name:
Reach Name:
Big Creek Phase 2
Reach 1 - Phase 2
Sample Name:
Reach 1 Active
Riffle
Survey Date:
02/25/2009
----------------------------------------------------------------------
Size (mm)
TOT #
ITEM %
CUM
0 - 0.062
0
0.00
0.00
0.062 - 0.125
0
0.00
0.00
0.125 - 0.25
1
1.00
1.00
0.25 - 0.50
0
0.00
1.00
0.50 - 1.0
0
0.00
1.00
1.0 - 2.0
0
0.00
1.00
2.0 - 4.0
0
0.00
1.00
4.0 - 5.7
0
0.00
1.00
5.7 - 8.0
0
0.00
1.00
8.0 - 11.3
1
1.00
2.00
11.3 - 16.0
0
0.00
2.00
-
16.0 22.6
9
9.00
11.00
22.6 - 32.0
10
10.00
21.00
- 45
27
27.00
48.00
'32
45 - 64
29
29.00
77.00
64 - 90
21
21.00
98.00
'90
- 128
128 - 180
1
1
1.00
1.00
99.00
100.00
-
180 256
0
0.00
100.00
256 - 362
0
0.00
100.00
362 - 512
0
0.00
100.00
512 - 1024
0
0.00
100.00
1024 - 2048
0
0.00
100.00
Bedrock
0
0.00
100.00
D16 (mm)
27.3
D35 (mm)
38.74
D50 (mm)
46.31
D84 (mm)
72.67
D95 (mm)
86.29
D100 (mm)
179.99
'Silt
/Clay ( %)
0
Sand ( %)
1
Gravel (%)
76
(%)
23
'Cobble
Boulder (%)
0
Bedrock (%)
0
Total Particles =
100.
- -- -
------------- - - - - -- - - - - - --
- - -- - - -- - - - -- - - - - -- --
-- -- -- - - - - - - --
- -- - - - -- - -- --- - - - - -- -- ----------------- - - - - --
1
1

RIVERMORPH PARTICLE SUMMARY
----------------------------------------------------------------------
River Name:
Big creek Phase 2
Reach Name:
Reach 1 - Phase 2
Sample Name:
Reach 1 Pavement
Survey Date:
02/25/2009
----------------------------------------------------------------------
SIEVE (mm)
NET WT
---------------------------------------------------------------------
31.5
1 74
16
2.03
8
0.49
4
0.23
2
0.07
PAN
0.38
D16 (mm)
16.75
D35 (mm)
28.26
D50 (mm)
D84 (mm)
41.77
77.97
D95 (mm)
89.68
D100 (mm)
95
silt /clay ( %)
0
Sand ( %)
4.79
Gravel ( %)
73.87
cobble (%)
21.34
'Boulder
(%)
0
Bedrock (%)
0
Total Weight =
7.9300.
Largest surface
Particles:
size(mm)
Weight
Particle 1:
95 1.79
Particle 2:
80 1.2
i
1
i
1

1
1
1
1
1
t
RIVERMORPH PARTICLE SUMMARY
----------------------------------------------------------------------
River Name:
Big Creek Phase 2
Reach Name:
Reach 1 - Phase 2
Sample Name:
Reach 1 SubPavement
Survey Date:
02/25/2009
----------------------------------------------------------------------
SIEVE (mm)
NET WT
63
9.91
31.5
18.04
16
15.9
8
11.78
4
6.77
2
5.07
PAN
29.03
D16 (mm)
0
D35 (mm)
D50 (mm)
4.73
14.52
D84 (mm)
59.87
D95 (mm)
80.51
t
0
t
Silt/Clay ( %)
0
Sand ( %)
28.76
Gravel ( %)
57.65
'Cobble
( %)
13.6
Boulder (%)
0
Bedrock ( %)
0
Total weight =
100.9500.
Largest surface
Particles:
Size(mm)
weight
Particle 1:
90 2.95
Particle 2:
90 1.5
1
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1
Worksheet 5 -10. Summary form of annual streambank erosion estimates for various study reaches.
Stream: Big Creek Location: Reach 1
Graph Used: NC Total Bank Length (ft): 765 Date: 2125 12009
Observers: Walker /Cartner Valley Type: VIII Stream Type: G 4c
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
Station (ft)
BEHI rating
NBS rating
Bank
Length of
Study bank
Erosion
Erosion
(Worksheet
(Worksheet
erosion
bank (ft)
height (ft)
subtotal
Rate
5-8)
5 -9)
rate
[(4)x(5)x(6)]
(tonslyr /ft)
(adjective)
(adjective)
(Figure 5-
(ft3/yr)
{[(7)/27] x
38 or 5 -39)
1.3/(5))
(ft/yr)
Left Bank 0
1. 27
Moderate
Low
0.015
27
6
2.43
0.00
Right Bank
2. 0-35
Low
Low
0.0022041
35
3.5
0.27
0.00
Left Bank
3. 27-60
Very Low
Low
0.0016364
33
5
0.27
0.00
Right Bank
4. 35-60
High
Moderate
0.1697143
25
3.5
14.85
0.03
Left Bank
5. 60-82
High
High
0.6006198
22
6.6
87.21
0.19
Left Bank
6. 82-165
Moderate
Low
0.0302473
83
5.7
14.31
0.01
Right Bank
7. 60-109
Moderate
Low
0.0083488
49
3.3
1.35
0.00
Right Bank
8. 109-165
High
High
0.2003387
56
5.8
65.07
0.06
Left Bank
9. 166-215
High
Very High
0.8001
50
6
240.03
0.23
Right Bank
10. 165-220
Low
Low
0.0077512
55
3.8
1.62
0.00
Left Bank
11. 215 - 250
Moderate
Low
0.0295714
35
6
6.21
0.01
Right Bank
12. 220-326
Moderate
Moderate
0.03
105
7.2
22.68
0.01
Left Bank
13. 250-280
Moderate
Low
0.03
30
6
5.4
0.01
Left Bank
14. 280-325
Moderate
Low
0.0085714
45
3.5
1.35
0.00
Lett an
15. 325-355
Moderate
Extreme
0.06
30
6.3
11.34
0.02
Right Bank
16. 325-355
High
Extreme
0.9998901
39
7
272.97
0.34
Left Bank
17.355-400
Moderate
Moderate
0.07
45
6
18.9
0.02
Right Bank
18. 355-400
Moderate
Low
0.0308571
45
3.5
4.86
0.01
Left Bank
19. 400 - 475
Moderate
Low
0.0702
75
4
21.06
0.01
Right Bank
20.400-475
Low
High
0.0997714
75
7
52.38
0.03
Lett an
21. 475 - 525
High
High
0.2502857
50
6.3
78.84
0.08
Copyright 0 2006 Wildland Hydrology WARSSS page 5 -81

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Worksheet 5 -10. Summary form of annual streambank erosion estimates for various study reaches.
Stream: Big Creek BEHI, Reach - Total Length Location:
Graph Used: Total Bank Length (ft): 765 Date: 1/10/2011
Observers: Valley Type: Vlll Stream Type: G 4c
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
Station (ft)
BEHI rating
NBS rating
Bank
Length of
Study bank
Erosion
Erosion
(Worksheet
(Worksheet
erosion
bank (ft)
height (ft)
subtotal
Rate
5-8)
5 -9)
rate
[(4)x(5)x(6)]
(tons /yr /ft)
(adjective)
(adjective)
(Figure 5-
(ft3/yr)
{[(7)/27] x
38 or 5-39)
1.31(5))
(ft/yr)
Right Bank
22.475-560
Low
Low
0.00225
75
3.2
0.54
0.00
Left Bank
23. 525-585
Low
High
0.08025
60
6
28.89
0.02
Right Bank
24. 550-585
Low
High
0.0697959
35
6.3
15.39
0.02
Left Bank
25. 585-645
High
High
0.2500714
60
7
105.03
0.08
Right Bank
26. 585-715
Moderate
Low
0.0300607
130
3.8
14.85
0.01
Left Bank
27. 645-716
High
High
0.2000204
70
7
98.01
0.07
Left Bank
28. 715-765
Moderate
Low
0.0078545
50
5.5
2.16
0.00
Right Bank
29. 715-757
High
High
0.1997802
42
6.5
54.54
0.06
Right Bank
30. 767-775
High
Moderate
0.1693548
18
6.2
18.9
0.05
31.
32.
33.
34.
35.
36.
Total
Sum erosion subtotals in Column (7) for each BEHI/NBS combination
erosion
(ft3 r)
1261.71
Total
Convert erosion in ft3 /yr to yds3 /yr {divide Total erosion (ft3 /yr) by 27}
erosion
( ds3/ r)
46.73
Convert erosion in yds3 /yr to tons /yr {multiply Total erosion (yds3 /yr)
Total
by 1.3}
erosion
(tonstyr)
60.75
Calculate erosion per unit length of channel {divide Total erosion
Total
(tons /yr) by total length of stream (ft) surveyed}
erosion
(tons /yr/ft)
0.0794
Copyright © 2006 Wildland Hydrology WARSSS page 5 -81

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Fee \
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Worksheet 5 -3. Field form for Level II stream classification ( Rosgen, 1996; Rosgen and Silvey, 2005).
Stream: Big Creek Phase 2
Basin: Dan River Drainage Area: 3852.8 acres 6.02 mil
Location: Reach 2
Twp. &Rge: ; Sec. &Qtr.: ;
Cross - Section Monuments (Lat. /Long.): 0 Lat / 0 Long Date: 02/25/09
Observers: Walker /Cartner Valley Type: VIII
Bankfull WIDTH (Wbkf)
WIDTH of the stream channel at bankfull stage elevation, in a riffle section. 32,11
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross - section, at bankfull stage elevation, in a
riffle section (dbkf = A / Wbkf). :2:.l 6
Bankfull X- Section AREA (Abkf)
AREA of the stream channel cross - section, at bankfull stage elevation, in a riffle
section. 69.34
Width /Depth Ratio (Wbkf/ dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH, in a riffle section. 14.87
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross - section, or distance between the
bankfull stage and Thalweg elevations, in a riffle section. 3.42
WIDTH of Flood -Prone Area (WfPa)
Twice maximum DEPTH, or (2 x dmbkf) = the stage /elevation at which flood -prone area
WIDTH is determined in a riffle section. 46.54
Entrenchment Ratio (ER)
The ratio of flood -prone area WIDTH divided by bankfull channel WIDTH (WfPa/ Wbkf)
(riffle section). 1.45
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.
10.06
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. 0.00444
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). 1.46
ft
f +2
ft/ft
F+
ft
ft/ft
mm
ft/ft
Copyright © 2006 Wildland Hydrology WARSSS page 5 -29

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Worksheet 5-4. Morphological relations, including dimensionless ratios of river reach sites (Rosgen and Silvey, 2005).
Low Bank Height
(LBH)
start 4.6 Ift
61
Max Riffle
Depth
stand 2.56 Ift
�9
Bank- Height Ratio (BHR)
start 1.8
0
end' ft
t
end ft
(LBH/Max Riffle Depth)
end 2.27
o+ Readfb Riffle° Bar Rance fumes Bar Protnwdon Hei htd
% Silt/Clay 1 2.91 I 1 l 0 Dt6 0.2'9 � 12.87 ) 0 0 jmm
m
1% Sand 41.75 ; - 4 17.27 D 0.74 25.92 ; 12.22 0 7mm
c%
Gravel 1 48.54 i 82 11
68.71
D�, 11 10.06
1 34.74
2256 1
0
f mm
t
%Cobble 6.8 13 it
14.02
D. 42.98
; 61.41
1 61.17 )
0
Imm
t7
1% Boulder 0 0
0
D,,
72.03
i 102.67
81.44
0
;mm
Bedrock I 0 I 0
0
Dim 128
t 179.99
91 I
0
mm
° Min, max, mean depths are ave. mid -point values except pools: taken at deepest part of pool.
° Active bed of a riffle.
b Composite sample of riffles and pools within the designated reach.
° Height of roughness
feature above bed.
Copyright © 2006 Wildland Hydrology
WARSSS page 5-31

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Worksheet 2 -2. Computations of velocity and bankfull discharge using various methods ( Rosgen, 2006b; Rosgen and
Silvey, 2007).
Stream: 113ig Creek Phase 2 Location: Reach 2 - Phase 2
Date: 7/15/2010 1 Stream Type: F4 Valley Type: VIII
Observers: Istrearnwalker Consulting HUC:
INPUT VARIABLES OUTPUT VARIABLES
Bankfull Riffle Cross - Sectional
1
60.62
Abkf
1
Bankfull Riffle Mean DEPTH
1 1
2.67
dbkf
1
AREA
ft /sec
]l
(ft)
(2 * dbkf ) + Wbkf
(ft)
Bankfull Riffle WIDTH
22,72
1 Wbkt 1
Wetted PERMIMETER
I
27 75
I
Wp
5.21
ft /sec
]l
(ft)
(2 * dbkf ) + Wbkf
(ft)
D84 at Riffle
61.41
Dla.
D84 (mm) / 304.8
0.20
D84
5.21
ft /sec
]l
(mm)
Abkf / Wp
(ft)
Bankfull SLOPE
0.0044
Sbkf
Hydraulic RADIUS
2 18
R
5.21
ft /sec
]l
(ft / ft)
Abkf / Wp
(ft)
Gravitational Acceleration
32,2
DA
Relative Roughness
10.85
R / D
5.21
ft /sec
]l
(ft /gsecz)
R(it) / D84 (it)
(ft/sec)
Drainage Area
6.0
DA
Shear Velocity
0.558
u*
5.21
ft /sec
]l
(mil)
u* _ (gRS)''2
(ft/sec)
ESTIMATION METHODS Bankfull Bankfull
VELOCITY EARGE
1. Friction Relative u=[2.83+ 5.66 *Log { R / Da4 11U.
4.86
it / sec
294.35
cfs
Factorou hness
5.21
ft /sec
]l
315.83
cis
2. Roughness Coefficient: a) Nllanning's n from Friction Factor / Relative
0.00
it /sec
0.00
cfs
Roughness (Figs. 2 -18, 2 -19) u =1.49 *R213 *S 721 n n = 0.032
A
5.21
ft /sec
]l
315.83
cis
2. Roughness Coefficient: u = 1.49 *R22 *S 72/ n
0.00
it /sec
0.00
cfs
b) Manning's n from Stream Type (Fig. 2 -20) n = 0.041
4.07
ft (S2C
246.72
"is
2. Roughness Coefficient: u= 1.49 *R 213 *S12 /n
c) Manning's n from Jarrett (USGS): n = 0.39*So.3a *R -o.1e 3.80 it / sec 230.36 Cfs
Note: This equation is applicable to steep, step /pool, high boundary
roughness, cobble- and boulder- dominated stream systems; i.e., for n
3. Other Methods (Hey, Darcy - Weisbach, Chezy C, etc.) 5.73 ft /sec 347.34 cis
Darc - Weisbach (Leopold, Wolman and Miller) IF
3. Other Methods (Hey, Darcy - Weisbach, Chezy C, etc.)
0.00
it /sec
0.00
cfs
Chez C
4. Continuity Equations: a) Regional Curves u = Q / A
For sand -bed channels: Measure 100 "protrusion heights" of sand dunes from the downstream side of feature to the top of feature.
Substitute the DB4 sand dune protrusion height in ft for the D84 term in method 1.
Option 2.
Return Period for Bankfull Discharge 0 = 1.2 year
3.74
IL
ft /sec
227.00
cfs
4. Continuity Equations: b) USGS Gage Data u = Q / A 0.00 it / sec 0.00 Fcf S
Protrusion Height Options for the D. Term in the Relative Roughness Relation (RID..) - Estimation Method 1
Option 1.
For sand -bed channels: Measure 100 "protrusion heights" of sand dunes from the downstream side of feature to the top of feature.
Substitute the DB4 sand dune protrusion height in ft for the D84 term in method 1.
Option 2.
For boulder- dominated channels: Measure 100 "protrusion heights" of boulders on the sides from the bed elevation to the top of the
rock on that side. Substitute the D84 boulder protrusion height in ft for the D84 term in method 1.
Option 3.
For bedrock - dominated channels: Measure 100 "protrusion heights" of rock separations, steps, joints or uplifted surfaces above
channel bed elevation. Substitute the D84 bedrock protrusion height in ft for the D84 term in method 1.
Option 4.
For log- influenced channels: Measure "protrustion heights" proportionate to channel width of log diameters or the height of the log
on upstream side if embedded. Substitute the D84 protrusion height in ft for the D84 term in method 1.
ICopyright © 2008 Wildland Hydrology
Fi
River Stability Field Guide page 2 -41

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Worksheet 3 -14. Sediment competence calculation form to assess bed stability.
Stream: Big Creek Phase 2 Stream Type: F 4
Location: Reach 2 - Phase 2 Valley Type: VIII
Observers: StreamWalker Consulting Date: 02/25/2009
Enter Required Information for Existing Condition
34.7
D50
Riffle bed material D50 (mm)
22.6
D50
Bar sample D50 (mm)
0.30
Dmax
Largest particle from bar sample (ft)
91
(mm)
1304.8 mm /ft
0.00444
S
Existing bankfull water surface slope (ft/ft)
2.67
d
Existing bankfull mean depth (ft)
1.65
7,-1 1
Immersed specific gravity of sediment
Select the Appropriate Equation and Calculate Critical Dimensionless Shear Stress
1.54
Dso /DS„
Range: 3 — 7 Use EQUATION 1: T* = 0.0834 ( D50 /D5-j 872
2.62
Dmax /D50
Range: 1.3-3.0 Use EQUATION 2: ti` = 0.0384 (Dmax /D50) .887
0.016
T*
Bankfull Dimensionless Shear Stress
EQUATION USED:
2
Calculate Bankfull Mean Depth Required for Entrainment of Largest Particle in Barr Sample
1.75
d
'
Required bankfull mean depth (ft) d = 2* (y ,, 1) Lhnax (use Dmax in ft)
Calculate Bankfull Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample
0.00292
S
Required bankfull water surface slope (ft/ft) S= s (use Dmax in ft)
d
Check: Stable Aggrading Degrading
Sediment Competence Using Dimensional Shear Stress
0.740
Bankfull shear stress T = ydS (Ibs /ftz) (substitute hydraulic radius, R, with mean depth, d )
= 62.4, d = existing depth, S = existing slope
Shields
45
co
125
Predicted largest moveable particle size (mm) at bankfull shear stress ti (Figure 3 -11)
Shields
1.3
co
0.49
Predicted shear stress required to initiate movement of measured Dmax (mm) (Figure 3 -11)
Shields
4.69
co
1.77
Predicted mean depth required to initiate movement of measured Dmax (mm) Z
d =—
ti = predicted shear stress, y = 62.4, S = existing slope yS
Shields
0.0078
co
0.0029
Predicted slope required to initiate movement of measured Dmax (mm) T
S —
'L = predicted shear stress, 'Y = 62.4, d = existing depth Yd
Check: Stable Aggrading r Degrading
ICopyright © 2008 Wildland Hydrology River Stability Field Guide page 3 -101

ivaz
1091
1090
1089
0 1088
1087
w
1086
1085
1084
1083
0
10
Bankfull
Dimensions
82.5
x- section area (ft.sq.)
33.8
width (ft)
2.4
mean depth (ft)
3.4
max depth (ft)
36.3
wetted parimeter (ft)
2.3
hyd radi (ft)
13.8
width -depth ratio
Bankfull
Flow
- --
velocity (ft/s)
–
discharge rate (cfs)
—
Froude number
Glide
20 30 40
Width
Flood Dimensions
- -- W flood prone area
- -- entrenchment ratio
6.3 low bank height (ft)
1.8 low bank height ratio
Flow Resistance
Cross Section
reference ID
instrument height + • • + --
longitudinal station —
Bankfull Stage
FS = 1087.57 e,a,.
elevation +: ---
Low Bank Height
FS = 1090.43 elev
elevation + +
Flood Prone Area
width fpa 56.3
Channel Slope
percent slope —
Flow Resistance
Manning's "n" - --
D'Arcy - Weisbach "f'
Note:
- -- Manning's roughness
- -- D'Arcy- Weisbach fric.
- -- resistance factor u /u'
- -- relative roughness
50 60
Materials
- -- D50 (mm)
-- D84 (mm)
threshold grain size (mm):
Forces & Power
-- channel slope ( %)
– shear stress (lb /sq.ft.)
- -- shear velocity (ft/s)
- -- unit strm power (lb /ft/s)
Distance BS HI FS Elevation Omit Notes
70

l Uyz
1091
1090
1089
0
> 1088
a+
w 1087
1086
1085
1084
0
5 10
Bankfull
Dimensions
64.3
x- section area (ft.sq.)
31.5
width (ft)
2.0
mean depth (ft)
2.8
max depth (ft)
33.7
wetted parimeter (ft)
1.9
hyd radi (ft)
15.5
width -depth ratio
Bankfull
Flow
3.5
velocity (ft/s)
224.6
discharge rate (cfs)
0.45
Froude number
Cross Section
Riffle
15 20 25 30 35
Width
Flood Dimensions Materials
1.1 entrencnment ratio
6.0 low bank height (ft)
2.2 low bank height ratio
Flow Resistance
0.044 Manning's roughness
0.18 D'Arcy- Weisbach fnc.
- -- resistance factor u /u'
- -- relative roughness
reference ID
instrument height +•
longitudinal station
Bankfull Stage
FS = 1087.47 eiev
elevation +
Low Bank Height
FS 1090.46
elevation + +
Flood Prone Area
width fpa 85.1
Channel Slope
percent slope +
Flow Resistance
Manning's "n" + +
D'Arcy - Weisbach "f -Note:
40 45 50
- -- D50 (mm)
- -- D84 (mm)
26 threshold grain size (mm):
Forces & Power
0.45 channel slope ( %)
0.54 shear stress (lb /sq.ft.)
0.53 shear velocity (ft/s)
2 unit strm power (lb /ft/s)
Distance BS HI FS Elevation Omit Notes

ivyi
1090
1089
c
1088
0
m 1087
a�
w 1086
1085
1084
1083
20
25 30
Bankfull
Dimensions
59.6
x- section area (ft.sq.)
23.6
width (ft)
2.5
mean depth (ft)
3.2
max depth (ft)
26.7
wetted parimeter (ft)
2.2
hyd radi (ft)
9.4
width -depth ratio
Bankfull
Flow
3.8
velocity (ft/s)
226.0
discharge rate (cfs)
0.45
Froude number
Cross Section
Riffle
35 40 45
Width
Flood Dimensions
86.3 W flood prone area (ft)
3.7 entrenchment ratio
4.7 low bank height (ft)
1.5 low bank height ratio
Flow Resistance
0.045 Manning's roughness
0.18 D'Arcy- Weisbach Eric.
- -- resistance factor u /u*
- -- relative roughness
Distance BS HI
(ft) (ft) (ft)
reference tD
instrument height +'
9.7
longitudinal station
11
1
Bankfull Stage
1
FS M= 1086.66 eiev
21.
elevation +' • • • - --
3
33.55
Low Bank Height
33.4
FS
M= 1088.21 elev
33.8
elevation
+
33.92
33.56
Flood Prone Area
33.59
width fpa 86.3
33.96
33.92
Channel Sloe
33.94
percent slope + --
34.52
35.07
Flow Resistance
35.57
Manning's "n"
-
35.61
D'Arcy - Weisbach 7'
35.85
35.66
Note:
37.07
38.39
39.96
41.5
43.54
50 55 60
Materials
- D50 (mm)
- -- D84 (mm)
31 threshold grain size (mm):
Forces & Power
0.45 channel slope ( %)
0.63 shear stress (Ib /sq.ft.)
0.57 shear velocity (ft/s)
2.7 unit strm power (Ib /ft/s)
65
FS Elevation Omit Notes
(ft) (ft) Rkf
1094.63 1
1089.67

i UV
1090
1089
1088
o 1087
m
(D 1086
LL]
1085
1084
1083
1082
0
10 20
Bankfull
Dimensions
63.2
x- section area (ft.sq.)
49.7
width (ft)
1.3
mean depth (ft)
2.8
max depth (ft)
53.3
wetted parimeter (ft)
12
hyd radi (ft)
39.1
width -depth ratio
Bankfull
Flow
- --
velocity (ftls)
- --
discharge rate (cfs)
-
Froude number
Cross Section
Run
30 40 50
Width
Flood Dimensions
60.1 W flood prone area (ft)
1.2 entrenchment ratio
6.2 low bank height (ft)
2.2 low bank height ratio
Flow Resistance
- -- Manning's roughness
- -- D'Arcy- Weisbach fric.
- -- resistance factor u /u`
-- relative roughness
Distance BS
(ft) (ft)
1.97
3.51
5.41
6.33
7.06
7.55
7.88
8.29
8.53
9.17
9.5
10.1
10.6
11.31
11.9
12.25
12.13
12.48
12.3
12.3
14.03
16.03
18.68
20.98
22.43
24.29
26.5
28.16
60 70
Materials
- -- D50 (mm)
- -- D84 (mm)
- threshold grain size (mm):
Forces & Power
- -- channel slope ( %)
- -- shear stress (lb /sq.ft.)
- -- shear velocity (ft/s)
- -- unit strm power (lb /ft/s)
HI FS Elevation Omit Notes
(ft) (ft) (ft) Bkf
80

I WI
1090
1089
1088
c
co 0 1087
' )
a 1086
W 1085
1084
1083
1082
0
5 10
Bankfull
Dimensions
61.3
x- section area (ft.sq.)
24.1
width (ft)
2.5
mean depth (ft)
3.7
max depth (ft)
27.7
wetted parimeter (ft)
2.2
hyd radi (ft)
9.5
width -depth ratio
Bankfull
Flow
-
velocity (fUs)
- --
discharge rate (cfs)
- --
Froude number
Pool
15 20
Width
Flood Dimensions
27.7 W flood prone area
1.1 entrenchment ratio
6.5 low bank height (ft)
1.8 low bank height ratio
Flow Resistance
- -- Manning's roughness
- -- D'Arcy- Weisbach fric.
resistance factor u /u'
-- relative roughness
Cross Section
reference ID
instrument height
longitudinal station -
Bankfull Stage
FS = 1086.059 elev
elevation :.
Low Bank Height
FS = 1088.934 eiev
elevation • • •
Flood Prone Area
width fpa 27.7
Channel Slope
percent slope -
Flow Resistance
Manning's "n"
D'Arcy - Weisbach "I" -
Note.
Distance BS
(ft)
0.97
1.87
2.5
2.8
3.12
3.33
3.5
4.04
4.57
5.13
5.56
5.99
6.62
6.98
7.36
7.56
7.76
8.47
8.65
8.62
9.75
11.43
12.74
13.86
15.48
17.36
19.42
21.7
25 30 35
Materials
- -- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- -- snear srress (io/sq.rt.)
- -- shear velocity (fUs)
- -- unit strm power (lb /fUs)
40
HI FS Elevation Omit Notes
(ft) (ft) (ft) Bkf

iuZIc
1090
1088
0 1086
1084
w
1082
1080
1078
0
10 20
Bankfull
Dimensions
90.8
x- section area (ft.sq.)
43.5
width (ft)
2.1
mean depth (ft)
5.3
max depth (ft)
46.5
wetted parimeter (ft)
2.0
hyd radi (ft)
20.8
width -depth ratio
Bankfull
Flow
- --
velocity (ft/s)
- --
discharge rate (cfs)
- --
Froude number
Cross Section
Pool
30 40 50
Width
Flood Dimensions
- C[ IU CI iVl III ICI II IGUV
5.3 low bank height (ft)
1.0 low bank height ratio
Flow Resistance
reference ID
instrument height
longitudinal station —
Bankfull Stage
FS = 1085.31 elev
elevation +:
Low Bank Height
FS = 1085.31 eiev
elevation
flood Prone Area
width fpa 62.7
Channel Slope
percent slope
Flow Resistance
Manning's "n"
D'Arcy - Weisbach "f"
Note:
- -- Manning's roughness
- -- D'Arcy- Weisbach fric .
resistance factor u /u'
relative roughness
60 70 80 90
Materials
- -- D50 (mm)
— D84 (mm)
- -- threshold grain size (mm):
Forces & Power
- -- channel slope ( %)
- -- shear stress (lb /sq.ft.)
- -- shear velocity (ft/s)
- -- unit strm power (Ib /ft/s)
Distance BS HI FS Elevation Omit Notes

1
1
1
1
1
1
1
1
1
f
f
1
1
1
t
1
1
1
IV71
1090
1089
1088
0 1087
'm 1086
w 1085
1084
1083
1082
1081
0
10 20
Bankfull Dimensions
65.1
x- section area (ft.sq.)
29.5
width (ft)
2.2
mean depth (ft)
3.1
max depth (ft)
32.5
wetted parimeter (ft)
2.0
hyd radi (ft)
13.4
width -depth ratio
Bankfull
Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
Glide
30 40 50 60 70 80
Width
Flood Dimensions Materials
62.4 W flood prone area (ft) - D50 (mm)
2.1 entrenchment ratio - D84 (mm)
3.6 low bank height (ft) - threshold grain size (mm).
1.2 low bank height ratio
Flow Resistance
reference ID
1�41C
instrument height
o - --
longitudinal station
Bankfull Stage
FS
;4 j" ':., = 1085 13 elev
elevation
fof'IQ,03 - --
Low Bank Height
FS
,.° CST = 1085 65 elev
elevation
u
Flood Prone Area
❑
width fpa
62.4
Channel Slope
1092.02
percent slope
1087.11
Flow Resistance
Manning's "n"
--
D'Arcy - Weisbach 'Y'
--
Note:
M
- Manning's roughness
- D'Arcy- Weisbach fric.
- resistance factor u/u'
- relative roughness
Forces & Power
- channel slope ( %)
- shear stress (lb /sq.ft.)
- shear velocity (ft/s)
- unit strm power (lb/ft(s)
Distance BS HI FS Elevation Omit Notes
!ft) M rftl !ftl /ftl R4f
90
tx
U5-
1092.02
3.:t�
1088.17
1092.02
1088.63
CL
1092.02
Y,SCC'.
1088.19
❑
U L3
1092.02
C,
1087.11
f C
109202
9W-
1085.76
M
1092.02
C^--�T
1085.35
❑
4�)E-
1092.02
CXi
1085.13
❑
F
1092.02
C G3
1085.4
D
1092.02
b,& e
1085.45
1092.02
C-7
1085.65
L o
1092.02
C,>
1085.31
❑
WSJ
1
1092.02
Cf-'-@
1085.13
❑
I>`
X9.0
1092.02
f4
1084.62
❑
'cap '
41?�B
1092.02
V �
1084.45
El
1
cJ
1092.02
'fl -4,
1084.18
Cf
109202
-P,�
1084.09
❑
< 35s
1092.02
CJ;'
1083.52
1092.02
1082.92
❑
1092.02
%,Ag
1082.53
❑
FEE"
1092.02
1082.02
Ci.<113.
1092.02
Ck
1082.13
rG
1092.02
ClJ5
108216
1092.02
C Ex
1082.14
.00
1092.02
T
108223
❑
1092.02
1082.4
Cv ?
1092.02
1082.38
Y
1092.02
108234
❑
�i c. =
CJ� >
1092.02
C77
1082.24
❑
C�J CJ
1092.02
E f?
1082.2
❑

1
1
1
l
1
1
1
1
1
f
i
r
t
i
t
Riffle
1090
1089 - -
1088
1087 - - - -- --- ---
0 1086 -
1085
w 1084 -
1083
1082
1081 - - -
1080
0
5 10
15 20
25 30
35
40 45 50
Width
Bankfull Dimensions
Flood Dimensions
Materials
65.8
x- section area (ft.sq.)
46.1
W flood prone area (ft)
—
D50 (mm)
31.7
width (ft)
1.5
entrenchment ratio
—
D84 (mm)
2.1
mean depth (ft)
6.2
low bank height (ft)
27
threshold grain size (mm):
3.3
max depth (ft)
1,9
low bank height ratio
33.6
wetted perimeter (ft)
2.0
hyd radi (ft)
15.2
width-depth ratio
Bankfull Flow
Flow Resistance
Forces & Power
3.5
velocity (ft/s)
0.045
Manning's roughness
0.45
channel slope ( %)
228.5
discharge rate (cfs)
0.19
D'Arcy- Weisbach fric.
0.55
shear stress (lb /sq.ft.)
0.44
Froude number
--
resistance factor u /u'
0.53
shear velocity (ft/s)
—
relative roughness
2
unit strm power (lb /ft/s)
Cross Section
reference ID
instrument height
longitudinal station
Bankfull Stage
FS = 1084 55 elev
elevation o --
Low Bank Height
FS = 1087 46 elev
elevation
Flood Prone Area
width fpa 46 1
Channel Slope
percent slope e
Flow Resistance
Manning's "n" a --
D'Arcy - Weisbach "f
Note:
Distance BS HI FS Elevation Omit Notes

1
1
1
1
1
1
1
1
1
1
f
I
1
1
t
1
1
1
iuoa
1087
1086
1085
c
°
iu 1084
T 1083
w
1082
,1081
1080
1079
0
10 20
Bankfull Dimensions
843
x- section area (ft.sq.)
38.8
width (ft)
2.2
mean depth (ft)
3.8
max depth (ft)
46.1
wetted parimeter (ft)
1.8
hyd radi (ft)
17.9
width -depth ratio
Bankfull Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
Run
30 40
Width
Flood Dimensions
- W flood prone area (ft)
- entrenchment ratio
6.2 low bank height (ft)
1.6 low bank height ratio
Flow Resistance
reference ID f'G
instrument height --
longitudinal station -
Bankfull Stage
FS --+ E• Q = 1083 73 elev
elevationi I
Low Bank Height
FS ° •NCO = 108613
elevation �Oo M't,�
Flood Prone Area
width fpa 80.7
Channel Slope
percent slope[-
Flow Resistance
Manning's "n" -
D'Arcy - Weisbach "f' --
Notre:
- Manning's roughness
- D'Arcy- Weisbach fric.
- resistance factor u/u"
- relative roughness
50 60 70
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (lb /sq.ft.)
- shear velocity (ft/s)
- unit strm power (lb /ft/s)
Distance BS HI FS Elevation Omit Notes
(ft) (ftl (ft) MI /ftl Rlrf
80
Qb3
1092.21
' 5
1086.71
lljce
Z� Cf
1092.21
@ u -ZN
1086.678
G > >
1092.21
Qjil
1086.699
f f.
109221
F� 9i, C7i u9�)
1086.695
❑
fl 7i
109221
=, U c UQ
1086.735
f C
1092.21
�5 )
1086.535
El
f 9 1f
1092.21f
uo 1
1086.095
❑
i&
1092.21
Qq
1085 889
❑
ff
1092.21
C1L&' W
1085.355
El
f
1092.21
QkK1
1085.242
❑
Zoo z�r
109221
T,2 3
1084.973
El
I
,W <P-b
1
1092.21
S 13
1084.676
❑
f3
1092.21
93,f
1084.085
fE
1092.21
1083.45
❑
1092.21
fli�Wf
1082.639
❑
f�ZJ
109221
a
1081.127
109221
i i CX833t
1080.562
Ej
1092.21
f i> °
1080.487
El
icy
1092.21
u u 4 7J3
1080.538
❑
1092.21
f t f 93
1080.686
❑
1092.21
f f ZYzT(3
1080.732
❑
109221
tC 4 S?
1081.866
❑
1092.21
�) E N7t
1082.343
❑
1092.21
�YJ T/ �K
1082.755
❑
I,G
1092.21
1082.917
❑
1092.21
0..: 1?
1083.125
s a
1092.21
a .Z _
1083.787
❑
1092.21
Q f qM�V',
1084.093
❑
C C °,
1092.21
c. a o ..
1084 15
❑

1
1
1
1
1
l
1
1
1
1
i
1
1
1
f
1
1
1
ivoi
1086
1085
1084
0 1083
m 1082
w
1081
1080
1079
1078
0
10 20
Bankfull Dimensions
126.0
x- section area (ft sq.)
60.8
width (ft)
2.1
mean depth (ft)
4.9
max depth (ft)
66.3
wetted parimeter (ft)
1.9
hyd radi (ft)
29.4
width-depth ratio
Bankfull
Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
Pool
30 40 50
Width
Flood Dimensions
- W flood prone area (ft)
- entrenchment ratio
6.7 low hank height (ft)
1.4 low bank height ratio
Flow Resistance
reference ID
instrument height r r -
longitudinal station -
Bankfull Stage
FS = 1083 41 elev
elevation
Low Bank Height
FS = 1085 29 elev
elevation r
Flood Prone Area
width fpa 83.9
Channel Slope
percent slope -
Flow Resistance
Manning's "n" -
D'Arcy - Weisbach 'T' -
Note:
- Manning's roughness
- D'Arcy- Weisbach fric.
- resistance factor u /u'
-- relative roughness
Distance BS
ft (ft)
1.9
3.97
5.57
6.18
6.33
7.08
7.41
8.35
9.14
9.2
10.18
11.46
12.11
12.69
12.97
14.14
1594
16.99
20.4
21.67
23.2
24.08
24.44
25.71
26.92
60 70 80
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (Ib /sq.ft.)
- shear velocity (ft/s)
- unit strm power (lb /ft/s)
HI FS Elevation Omit Notes
(ft) (ft) (ft) Bkf
1092.01
1086.51
1092.01
5.47418
1086.536
109201
5.536935
1086.473
1092.01
5.526888
1086.483
1092.01
5.707743
1086.302
1092.01
7.463673
1084.546
1092.01
6.755168
1085.255
1092.01
6.603156
1085.407
1092.01
6.611526
1085.398
1092.01
7.472965
1084 537
1092.01
8.605183
1083.405
1092.01
8.833718
1083.176
1092.01
9226661
1082.783
1092.01
9.754013
10.38356
1082 256
1081 626
1092.01
1092.01
11.0918
1080.918
109201
11.68897
1080.321
1092.01
11.90738
1080.103
1092.01
13.44815
1078.562
1092.01
12.34712
1079 663
1092.01
1180696
1080 203
1092.01
11.30107
1080.709
1092.01
11.22146
1080.789
1092.01
10.42185
1081.588
1092.01
9.953992
1092.01
9.575243
1092.01
9.1184
8.838751
ff1083.171
1092.01

1
1
1
1
1
1
r
t
t
t
ivoo
1087
1086
1085
0 1084
Q 1083
U.1
1082
1081
1080
1079
0
10 20
Bankfull Dimensions
74.0
x- section area (ft.sq.)
50.1
width (ft)
1.5
mean depth (ft)
3.3
max depth (ft)
53.4
wetted parimeter (ft)
1.4
hyd radi (ft)
33.9
width -depth ratio
Bankfull
Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
Glide
30 40 50
Width
Flood Dimensions
- W flood prone area (ft)
- entrenchment ratio
4.3 low bank height (ft)
1.3 low bank height ratio
Flow Resistance
reference ID
instrument height -
longitudinal station
Bankfull Stage
FS = 1083 41 elev
elevation '
Low Bank Height
FS 1084.4 elev
elevation '
Flood Prone Area
width fpa 65.0
Channel Slope
percent slope -
Flow Resistance
Manning's "n" -
D'Arcy - Weisbach 'Y' -
Note:
- Manning's roughness
- D'Arcy- Weisbach fric.
- resistance factor u /u*
- relative roughness
Distance BS
(ft) (ft
1.91
3.56
641
9
10.72
12.32
13.02
13.43
13.86
14.09
14.71
15.41
16.76
17.35
17 74
19.28
20.75
21.86
22.83
24.81
26.43
2837
29.91
3036
31.53
32.18
32.95
60 70
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (lb /sq.ft.)
- shear velocity (ft/s)
- unit stun power (Ib /ft/s)
HI FS Elevation Omit Notes

i
i
ivaa
1088
1087
1086
1085
° 1084
(9 1083
w 1082
1081
1080
1079
1078
10
15 20
Bankfull
Dimensions
63.3
x- section area (ft.sq.)
30.1
width (ft)
2.1
mean depth (ft)
4.5
max depth (ft)
35.2
wetted perimeter (ft)
1.8
hyd radi (ft)
14.3
width -depth ratio
Bankfull
Flow
3.5
velocity (ft/s)
222.5
discharge rate (cfs)
0.46
Froude number
Riffle
25 30 35
Width
Flood Dimensions
572 W flood prone area (ft)
1.9 entrenchment ratio
4.5 low bank height (ft)
1.0 low bank height ratio
Flow Resistance
0.042 Manning's roughness
017 D'Arcy- Weisbach fnc
- resistance factor u/u*
- relative roughness
Cross Section
reference ID
instrument height -
longitudinal station -
Bankfull Stage
FS = 1083 48 elev
elevation
Low Bank Height
FS = 1083 48 elev
elevation
Flood Prone Area
width fpa 57 2
Channel Slope
percent slope
Flow Resistance
Manning's "n"
D'Arcy - Weisbach 'T' - --
Note:
Distance BS
(ft) (ft)
1.6
3.32
5.75
7.24
927
11.21
1267
14.16
15.59
16.29
17.2
17.69
1852
1874
19.15
19.36
19.12
20.47
21.6
22.86
24.16
25.61
2734
28.97
30.62
3223
3341
40 45 50 55
N.
Materials
- D50 (mm)
- D84 (mm)
25 threshold grain size (mm):
Forces & Power
0.45 channel slope ( %)
0.50 shear stress (lb /sq.ft.)
051 shear velocity (ft/s)
2.1 unit strm power (lb /ft/s)
FS Elevation Omit Notes

1
1
1
1
1
1
1
1
1
1
1
1
1
IVU
1088
1086
c
0
a 1084
_m
w 1082
1080
1078
20
25 30 35
Bankfull
Dimensions
65.3
x- section area (ft.sq.)
27.5
width (ft)
2.4
mean depth (ft)
3.0
max depth (ft)
33.6
wetted parimeter (ft)
1.9
hyd radi (ft)
11.6
width -depth ratio
Bankfull
Flow
3.5
velocity (ft/s)
225.8
discharge rate (cfs)
0.44
Froude number
Cross Section
Riffle
40 45 50
Width
Flood Dimensions
56.4 W flood prone area (ft)
2.1 entrenchment ratio
4.8 low bank height (ft)
1.6 low bank height ratio
Flow Resistance
0.045 Manning's roughness
0.19 D'Arcy- Weisbach fric.
- resistance factor Wu'
- relative roughness
reference ID
instrument height -
longitudinal station -
Bankfull Stage
FS = 1081 82 elev
elevation m---
Low Bank Height
FS = 1083 59 eiev
elevation r
Flood Prone Area
width fpa 56.4
Channel Slope
percent slope
Flow Resistance
Manning's "n" r r
D'Arcy - Weisbach 'Y' - --
Note:
Distance BS
(ft) (ft
3
5
7
8.5
11
36.17
36.3
3649
36.5
37.12
37.52
37.53
55 60 65
Materials
- D50 (mm)
- D84 (mm)
27 threshold grain size (mm):
Forces & Power
0.45 channel slope ( %)
0.55 shear stress (lb /sq.ft.)
0.53 shear velocity (ft/s)
2.3 unit strm power (lb /ft/s)
HI
(ft)
FS Elevation Omit Notes
(ft) (ft)
Bkf
1086.37 LEP
1089.32
1089.32
3.76
1085.56
1085.47
1089.32
3.85
1089.32
4.6
1084.72
108932
5.72
1083.6
1089.32
6.03
1083.29
1089.32
6.24
1083.08
1089.32
6.65
1082.67
1089.32
6.6
1082.72
1089.32
6.16
1083.16
1089.32
5.88
1083.44
1089.32
5.72
1083.6
1089.32
5.8
1083.52
1089.32
573
1083.59
1089.32
5.84
1083.48
1089.32
5.98
1083.34
108932
6.3
1083.02
1089.32
672
1082.6
1089.32
6.92
6.74
1082.4
1089.32
1082.58
1089.32
698
7.27
108234
1089.32
1082.05
1089.32
7.5
1081.82
1089.32
7.7
108162
1089.32
7851
1081.47
1089.32
8.24
108108
1089.32
8.56
1080.76
1089.32
8.79
1080.53
3KF
70
BANKPIN 2

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Total Particles = 103.
KIVLKMUKPH
NAKIILLL SUMMAKY
----------------------------------------------------------------------
River Name:
Big Creek Phase 2
Reach Name:
Reach 2 - Phase 2
Sample Name:
Reach 2 Classification
Survey Date:
04/25/2008
----------------------------------------------------------------------
size (mm)
TOT #
ITEM %
CUM %
----------------------------------------
- -
- - -
0 - 0.062
3
2.91
2.91
0.062 - 0.125
3
2.91
5.83
0.125 - 0.25
8
7.77
13.59
0.25 - 0.50
14
13.59
27.18
0.50 - 1.0
17
16.50
43.69
1.0 - 2.0
1
0.97
44.66
2.0 - 4.0
1
0.97
45.63
4.0 - 5.7
1
0.97
46.60
5.7 - 8.0
1
0.97
47.57
8.0 - 11.3
11.3 - 16.0
4
3
3.88
2.91
51.46
54.37
-
16.0 22.6
8
7.77
62.14
22.6 - 32.0
9
8.74
70.87
32 - 45
16
15.53
86.41
45 - 64
7
6.80
93.20
64 - 90
6
5.83
99.03
90 - 128
1
0.97
100.00
128 - 180
0
0.00
100.00-
180 - 256
0
0.00
100.00
256 - 362
0
0.00
100.00
362 - 512
0
0.00
100.00
512 - 1024
0
0.00
100.00
1024 - 2048
0
0.00
100.00
Bedrock
0
0.00
100.00
D16 (mm)
0.29
D35 (mm)
0.74
D50 (mm)
10.06
D84 (mm)
42.98
D95 (mm)
72.03
D100 (mm)
128
silt /clay (%)
2.91
Sand ( %)
41.75
Gravel ( %)
48.54
ICobble
(%)
Boulder (%)
6.8
0
Bedrock (%)
0
Total Particles = 103.

Total Particles = 100.
1
RIVERMORPH
PARTICLE
SUMMARY
----------------------------------------------------------------------
River Name:
Reach Name:
Big Creek Phase 2
Reach 2 - Phase 2
sample Name:
Reach 2 Active Riffle
Survey Date:
04/25/2008
----------------------------------------------------------------------
Size (mm)
TOT #
ITEM %
CUM %
0 - 0.062
1
1.00
1.00
0.062 - 0.125
0
0.00
1.00
0.125 - 0.25
3
3.00
4.00
0.25 - 0.50
0
0.00
4.00
0.50 - 1.0
1
1.00
5.00
1.0 - 2.0
0
0.00
5.00
2.0 - 4.0
0
0.00
5.00
4.0 - 5.7
0
0.00
5.00
5.7 - 8.0
1
1.00
6.00
8.0 - 11.3
8
8.00
14.00
11.3 - 16.0
6
6.00
20.00
16.0 - 22.6
9
9.00
29.00
22.6 - 32.0
17
17.00
46.00
32 - 45
19
19.00
65.00
45 - 64
22
22.00
87.00
64 - 90
6
6.00
93.00
90 - 128
128 - 180
6
1
6.00
1.00
99.00
100.00
-
180 256
0
0.00
100.00
256 - 362
0
0.00
100.00
362 - 512
0
0.00
100.00
512 - 1024
0
0.00
100.00
1024 - 2048
0
0.00
100.00
Bedrock
0
0.00
100.00
D16 (mm)
12.87
D35 (mm)
25.92
D50 (mm)
34.74
D84 (mm)
61.41
D95 (mm)
102.67
D100 (mm)
179.99
/( (/)
sand 0
/)y
4
Gravel (%)
82
cobble (%)
Boulder (%)
13
0
Bedrock (%)
0
Total Particles = 100.
1

RIVERMORPH PARTICLE SUMMARY
----------------------------------------------------------------------
River Name:
Big creek Phase 2
1
Reach Name:
Reach 2 - Phase 2
Sample Name:
Reach 2 Bar Sample
Survey Date:
02/25/2009
1
----------------------------------------------------------------------
SIEVE (mm)
NET WT
----------------------------------------------------------------------
63
7.95
31.5
18.07
16.33
'16
8
10.05
4
5.13
2
3.36
'
PAN
13.43
D16 (mm)
0
'D35
(mm)
D50 (mm)
12.22
22.56
D84 (mm)
61.17
D95 (mm)
81.44
0
1
silt /Clay (%)
O
Sand ( %)
17.27
Gravel (%)
68.71
fcobble
(%)
14.02
Boulder (%)
0
Bedrock ( %)
0
Total Weight =
77.7600.
Largest Surface
Particles:
'Size(mm)
Weight
Particle 1:
91 2.25
Particle 2:
88 1.19
1

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Worksheet 5 -10. Summary form of annual streambank erosion estimates for various study reaches.
Stream: Big Creek Location: Reach 2
Graph Used: NC Total Bank Length (ft): 1462 Date: 2/25/2009
Observers: Walker, Cartner Valley Type: VIII Stream Type: F 4
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
Station (ft)
BEHI rating
NBS rating
Bank
Length of
Study bank
Erosion
Erosion
(Worksheet
(Worksheet
erosion
bank (ft)
height (ft)
subtotal
Rate
5-8)
5 -9)
rate
[(4)x(5)x(6)]
(tonstyr /ft)
(adjective)
(adjective)
(Figure 5-
(ft3/yr)
{[(7)127] x
38 or 5 -39)
1.3/(5))
(ftlyr)
Left Bank
1. 765-795
Moderate
Moderate
0.0705
30
6
12.69
0.02
Left Bank
2. 796-830
Moderate
Very High
0.2993143
35
5
52.38
0.07
Left Bank
3. 896-927
Moderate
Moderate
0.0691875
32
5
11.07
0.02
Right Bank
4. 775-830
High
Extreme
0.8002232
56
7.2
322.65
0.28
Left Bank
5. 830-895
Moderate
Low
0.0299077
65
5
9.72
0.01
Right Bank
6. 830-890
Moderate
High
0.1298077
60
7.8
60.75
0.05
Right Bank
7. 890-910
Very High
Extreme
1.4993182
20
6.6
197.91
0.48
Left Bank
8. 927-965
High
Very High
0.2996053
38
6
68.31
0.09
Left Bank
9. 965-1045
High
High
0.5000625
80
6
240.03
0.14
Right Bank
10. 910-965
Low
Low
0.0016364
55
6
0.54
0.00
Right Bank
11. 965 -1045
Low
Low
0.0016875
80
4
0.54
0.00
Right Bank
12. 1045-1075
Moderate
High
0.1305
30
4
15.66
0.03
Left Bank
13. 1045 -1075
High
Low
0.1095
30
6
19.71
0.03
Right Bank
14. 1075-1155
Moderate
Moderate
0.0700313
80
4
22.41
0.01
Left an
15. 1075-1150
Very High
Extreme
1.5
75
6
675
0.43
Right Bank
16. 1165-1285
Moderate
High
0.1500577
130
4
78.03
0.03
Left Bank
17. 1150-1215
Moderate
Low
0.0301154
65
4
7.83
0.01
Left Bank
18. 1215-1255
Moderate
Low
0.0077143
40
3.5
1.08
0.00
Left Bank
19. 1255-1285
High
High
0.20025
30
4
24.03
0.04
Right Bank
20. 1285-1365
Moderate
Moderate
0.0501429
70
5
17.55
0.01
Left an
21. 1285-1365
Low
Low
0.0019286
70
6
0.81
0.00
Copyright © 2006 Wildland Hydrology WARSSS page 5 -81

1
1
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1
1
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Worksheet 5 -10. Summary form of annual streambank erosion estimates for various study reaches.
Stream: Big Creek Phase 2, Reach - Reach 2 - Ph Location:
Graph Used: Total Bank Length (ft): 1462 Date: 2/25/2009
Observers: Valley Type: VIII Stream Type: F 4
(1)
(2 )
(3 )
(4)
(5)
(6)
7)
(8)
Station (ft)
BEHI rating
NBS rating
Bank
Length of
Study bank
Erosion
Erosion
(Worksheet
(Worksheet
erosion
bank (ft)
height (ft)
subtotal
Rate
5-8)
5 -9)
rate
[(4)x(5)x(6)]
(tonstyr /ft)
(adjective)
(adjective)
(Figure 5-
(ft3tyr)
{[(7)127] x
38 or 5 -39)
1.3/(5))
(ft/yr)
Right Bank
22. 1365-1415
High
Moderate
0.17
60
4.5
45.9
0.04
Left Bank
23. 1365-1450
Moderate
High
0.1499456
95
5.8
82.62
0.04
Right Bank
24. 1415-1460
Moderate
Moderate
0.1
45
3
13.5
0.01
Left Bank
25. 1450-1495
Moderate
Low
0.0696
45
5
15.66
0.02
Left Bank
26. 1495-1530
Moderate
Low
0.0308571
35
3.5
3.78
0.01
Right Bank
27. 1460-1550
Moderate
High
0.13
90
7.2
84.24
0.05
Left Bank
28. 1530-1575
Moderate
Low
0.0076364
45
5.5
1.89
0.00
Right Bank
29. 1550-1575
Moderate
High
0.0702
25
8
14.04
0.03
Left Bank
30.' 1575 -1617
Moderate
Moderate
0.0298469
42
5.6
7.02
0.01
Right Bank
31. 1575-1617
Low
Low
0.001978
42
6.5
0.54
0.00
Left Bank
32. 1617-1686
Moderate
Low
0.0297794
68
4
8.1
0.01
Right Bank
33. 1617-1637
Low
Moderate
0.0290769
20
6.5
3.78
0.01
Right Bank
34. 1637-1685
High
High
0.4999362
48
9.8
235.17
0.24
Left Bank
35. 1685-1718
Moderate
Moderate
0.1002273
33
4
13.23
0.02
Left an
36. 1718-1777
High
High
0.2499348
59
6.5
95.85
0.08
Right Bank
37. 1685-1800
Low
Low
0.008032
115
3.8
3.51
0.00
Left Bank
38. 1777-1800
High
Very High
0.3009486
23
5.5
38.07
0.08
Right Bank
39. 1800-1851
Moderate
Very High
0.2498824
51
7.5
95.58
0.09
Left Bank
40. 1800-1851
Low
Low
0.0014308
51
3.7
0.27
0.00
Right Bank
41. 1851-1915
Low
Moderate
0.0298828
64
4.8
9.18
0.01
Lett an
42. 1851-1955
Very High
Very High
2.0000769
104
5
1040.04
0.48
Copyright © 2006 Wildland Hydrology WARSSS page 5 -81

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Worksheet 5 -10. Summary form of annual streambank erosion estimates for various study reaches.
Stream: Big Creek Phase 2, Reach - Reach 2 - Ph Location:
Graph Used: Total Bank Length (ft): 1462 Date: 2/25/2009
Observers: Valley Type: VIII Stream Type: F 4
(1)
(2)
(3)
4)
(5)
(6)
(7)
(8)
Station (ft)
BEHI rating
NBS rating
Bank
Length of
Study bank
Erosion
Erosion
(Worksheet
(Worksheet
erosion
bank (ft)
height (ft)
subtotal
Rate
5-8)
5 -9)
rate
[(4)x(5)x(6)]
(tonstyr /ft)
(adjective)
(adjective)
(Figure 5-
(ft3/yr)
{[(7)/27] x
38 or 5 -39)
1.3/(5))
(ft/yr)
Left Bank
43. 1955 -1999
Low
Moderate
0.0306818
44
3.6
4.86
0.01
Right Bank
44. 1915-2021
Moderate
Low
0.0301639
106
3.8
12.15
0.01
Left Bank
45. 1999-2021
Moderate
Very High
0.250869
22
6.8
37.53
0.08
Right Bank
46. 2021-2071
Moderate
High
0.15012
50
5
37.53
0.04
Left Bank
47. 2021 - 2143
Low
Low
0.0022131
122
5
1.35
0.00
Right Bank
48. 2071 - 2143
Very High
High
0.9998354
62
9.8
607.5
0.47
Right Bank
49. 2143-2185
Moderate
Moderate
0.0702857
42
7.5
22.14
0.03
Right Bank
50. 2185-2197
Very High
Extreme
1.5
12
6
108
0.43
Right Bank
51. 2197-2227
Moderate
High
0.15
30
5.7
25.65
0.04
Left Bank
52. 2143 - 2185
High
Very High
0.3006303
42
3.4
42.93
0.05
Left Bank
53. 2185 - 2237
Moderate
Low
0.0298558
52
4
6.21
0.01
54.
55.
56.
57.
Total
Sum erosion subtotals in Column (7) for each BEHI/NBS combination
erosion
(ft3 r)
4556.52
Total
Convert erosion in ft3 /yr to yds3 /yr {divide Total erosion (ft3 /yr) by 27}
erosion
(yds3 / r
168.76
Convert erosion in yds3 /yr to tons /yr {multiply Total erosion (yds3 /yr)
Total
by 1.3}
erosion
(tonstyr)
219.39
Calculate erosion per unit length of channel {divide Total erosion
Total
(tons /yr) by total length of stream (ft) surveyed}
erosion
(tons /yr /ft)
0.1501
Copyright 0 2006 Wildland Hydrology WARSSS page 5 -81

1
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Worksheet 5 -3. Field form for Level II stream classification ( Rosgen, 1996; Rosgen and Silvey, 2005).
Stream: Big Creek Phase 2
Basin: Drainage Area: 3852.8 acres 6.02 mil
Location: Reach 3
Twp. &Rge: ; Sec. &Qtr.: ;
Cross - Section Monuments (Lat. /Long.): 0 Lat / 0 Long Date: 01/12/11
Observers: Walker /Cartner Valley Type: VII I
lankfull WIDTH (Wbkf)
IIDTH of the stream channel at bankfull stage elevation, in a riffle section. T32,79
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross - section, at bankfull stage elevation, in a
riffle section (dbe = A / Wba). 2.09
Bankfull X- Section AREA (Abkt)
AREA of the stream channel cross - section, at bankfull stage elevation, in a riffle
section.
68.47
Width /Depth Ratio (Wbkf / dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH, in a riffle section. 15.69
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross - section, or distance between the
bankfull stage and Thalweg elevations, in a riffle section. 3.23
WIDTH of Flood -Prone Area (Wfp,)
Twice maximum DEPTH, or (2 x dmbK) = the stage /elevation at which flood -prone area
WIDTH is determined in a riffle section. 38.48
Entrenchment Ratio (ER)
The ratio of flood -prone area WIDTH divided by bankfull channel WIDTH (Wfpa/ Wb1a)
(riffle section). 1.17
Channel Materials (Particle Size Index ) D60
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.
14
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. 0.00436
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). 1.05
Fat
fvft
F+
mm
Copyright © 2006 W ildland Hydrology WARSSS page 5 -29

1
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Worksheet 5-4. Morphological relations, including dimensionless ratios of river reach sites (Rosgen and Silvey, 2005).
c
m
Imeander Wavelength (L.)
i 207 1 136
; 289
L
Radius of Curvature (R°)
t 55.3 1 402
; 762
c
Belt Width (WaJ
1, 41.6 1 36
1 51.4
'
VIndividual
Pool Length
136.71, 15.3 65
; 1.25
1 1.081 1.54
Ift IPool
.1
; 1.10
Pool to Pool Spacing
78.6l 57.6
1 972
Pool to Pool Spacing/Riffle Width
Riffle Length
i 9.91 t 8.45
1 11.1
Ift I
Riffle Length/Riffle Width
; 0.30
1 025
1 0.33
Valley Slope (VS)
0.0046 !ft/ft
Avera
Stream Length (SL) 1
700 ift
IValley
m F
Dimensionless Geometry Raflos
Mean
Min
Max
'ft
Meander Length Ratio (Lw Wbm)
1 6.201
4.07
; 8.64
Ift
Radius of Curvature/Riffle Width (R°/Wb,)
t 1.66 L-1 2V._228
ift
Meander Width Ratio (Wm>Wwa)
; 1.25
1 1.081 1.54
Ift IPool
Length/Riffle Width
; 1.10
1 0.46
; 1.95
Ilft
Pool to Pool Spacing/Riffle Width
= 2.35
; 1.72
; 2.91
Ift I
Riffle Length/Riffle Width
; 0.30
1 025
1 0.33
le Water Surface Slope (S) 0.00436 ;ft/ft
ISinuosity (VS /S)
11.05
Length (VL) 580 ift
ISinuosity (SLNL)
; 121
m F
I Low Bank Height
start; 6.2 ift
°6-
Max Riffle
start) 3.15
;ft
Bank - Height Ratio (BHR)
start-L1.97
o)
Riffle Slope /Average Water Surface Slope (S / S -
(LBH)
2--'ift
end)
Depth
end; 3.01
;ft
(LBWMax Riffle Depth)
end! 2.06
m F
Facet Slopes M
Mean Min Max D
Dimensionless Slope Ratios M
Mean Min Max
a R
Riffle Slope (Sr,) 1
10.01810.010�- 10.0271ft/ft o
o)
Riffle Slope /Average Water Surface Slope (S / S -
-.'4.103 I2.381 ;'.6.1133
Reachb Riffle` Bar Reachb Riffles Bar Protrusion Hei htd
EIt/Clay = 2 1 0 0 D,s 1 0.71 15.61 1 1.61 1 0 imm
d
g
1% Sand 23 0 26.05 D, 1 11.64 1 27.52 4.7 1 0 tmm
1% Gravel 60 1 89 68.37 1 D 17.89 35.1 1 12.13 1 0 'mm
c
r 1% Cobble 1 14 11 5.58 6; 1 62.54 1 59.87 4822 1 0 imm
U
Boulder 1 1 ! 0 1 0 D95 1 84 1 86.29 1 68.54 1 0 Imm
%Bedrock 0 0 0 I D,. 1 511.98 1 128 105 1 0 tmm
...., �, 11-, ...ca.. u PLI­ arc ­V. uuu-Punn vdmes eacePL Puois: LdKerl dt UeepeSI pan or pool. ' ACIrve Deo of a rattle.
b Composite sample of riffles and pools within the designated reach. d Height of roughness feature above bed.
Copyright © 2006 Wildland Hydrology
WARSSS page 5 -31
%Bedrock 0 0 0 I D,. 1 511.98 1 128 105 1 0 tmm
...., �, 11-, ...ca.. u PLI­ arc ­V. uuu-Punn vdmes eacePL Puois: LdKerl dt UeepeSI pan or pool. ' ACIrve Deo of a rattle.
b Composite sample of riffles and pools within the designated reach. d Height of roughness feature above bed.
Copyright © 2006 Wildland Hydrology
WARSSS page 5 -31

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Worksheet 2 -2. Computations of velocity and bankfull discharge using various methods ( Rosgen, 2006b; Rosgen and
Silvey, 2007).
Bankfull VELOCITY & DISCHARGE Estimates
Stream: Big Creek Phase 2 Location: I Reach 3 - Phase 2
Date: 7/10/2010 1 Stream Type: F4 Valley Type: VIII
Observers: IStreamwalker Consulting HUC:
INPUT VARIABLES IF OUTPUT VARIABLES
Bankfull Riffle Cross - Sectional
73.43
Abkf
Bankfull Riffle Mean DEPTH
2.20
dbkf
AREA
ft /sec
a
^eM / WP
channel bed elevation. Substitute the D84 bedrock protrusion height in it for the D84 term in method 1.
(ft)
Bankfull Riffle WIDTH 33.41 I WbM Wetted PERMIMETER 36.49 WP
(ft) - (2 dbid) + WbM (ft)
D84 at Riffle
59.87
Dia•
I D84 (mm) / 304.8
0.20
D84
3.13
ft /sec
(mm)
^eM / WP
channel bed elevation. Substitute the D84 bedrock protrusion height in it for the D84 term in method 1.
(ft)
Bankfull SLOPE
0.0044
Sbkf
11
Hydraulic RADIUS
2 01
R
3.13
ft /sec
(ft/ft)
^eM / WP
channel bed elevation. Substitute the D84 bedrock protrusion height in it for the D84 term in method 1.
(ft)
Gravitational Acceleration
32,2
g
Relative Roughness
10.26
R / D�
3.13
ft /sec
(ft /sec z
)
R(ft) / D84 (ft)
channel bed elevation. Substitute the D84 bedrock protrusion height in it for the D84 term in method 1.
()
Drainage Area
6.0
I DA
Shear Velocity
'A
0.531
u*
3.13
ft /sec
(min)
u* = RS
channel bed elevation. Substitute the D84 bedrock protrusion height in it for the D84 term in method 1.
()
ESTIMATION METHODS Sankfull Bankfull
VELOCITY DISCHARGE
1. Friction Relative u =[2-83 + 5.66 * Lo (RID
D
9 { sa 11 U*
4.54
ft /sec IF333-68
0.00
cfs
Factorou hness
3.13
ft /sec
229.84
cfs
2. Roughness Coefficient: a) Manning's n from Friction Factor / Relative
0.00
ft /sec
0.00
cfs
Roughness (Figs. 2 -18, 2 -19) u= 1.49 *Rw *Sr2 /n n = 0.05
3.13
ft /sec
229.84
cfs
2. Roughness Coefficient: u = 1.49 *Rm *S 12/ n
0.00
ft /sec
0.00
cfs
b) Manning's n from Stream Type (Fig. 2 -20) n = 0.05
3.13
ft / sec
229.84
cfs
2. Roughness Coefficient: u = 1.49 *Rm *S 12/ n
c) Manning's n from Jarrett (USGS): n = 0.39 *So.38 *R -0.16 3.54 ft I sec 259.94 cfs
Note: This equation is applicable to steep, step /pool, high boundary
�, n= 0.044
roughness, cobble and boulder - dominated stream stems; i.e., for
3. Other Methods (Hey, Darc - Weisbac CNz y C, etc.) 5.13 ft / sec 377.00 cfs
Darc - Weisbach He
3. Other Methods (Hey, Darc - Weisbach, Chezy C, etc.
0.00
ft /sec
0.00
cfs
Chez C
-___ __rock on -that side. Substitute the -D84 boulder_ protrusion height in-ft-for the D84 term_in- method 1._ _ ___ -____ -]
Option 3.
For bedrock -dominated channels: Measure 100 "protrusion heights" of rock separations, steps, joints or uplifted surfaces above
channel bed elevation. Substitute the D84 bedrock protrusion height in it for the D84 term in method 1.
I Retum Period or Bankfull Discharge gto� Curves Q - u 1 2/ A year I) 3.09 I ft / sec 1,1 227.00 I cfs Irl
---]1 4. Continuity Equations: b) USGS Gage Data u = Q / A 0.00 1 ft / Sec 0.00 1 cfs
I Protrusion Heiaht Ontions for the De. Term in the Relative Rnunhnr+sa Ralatinn tRtn__�
Option 1.
For sand -bed channels: Measure 100 "protrusion heights" of sand dunes from the downstream side of feature to the top of feature.
Substitute the D84 sand dune protrusion height in it for the D84 term in method 1.
Option 2.
For boulder- dominated channels: Measure 100 "protrusion heights" of boulders on the sides from the bed elevation to the top of the
-___ __rock on -that side. Substitute the -D84 boulder_ protrusion height in-ft-for the D84 term_in- method 1._ _ ___ -____ -]
Option 3.
For bedrock -dominated channels: Measure 100 "protrusion heights" of rock separations, steps, joints or uplifted surfaces above
channel bed elevation. Substitute the D84 bedrock protrusion height in it for the D84 term in method 1.
Option 4.
For log - influenced channels: Measure "protrustion heights" proportionate to channel width of log diameters or the height of the log
on upstream side if embedded. Substitute the 084 protrusion height in ft for the D84 term in method 1.
Copyright © 2008 Wildland Hydrology
v=
M=
River Stability Field Guide page 2 -41

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Worksheet 3-14. Sediment competence calculation form to assess bed stability.
Stream: Big Creek Phase 2 Stream Type: F 4
Location: Reach 3 - Phase 2 Valley Type: VIII
Observers: StreamWalker Consulting Date: 02125/2009
Enter Required Information for Existing Condition
35.1
D50
Riff le bed material D50 (mm)
12.1
EQ
Bar sample D. (mm)
0.34
Dmax
Largest particle from bar sample (ft)
105
I (mm)
1304.8 mm /ft
0.00436
S
Existing bankfull water surface slope (ft/ft)
2.20
d
Existing bankfull mean depth (ft)
1.65
7.,-1
Immersed specific gravity of sediment
Select the Appropriate Equation and Calculate Critical Dimensionless Shear Stress
2.89
DSOI Dso
Range: 3 — 7 Use EQUATION 1: T* = 0.0834 ( D5 ,ID5o) -0.872
2.99
Dmax /D50
Range: 1.3 -3.0 Use EQUATION 2: T* = 0.0384 (Dmax /D50) 887
0.0145
ti`
Bankfull Dimensionless Shear Stress
EQUATION USED:
2
Calculate Bankfull Mean Depth Required for Entrainment of Largest Particle in Barr Sample
1.87
d
'
Required bankfull mean depth (ft) d= N * (7s S 1)L/max use Dma, in ft)
Calculate Bankfull Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample
0.00370
$
Required bankfull water surface slope ( ft/ft) S= S (use Dmax in ft)
d
Check: !I— Stable T- Aggrading I— Degrading
Sediment Competence Using Dimensional Shear Stress
0.599
Bankfull shear stress T = TdS (Ibs/ft2) (substitute hydraulic radius, R, with mean depth, d )
= 62.4, d = existing depth, S = existing slope
Shields
35
co
100
Predicted largest moveable particle size (mm) at bankfull shear stress T (Figure 3 -11)
Shields
1.4
co
0.58
Predicted shear stress required to initiate movement of measured Dmax (mm) (Figure 3 -11)
Shields
5.15
co
2.13
Predicted mean depth required to initiate movement of measured Dmax (mm) 't
d =-
T = predicted shear stress, Y= 62.4, S = existing slope Y$
Shields
0.0102
co
0.0042
Predicted slope required to initiate movement of measured Dmax (mm) $
C S - —
= predicted shear stress, 7= 62.4, d = existing depth yd
Check: I– Stable Ff– Aggrading I✓ Degrading
ICopyright © 2008 Wildland Hydrology River Stability Field Guide page 3 -101
1

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1089
1088
1087
1086
1085
°- 1084
.W
_m 1083
U' 1082
1081
1080
1079
1078
0
10
Bankfull Dimensions
612
x- section area (ft.sq.)
22.6
width (ft)
2.7
mean depth (ft)
3.6
max depth (ft)
27.0
wetted parameter (ft)
2.3
hyd radi (ft)
8.3
width -depth ratio
Bankfull Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Glide
20 30
Width
Flood Dimensions
45.4 W flood prone area (ft)
2.0 entrenchment ratio
5.2 low bank height (ft)
1.4 low bank height ratio
Flow Resistance
Cross Section
reference ID
instrument height - --
longitudinal station -
Bankfull Stage
FS = 1082 72 elev
elevation --
Low Bank Height
FS • r ' = 1084 29
elevation Em
Flood Prone Area
width fpa 45 4
Channel Slope
percent slope -
Flow Resistance
Manning's "n"
D'Arcy - Weisbach I'
Note:
- Manning's roughness
- D'Arcy- Weisbach fric.
- resistance factor u /u'
- relative roughness
Distance BS HI
(ft) (ft) (ft)
10
1 10
1.7 10
2 10
3 10
4 10
7 10
8 10
9 10
9.5 10
10 10
11 10
15 10
12 10
13 10
14 10
15 10
16 10
17 10
18 10
18.7 10
19 10
19.2 10'
19.5 10'
20 10'
206 10'
20.8 10, .
40 50
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (lb /sq.ft.)
- shear velocity (ft/s)
- unit strm power (lb /ft/s)
FS Elevation Omit Notes
(ft) (ft) Bkf
1086.01 LEP
90.38
90.38
4.45
1085.93
90.38
4.77
1085.61
90.38
4.88
1085.5
90.38
5.19
1085.19
90.38
5.75
1084.63
30.38
6.59
1083.79
30.38
688
1083.5
30.38
7.01
1083.37
30.38
7.12
1083.26
30.38
6.98
1083.4
1083.64
30.38
6.74
30.38
6.56
1083.82
30.38
6.2
1084.18
30.38
6.09
1084.29
30.38
6.09
1084.29
10.38
6.19
1084.19
10.38
6.38
1084
10.38
6.58
1083.8
10.38
6.74
1083.64
10.38
7.01
1083.37
10.38
7.25
1083.13
10.38
7.43
1082.95
10.38
7.66
1082.72
10.38
8.03
1082.35
1038
8.03
108235
10.38
8.26
848
1082.12
10.38
1081.9
1081.57
10.38
881
3KF
)rop off

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r
,'o,
1086
1085
1084
c
1083
cc
.2 1082
W 1081
1080
1079
1078
0
5 10
Bankfull
Dimensions
64.2
x- section area (ft.sq.)
32.2
width (ft)
2.0
mean depth (ft)
3.1
max depth (ft)
35.1
wetted parimeter (ft)
1.8
hyd radi (ft)
16.1
width -depth ratio
Bankfull
Flow
3.7
velocity (ft/s)
239.2
discharge rate (cfs)
0.48
Froude number
Cross Section
Riffle
15 20
25 30
Width
Flood Dimensions
38.5
W flood prone area (ft)
1.2
entrenchment ratio
6.7
low bank height (ft)
2.2
low bank height ratio
Flow Resistance
0.044 Manning's roughness
0.18 D'Arcy- Weisbach Eric.
- resistance factor u /u*
-- relative roughness
reference ID
instrument height s
longitudinal station
Bankfull Stage
FS M= t 681.95 elev
elevation
Low Bank Height
FS = 1085 22 elev
elevation o
Flood Prone Area
width fpa 38.5
Channel Slope
percent slope � - --
Flow Resistance
Manning's "n" - --
D'Arcy - Weisbach 'T' -
Note:
Distance BS
35 40 45 50
Materials
- D50 (mm)
- D84 (mm)
30 threshold grain size (mm):
Forces & Power
0.54 channel slope ( %)
0 62 shear stress (lb /sq.ft.)
0.56 shear velocity (ft/s)
2.5 unit strm power (Ib/ft/s)
HI
(ft)
FS Elevation Omit Notes
(ft) ft) Bkf
LEP
1090.75
1090.75
5.19
1090.75
5.13
1090.75
5.19
1090.75
5.28
1090.75
5.32
1090.75
5.525
1085.225
1090.75
5.87
1084.88
1090.75
6.54
108421
1090.75
7.15
1083.6
1090.75
7.77
1082.98
1082.48
1090.75
8 27
1090.75
8.49
1082.26
TC
1082.15
090.75
8 6
1090.75
8.8
BN
1081.95
1090.75
8.97
1081.78
1090 75
9 1
1081.65
1090.75
9.39
108136
1090.75
9.65
1081.1
1090.75
9 78
1080 97
1090.75
9.78
1080.97
1090.75
9.94
1080.81
1090.75
10 07
1080 68
TC
1090.75
10.1
10.56
11 25
1080 65
1090.75
1080.19
1090.75
1079.5
1090.75
11.4
11.48
1079.35
TC
1090.75
1079.27
E OF BAI
F
P OF BEI
OF BEI

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iuoo
1085
1084
1083
0
1082
m
w 1081
1080
1079
1078
0
5 10
Bankfull
Dimensions
69.2
x- section area (ft-sq.)
29.0
width (ft)
2.4
mean depth (ft)
2.8
max depth (ft)
31.7
wetted parimeter (ft)
2.2
hyd radi (ft)
12.1
vwdth -depth ratio
Bankfull
Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
s
Glide
15 20 25
Width
Flood Dimensions
38.6 W flood prone area (ft)
1.3 entrenchment ratio
5.3 low bank height (ft)
1.9 low bank height ratio
Flow Resistance
re
refence ID
instrument height -
longitudinal station -
Bankfull Stage
FS = 1081 45 elev
elevation
Low Bank Height
FS � = 1083 95 elev
elevation •
Flood Prone Area
width fpa 38.6
Channel Slope
percent slope
Flow Resistance
Manning's "n"
D'Arcy - Weisbach "f' - --
Note:
- Manning's roughness
- D'Arcy- Weisbach fric.
- resistance factor u /u'
- relative roughness
30 35 40
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (lb /sq.ft.)
- shear velocity (ft/s)
- unit strm power (lb /ft/s)
Distance BS HI FS Elevation Omit Notes
(ft) (ft) (ft) (ft) (ft) Bkf
7 3.3
1090.99
1090.99
1090.99
109099
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
1090.99
5.52
5.55
5.62
5.91
715
8.01
8.99
9.54
10.29
10.94
11.54
11.84
12.1
12.15
12.25
12.24
12.17
12.1
12.2
12.2
12.11
1219
12.15
12.25
12.14
12.16
12.19
1085.61
1085.47
1085.44
1085.37
108508
1083.84
1082.98
1082
1081.45
1080.7
1080.05
1079.45
1079.15
1078.89
1078.84
1078.74
1078 75
1078.82
107889
1078.79
107879
1078.88
1078.8
1
107884
1078.74
1078.85
1078.83
1078.8
LEP
left top bank
3KF
•EW
:ft scour ch.

1
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1
"Jo"
1085
1084
1083
0 1082
V 1081
w 1080
1079
1078
1077
1076
0
5 10
Bankfull
Dimensions
59.3
x- section area (ft.sq.)
30.8
width (ft)
1.9
mean depth (ft)
3.4
max depth (ft)
35.2
wetted parimeter (ft)
1.7
hyd radi (ft)
16.1
width -depth ratio
Bankfull
Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
la
Run
15 20 25 30 35 40 45 50
Width
Flood Dimensions Materials
39.7 W flood prone area (ft) - D50 (mm)
13 entrenchment ratio - D84 (mm)
70 low bank height (ft) - threshold grain size (mm):
2.1 low bank height ratio
Flow Resistance
referencelD
instrument height + + - --
longitudinal station -
Bankfull Stage
FS + = 1080 65 elev
elevation +
Low Bank Height
FS = 1084.29 elev
elevation +
Flood Prone Area
width fpa 39.7
Channel Slope
percent slope -
Flow Resistance
Manning's "n" --
D'Arcy - Weisbach T
Note:
-- Manning's roughness
- D'Arcy- Weisbach fric.
resistance factor u /u*
- relative roughness
Forces & Power
- channel slope (%)
- shear stress (lb /sq.ft.)
shear velocity (ft/s)
- unit stns power (Ib /ft/s)
Distance BS HI FS Elevation Omit Notes
(ft) (ft) (ft) (ft) (ft) Bkf
1091.05
1085.55
lep
084 1091.05
+
1085.49
1.56 1091.05
+
1085 297
2.3 1091.05
1085.054
3.51 1091.05
1084.47
4.64 1091.05
:: +
1084.062
5.59 1091.05
1083.405
6.05 1091.05
:
1083.19
7.25 1091.05
+
1082.973
8.1 1091.05
+
1082.647
8.55 1091.05
1082.357
9.11 1091.05
1082107
9.68 1091 05
+ • + :.
1081.541
1081.175
10.39 1091.05
10.87 1091.05
+ 1080.653
BKF
11.76 1091.05
+ + • 1080.344
12.84 1091.05
+ : 1080.216
15.11 1091.05
1079.816
17.76 1091 05
: + : 1079.569
19.01 1091.05
: + 1079.682
20.13 1091.05
1079.291
22.39 1091.05
+ : 1078.967
23.82 1091.05
1078.896
25.19 1091.05
1078.809
26.4 1091.05
1078.577
28.61 1091.05
1078.555
31.43 1091.05
+ 1078 323
3376 1091.05
... 11717A nA i

1
1
1
1
1
1
1
1
t
1
1
t
1
1
t
t
1
t
1
ivoo
1086
1084
0
1082
a�
U.1
1080
1078
1076
0
5 10
Bankfull
Dimensions
73.0
x- section area (ft.sq.)
29.6
width (ft)
2.5
mean depth (ft)
4.4
max depth (ft)
37.0
wetted parimeter (ft)
20
hyd radi (ft)
12.0
width -depth ratio
Bankfull
Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Pool
15 20 25 30 35 40
Width
Flood Dimensions Materials
37.4 W flood prone area (ft) - D50 (mm)
1.3 entrenchment ratio - D84 (mm)
8.1 low bank height (ft) - threshold grain size (mm):
1.8 low bank height ratio
Flow Resistance
Cross Section
reference ID
instrument height 0• • --
longitudinal station -
Bankfull Stage
FS = 1080 97 elev
elevation
Low Bank Height
FS = 1084 7 e
elevation
Flood Prone Area
width fpa 37.4
Channel Slope
percent slope
Flow Resistance
Manning's "n"
D'Arcy - Weisbach 'T' -
Note:
- Manning's roughness
- D'Arcy- Weisbach fhc.
- resistance factor u /u"
-- relative roughness
Forces & Power
- channel slope ( %)
- shear stress (lb/sq. ft.)
- shear velocity (ftls)
- unit strm power (Ib/ft/s)
Distance BS HI FS Elevation Omit Notes
(ft) ft ft Bkf
1090.94
1090.94
485
4.84
4.84
5.02
578
6.67
7.61
7.92
8.33
872
9.2
9.66
9.97
10.18
10.49
10.97
11.08
11.25
11.26
1089
10.75
10.69
10.83
11.01
11 37
11.72
11.95
1086.03
1086.09
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
1090.94
109094
1090.94
1090.94
1086.1
1086.1
1085.92
1085.16
1084.27
1083.33
1083.02
1082.61
1082.22
1081.74
1081.28
1080 97
1080.76
1080.45
1079.97
1079.86
1079.69
1079.68
1080.05
1080.19
1080 25
1080.11
1079.93
1090.94
1090.94
1079.57
1079.22
1090.94
1078.99
^
45
LEP
TOB
Toe of Bank
3KF
'and THL
'op of Sand

1
1
1
t
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
IVOO
1085
1084
1083
0 1082
io 1081
w 1080
1079
1078
1077
1076
0
10
Bankfull
Dimensions
57.8
x- section area (ft.sq.)
33.7
width (ft)
1.7
mean depth (ft)
3.0
max depth (ft)
34.9
wetted parimeter (ft)
1.7
hyd radi (ft)
19.6
width -depth ratio
Bankfull
Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
Glide
20 30
Width
Flood Dimensions
39.7 W flood prone area (ft)
1.2 entrenchment ratio
7.3 low bank height (ft)
2.4 low bank height ratio
Flow Resistance
- Manning's roughness
- DArcy- Weisbach fric.
- resistance factor u /u*
--- relative roughness
Distance BS HI
ft) (ft (ft)
reference ID
instrument height
4
longitudinal station -
7
_Bankfull Stage
8
FS � : = 1080 18 elev
9.3
elevation --
8.85
94
Low Bank Height
10
FS = 1084 49 elev
11
elevation
12
13
Flood Prone Area
14
width fpa 39.7
15
16
Channel Slope
17
percent slope -
18
19
Flow Resistance
21
Manning's "n" -
23
D'Arcy - Weisbach "f' -
24.4
25
Note:
26
27
28
29
30
40 50
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (ib /sq.ft.)
- shear velocity (ft/s)
--- unit strm power (lb /ft/s)
FS Elevation Omit Notes
(ft)
(ft) Bkf
1083.77 LEP
1090.99
2 1090.99 7.23 1083.76
1090.99 6.7 1084.29
6 1090.99 6.56 1084.43
1090.99 603 1084.96
1090.99 6.2 1084.79
1090.99 6.72 1084.27
1090.99 7.22 1083.77
1090.99 8.91 1082.08
1090.99 965 1081.34
1090.99 10.21 108078
1090.99 10.81 1080.18
1090.99 10.98 108001
1090.99 11.22 1079.77
1090.99 11.6 1079.39
1090.99 1203 107896
1090.99 12.41 1078.58
1090.99 12.62 1078.37
1090.99 12.56 1078.43
1090.99 12.87 1078.12
1090.99 13.06 1077.93
1090.99 13.25 1077.74
1090.99 13.38 1077.61
1090.99 13.39 10776
1090.99 13.44 1077.55
1090.99 13.53 1077.46
109099 1359 10774
1090.99 13.72 1077.27 r
3KF
.EW
3KF
.EW

1
1
1
1
1
1
t
1
1
1
1
1
1
1
1
1
1
i uo.uu
1084.00
1083.00
1082.00
0 1081.00
1080.00
A2
w
1079.00
1078.00
1077.00
1076.00
0
5
Bankfull Dimensions
59.3
x- section area (ft.sq.)
21.1
width (ft)
2.8
mean depth (ft)
3.5
max depth (ft)
24.9
wetted parimeter (ft)
2.4
hyd radi (ft)
7.5
width -depth ratio
Bankfull
Flow
4.0
velocity (ft/s)
236.7
discharge rate (cfs)
0.45
Froude number
Cross Section
Riffle
10 15 20
Width
Flood Dimensions
33.7 W flood prone area (ft)
1.6 entrenchment ratio
5.0 low bank height (ft)
1.5 low bank height ratio
Flow Resistance
0.049 Manning's roughness
0.21 D'Arcy- Weisbach fric.
— resistance factor u/u'
— relative roughness
reference ID
instrument height - --
longitudinal station —
Bankfull Stage
FS - 1080 24 elev
elevation '
Low Bank Height
FS = 1081 82 elev
elevation '
Flood Prone Area
width fpa 32 5
Channel Slope
percent slope-- -
Flow Resistance
Manning's
D'Arcy - Weisbach T ---
Note:
Distance BS HI
25 30 35
Materials
— D50 (mm)
— D84 (mm)
40 threshold grain size (mm):
Forces & Power
0.54 channel slope (%)
0.80 shear stress (lb /sq.ft.)
0.64 shear velocity (ft/s)
3.8 unit strm power (lb/ft/s)
FS Elevation Omit Notes

1
t
1
1
1
1
1
t
1
f
1
1
1
1
1
1
1
1
1 Vo7.UV
1084.00
1083.00
1082.00
0 1081.00
1080.00
w 1079.00
1078.00
1077.00
1076.00
1075.00
0
5
Bankfull Dimensions
53.6
x- section area (ft.sq.)
21.6
width (ft)
2.5
mean depth (ft)
3.7
max depth (ft)
26.0
wetted perimeter (ft)
2.1
hyd radi (ft)
8.7
width-depth ratio
Bankfull
Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
Pool
10 15 20
Width
Flood Dimensions
W flood prone area (ft)
- entrenchment ratio
3.7 low bank height (ft)
1.0 low bank height ratio
Flow Resistance
reference ID
instrument height + -
longitudinal station -
Bankfull Stage
FS = 1079 75 elev
elevation e
Low Bank Height
FS = 1079 75 elev
elevation
Flood Prone Area
width fpa 34 9
Channel Slope
percent slope -
Flow Resistance
Manning's "n"
D'Arcy - Weisbach'
Note:
- Manning's roughness
- D'Arcy- Weisbach Eric.
- resistance factor u /u"
- relative roughness
Distance BS
HI
(ft) (ft)
(ft)
1088,
1.89
1088.
2.96
1088,
4.11
1088
4.85
1088.
5.11
1088.
5.62
1088.
5.95
1088.
6.3
1088.
738
1088.
7.02
1088.
6.29
1088.
7.01
1088.
7.78
1088.
9.78
1088.
11.18
1088.
11.95
1088.
13.9
1088.
15.3
1088.
16.91
1088.
18.23
1088.
19.46
1088.
2035
1088.
20.44
1088.
2121
1088.,
21.55
1088.,
22.17
1088.,
25 30 35
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (lb/sq.ft.)
- shear velocity (ft/s)
- unit stns power (Ib /ft/s)
FS Elevation Omit Notes
(ft) (ft) Bkf

1
1
i
t
1
1
f
1
1
f
f
1
1
1
1
1
1
1
M
U
cz
N
cr
N
N
N
ciS
a_
Y
N
N
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i
LL
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1
t
KlVtKMUKVH
F'AK I ILLt JUMMAKT
----------------------------------------------------------------------
River Name:
Big Creek Phase 2
Reach Name:
Reach 3 - Phase 2
Sample Name:
Reach 3 Classification
Survey Date:
03/27/2009
----------------------------------------------------------------------
Size (mm)
TOT #
ITEM %
CUM
------- -----------------------
0 - 0.062
- -
2
- - -- --- - - -
2 00
- -- -----------------------
2 00
0.062 - 0.125
0
0.00
2.00"
0.125 - 0.25
0.25 - 0.50
0
8
0.00
8.00
2.00
10.00
-
0.50 1.0
14
14.00
24.00
1.0 - 2.0
1
1.00
25.00
2.0 - 4.0
2
2.00
27.00
4.0 - 5.7
3
3.00
30.00
5.7 - 8.0
1
1.00
31.00
8.0 - 11.3
3
3.00
34.00
11.3 - 16.0
14
14.00
48.00
16.0 - 22.6
7
7.00
55.00
22.6 - 32.0
10
10.00
65.00
32 - 45
7
7.00
72.00
45 - 64
13
13.00
85.00
64 - 90
13
13.00
98.00
90 - 128
1
1.00
99.00
128 - 180
0
0.00
99.00
180 - 256
0
0.00
99.00
256 - 362
0
0.00
99.00
362 - 512
1
1.00
100.00
512 - 1024
0
0.00
100.00
1024 - 2048
0
0.00
100.00
Bedrock
0
0.00
100.00
D16 (mm)
0.71
D35 (mm)
11.64
D50 (mm)
D84 (mm)
17.89
62.54
D95 (mm)
84
D100 (mm)
511.98
Silt /Clay ( %)
2
Sand M
23
Gravel ( %)
60
Cobble ( %)
14
Boulder ( %)
1
Bedrock ( %)
0
Total Particles
= 100.
1
t

Total Particles = 100.
d
Fi
t
KIVLKMORPH PAK11CLL
SUMMARY
----------------------------------------------------------------------
River Name:
Big Creek Phase 2
Reach Name:
Reach 3 - Phase 2
sample Name:
Reach 3 Active
Riffle
Survey Date:
03/27/2009
j----------------------------------------------------------------------
size (mm)
TOT #
ITEM %
CUM
------ - -
- -
-.00 -
-----------------------
-.
0-----0--.0-6--2
0
0
0 00
0.062 - 0.125
0
0.00
0.00
0.125 - 0.25
0
0.00
0.00
0.25 - 0.50
0
0.00
0.00
0.50 - 1.0
0
0.00
0.00
1.0 - 2.0
0
0.00
0.00
2.0 - 4.0
0
0.00
0.00
4.0 - 5.7
0
0.00
0.00
5.7 - 8.0
1
1.00
1.00
8.0 - 11.3
11.3 - 16.0
4
12
4.00
12.00
5.00
17.00
-
16.0 22.6
7
7.00
24.00
22.6 - 32.0
21
21.00
45.00
32 - 45
21
21.00
66.00
45 - 64
23
23.00
89.00
64 - 90
7
7.00
96.00
90 - 128
4
4.00
100.00
1
128 - 180
0
0.00
100.00
180 - 256
0
0.00
100.00
256 - 362
0
0.00
100.00
362 - 512
0
0.00
100.00
512 - 1024
0
0.00
100.00
1024 - 2048
0
0.00
100.00
Bedrock
0
0.00
100.00
D16 (mm)
15.61
D35 (mm)
27.52
D50 (mm)
35.1
D84 (mm)
59.87
D95 (mm)
86.29
D100 (mm)
128
1
silt /Clay ( %)
0
sand (%)
0
Gravel (%)
89
cobble ( %)
Boulder (%)
11
0
Bedrock (%)
0
Total Particles = 100.
d
Fi
t

t
1
1
1
RIVERMORPH PAR -11CLt SUMMARY
----------------------------------------------------------------------
River Name:
Big creek Phase 2
Reach Name:
Reach 3 - Phase 2
sample Name:
Reach 3 Bar sample
Survey Date:
03/27/2009
i----------------------------------------------------------------------
SIEVE (mm)
NET WT
----------------------------------------------------
- - - - -=
63
4
31.5
32.56
16
23.08
8
21.39
4
13.71
2
10.97
1
38.85
PAN
0
D16 (mm)
D35 (mm)
1.61
4.7
D50 (mm)
12.13
D84 (mm)
48.22
D95 (mm)
68.54
D100 (mm)
105
silt /clay (%)
0
Sand ( %)
26.05
Gravel ( %)
68.37
Cobble ( %)
5.58
Boulder (%)
0
Bedrock (%)
0
Total weight =
149.1500.
Largest Surface
Particles:
Size(mm)
weight
Particle 1:
105 2.62
Particle 2:
75 1.97
t
1
1
1

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Worksheet 5-10. Summary form of annual streambank erosion estimates for various study reaches.
Stream: Big Creek Location: Reach 3
Graph Used: NC Total Bank Length (ft): 626 Date: 2/25 /2009
Observers: Walker, Cartner Valley Type: VIII Stream Type: F 4
1
2)
3)
(4)
5
(6)
(8)
Station (ft)
BEHI rating
NBS rating
Bank
Length of
Study bank
Erosion
Erosion
(Worksheet
(Worksheet
erosion
bank (ft)
height (ft)
subtotal
Rate
5 -8)
5 -9)
rate
[(4)-(5)x(6)]
(tons /yr /ft)
(adjective)
(adjective)
(Figure 5-
(ft3 /yr)
{[(7)/27] x
38 or 5 -39)
1.3/(5))
(ft/yr)
Right Bank
1. 2227-2263
Low
Low
0.0019737
36
3.8
0.27
0.00
Left an
2. 2237-2363
Moderate
Low
0.03
126
3.5
13.23
0.01
Right B-a-nlW-
3. 2263-2373
Moderate
High
0.1500779
110
7
115.56
0.05
Left an
4. 2363-2465
Low
High
0.069958
102
7
49.95
0.02
Right Bank
5. 2373-2465
Low
Low
0.0020963
92
7
1.35
0.00
Left an
6. 2465-2523
Low
Low
0.0021485
58
6.5
0.81
0.00
Left an
7. 2523-2585
High
Moderate
0.1698387
62
7
73.71
0.06
Right an
8. 2465-2585
Moderate
Moderate
0.0699545
120
5.5
46.17
0.02
Left an
9. 2585-2660
Low
Low
0.0018947
75
3.8
0.54
0.00
Right an
io. 2585 - 2628
High
Very High
0.3003771
43
7.4
95.58
0.11
Right an
11. 2628 - 2660
Low
High
0.0695524
32
7.4
16.47
0.02
Left an
12. 2660 - 2700
Low
Low
0.0020455
40
6.6
0.54
0.00
Right an
13. 2660 - 2720
Low
Low
0.0025714
60
3.5
0.54
0.00
Left an
14. 2700 - 2745
Low
Very High
0.1302857
45
7
41.04
0.04
Left an
15. 2745 - 2825
Moderate
Moderate
0.0700962
80
6.5
36.45
0.02
Left an
16. 2825 - 2853
Moderate
Moderate
0.0698276
28
5.8
11.34
0.02
Right Bank
17. 2720 - 2853
Moderate
Low
0.0301128
133
6
24.03
0.01
18.
19.
20.
21.
ICopyright © 2006 Wildland Hydrology WARSSS page 5 -81
1

1
1
i
1
1
1
1
f
1
1
1
1
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1
1
1
1
1
1
Worksheet 5-10. Summary form of annual streambank erosion estimates for various study reaches.
Stream: Big Creek Location: Reach 3
Graph Used: NC Total Bank Length (ft): 626 Date: 1/12/2011
Observers: Walker, Cartner Valley Type: VIII Stream Type: F 4
1
(2 )
(3)
4
(5 )
(6)
(
8
Station (ft)
BEHI rating
NBS rating
Bank
Length of
Study bank
Erosion
Erosion
(Worksheet
(Worksheet
erosion
bank (ft)
height (ft)
subtotal
Rate
5 -8)
5 -9)
rate
[(4)-(5)x(6)]
(tons /yr /ft)
28.
(adjective)
(adjective)
(Figure 5-
(ft3 /yr)
{[(7)/27] x
38 or 5-39)
30.
1.3/(5))
(ft/yr)
31.
22.
23.
24.
25.
26.
27.
28.
29.
30.
31.
32.
33.
34.
35.
36.
Sum erosion subtotals in Column (7) for each BEHI/NBS combination
Total
erosion
ft3/
527.58
Convert erosion in ft3 /yr to yds3 /yr {divide Total erosion (ft3 /yr) by 271
Total
erosion
ds3!
19.54
Convert erosion in yds3 /yr to tons /yr {multiply Total erosion (yds3 /yr)
by 1.31
erosion
(tons /yr)
25.4
Calculate erosion per unit length of channel {divide Total erosion
(tons /yr) by total length of stream (ft) surveyed}
Total
erosion
tons/ /ft) 1
0.0406
Copyright © 2006 Wildland Hydrology
WARSSS page 5 -81

a � L �
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Worksheet 5-3. Field form for Level II stream classification ( Rosgen, 1996; Rosgen and Silvey, 2005).
Stream: Big Creek Phase 2
Basin: Dan River Drainage Area: 4006.4 acres 6.26 mil
Location: Reach 4
Twp. &Rge: ; Sec. &Qtr.: ;
Cross - Section Monuments (Lat. /Long.): 0 Lat / 0 Long Date: 01/12/11
Observers: Walker /Cartner Valley Type: VIII
,ankfull WIDTH (Wbkf)
WIDTH of the stream channel at bankfull stage elevation, in a riffle section. 26.18
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross - section, at bankfull stage elevation, in a
riffle section (dbe = A / Wba). 2.33
Bankfull X- Section AREA (Abkf)
AREA of the stream channel cross- section, at bankfull stage elevation, in a riffle
section.
60.79 i
Width /Depth Ratio (Wbkf/ dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH, in a riffle section. 11.24
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross - section, or distance between the
bankfull stage and Thalweg elevations, in a riffle section. 3.08
WIDTH of Flood -Prone Area (Wfpe)
Twice maximum DEPTH, or (2 x dmba) = the stage /elevation at which flood -prone area
WIDTH is determined in a riffle section. 42.6
Entrenchment Ratio (ER)
The ratio of flood -prone area WIDTH divided by bankfull channel WIDTH (Wtpa/ Wb1)
(riffle section). 1.63
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.
25.73
Water Surface SLOPE (S)
Channel slope = "rise over run" for a reach approximately 20-30 bankfull channel
widths in length, with the "riff le -to- riffle" water surface slope representing the gradient
at bankfull stage. 0.00372
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). 1.28
ft
MITI
Copyright © 2006 Wildland Hydrology WARSSS page 5 -29

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Worksheet 5-4. Morphological relations, including.dimensionless ratios of river reach sites (Rosgen and Silvey, 2005).
Ift (Meander Length Ratio (L,,,/WbM)
Meander Wavelength (Lm)
j 171
; 155 ; 199
aRadius
of Curvature (R°)
46.4
35.1 . 63.2
c
Belt Width (Wb,J
84.6
; 73.1- 111
VIndividual
Pool Length
! 61.7
; 35.4 = 79.5
]. 5.04
Pool to Pool Spacing
j 90.1
i 48.3 1 132
; 123
Riffle Length
; 18.4 5.371 32.2
Glide Slope /Average Water Surface Slope (S9 / S)
;0.567;0.25010.875
le Water Surface Slope (S) 0.00372 I'ft/ft
Sinuosity (VS /S)
Mean Min Max
Valley Slope (VS) =
0.0047
;fUft jAvera
Max Riffle Depth (d°,.,,,)
Stream Length (SL) 1
960
ift IValley
Ift (Meander Length Ratio (L,,,/WbM)
16.53
11 5.90 '17.59
ift Radius of Curvature /Riffle Width (R,/Wbm)
1 1.771
1.34
1 2.41
!ft Meander Width Ratio (Wbu/WWae)
; 3.23 ; 2.79
1422
lft Pool Length/Riffle Width
= 236
; 1.35
; 3.04
ift I Pool to Pool Spacing/Riffle Width
13.441, 1.85
]. 5.04
lit I Riffle Length/Riffle Width
; 0.70
; 0.21
; 123
Glide Slope (Se)
;0.00210.00110.0031ff/ft
0. -t
Glide Slope /Average Water Surface Slope (S9 / S)
;0.567;0.25010.875
le Water Surface Slope (S) 0.00372 I'ft/ft
Sinuosity (VS /S)
Mean Min Max
; 1.28
Length (VL) 1 850 1" it ISinuosity
(SUVL)
Max Riffle Depth (d°,.,,,)
; 1.13
?
Low Bank Height
start, 3.96 ;ft
Max Riffle
start;
Ift
Bank - Height Ratio (BHR)
start;
I Riffle Slope /Average Water Surface Slope (Sn, / S)
(LBH)
I
end; 542 Ift
Depth
_3.3
end,, 2.74
;ft
(LBH/Max Riffle Depth)
_1.2
end; 1.98
?
Facet Slopes
Mean Min Max
Dimensionless Slope Ratios
Mean Min Max
o
a
Riffle Slope (Sn,)
10.005,10.003',' .0071ftIft
I Riffle Slope /Average Water Surface Slope (Sn, / S)
111.282,10.' 874 i 1 81:
c
Run Slope (S.„
10.01510.000.0251ft/ft
Run Slope/Average Water Surface Slope (SN°/ S)
j4.121;1.659;6.681
t
Pool Slope (Sp)
0.000, 0.000; 0.000 ft/ft
Pool Slope /Average Water Surface Slope (Sp / S)
0.059-10.022 ; 0.111
V
Glide Slope (Se)
;0.00210.00110.0031ff/ft
0. -t
Glide Slope /Average Water Surface Slope (S9 / S)
;0.567;0.25010.875
%Cobble
Feature Midpoint a
Mean Min Max
Dimensionless Depth Ratios
Mean Min Max
V
Max Riffle Depth (d°,.,,,)
1 3.08 ; 3.01 ; 3.14 ;ft
I Max Riffle Depth /Mean Riffle Depth (d,,,a„m / dbw)
{ 1.32 ; 1.29 1 1.35
D� 113.75
Max Run Depth (d__)
1 3.32 ; 2.93 ; 3.60 ;ft
Max Run Depth /Mean Riffle Depth (dm� ° / dbM)
; 1.42 ? 1.26 ; 1.55
D,m ; 180
Max Pool Depth (d,.p)
1 4.02 ) 3.24 ; 4.77 ;ft
Max Pool Depth/Mean Riffle Depth (d,°.p / db ,)
; 1.731 1.39 1 2.05
Max Glide Depth (dm a)
; 2.99 ; 2.99 ; 2.99 ;ft
Max Glide Depth/Mean Riffle Depth (d,°.9 / db,)
( 1.281 1.281 1.28
H
Bar
Reach°
Riffle
Bar
Reach"
d
SilUClay
8
' 0
0
D,s 0.13
0
% Sand
22
i 0
i 59.49
F D35 1 16
0
°1° Gravel
49
28
80.81
D� 25.73
t
%Cobble
21
0 f
2.75
D. 75.82
V
Boulder
0
I 0 1
0
D� 113.75
% Bedrock
0
72
0
D,m ; 180
° Min, max, mean depths are ave. mid -point values except pools: taken at deepest part of pool
° Composite sample of riffles and pools within the designated reach.
Copyright © 2006 Wildland Hydrology
Riffle'
Bar
Protrusion
0
0
= 0
0
6.8
0
0
13.06
0
0
42.35
0
0
i 59.49
1 0
0
90
0
`Active bed of a riffle.
° Height of roughness feature above bed
WARSSS page 5 -31

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Worksheet 2 -2. Computations of velocity and bankfull discharge using various methods ( Rosgen, 2006b; Rosgen and
Silvey, 2007).
Bankfull VELOCITY & DISCHARGE Estimates
Stream: Big Creek Phase 2 Location: Reach 4 -Phase 2
Date: 2/25/2009 1 Stream Type: G4 Valley Type: VIII
Observers: Istreamwalker Consulting HUC:
11 INPUT VARIABLES 11 OUTPUT VARIABLES
IBankfull Riffle Cross-Sectional
61.05
W
Bankfull Riffle Mean DEPTH
2.47
dftk
L
ft / Sec
I IF
(ft)
(2 * db,d) + Wbld
(ft)
Bankfull Riffle WIDTH
24.74
W
Wetted PERMIMETER
27.94
Wy
L
ft / Sec
I IF
(ft)
(2 * db,d) + Wbld
(ft)
D84 at Riffle
78.00
Dim'
D84 (mm) / 304.8
0.26
D84
L
ft / Sec
I IF
(mm)
Abkt / WP
(ft)
Bankfull SLOPE
0.0037
Sbkf
Hydraulic RADIUS
2'19
R
L
ft / Sec
I IF
(ft / ft)
Abkt / WP
(ft)
Gravitational Acceleration
32.2
9 I
F Relative Rou 9 hness
8,56
1 R / D84
L
ft / Sec
I IF
(n / sec2) I
I R(ft) / D84 (ft)
(fUsec)
(�
Drainage Area
IL6_3
DA 11
I
Shear Velocity
0.512
U*
L
ft / Sec
I IF
(min)
u' _ (gRS)
(fUsec)
ESTIMATION METHODS Bankfull Bankfull
VELOCITY DISCHARGE
1. Friction Relative u c 2.83 + 5.66 * Lo R / D
f 9 t' ea } 1 u
4.14
ft !sec
253.03
cfs
Factor/
Rou hness
L4.44
ft / Sec
I IF
271.06
cfS
2. Roughness Coefficient: a) Manning's n from Friction Factor / Relative
0.00
ft /sec
0.00
cfs
I
Roughness (Figs. 2 -18, 2 -19) u = 1.49 *R2" *S 12/ n n = 0.0344
L4.44
ft / Sec
I IF
271.06
cfS
2. Roughness Coefficient: u =1.49 *RZ" *Sf2 /n
0.00
ft /sec
0.00
cfs
I
b) Manning's n from Stream Type (Fig. 2 -20) n = 0.057
2.68
ft /sec
163.61
cfs
I
2. Roughness Coefficient: u- 1.49 *R1" *S72 /n
c) Manning's n from Jarrett (USGS): n = 0.39 *SOAa *R -o.is 3.71 ft /sec 226.50 cfs
Note: This equation is applicable to steep, step /pool, high boundary n = 0.041
roughness, cobble- and boulder- dominated stream systems; i.e., for
3.45ther Methods (Hey, Darc - Weisbach, Chezy C, etc.) 4.74 ft / sec 1 289.52 cfs
Darc -Weisbach He
3. Other Methods (Hey, Darc - Weisbach, Chezy C, etc.
0.00
ft /sec
0.00
cfs
I
Chez C
4. Continuity Equations: a) Regional Curves u = Q / A
Retum Period for Bankfull Discharge Q=
3.83
ft / sec
234.00
cfs
1,2 year
---]1 4. Continuity Equations: b) USGS Gage Data u = Q / A 0.00 1 ft 7sec 0.00 1 cfs
Protrusion Height Options for the Da, Term in the Relative Roughness Relation (R/D84) - Estimation Method 1
Option 1. For sand -bed channels: Measure 100 "protrusion heights" of sand dunes from the downstream side of feature to the top of feature.
Substitute the D84 sand dune protrusion height in it for the Da, term in method 1.
Option 2. For boulder - dominated channels: Measure 100 "protrusion heights" of boulders on the sides from the bed elevation to the top of the
rock on that side. Substitute the D84 boulder protrusion height in it for the D84 term in method 1.
Option 3. For bedrock- dominated channels: Measure 100 "protrusion heights" of rock separations, steps, joints or uplifted surfaces above
channel bed elevation. Substitute the D84 bedrock protrusion height in it for the D84 term in method 1.
Option 4. For log - influenced channels: Measure "protrustion heights" proportionate to channel width of log diameters or the height of the log
on upstream side if embedded. Substitute the DB4 protrusion height in ft for the D84 term in method 1.
ICopyright © 2008 Wildland Hydrology River Stability Field Guide page 2 -41

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Worksheet 3-14. Sediment competence calculation form to assess bed stability.
Stream: Big Creek Phase 2 Stream Type: G 4c
Location: Reach 4 - Phase 2 Valley Type: VIII
Observers: StreamWalker Consulting Date: 02/25/2009
Enter Required Information for Existing Condition
45.7
D50
Riffle bed material D50 (mm)
13.1
Dso
Bar sample D50 (mm)
0.30
Dmax
Largest particle from bar sample (ft)
90
(mm)
1304.8 mm /ft
0.00372
S
Existing bankfull water surface slope (ft/ft)
2.33
d
Existing bankfull mean depth (ft)
1.65
.7,-1
Immersed specific gravity of sediment
Select the Appropriate Equation and Calculate Critical Dimensionless Shear Stress
3.50
DsoI Dso
Range: 3 - 7 Use EQUATION 1: T* = 0.0834 ( D50ID5o) 872
1.97
Dmax /D50
Range: 1.3 - 3.0 Use EQUATION 2: T* = 0.0384 (Dm ,,ID50) -0.887
0.021
Bankfull Dimensionless Shear Stress
EQUATION USED:
2
Calculate Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample
2.79
d
2�(y - i >omax
Required bankfull mean depth (ft) d= SS (use Dmax in ft)
Calculate Bankfull Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample
0.00446
S
Required bankfull water surface slope (ft/ft) S= S (use Dm. in ft)
d
Check: F Stable T- Aggrading r-
Sediment Competence Using Dimensional Shear Stress
0.541
Bankfull shear stress T ='YdS (lbs /ftz) (substitute hydraulic radius, R, with mean depth, d )
7=62.4, d =existing depth, S =existing slope
Shields
45
co
95
Predicted largest moveable particle size (mm) at bankfull shear stress T (Figure 3 -11)
Shields
1.25
co
0.47
Predicted shear stress required to initiate movement of measured Dmax (mm) (Figure 3 -11)
Shields
5.38
co
2.02
Predicted mean depth required to initiate movement of measured Dmax (mm) Z
d -
'C = predicted shear stress, '�= 62.4, S = existing slope YS
Shields
0.0086
co
0.0032
Predicted slope required to initiate movement of measured Dmax (mm) Z
S - —
'C = predicted shear stress, 'Y = 62.4, d = existing depth yd
Check: W Stable T- Aggrading r- Degrading
ICopyright © 2008 Wildland Hydrology
River Stability Field Guide page 3 -101

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1084
1083
1082
1081
0 1080
io 1079
w 1078
1077
1076
1075
1074
0 10 20
Bankfull Dimensions
1397
x- section area (ft sq.)
44.3
width (ft)
3.2
mean depth (ft)
4.1
max depth (ft)
49.7
wetted parimeter (ft)
2.8
hyd radi(ft)
14.0
width -depth ratio
Bankfull
Flow
—
velocity (ft/s)
—
discharge rate (cfs)
—
Froude number
Cross Section
Pool
30 40
Width
Flood Dimensions
53.4 W flood prone area (ft)
1.2 entrenchment ratio
7.2 low bank height (ft)
1.8 low bank height ratio
Flow Resistance
reference heig ID
instrument ht
longitudinal station —
Bankfull Stage
FS r = 1079 22 elev
elevation --
Low Bank Height
FS 1082 37 elev
elevation 10TTSM
Flood Prone Area
width fpa 53.4
Channel Slope
percent slope
Flow Resistance
Manning's "n"
D'Arcy - Weisbach 'Y'
Note:
— Manning's roughness
— D'Arcy- Weisbach fric.
— resistance factor u /u'
— relative roughness
Distance BS
(ft) (ft)
3 07
4.45
5.44
50 60 70
Materials
— D50 (mm)
— D84 (mm)
— threshold grain size (mm):
Forces & Power
-- channel slope ( %)
— shear stress (lb /sq.ft.)
— shear velocity (ft/s)
unit strm power (lb /ft/s)
HI FS Elevation Omit Notes
(ft) (ft) (ft) Bkf
10.4
11.34
12.36
12.87
14.03
16.06
17.93
20.07
21.47
23.4
25.1
27.25
29.35
31.92
35.01
37.34

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l U04
1083
1082
1081
C 1080
.W
m 1079
W
1078
1077
1076
1075
0
5 10
Bankfull Dimensions
60.5
x- section area (ft.sq.)
27.6
width (ft)
2.2
mean depth (ft)
30
max depth (ft)
30.3
wetted parimeter (ft)
2.0
hyd radi (ft)
12.6
width -depth ratio
Bankfull
Flow
3.9
velocity (ft/s)
233.3
discharge rate (cfs)
0.48
Froude number
15
Riffle
20 25 30
Width
Flood Dimensions
38.4 W flood prone area (ft)
1.4 entrenchment ratio
5.5 low bank height (ft)
1.8 low bank height ratio
Flow Resistance
0.032 Manning's roughness
009 D'Arcy- Weisbach fric.
- resistance factor u/u'
- relative roughness
Cross Section
reference ID
instrument height - --
longitudinal station -
Bankfull Stage
FS = 1078.94 elev
elevation
Low Bank Height
FS = 1081 4 elev
elevation m
Flood Prone Area
width fpa 38.4
Channel Slope
percent slope-- -
Flow Resistance
Manning's "n"
D'Arcy - Weisbach I' - --
Note:
Distance BS HI
(ft) ft) (ft)
10.5
12.2
13
14
16.2
17.2
18
19
20
21.5
22
23
24
25
26
28
28.8
29
30
31
32
33
35 40 45
Materials
- D50 (mm)
- D84 (mm)
17 threshold grain size (mm):
Forces & Power
0.273 channel slope ( %)
0.34 shear stress (lb /sq.ft.)
0.42 shear velocity (ft/s)
1.44 unit stns power (lb /ft/s)
FS Elevation Omit Notes
(ft) (ft) Bkf
1082.64 LEP
1088.38
2 1088.38 6.25 1082.13
3 1088.38 6.58 1081.8
4 1088.38 6.71 1081.67
7 1088.38 6.98 1081.4
9 1088.38 7.39 1080.99
1088.38 7.96 1080.42
1088.38 9.58 1078.8
1088.38 9.87 1078.51
1088.38 10.11 1078.27
1088.38 10.54 107784
1088.38 11.35 1077.03
1088.38 11.46 1076.92
1088.38 11.49 1076.89
1088.38 11.6 1076.78
1088.38 11.73 1076.65
1088.38 11.85 1076.53
1088.38 11.88 1076.5
1088.38 11.84 1076.54
1088.38 11.88 1076.5
1088.38 12.01 1076.37
1088.38 12.13 1076.25
1088.38 12.15 1076.23
1088.38 1221 1076.17
1088.38 12.22 A15
1088.38 12.21
1088.38 1223
1088.38 12.16
LEW
50
LEW
50

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1084
1083
1082
1081
1080
a 1079
m 1078
W 1077
1076
1075
1074
1073
0 10
Bankfull Dimensions
82.9
x- section area (fLsq.)
28.5
width (ft)
2.9
mean depth (ft)
5.0
max depth (ft)
31.7
wetted perimeter (ft)
2.6
hyd radi (ft)
9.8
width -depth ratio
Bankfull
Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
Pod
20 30
Width
Flood Dimensions
42.6 W flood prone area (ft)
1.5 entrenchment ratio
7.5 low bank height (ft)
1.5 low bank height ratio
Flow Resistance
reference ID
instrument height
longitudinal station -
Bankfull Stage
FS M= 1079 e'ev
elevation - --
Low Bank Height
FS 1081 51 elev
elevation
Flood Prone Area
width fpa 42.6
Channel Slope
percent slope -
Flow Resistance
Manning's ' n"
D'Arcy - Weisbach "t•' -
Note:
- Manning's roughness
- D'Arcy- Weisbach fric.
- resistance factor u /u'
- relative roughness
Distance BS HI
ft) (ft) (ft)
3
5
7
9
1
11
1
1
15
16
17
18
19
20.7
21.3
22
23
24
25
26
27
28
29
30
31
32
33
40 50
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (lb /sq.ft.)
- shear velocity (ft/s)
- unit strm power (lb/ft/s)
FS Elevation Omit Notes
ft (ft) Bkf
1082 4 LEP
1088.38
1088.38 6
6.47 1
1081.91
1088.38 6
6.4 1
1081.98
1088.38 6
6.54 1
1081.84
1088.38 6
6.72 1
1081.66
BKF
Tandy Point
-EW
/ery Soft Su
/ery Soft Su

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1083.00
1082.00
1081.00
1080.00
C
° 1079.00
m
1078.00
w
1077.00
1076.00
1075.00
1074.00
0 5 10
Bankfull Dimensions
73.9
x- section area (ft.sq.)
28.5
width (ft)
2.6
mean depth (ft)
3.4
max depth (ft)
31.6
wetted parimeter (ft)
2.3
hyd radi (ft)
11.0
width -depth ratio
Bankfull Flow
—
velocity (ft/s)
—
discharge rate (cfs)
—
Froude number
Cross Section
Run
15 20 25
Width
Flood Dimensions
— W flood prone area (ft)
— entrenchment ratio
5.2 low bank height (ft)
1.5 low bank height ratio
Flow Resistance
reference ID
instrument height +
longitudinal station —
Bankfull Stage
FS = 1078 32 elev
elevation + - --
Low Bank Height
FS = 1080 15
elevation + r
Flood Prone Area
width fpa 43 2
Channel Slope
percent slope —
Flow Resistance
Manning's "n"
D'Arcy - Weisbach "f'
Note:
— Manning's roughness
— D'Arcy- Weisbach fric.
— resistance factor u/u'
— relative roughness
30 35 40
Materials
— D50 (mm)
— D84 (mm)
— threshold grain size (mm):
Forces & Power
— channel slope ( %)
— shear stress (lb /sq.ft.)
— shear velocity (ft/s)
— unit strm power (lb /ft/s)
Distance BS HI FS Elevation Omit Notes
(ft) (ft) (ft) (ft) (ft) Bkf

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1083.00
1082.00
1081.00
1080.00
0 107900
io 1078.00
w 1077.00
1076.00
1075.00
107400
1073.00
0 10 20
Bankfull Dimensions
96.1
x- section area (ft.sq.)
47.2
width (ft)
2.0
mean depth (ft)
3.2
max depth (ft)
48.8
wetted parimeter (ft)
2.0
hyd radi (ft)
23.1
width -depth ratio
Bankfull
Flow
—
velocity (ft/s)
—
discharge rate (cfs)
—
Froude number
Cross Section
Pool
30 40
Width
Flood Dimensions
— W flood prone area (ft)
— entrenchment ratio
5.9 low bank height (ft)
1.8 low bank height ratio
Flow Resistance
reference ID
instrument height
longitudinal station —
Bankfull Stage
FS = 1077 81 e'er,
elevation v
Low Bank Height
FS = 1080.27 e!ev
elevation s a
Flood Prone Area
width fpa 59 8
Channel Slope
percent slope
Flow Resistance
Manning's "n" --
D'Arcy - Weisbach "t" —
Note.
-- Manning's roughness
— D'Arcy- Weisbach fric.
— resistance factor u/u`
– relative roughness
50 60
Materials
— D50 (mm)
— D84 (mm)
— threshold grain size (mm):
Forces & Power
— channel slope ( %)
— shear stress (lb /sq.ft.)
— shear velocity (ft/s)
— unit stns power (Ib/ft/s)
Distance BS HI FS Elevation Omit Notes
(ft) (ft) (ft) (ft) (ft) Bkf

1
1
i
1
1
1
1
1
1
1
1
1
1
i
t
1
1
1
1
1083
1082
1081
1080
0 1079
y 1078
w
1077
1076
1075
1074
30 40
Bankfull Dimensions
61.8
x- section area (fLsq.)
24.8
width (ft)
2.5
mean depth (ft)
3.2
max depth (ft)
28.0
wetted parimeter (ft)
2.2
hyd radi (ft)
10.0
width -depth ratio
Bankfull
Flow
3.8 velocity (ff/s)
232.7 discharge rate (cfs)
0.45 Froude number
Cross Section
Riffle
50 60
Width
Flood Dimensions
48.5 W flood prone area (ft)
2.0 entrenchment ratio
3.8 low bank height (ft)
1.2 low bank height ratio
Flow Resistance
0.035 Manning's roughness
0.11 D'Arcy- Weisbach fric.
- resistance factor u/u•
- relative roughness
Distance BS HI
(ft) (ft) (ft)
reference ID
instrument height
longitudinal station
-
Bankfull Stage
10
FS
1077 67 elev
13
elevation
M=
--
16
20
Low Bank Height
21
FS
= 1078 29 elev
23
elevation
24
26
Flood Prone Area
28
width fpa
48.5
30
32
Channel Sloe
34
percent slope
-
36
36.1
Flow Resistance
38
Manning's "n"
r - --
40
D'Arcy - Welsbach ' P'
- --
41
42
Note:
43
44
44.45
44.65
45.26
45.9
70 80
Materials
- D50 (mm)
- D84 (mm)
18 threshold grain size (mm).
Forces & Power
0.273 channel slope ( %)
0.38 shear stress (lb /sq.ft.)
0.44 shear velocity (ft/s)
1.6 unit stns power (lb /ft/s)
FS Elevation Omit Notes
(ft) (ft) Bkf
1081.61 lep
1086.6
2 1086.6 5.33 1081.27
4 1086.6 5.6 1081
6
8
1086.6 5.54 1081.06
1086.6 5.6 1081
1086.6 5.94 1080.66
1086.6 5.64 1080.96
10866 5.78 1080.82
1086.6 5.81 1080.79
1086.6 5.73 1080.87
1086.6 5.56 1081.04
1086.6 5.25 1081.35
1086.6 5.31 1081.29
1086.6 5.38 1081.22
1086.6 5.32 1081.28
1086.6 5.13 1081.47
10866 4.88 1081.72
1086.6 4.85 1081.75
1086.6 4.87 1081.73
1086.6 5.15 1081.45
10866 6.2 1080.4
1086.6 6.29 1080.31
1086.6 6.64 1079.96
1086.6 723 1079.37
1086.6 7.79 1078.81
1086.6 7.86 1078.74
1086.6 8.06 1078.54
10866 8.93 1077.67
1086.6 9.6 1077
Flag
BKF
Flag
BKF

1
1
1
1
1
1
A
1
t
1
1
1
1
1
t
1
1
1
1
1082.00
1081.00
1080.00
1079.00
0
1078.00
m
w 1077.00
1076.00
1075.00
1074.00
0 5 10
Bankfull Dimensions
57.1
x- section area (ft.sq.)
287
width (ft)
2.0
mean depth (ft)
2.9
max depth (ft)
30.5
wetted parimeter (ft)
1.9
hyd radi (ft)
14.4
width -depth ratio
Bankfull Flow
—
velocity (ft/s)
—
discharge rate (cfs)
—
Froude number
Cross Section
Run
15 20 25
Width
Flood Dimensions
39.6 W flood prone area (ft)
1.4 entrenchment ratio
5.7 low bank height (ft)
2.0 low bank height ratio
Flow Resistance
reference ID
instrument height - --
longitudinal station —
Bankfull Stage
FS = 1077 4 e!ev
elevation +
Low Bank Height
FS = 1080 9 elev
elevation KMM
Flood Prone Area
width fpa 396
Channel Slope
percent slope —
Flow Resistance
Manning's "n"
D'Arcy - Weisbach "f' —
Note:
— Manning's roughness
— D'Arcy- Weisbach fric.
— resistance factor u/u'
relative roughness
Distance BS HI
30 35 40 45
Materials
— D50 (mm)
— D84 (mm)
— threshold grain size (mm):
Forces & Power
— channel slope ( %)
— shear stress (lb /sq.ft.)
— shear velocity (ft/s)
— unit strm power (Ib/ft/s)
FS Elevation Omit Notes

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
t
1084
1082
1080
0 1078
1076
w
1074
1072
1070
0 10 20
Bankfull Dimensions
104.1
x- section area (ft.sq.)
34.0
width (ft)
31
mean depth (ft)
4.6
max depth (ft)
38.1
wetted parimeter (ft)
2.7
hyd radi (ft)
11.1
width -depth ratio
Bankfull Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
Pool
30 40
Width
Flood Dimensions
- W flood prone area (ft)
- entrenchment ratio
6.1 low bank height (ft)
1.3 low bank height ratio
Flow Resistance
reference ID
instrument height
longitudinal station -
Bankfull Stage
FS • i = 1077 01 elev
elevation • --
Low Bank Height
FS = 1078 26 alev
elevation
Flood Prone Area
width fpa #N /A
Channel Slope
percent slope
Flow Resistance
Manning's "n"
D'Arcy - Weisbach "t"
Note:
- Manning's roughness
- D'Arcy- Weisbach fric.
- resistance factor u/u'
- relative roughness
Distance BS
1.91
3.07
4.45
5.44
5.86
6.37
6.85
7.26
8.35
897
9.36
10.4
11.34
12.36
12.87
1403
16.06
17.93
20.07
21.47
23.4
25.1
27.25
29.35
31.92
35.01
3734
50 60 70
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (lb /sq ft.)
- shear velocity (ft/s)
- unit stns power (Ib/ft/s)
HI
(ft)
FS Elevation Omit Notes
ft (ft) Bkf
1080 84 LEP
1086.04
1086.04
4.66
1081.38
1086 04
3.84
1082.2
1086.04
2.91
3.27
1083.13
1082.77
1086.04
1086.04
3.87
1082.17
1086.04
4.22
1081.82
1086.04
4.76
4.88
108128
1081.16
108604
1086.04
4.82
1081.22
1086.04
5.39
1080.65
1086.04
5.68
108036
1086.04
6.2
1079.84
1086.04
6.69
1079.35
1086.04
7.3
1078.74
1086.04
7.66
1078.38
1086.04
8.5
1077.54
1086.04
8.66
107738
1086.04
8.83
107721
1086.04
9.32
1076.72
1086.04
10.3
10.83
1075.74
107521
1086.04
1086.04
11.53
1074.51
1086.04
1345
107259
1086.04
13.62
1072.42
1086.04
13.86
1072.18
1086.04
13.59
1072.45
1086.04
13.12
1072.92
law
toe pin

1
1
1
1
1
1
1
1
t
1
1
t
1
1
1
1
1
1
IVOO
1084
1082
0 1080
1078
W
1076
1074
1072
0
10 20
Bankfull
Dimensions
74.6
x- section area (ft.sq.)
34.6
width (ft)
2.2
mean depth (ft)
2.9
max depth (ft)
36.8
wetted parimeter (ft)
2.0
hyd radi (ft)
16.0
width-depth ratio
Bankfull
Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Glide
30 40 50
Width
Flood Dimensions
61.1 W flood prone area (ft)
1.8 entrenchment ratio
4.6 low bank height (ft)
1.6 low bank height ratio
Flow Resistance
Cross Section
reference ID
instrument height
longitudinal station -
Bankfull Stage
FS M= 1077 11 elev
elevation
Low Bank Height
FS = 1078 82 elev
elevation
Flood Prone Area
width fpa 61.1
Channel Slope
percent slope -
Flow Resistance
Manning's "n" -
D'Arcy - Weisbach ,r -
Note:
- Manning's roughness
- D'Arcy- Weisbach fric.
- resistance factor u /u"
- relative roughness
Distance BS HI
(ft) (ft) (ft)
3
5
7
8.5
10
12
15
17
21
213
24
26
28
29
30
31.5
33
34.1
35
36
37
38.3
39.5
40.5
40.9
41.4
60 70 80
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (lb /sq.fL)
- shear velocity (ft(s)
- unit strm power (lb /ft/s)
FS Elevation Omit Notes
(ft) (ft) Bkf
1080.59 lep
1088.71
8.59
108012
1088.71
1079.85
1088.71
8.86
1088.71
8.76
1079.95
1080.27
1088.71
8.44
1088.71
8.07
1080.64
1088.71
7.73
1080.98
1088.71
7.81
1080.9
1088.71
7.75
1080.96
1088.71
7.72
1080.99
1088.71
7.73
1080.98
1088.71
8.3
1080.41
108871
9.19
1079.52
1078.63
1078.34
108871
1008
10.37
1088.71
1088.71
10.44
1078.27
1088.71
10.37
1078.34
1088.71
10.02
107869
1088.71
9.89
1078.82
1088.71
9.91
1078.8
108871
9.91
1078.8
1088.71
10.17
1078.54
1088.71
10.67
1078.04
1088.71
11.02
1077.69
1088.71
11.33
1077.38
1088.71
11.39
1077.32
1088.71
11.6
1077.11
1088.71
11.91
10768
1088.71
11.92
1076.79
3KF

1
1
1
1
i
1
1
i
1
1
1
t
1
1
1
1
1
1
1
ivov.uu
1082.00
1080.00
0
io 1078.00
m
W 1076.00
1074.00
1072.00
0
5 10
Bankfull
Dimensions
67.2
x- section area (ft.sq.)
27.7
width (ft)
2.4
mean depth (ft)
3.6
max depth (ft)
31.2
wetted perimeter (ft)
2.2
hyd radi (ft)
11.4
width -depth ratio
Bankfull
Flow
-
velocity (ft/s)
-
discharge rate (cfs)
-
Froude number
Cross Section
Run
15 20 25
Width
Flood Dimensions
34.9 W flood prone area (ft)
1.3 entrenchment ratio
7.2 low bank height (ft)
2.0 low bank height ratio
Flow Resistance
reference ID
instrument height r --
longitudinal station -
Bankfull Stage
FS = 1076 93 elev
elevation I -
Low Bank Height
FS = 1080 58 elev
elevation e
Flood Prone Area
width fpa 34.9
Channel Slope
percent slope
Flow Resistance
Manning's "n" -
D'Arcy - Weisbach 'T' --
Note:
-- Manning's roughness
D'Arcy- Weisbach fnc.
resistance factor u /u'
- relative roughness
Distance BS HI
30 35 40
Materials
- D50 (mm)
- D84 (mm)
- threshold grain size (mm):
Forces & Power
- channel slope ( %)
- shear stress (lb /sq.ft.)
- shear velocity (ft/s)
- unit sh in puwtii (lb /ft/s)
FS Elevation Omit Notes
(ft) (ft) Bkf
1080.58 lap
153
2
2.54
2.89
3.28
375
4.16
4.5
4.8
4.95
5.64
6.26
6.24
7.68
8.41
9.84
11.46
12.94
14
14.58
15.69
16.81
18.21
19.94
21.48
23.21

1
1
1
1
1
1
1
1
t
1
1
1
1
1
1
1
1
1
1
M,
U
co
N
Ir
N
N
U)
cCf
CL
Y
N
N
U
2
U
C �
CL
N LL 3
3 m w a a
uoi;enal3
a)
0
d
c
=a
c
0
J

1 Total Particles = 100.
1
t
RIVERMORPH
PARTICLE SUMMARY
----------------------------------------------------------------------
River Name:
Big Creek Phase 2
Reach Name:
Reach 4 - Phase 2
Sample Name:
Reach 4 Classification
Survey Date:
03/27/2009
----------------------------------------------------------------------
Size (mm)
TOT #
ITEM %
CUM %
--------------------------------------------------------------------
0 - 0.062
8
8 00
8 00
0.062 - 0.125
8
8.00
16.00
0.125 - 0.25
6
6.00
22.00
0.25 - 0.50
6
6.00
28.00
-
0.50 1.0
2
2.00
30.00
1.0 - 2.0
0
0.00
30.00
2.0 - 4.0
0
0.00
30.00
4.0 - 5.7
0
0.00
30.00
5.7 - 8.0
0
0.00
30.00
8.0 - 11.3
11.3 - 16.0
1
4
1.00
4.00
31.00
35.00
16.0 - 22.6
11
11.00
46.00
22.6 - 32.0
12
12.00
58.00
32 - 45
8
8.00
66.00
45 - 64
13
13.00
79.00
64 - 90
11
11.00
90.00
90 - 128
8
8.00
98.00
128 - 180
2
2.00
100.00
180 - 256
0
0.00
100.00
256 - 362
0
0.00
100.00
362 - 512
0
0.00
100.00
512 - 1024
0
0.00
100.00
1024 - 2048
0
0.00
100.00
Bedrock
0
0.00
100.00
tD16
(mm)
0.13
D35 (mm)
16
D50 (mm)
25.73
D84 (mm)
75.82
D95 (mm)
113.75
D100 (mm)
180
silt/ clay (/)
22
Gravel
( %)
49
'Cobble
(%)
Boulder (%)
21
0
Bedrock (%)
0
1 Total Particles = 100.
1
t

RIVERMORPH PARTICLE SUMMARY
1 ----------------------------------------------------------------------
1
1
1
11
F1
t
t
1
1
t
River Name: Big Creek Phase 2
Reach Name: Reach 4 - Phase 2
Sample Name: Reach 4 Active Riffle
Survey Date: 03/27/2009
Size (mm)
TOT #
ITEM %
CUM
0 - 0.062
0
0.00
------- - - - - --
0.00
0.062 - 0.125
0
0.00
0.00
0.125 - 0.25
0
0.00
0.00
0.25 - 0.50
0
0.00
0.00
0.50 - 1.0
0
0.00
0.00
1.0 - 2.0
0
0.00
0.00
2.0 - 4.0
0
0.00
0.00
4.0 - 5.7
0
0.00
0.00
5.7 - 8.0
0
0.00
0.00
8.0 - 11.3
0
0.00
0.00
11.3 - 16.0
2
2.00
2.00
16.0 - 22.6
10
10.00
12.00
22.6 - 32.0
14
14.00
26.00
32 - 45
23
23.00
49.00
45 - 64
28
28.00
77.00
64 - 90
13
13.00
90.00
90 - 128
9
9.00
99.00
128 - 180
1
1.00
100.00
180 - 256
0
0.00
100.00
256 - 362
0
0.00
100.00
362 - 512
0
0.00
100.00
512 - 1024
0
0.00
100.00
1024 - 2048
0
0.00
100.00
Bedrock
0
0.00
100.00
D16 (mm)
D35 (mm)
D50 (mm)
D84 (mm)
D95 (mm)
D100 (mm)
Silt /Clay (%)
Sand (%)
Gravel ( %)
cobble (%)
Boulder (%)
Bedrock (%)
Total Particles = 100.
25.29
37.09
45.68
78
111.11
179.99
0
77
23
0

i
t
i
i
RIVERMURPH FAR I LLt SUMMAKY
----------------------------------------------------------------------
River Name:
Big creek Phase 2
Reach Name:
Reach ,4 - Phase 2
Sample Name:
Reach 4 Bar sample
Survey Date:
----------------------------------------------------------------------
03/27/2009
SIEVE (mm)
NET WT
31.5
22.81
16
23.09
8
20.18
4
13.92
2
11.19
PAN
18.55
D16 (mm)
0
D35 (mm)
6.8
D50 (mm)
13.06
D84 (mm)
49.24
D95 (mm)
77.26
D100 (mm)
90
Silt /clay ( %)
0
Sand ( %)
16.44
Gravel ( %)
76.1
cobble ( %)
7.46
Boulder (%)
0
Bedrock (%)
0
Total weight = 112.8400.
Largest surface Particles:
Size(mm)
weight
Particle 1: 90
1.36
Particle 2: 85
1.74

1
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Worksheet 5-10. Summary form of annual streambank erosion estimates for various study reaches.
: Big Creek
Used: NC Total Bank Length (ft J
ers: Walker, Cartner Valley Type
1
2
3
(4
1 (ft)
BEHI rating
NBS rating
Bank
(8
(Worksheet
(Worksheet
erosion
Erosion
5 -8)
5-9)
rate
Rate
(adjective)
(adjective)
(Figure 5-
(tons /yr /ft
-
Right MR
38 or 5 -39)
([(7)/27] x
(ttyr)
Location:
Reach 4
845
Date: 2/25/2009
VIII
Stream Type:
G 4c
5
6
(
(8
Length of
Study bank
Erosion
Erosion
bank (ft)
height (ft)
subtotal
Rate
74
6.5
[(4)x(5)x(6)]
(tons /yr /ft
-
Right MR
(ft3 /yr)
([(7)/27] x
1.3/(5))
1. Crossing
Very Low
18
0
0
0.00
-Left an
2. 2871-2945
Moderate
Moderate
0.0701663
74
6.5
33.75
0.02
-
Right MR
3. 2871-3059
Low
Low
0.0019809
188
5.8
2.16
0.00
Left n
4. 2945-3059
High
High
0.1999624
114
7
159.57
0.07
Right Bank
5. 3059-3102
Very High
Very High
1.0996634
43
7.6
359.37
0.40
Left an
6. 3059-3170
Low
Low
0.0020849
111
3.5
0.81
0.00
Right Ba_nIF
7. 3102-3195
Low
High
0.0599078
93
6.3
35.1
0.02
Right Bank
8. 3195-3240
Low
Low
0.0026667
45
4.5
0.54
0.00
e an
9. 3170-3257
Moderate
Very High
0.2500493
87
7
152.28
0.08
Right Ban F-
1 o. 3240 - 3315
Moderate
Low
0.0301091
75
1 5.5
12.42
0.01
Left an
11. 3257 - 3320
Low
Moderate
0.03
63
6
11.34
0.01
Left an
12. 3320 - 3410
High
Very High
0.3
90
7.5
202.5
0.11
Right an
13. 3315 - 3434
Low
Low
0.0021609
119
1 4.2
1.08
0.00
Right Bank
14. 3434 - 3449
Moderate
High
0.1305
15
4
7.83
0.03
Left an
15. 3410 - 3435
Low
High
0.0697846
25
6.5
11.34
0.02
Right an
16. 3449 - 3500
Low
High
0.070019
51 1
6.2
22.14
0.02
Right Bank
17. 3500 - 3530
Moderate
Moderate
0.076
30
4.5
10.26
0.02
Left an
18. 3435 - 3530
Moderate
Low
0.0299573
95
3.7
10.53
0.01
Right an
19. 3530 - 3610
Moderate
Low
0.0298929
80 1
3.5
8.37
0.01
Left an
2o. 3530 - 3610
Moderate
Very High
0.2500962
80
7.8
156.06
0.09
Right an
21. 3610 - 3630
High
Moderate
0.159
20
4.5
14.31
0.03
Copyright © 2006 Wildland Hydrology
WARSSS page 5 -81

t
t
t
1
t
t
1
t
Worksheet 5-10. Summary form of annual streambank erosion estimates for various study reaches.
Stream: Big Creek Location: Reach 4
Graph Used: NC Total Bank Length ft): 845 Date: 1/12/2011
Observers: Walker, Cartner Valley Type: VIII Stream Type: G 4c
t)
(2)
(3)
4)
(5 )
(6
8
Station (ft)
BEHI rating
NBS rating
Bank
Length of
Study bank
Erosion
Erosion
(Worksheet
(Worksheet
erosion
bank (ft)
height (ft)
subtotal
Rate
5 -8)
5 -9)
rate
[(4)x(5)x(6)]
(tons /yr /ft)
(adjective)
(adjective)
(Figure 5-
(fts /yr)
{[(7)/27] x
38 or 5-39)
1.3/(5))
(ftlyr)
Left an
22. 3610 - 3667
Low
Low
0.0021053
57
4.5
0.54
0.00
Right an
23. 3630 - 3676
High
Moderate
0.1702174
46
6
46.98
0.05
Left n
24. 3667 - 3698
Low
Low
0.0015553
31
1 5.6
0.27
0.00
Right Bank
25. 3676 - 3698
Moderate
Very High
0.27
22
10
59.4
0.13
26.
27.
28.
29.
30.
31.
32.
33.
34.
35.
36.
Total
Sum erosion subtotals in Column (7) for each BEHI NBS combination
erosion
ft3/
1318.95
Total
Convert erosion in ft3 /yr to yds3 /yr {divide Total erosion (ft3 /yr) by 27}
erosion
dS3/
48.85
Convert erosion in yds3 /yr to tons/yr {multiply Total erosion (yds3 /yr)
by 1.3}
erosion
(tons /yr)
63.51
Calculate erosion per unit length of channel {divide Total erosion
Total
(tons /yr) by total length of stream (ft) surveyed}
erosion
0.0752
(tons/ /ft)
ICopyright 0 2006 Wildland Hydrology WARSSS page 5 -81
I�
L'

1
1
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Hydrology and Hydraulic Analysis
Supporting Documentation

1
1
i
t
u
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : BIG CREEK User: CJS Date:
County : SURRY State: NC Checked: Date:
Subtitle: DRAINAGE AREA O1
Subarea : DA O1
-------------------------------------------------------------------------------
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 > 750 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 25.2
-------------------------------------------------------------------------------
SUBAREA: DA O1 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 BIG CREEK
User: CJS Date:
County SURRY
State: NC Checked: Date:
Subtitle: DRAINAGE AREA O1
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
5 1.420
Time of Concentration = 2.12*
- -- Sheet Flow Surface Codes - --
A Smooth Surface
F Grass, Dense
- -- Shallow Concentrated----
B Fallow (No Res.)
G Grass, Burmuda
- -- Surface Codes - --
C Cultivated < 20 o Res.
H Woods, Light
P Paved
D Cultivated > 20 o Res.
I Woods, Dense
U Unpaved
E Grass - Range, Short
J Range, Natural

* - Generated for use by GRAPHIC method
' GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
1
1
Project : BIG CREEK
User:
CJS
Date:
County : SURRY
State:
NC
Checked:
Date:
Subtitle: DRAINAGE AREA O1
Data: Drainaqe Area
3656
* Acres
Runoff Curve Number
58 *
Time of Concentration:
2.12
* Hours
Rainfall Type
Pond and Swamp Area
II
NONE
I Storm Number I 1
1 2
1 3
1 4
1 5
1 6
1 7 1
- - - -1
---------------------- 1------{------
Frequency (yrs) I 1
1 2
1------
1 5
1------
1 10
1------
1 25
1-------
1 50
-
1 100 1
I I
124 -Hr Rainfall (in) { 3.0
I
► 3.5
I
1 4.2
I
{ 5.1
I
1 5.5
I
{ 6.3
I I
I 7.3 1
I I
I Ia /P Ratio 1 0.48
I
1 0.41
I
1 0.34
I
i 0.28
I
1 0.26
I
1 0.23
I I
1 0.20 1
I I
1 Runoff (in) ► 0.27
I
{ 0.45
I
{ 0.76
I
{ 1.22
I
i 1.45
I
{ 1.95
I I
i 2.62 j
I I
1 Unit Peak Discharge 10.180
I
10.219
I
10.255
I
10.283
I
10.289
I
10.299
1 I
10.308 1
1 (cfs /acre /in) I
I
I
I
I
I
I I
I I
I Pond and Swamp Factorl 1.00
I
1 1.00
I
1 1.00
I
1 1.00
I
1 1.00
I
1 1.00
I f
1 1.00 1
O.Oo Ponds Used I
1----------------------{------
I
1------
I
1------
I
1------
I
1------
I
1------
I I
I- - - - - -I
I Peak Discharge (cfs) 1 180
-------------------------------------------------------------------------
1 363
1 707
1 1264
1 1535
1 2126
1 2948 1
-------------------------------------------------------------------------
* - Value(s) provided from TR -55 system
routines
1
1

t
1
1
1
1
1
1
1
1
1
Page 1
1
1
1
1
2 2
2 2
2 2
2 2
2 2
2 2
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1
1
01
02
05
10
50
99
BC2_24H.dat
JOB
TR -20
FULLPRINT
TITLE
BIG
CREEK
II
TITLE
EXISTING CONDITIONS
HYDROLOGY -
24UH
6
RUNOFF
1
001
1
5.712
58.
2.12
6
RUNOFF
1
002
2
5.889
58.
2.16
6
RUNOFF
1
003
3
6.265
58.
2.27
6
RUNOFF
1
004
4
6.318
58.
2.32
7
ENDATA
INCREM
6
.5
7
COMPUT
7
001
004
3.0
1.0
ENDCMP
1
7
COMPUT
7
001
004
3.5
1.0
ENDCMP
1
7
COMPUT
7
001
004
4.3
1.0
ENDCMP
1
7
COMPUT
7
001
004
5.0
1.0
ENDCMP
1
7
COMPUT
7
001
004
6.2
1.0
ENDCMP
1
7
COMPUT
7
001
004
7.1
1.0
ENDCMP
ENDJOB
1
2
t
1
1
1
1
1
1
1
1
1
Page 1
1
1
1
1
2 2
2 2
2 2
2 2
2 2
2 2
1
1
1
01
02
05
10
50
99

t BC2_24H.OUT
1
TR20-------------------------------------------------------------- - - - - -- SCS -
BIG CREEK II VERSION
05/07/ ** EXISTING CONDITIONS HYDROLOGY - 24UH 2.04TEST
10:26:12 PASS 1 JOB NO. 1 PAGE 1
IEXECUTIVE CONTROL INCREM MAIN TIME INCREMENT = .500 HOURS
IOPERATION RUNOFF XSECTION 2
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.74 183.5 (RUNOFF)
RUNOFF ABOVE BASEFLOW ( BASEFLOW = .00 CFS)
.27 WATERSHED INCHES; 1040 CFS -HRS; 85.9 ACRE -FEET.
OPERATION RUNOFF XSECTION 3
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.86 188.4 (RUNOFF)
RUNOFF ABOVE BASEFLOW ( BASEFLOW = .00 CFS)
.27 WATERSHED INCHES; 1107 CFS -HRS; 91.5 ACRE -FEET.
i
OPERATION RUNOFF XSECTION 4
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION- (FEET)
13.91 188.3 (RUNOFF)
w RUNOFF ABOVE BASEFLOW ( BASEFLOW = .00 CFS)
1
27 WATERSHED INCHES; 1117 CFS - HRS; 923 ACRE -FEET.
TR20 -----------------------------------------------
-- - - - -- - - - - - - -- SCS -
BIG CREEK II VERSION
05/07/ ** EXISTING CONDITIONS HYDROLOGY - 24UH 2.04TEST
10:26:12 PASS 2 JOB NO. 1 PAGE 2
EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 1
EXECUTIVE CONTROL
COMPUT
FROM XSECTION 1 TO XSECTION
4
STARTING TIME = .00
-ANT.- RUNOFF- COND. = 2
STARTING TIME
= .00
RAIN DEPTH = 3.00 RAIN
DURATION = 1.00
t
ANT. RUNOFF COND. = 2
MAIN TIME INCREMENT = .500
HOURS
ALTERNATE NO. =
0
STORM NO. = 1 RAIN
TABLE NO. = 2
PEAK TIME(HRS)
OPERATION RUNOFF
XSECTION 1
13.58
PEAK TIME(HRS)
PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
'13.71
179.8
(RUNOFF)
_
RUNOFF ABOVE BASEFLOW
( BASEFLOW = .00 CFS)
.00 CFS)
.27 WATERSHED INCHES; 1009 CFS -HRS;
83.3 ACRE -FEET.
IOPERATION RUNOFF XSECTION 2
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.74 183.5 (RUNOFF)
RUNOFF ABOVE BASEFLOW ( BASEFLOW = .00 CFS)
.27 WATERSHED INCHES; 1040 CFS -HRS; 85.9 ACRE -FEET.
OPERATION RUNOFF XSECTION 3
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
13.86 188.4 (RUNOFF)
RUNOFF ABOVE BASEFLOW ( BASEFLOW = .00 CFS)
.27 WATERSHED INCHES; 1107 CFS -HRS; 91.5 ACRE -FEET.
i
OPERATION RUNOFF XSECTION 4
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION- (FEET)
13.91 188.3 (RUNOFF)
w RUNOFF ABOVE BASEFLOW ( BASEFLOW = .00 CFS)
1
27 WATERSHED INCHES; 1117 CFS - HRS; 923 ACRE -FEET.
TR20 -----------------------------------------------
-- - - - -- - - - - - - -- SCS -
BIG CREEK II VERSION
05/07/ ** EXISTING CONDITIONS HYDROLOGY - 24UH 2.04TEST
10:26:12 PASS 2 JOB NO. 1 PAGE 2
EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS 1
II
EXECUTIVE CONTROL COMPUT
FROM XSECTION
1 TO XSECTION 4
STARTING TIME = .00
-ANT.- RUNOFF- COND. = 2
RAIN DEPTH
---MAIN-TIME
= 3.50
INCREMENT- _
RAIN DURATION = 1.00
­-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)
13.58
349.9
(RUNOFF)
RUNOFF ABOVE BASEFLOW
( BASEFLOW =
.00 CFS)
Page 1
II

BC2_24H.OUT
2.47 WATERSHED INCHES; 10003 CFS -HRS;
OPERATION RUNOFF XSECTION 4
PEAK TIME(HRS) PEAK DISCHARGE(CFS)
13.48 2764.2
RUNOFF ABOVE BASEFLOW ( BASEFLOW = .00 CFS)
2.48 WATERSHED INCHES; 10104 CFS -HRS;
826.6 ACRE -FEET.
PEAK ELEVATION(FEET)
(RUNOFF)
835.0 ACRE -FEET.
EXECUTIVE CONTROL ENDCMP COMPUTATIONS COMPLETED FOR PASS
6
1
TR20--------------------------------------------------------------
- - -
- -- SCS -
BIG CREEK II
VERSION
05/07/ -*
EXISTING CONDITIONS HYDROLOGY - 24UH
2.04TEST
10:26:12
PASS 7 JOB NO.
1
PAGE 7
1
TR20--------------------------------------------------------------
BIG CREEK II
- - -
- -- SCS -
VERSION
05/07/ -*
EXISTING CONDITIONS HYDROLOGY - 24UH
2.04TEST
10:26:12
SUMMARY, JOB NO. 1
PAGE 8
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
STRUCTURE CONTROL DRAINAGE RUNOFF ------------------------------------
ID OPERATION AREA AMOUNT ELEVATION TIME
RATE
RATE
(SQ MI) (IN) (FT)
(HR)
(CFS)
(CSM)
RAINFALL OF
3.00 inches AND 24.00 hr DURATION,
BEGINS AT
.0 hrs.
RAINTABLE NUMBER
2, ARC 2
MAIN TIME INCREMENT
.500 HOURS
ALTERNATE
0 STORM 1
---------------------------
XSECTION 1
RUNOFF 5.71 .27 - --
13.71
180
31.5
XSECTION 2
RUNOFF 5.89 .27 - --
13.74
184
31.2
XSECTION 3
RUNOFF 6.26 .27 - --
13.86
188
30.0
XSECTION 4
RUNOFF 6.32 .27 - --
13.91
188
29.7
RAINFALL OF
3.50 inches AND 24.00 hr DURATION,
BEGINS AT
.0 hrs.
ALTERNATE
0 STORM 2
XSECTION 1
RUNOFF 5.71 .45 - --
13.58
350
61.3
XSECTION 2
RUNOFF 5.89 .45 - --
13.61
357
60.6
XSECTION 3
RUNOFF 6.26 .45 - --
13.69
370
59.1
XSECTION 4
RUNOFF 6.32 .45 - --
13.72
368
58.2
RAINFALL OF
4.30 inches AND 24.00 hr DURATION,
BEGINS AT
.0 hrs.
ALTERNATE
0 STORM 5
XSECTION 1
RUNOFF 5.71 .80 - --
13.48
719
125.9
XSECTION 2
RUNOFF 5.89 .80 - --
13.51
732
124.3
-
XSECTION 3
XSEC-TION - - -4
RUNOFF 6.26 .81 - --
-- RUNOFF - -- - -6 -32 - -.81- - - - - --
13.59
- - - 13.62 --
757
- -- 7 -53 - - -
120.9
-- -119.1 -- - - -- -- - - --
RAINFALL OF
5.00 inches AND 24.00 hr DURATION,
BEGINS AT
.0 hrs.
ALTERNATE
0 STORM 10
XSECTION 1
RUNOFF 5.71 1.17 - --
13.43
1122
196.5
XSECTION 2
RUNOFF 5.89 1.17 - --
13.46
1143
194.1
'XSECTION
3
1
RUNOFF 6.26 1.17 - --
13.53
1181
188.7
Page
5
1

----- ---- -- ----
BIG CREEK II
VERSION
05/07/ **
EXISTING CONDITIONS HYDROLOGY -
24UH
2.04TEST
'
10:26:12
SUMMARY, JOB NO. 1
PAGE 9
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
STRUCTURE CONTROL DRAINAGE RUNOFF ------------------------------------
ID OPERATION
AREA AMOUNT ELEVATION
TIME
RATE
RATE
(SQ MI) (IN) (FT)
(HR)
(CFS)
(CSM)
ALTERNATE
0 STORM 10
1
---------------------------
XSECTION 4
RUNOFF 6.32 1.17 - --
13.57
1174
185.8
RAINFALL OF
6.20 inches AND 24.00 hr DURATION, BEGINS AT
.0 hrs.
'
ALTERNATE
0 STORM 50
XSECTION 1
RUNOFF 5.71 1.88 - --
13.37
1945
340.6
XSECTION 2
RUNOFF 5.89 1.88 - --
13.40
1982
336.5
XSECTION 3
RUNOFF 6.26 1.88
13.48
2047
327.0
XSECTION 4
___
RUNOFF 6.32 1.89
13.51
2034
321.8
RAINFALL OF
7.10 inches AND 24.00 hr DURATION, BEGINS AT
.0 hrs.
ALTERNATE
0 STORM 99
---------------------------
XSECTION 1
RUNOFF 5.71 2.48 - --
13.33
2643
462.9
XSECTION 2
RUNOFF 5.89 2.48 - --
13.36
2693
457.2
XSECTION 3
RUNOFF 6.26 2.47
13.45
2780
444.1
4
RUNOFF 6.32 2.48
13.48
2764
437.3
1XSECTION
TR20--------------------------------------------------------------
- - -
- -- SCS -
BIG CREEK II
VERSION
05/07/ **
EXISTING CONDITIONS HYDROLOGY -
24UH
2.04TEST
10:26:12
SUMMARY, JOB NO. 1
PAGE 10
SUMMARY TABLE
- -3
STORM DISCHARGES (CFS) AT XSECTIONS AND STRUCTURES FOR ALL
ALTERNATES
'QUESTION
XSECTION/
MARK ( ?) AFTER: OUTFLOW PEAK - RISING TRUNCATED HYDROGRAPH.
DRAINAGE
STRUCTURE
AREA STORM NUMBERS..........
ID
(SQ MI) 1 2
5
10
50
XSECTION 1
5.71
'ALTERNATE
---------------------------
0 180 350
719
1122
1945
XSECTION 2
5.89
---------------------------
ALTERNATE
XSECTION 3
0 184 357
6.26
732
1143
1982
---------------------------
ALTERNATE
0 188 370
757
1181
2047
XSECTION 4
6.32
---------------------------
ALTERNATE
0 188 368
753
1174
2034
SUMMARY TABLE 3
Page 6

'
BC2_24H.OUT
--------------
STORM DISCHARGES (CFS) AT XSECTIONS AND STRUCTURES FOR
ALL ALTERNATES
QUESTION MARK ( ?) AFTER: OUTFLOW PEAK - RISING TRUNCATED
HYDROGRAPH.
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
ID (SQ MI) 99
XSECTION 1 5.71
---------------------------
ALTERNATE 0 2643
XSECTION 2 5.89
---------------------------
ALTERNATE 0 2693
XSECTION 3 6.26
---------------------------
ALTERNATE 0 2780
'XSECTION
4 6.32
---------------------------
ALTERNATE 0 2764
'
1
TR20 --------------------------------------------------------------
- - - - -- SCS -
BIG CREEK II
VERSION
05/07/ ** EXISTING CONDITIONS HYDROLOGY - 24UH
2.04TEST
END OF 1 JOBS IN THIS RUN
SCS TR -20, VERSION 2.04TEST
FILES
INPUT = c: \tr20 \bc2_24h.dat GIVEN
DATA FILE
OUTPUT = c: \tr20 \bc2_24h.OUT DATED
05/07/* *,10:26:12
FILES GENERATED - DATED 05/07/* *,10:26:12
NONE!
TOTAL NUMBER OF WARNINGS = 0, MESSAGES = 0
* ** TR -20 RUN COMPLETED * **
Page 7

1
1
i
1
1
1
1
1
1
1
1
i
1
i
1
1
i
1
1
Table 5. North Carolina rural flood- frequency equations
@A, drainage area, in square miles. Result will be in cubic feet per second]
Bond
Hydrologic arse
i4drolggic men
flood
Dom
BleeRidga- Riedorotd
recur -
reaee
Blue Ridge. _
Coastal Plain
Send Hills
interval
Piedmont
Eep waled
Asr3ua{learror
Aflame error
}
bears)
o1preditdlau
tdprrl dian
135 DA 0.70'
64.7 DA 0.673
33.5 DA 0.712
5
242 DA 0.677
129 DA 0.635
55.5 DA 0.701
10
334 DA 0.662
lgg DA 0.615
72.9 DA 0.697
25
476 DA 0-''5
281 DA 0.593
98.1 DA 0.693
50
602 DA 0.635
367 DA 0579
120 DA 0.691
1000
745 DA 0.62.5
468 DA 0566
143 DA 0.688
200
908 DA 0.416
586 DA 0.554
170 DA 0.686
500
1,160 DA 0.605
773 DA 0.539
210 DA 0.634
T" 6. Average prefcfive errar$, in p$rsant, and equWe t yearsat rezord assay; at" with North Carufine rural
flood -frequ imy egaa5ans
Rom[
i4drolggic men
Dom
BleeRidga- Riedorotd
Coamal Plain
saadBilts
recacraaoe
itderval
kierap error
Equiwaletd
Eep waled
Asr3ua{learror
Aflame error
Eqawnleul
bears)
o1preditdlau
tdprrl dian
Cdgredictian
is
alrecard-
19 remit
al
2
41.2
2.0
379 2.9
38.4
2.1
41.2
3.0
35.9 4.9
42.6
2.7
to
42.0
4.1
36.3 6.7
45.6
3.4
25
43.6
5.4
38.0 8.8
49.8
4
50
45.9
6.4
39.8 14.1
53.1
4.6
140
47.0
7.2
42.0 11.1
55.6
5.0
2fl0
48.9
79
44? 11.9
60.2
5.4
500
51.6
S.
47.3 12.7
65.1
5.7

L�
1
1
P,
1
r
I
1
1
t
1
1
1 - -- --
1
1
1
HEC -RAS R— BIGCREEN Reach PHASE 2
Reach
River Sta
ProGe
Plan
0 Totai
Min Ch El
W S. E-
Qt W S.
E.G. Elev
EG. Slope
Vel Chnl
Flow Area
Top Wift
Froude B Chl
Ids)
,
(ft)
(8
(6)
(�)
Vvs)
(sq 6)
(e)
PHASE 2
391
IYR
EXISTING
18200
108730
109151
1090 16
1091 65
0001982
301
6047
28581
036
PHASE 2
391
1YR
PROPOSED
182 00
1099 70
109199
109156
1092351
0007050
481
3787
2345
0671
PHASE 2
391
2YR
EXISTING
35500
108730
10SZ721
109097
1092911
0001940
351
10124
3774
0 38
PHASE 2
39.1
2YR
PROPOSED
35500
108970
109284
109231
1083 40
0 007286
601
5909
2843
0 71
PHASE 2
391
5YR
EXISTING
71900
108730
1094501
109221
109474
0001720
398
180.78
5094
037
PHASE 2
391
SYR
PROPOSED
71900
1089701
1094171
1093 53
109497
0007634
719
10004
3549
075
PHASE 2
39.1 -
10YR
EXISTING
112200
108730
ID95-741
109310
1096 03
00014511
4 43
31318
155 41
036
PHASE 2
391
10YR
PROPOSED
1122 00
1089 70
1095 32
1094 55
1096 20
0 006393
7 80
174 49
140 40
072
PHASE 2
391
50YR
EXISTING
1945 00
1087 30
7097 04
1084 45
1097 45
0001607
548
547 96
205 15
0 39
PHASE 2
391
50YR
PROPOSED
1945 00
1089 70
1098 74
1096 20
1097 57
0004191
7 99j
41103
195 07
084
PHASE 2
39.1
100YR
EXISTING
264300
1087301
109772
109573
109823
0001S461
631
68972
212 70
043
PHASE 2
391
100YR
PROPOSED
2843 00
1089701
1097 48
109694
109837
0004316
Sao
56250
209781
064
1
PHASE 2
39
IYR
EXISTING
18200
1087 30
109149
109163
0002022
304
5981
2844
037
PHASE 2
39
IYR
IPROPOSED
18200
1089701
1091 77
1092 25
0 010712
5 53
32 92
22 70
0 81
PHASE 2
39
2YR
EXISTING
355 00
108730
109270
1092 89
0001988
354
100 38
37(!2
038
PHASE 2
39
2YR
PROPOSED
1 109330
0010163
6 74
5265
2556
083
PHASE 2
39
6YR
EXISTING
71900
1087301
109447
1 1094721
0001750
400
17976
50 ael
037
PHASE 2
39
SYR
PROPOSED
71900
108970
109386
109353
109487
001M
8 04
8943
33251
0 86
PHASE 2
39
10YR
EXISTING
112200
108730
109572
1096 02
0001472
4 45
310 0.5
154 78)
038
PHASE 2
10YR
PROPOSED
112200
108970
109488
109455
1096091
00100031
88
12718
40851
088
PHASE 2
39
50YR -
EXISTING
194500
108730
1097 02
1097431
0001632
5 51
543 70
204 951
040
PHASE 2
39
50YR
PROPOSED
1945 00
1089 70
1098 57
1096 20
1097521
00052081
.4i
380 113
188 23
068
PHASE 2
39
100YR
EXISTING
2643 00
108730
1097
1098 21
0 001877
634
68450
212 401
0431
PHASE 2
39
100YR
PROPOSED
2843 00
108970
_
109732
109694
1098321
0 004913
901T
53041
207931
068
PHASE 2 ,
38
1YR
EXISTING
18200
1088401
1091 091
1091 36
0004038
4181
43 58
20 681
051
PHASE 2
PROPOSED
18200
108680
109088
109090
0002969
3751
48 -55
19 54
042
PHASE 2-
EXISTING
35500
108840
1092.28
1092 68
0 004080
5 02
7070
25181
053
PHASE 2
PROPOSED
35500
108680
1091 86
1092 20
0003674
4711
7530
25951
049
PHASE 2
EXISTING
71900
108840
109388
109449
0 004179
626
11485
2905
055
PHASE 2
SYR
PROPOSED
71900
1088 80
1093 36
109393
0003913
604
12081
3502
053
PHASE 2
-
%385�GYR
EXISTING
112200
108840
109505
1093 47
109580
0 003873
712
21783
137 73
056
PHASE 2
PROPOSED
112200
1086 80
109428
109291
109515
0004725
7 81
182 46
T3 85
81
PHASE 2
R
EXISTING
1945 00
108840
1096 34
1095 77
109720
0 003912
832
447 12
205 34
0 %
PHASE 2
_
PROPOSED
1945 00
108680
109545
109500
109582
0 005860
9 80
303 27
166 01
0 701
PHASE2
R
EXISTING
2843.00
108840
109894
108659
109795
0004435
940
57337
214.17
083
PHASE 2 '
38
100YR
PROPOSED
254300
108880
109830
109628
109771
0 005805
1046
4114161
204 85
0701
PHASE 2
37
iYR
EXISTING
18200
108670
109053
109069
00019741
323
5636
22-041
036
PHASE 2
37
IYR
PROPOSED
18200
109570
109035
109044
0000815
2 39
7614
24 47
0 24 j
PHASE 2
37
2YR ,
EXISTING
355 00
1086 70
1091 61
1097 90
0 002417
4 31
8257
25 86
0 42
PHASE 2
37
2YR
PROPOSED
35500
1085 70
109143
109161
0001328
338
10508
29211
031
PHASE 2
37
5YR
EXISTING
719001
1086 70
109316
1093 68
0 002849
5 83
13488
85 85
048
PHASE 2
37
SYR
PROPOSED
719 00
1085 70
109287
109324
0001759
4 87
153 39
38 OS
0 38
PHASE 2
37
10YR
EXISTING
112200
1086701
109400
1092 32
109475
0 003504
722
228 05
148 95
0 54
PHASE 2
37
10YR
PROPOSED
1122 00
1085701
1093 58
1 OW-22
0002632
6491
219 48
120 08
0 48
PHASE 2 -
37 .
50YR 1EXISTING
194500
1086701
109491
109486
109592
0 004495
9 07j
46500
308 OS
083
PHASE 2
37
50YR
PROPOSED
1945 00
1085.70
1094 35
1093 67
109554
0 004503
922
35825
24494
084
PHASE 2
37 '
t00YR
EXISTING
264300
1086 70
'Mil 40
109546
1098 55
0005144
10201
62510
331 68
069
PHASE 2
37 - -
t00YR
PROPOSED
264300
1085 70
O9
1095 11
1098 31
0004560
998
56719
323 25
0 85
PHASE 2
38
1YR
EXISTING
18200
1087 20
1090 07
109032
0003445
3951
46 07
21 01
0 47
PHASE 2
36
WR
PROPOSED
182 00
1085 20
109023
1090 32
0000896
232
78 61
2743
024
PHASE 2
36
2YR
EXISTING
355 00
1087 20
109100
1091451
0004471
5 35
86 39
22 761
055
PHASE 2
36
2YR
PROPOSED
355 00
1085 20
1091 25
1091 41
0 001311
3 28
108 88
32 72
0370
PHASE2
36
SYR
EXISTING
71900
708721
108232
109123
109314
0005682
729
10910
86591
064
PHASE 2
36
5YR
PROPOSED
71900
108520
109284
1
1092961
00016M
463
20534
191281
0 37
PHASE 2
36
tOYR
EXISTING
112200
108720
109339
1093391
109397
0003748
694
41428
441861
054
PHASE 2
38
10YR
PROPOSED .
112200
108520
109336
100375
0001975
5 47
45457
43985
0401
PHASE 2
36
50YR JEXISTING
194500
108720
109358
1093 97
1094 84
0008432
1067
49826
454 51
0 82
PHASE 2
38
50YR
PROPOSED
194600
108620
109417
7094 58
0002236
636
83383
489 26
044
PHASE 2
36
100YR - -
EXISTING
284300
108720
—108520
109453
109508
0 004130
835
95733
49675
059
PHASE 2
36
t00YR
PROPOSED
2643 00
7094 71
109511
0002299
680
109815
60105
0451
PHASE 2
35
IYR
EXISTING
18200
108620
108990
109010
000481 1
361
50 46
34 12
052
PHASE 2
35
1YR
PROPOSED
182 00 I
1087 50
1089 84
1090071
0 009481
5 26
34 46
23 251
076
PH45E 2
35
2YR
EXISTING
355 00
1088 20
7090 94
1081 19
0003210
407
8765
4377
047
PHASE 2
35
2YR
PROPOSED
35500
108750
1090531
1091 14
0 0083351
625
5684
2673
075
PHASE 2
35
5YR _ -
EXISTING
71900
108820
109252
109277
0 0611
428
278 13
260.41
040
PHASE 2
35
SYR
PROPOSED
71900
108750
109185
109137
109269
00063521
749
12578
113331
071
PHASE 2
35
10YR
EXISTING
112200
108620
1093 25
109350
00019951
46
55380
465 02
040
PHASE 2
35
tOYR
PROPOSED
1122 00
1087 50
1093 11
1082 81
1093 57
0003078
8 42
46959
443 28
0 52
PHASE 2
35
WYR
EXISTING
1945 00
1086 20
1094 04
1094 30
0 002070
5 31
981 11
552921
042
PHASE 2
35
50YR
PROPOSED
1945 00
108750
109405
109439
00024351
646
94986
553331
048
PHASE 2
35
100YR
EXISTING
26430o
108020
109456
109482
0 002024
560
125432
566 85
042
PHASE 2
35
100YR
PROPOSED
264300
108750
109402
109491
00022301
658
1265731
56831
047
PHASE 2—
-4YR
EXISTING
-- 18200
- - -- 1088- 10
- - - -- 108922----
- - -
- -- 108954-
- 0005000
-- 452
- -- 4024
-- -2006
- -056 -
PHASE 2 -'-
34'-"' - -
tYR - -� ---
PROPOSED--
182001
109420
108922
108931
0 001019
245
7438
2807
026
PHASE 2
34
2YR
EXISTING
355001
108610
1080 O6
1090841
0006787
609
5828
2305
068
PHASE 2
34
2YR
PROPOSED
355 00
108420
109021
1
109040
0001583
346
102621
3080
033
PHASE 2
34
SVR
EXISTING
719 00
108810
1091 26
1092 28
0008931
8 11
8882
27 90
080
PHASE 2
34
5YR
PROPOSED
719 00
1084 20
1091 63
1092 00
0 002009
491
162 99
145 47
039
PHASE2
34
tOYR
EXISTING
112200
108810
109281
108323
0003278
601
45773
42223
051
PHASE 2
34
tOVR
PROPOSED
1122 00
7084 20
1092 76
1093 70
0001873
515
488 26
417271
037

t
L
t
11'
1�
fl
1
1
1
1
it
1
1
1
i
1
u
1
HEC -RAS RNer SIGCREEX Reach PHASE 2 (Gontmued)
Reach
River Sta
Profile
Plan
O Total
Mm Ch El
W S FJev
Crd W S
EG Elev
EG Sbpe
VeI Chnl
Flow Area
Top Width
Frouda @ Chl
(ds)
(ft)
(ft)
(ft)
(ft)
fftlft)
(ft)
(eq ft)
(ft)
PHASE 2
34
SOYR
EXISTING
194500
1088 10
109363
1094 071
0003098
858
833 92
506751
0 51
PHASE 2
34
SOYR
PROPOSED
1945 00
1084 20
1093 70
1084 04
0001773
5 88
923 09
513 75
039
PHASE 2
34
100YR
EXISTING
2843 00
1088 10
109418
109453
0 002885
a 781
1127 37
548 74
0 50
PHASE 2
34
t00YR
PROPOSED
2843 00
1084 201
1094 27
1094 61
0 0018221
626
123056
551 70
0 40
1
PHASE 2
33
1YR
EXISTING
18800
108580
1088 35
1088 57
00068371
378
49741
3544
056
PHASE 2
33
1YR -
PROPOSED
18800
108630
108834
108879
00102541
538
34 95
24331
0791
PHASE 2
33
2YR
EXISTING
35700
108580
108901
1089 38
0 005875
4 871
73271
36 101
0 801
PHASE 2
33
2YR
PROPOSED
36700
108630
108907
1089 76
0 010248
6 IS
53571
26631
0831
PHASE 2
33
5YR
EXISTING
732 00
1085 80
109011
1090 76
0 008173
644
113 75
37171
065
PHASE 2
33
5YR
PROPOSED
732 00
1086 30
1090 26
1089 96
1091 34
00092521
8391
91331
3836
084
PHASE 2
33
WYR -
EXISTING
1143 00
108580
1091 15
1090 12
1092 00
0005967
743
18722
101 53
066
PHASE 2
33
10YR
PROPOSED
1143 00
7088 30
1091 57
1091 311
109262
0006422
8771
191 88
777 O8
0741
PHASE 2
33
SOYR
EXISTING
198200
1085 80
1092 BS
7092 28
1093 33
0004169
7 37
53765
345 52
057
PHASE 2
33
SOYR
PROPOSED
1982001
108630
1092 78
1092 78
1093 84
0004635
884
501 10
350 91
0 66
PHASE 2
33
100YR
EXISTING
269300
1085 801
109308
1092 87
1093 871
0004960
B 45
881 51
362021
063
PHASE 2
33
100YR
PROPOSED
2593 00
108630
1093351
1093 241
1094191
00045711
937
767021
371 831
0 66
1
PHASE 2
YR
EXISTING
18800
108540
1087 431
1087 621
0 004108
352
53 47
34 88
050
PHASE 2
YR
PROPOSED
18800
108420
1087711
1087901
0002877
350
5365
2500
0421
PHASE 2
q32
YR
EXISTING
357 00
108540
1088 281
1088 55
0 003697
4 30
82 99
36 071
0 50
PHASE 2
YR
PROPOSED
357 00
1084 20
1088 71
1089 O7
0 003297
4 411
8089
29 58
0 47
PHASE 2
YR
EXISTING
732 00
108540
1089 73
1090 17
0 0032871
5 33
137 41
38 23
0 50
PHASE 2
YR
PROPOSED
732 00
108420
1090131
109065
0 D03 21
584
13640
4857
0 51
PHASE 2
32
10YR
EXISTING
1143 00
1085 40
109089
109147
00036191
a 14
195291
79 761
0 53
PHASE 2
32
10YR
PROPOSED
7743 00
1064 20
109129
108962
109194
00031911
673
245 731
246 241
052
PHASE 2
32
SOYR
EXISTING
1982 00
1085 40
1092 541
109298
0002238
595
68072
374981
044
PHASE 2
32
SOYR
PROPOSED
1982 00
1084 20
1092 50
1092 10
109313
0 002968
744
63825
372901
052
PHASE 2
32
100YR
EXISTING
2893 001
108540
1092 86
109346
0 003038
7181
80210
387 13
0 51
PHASE 2
32
100YR
PROPOSED
259300
108420
1093151
109376,
0002869
7811
99132
392 33
051 1
I
I
I
PHASE 2
31
tYR
EXISTING
18800
1084 70
1086 85
1088 88
0 002198
292
84 40
34 95
038
PHASE 2
31
1YR
PROPOSED
18800
108250
108744
1097531
0000871
2331
BO 74
27541
524
PHASE 2
31
2YR
EXISTING
35700
10114.10
1087.79
108799
0002191,
355
10082
40 28
0.40
PHASE2
31
2YR
PROPOSED
35700
108250
108837
108854
0.001312
331
10828
3615
031
PHASE
EXISTING
73200
108410
108939
108968
00020073
430
17005
4671
040
PHASE 2
PROPOSED
732 00
1082.50
1089 76
109011
00017871
48
171 361
5959
038
PHASE 2
EXISTING
114300
108410
1090 80
1090 95
0001975
487
29020
186 W
0 41
PHASE 2 ,
R
PROPOSED
114300
108250
109100
109141
0001730
546
36631
283 25
038
PHASE 2
R
EXISTING
198200
7064 10
1092391
1092.65
0001215
466
85859
39296
033
PHASE 2
_
*301YR
PROPOSED
1982 00
108250
1092 01
1092 53
0 002183
6 77
69817
375 83
044
PHASE 2
R
EX (STING
2693 00
1084 10
109255
1092 97
0 001954
6 Ot
921 66
PHASE 2
R
PROPOSED
2693 00
1082 50
109262
1093.18
0002339
7 40
938 73
403 32
0 46
PHASE 2
EXISTING
188 00
108420
1086 O6
1086 42
0 007936
4 79
39 23
26 51
0 69
PHASE 2
PROPOSED
188 00
1084 50
1086 39
108639
1087 03
0 0173381
6 42
2929
2338
1 011
PHASE 2
30
2YR
EXISTING
35700
108420
108711
108753
00052741
522
6837
2929
060
PHASE 2
30
2YR
PROPOSED
35700
108450
108711
1087 11
108799
00150281
752
4746
2747
101
PHASE 2
30
SYR
EXISTING
732 00
1084 20
7088 67
108927
0004195
628
12201
4025
057
PHASE 2
30
SYR
PROPOSED
73200
7084 50
1088 22
1088 22
108950
0012154
916
8642
4029
0 96
PHASE 2
30
10YR
EXISTING
1143 00
1084 20
1089 83
1088 45
1090 52
0004808
765
16489
701
0831
PHASE 2
30
10YR
PROPOSED -
114300
108450
108917
1089 17
109078
0010594
1039
128 50
47 757 0
094
PHASE 2
30
50YR
EXISTING
1982 001
1084 20
1089 81
1089 87
1092 24
0 012692
12 70
180941
t 10
103
PHASE 2
30
50YR
PROPOSED
198200
108450
1091 16
109116
1092 15
0004708
.20
507 45
313 03
0 BB
PHASE 2
30
100YR
EXISTING
269300
109420
109149
109149
1092 60
0005020
9 74l
62719
33824
068
PHASE 2
30
100YR
PROPOSED
269300
1084 50
109167
109167
1092 77
0 D051951
1022
67709
350541
072
PHASE 2
29
1YR
EXISTING
18800
108290
108595
108612
0 003880
3341
6637
37681
048
PHASE 2
29
1YR
PROPOSED
188 00
1081 80
1088 Ot
1088 15
0 001729
2 95
83 68
25351
033
PHASE 2
29
2YR
EXISTING
35700
108290
108711
108730
0002215
3531
101 26
39891
039
PHASE 2
29
ZYR
PROPOSED
357 00
108180
108701
108725
0 002300
391
9123
2903
039
PHASE 2
29
SYR
EXISTING
i3 2051
108290
108875
108904
0001945
428
17381
89 49
039
PHASE 2
29
SYR
PROPOSED
73200
1081 80
1088 41
108885
0002671
538
151 95
54 46
0 45
PHASE 2
29
10YR
EXISTING
114300
1082 90
1089 87
109020
0 001829
4 82
34326
229251
039
PHASE 2
29
10YR
PROPOSED
114300
1081 80
1089 32
108759
108997
0 003788
B 66
24149
17151
051
PHASE 2
29
50YR
EXISTING
198200
1082 90
1090 53
1091 18
001327201
647
562601
31986
049
PHASE 2
29
50YR
PROPOSED
1982 00
1081 80
109017
108966
119124
00047881
9 01
432 82
290 30
064
PHASE 2
29
100YR
EXISTING
269300
1082 90
1091 14
1
109190
00031561
739
733 91
350 e4
053
PHASE 2
29
100YR
PROPOSED
269300
108160
109081
1090801
109191
0 004893
972
831 40
330 58
0 85
PHASE 2
28
1YR
EXISTING
18800
108280
108561
1085 73
1101 574
284
7970
52651
032
PHASE 2
28
1YR
PROPOSED
18800
108110
108592
1086 O7
0 000748
2 31
81 51
25881
023
PHASE 2
28
2YR
EXISTING
357 00
108280
1086 76
1088 81
0001320
332
14217
55 47
0311
PHASE 2
28
2YR
PROPOSED
35700
108110
108688
1087 OS
0 0012151
331
10858
31 741
0301
PHASE 2
28
SYR
EXISTING
73200
108280
108855
108874
0 001158
392
31065
161 61
031
PHASE 2
SYR
PROPOSED
73200
108110,
108825
108859
00016881
47
20562
146 67
037
PHASE 2
k28
10YR
EXISTING
114300
108280T
1089 T7
108995
0 001191
417
63674
3378
0 32
PHASE 2
10YR
PROPOSED
114300
1081101
108919
108960
0 001800
554
410 46
29333
040
PHASE 2—
-
SOYR-
EXISTING ----
198200-
- - -- 1082801---1090
55----
-- - -
-- 108062
- 0001869
- --- -540
- -- 91898--
-37998
- -- -----038 -
PHASE 2 - -`
28 - - - -' -
50YR - -- -
PROPOSED -"
1982001
1081101
1090 OB
109059
0 002364
6941
69453
35367
047
100YR
EXISTING
2693 00
1082 801
1091 07
1091 39
0 001997
6 23
1124 38
419 90
0 42
F28
28
100YR
PROPOSED
2693 00
1081 10
1090 67
109121
00026791
777
89523
38369
050
PHASE 2
27
1YR
EXISTING
18800
1081501
1084 87
1085121
0 003205
4051
46 37
18581
045
PHASE 2
27
1YR
PROPOSED
188 00
1083 101
108531
1085 71
0 008227
5 04
37 31
24291
"'2
PHASE 2
27
2YR
EXISTING
357 00
1081501
1085811
1086281
0 004417
5 55
84 28
19 53
054

1
1
1
1
1
1
1
C']
1
1
1
1
t
1
1
1
1
1
HEC -RAS RwrBIGCREEK Reach PHASE 2(Cononued)
Rearll
R-818
P(ol9e
Plan
Q Total
Min Ch EI
W S Ow
Crd W S
I- C, E9ry
E-G. Slope
Vet CMI
Flow Area
Top WIdN
Fmude 0 CN
(cts)
(8)
(n)
(ft)
(ft)
O
(I8s)
(a9 B)
(8)
PHASE 2
27
2YR
PROPOSED
357 001
1083101
1086 07
1088 Be
0008702
8 25
57 11
27871
0 771
PHASE 2
27
SYR
EXISTING
73200
1081 50
108704
1088 09
0007238
8"
89 19
2076
070
PHASE 2
27
5YR
PROPOSED
73200
108310
108716
108686
108816
0 008358
8 12
102041
5219
0811
PHASE 2
27
10YR
EXISTING
11430
108150
108770
108744
1 We 56
0011&361
10991
11406
60 88
088
PHASE 2
27
10YR
PROPOSED-
114300
108310
108827
7088 14
108929
00062261
8581
218271
228 81
0 73
PHASE
27
50YR
EXISTING
198200
108150
108953
108953
108043
0005807
923
51909
298171
064
PHASE 2
127
MR
PROPOSED
1982 00
108310
108934
108934
109025
00052381
9151
523781
305 621
070
PHASE 2
27
t00YR
EXISTING
2893001
108150
109005
1090051
109098
0.006165
10021
68822
358 321
067
PHASE 2
27
100YR
PROPOSED
269300
108310
109003
1089 74
1090 88
0004807
9 50
748 33
361 03
1 068
PHASE 2
28
1YR
EXISTING
188 00
11
108467
0 003655
3 57
5267
29 97
047
PHASE 2
2S
-is
tYR
PROPOSED
18800
1080 70
1083 91
108419
0004774
4 23
4440
22 671
053
PHASE 2
EXISTING
35700
108120
1085 48
10857
0003245
4241
14231
33 47
047
PHASE 2
26
2YR
PROPOSED
35700
108070
108499
1085 37
0004579
4981
71 84
27 97
1 0 55
PHASE 2
28
5YR
EXISTING
73200
108120
1086 85
1087291
0003736
535
148811
619.1
0 52
PHASE 2
26
SYR
PROPOSED
73200
108070
1088 49
108700
0 004154
5 85
140 BB
82 41
056
PHASE 2
26
10YR
EXISTNG
114300
1081 20
1088 02
1088 42
0 062662
544
351 00
26644
046
PHASE 2
26
IOYR
PROPOSED
114300
1080 70
1087 73
1086 32
1088 25
0003037
614
295011
24938
0 50
PHASE 2
25
50YR
EXISTING
1982 00
7081 20
1089 11
1089 53
00025681
6 11
678 87
323 53
0 47
PHASE 2
25
50YR
PROPOSED
198200
1080 70
1089 13
1089561
0 002280
F 634
708811
33039
0 451
PHASE 2
26
tODYR
EXISTING
269300
108120
108986
10'0 28
0 002335
8 37
93904
371 45
045
PHASE 2
28
100YR
PROPOSED
209300
108070
108997
1680 37
00 02003
648
1007 00
37815
043
1
PHASE 2
25
tYR
EXISTING
18800
108020
108399
1084 37
0 008608
499
3770
1879
062
PHASE 2
25
tYR
PROPOSED
18800
107960
1083 84
1083 961
00012MI
2811
86 94
2291
029
PHASE 2
25
2YR
EXISTING
35700
1080201
1084711
1085 42
0 010701
8 76
5281
2302
079
PHASE 2
125
2YR
PROPOSED
35700,
107960
1084881
1085101
0001918
3821
9356
2835
037
PHASE 2
25
SYR
I EXISTING
73200
108020
108583
108576
1086921
00142S4
837
8746
3723
0 96
PHASE 2
25
SYR
PROPOSED
732 00
107960
1086 33
1086761
0002300
528
15307
4703
0 43
PHASE 2
25
tOYR
EXISTING
114300
108020
108688
108657
1088111
0010583
8 89
13240
94 68
087
PHASE 2
25
tOYR
PROPOSED
114300
107960
1087 47
108536
1088031
0002
624F
28088
204741
046
PHASE 2
25
WYR
EXISTING
198200
108020
10118 64
ION301
0004567
7 45
518 BZ
278 11
061
PHASEZ
25
50YR
PROPOSED
198200
107960
IWO 79
108938
002
0374
711
87325
283431
047
PHASE2
25
t00YR
EXISTING
2893.00
108020
108951
109008
0003514
729
78566
342481
055
PHASE 2
25
t00YR
PROPOSED
2693 00
1079601
1089 57
1090 19
0002429
7711
SW 74
34575
--2-1
PHASE 2
24 -
1YR
EXI571NG
188 -00
108080
1082781
108274
108327
0017
5 58
1 3369
3194
098
PHASE 2
24
1YR
1PROPOSED
186 00
107950
1083641
108378
0001504
2791
6733
28 971
031
PHASE 2
24
2YR
EXISTING
357 00
108080
1083 72
1084 17
0 008557
54
85 91
37 45
0 72
PHASE 2
24 -
ZYR
PROPOSED
357 00
1079 50
1084 81
108483
0 001955
3 74
9632
3661
0 37
PHASE 2
24
SYR
EXISTING
73200
108080
!08531
1085 77
0.004658
5 47
133 70
46 28
057
PHASE 2
24
SYR
PROPOSED
732 00
107950
108603
108843
0002234
512
173 24
8035
D42
PHASE 2
24
10YR
EXISTING
114300
108080
108667
108717
0003216
571
21672
9140
050
PHASE2
24
tOYR
PROPOSED
114300
107950
108715
108766
0002321
603
302 80
18836
044
PHASE 2
24
SOYR
EXISTING
1982 00
108080
1088 29
1
1088 77
0002389
604
55607
269 511
045
PHASE 2
24
SOYR
PROPOSED
198200
107950
1088381
108899
0002555
721
59033
278 89
1 048
PHASE 224
t00YR
EXISTING
269300
1080 80
108913
108963
0002234
642
818 65
333451
045
PHASE 2
24
I OOYR
PROPOSED
2893 00
107950
108922
108982
0002429
759
85773
334731
o 48
I
PHASE 2
23
tYR
EXISTING
18800
107980
1082 89
1082 91
0 000342
1 16
161 65
85 87
015
PHASE 2
23
tYR
PROPOSED
188 00
107880
108362
1083 69
0 000649
2 08
91 28
30 29
021
PHASE 2
23
ZYR
EXISTING
35700
107980
1083 89
108392
0000318
1381
25796
9969
015
PHASE 2
23
2YR
PROPOSED
35700
107860
108459
1684 72
0000954
2 92
126 66
49 32
0261
PHASE 2
23
5YR
EXISTING
73200
107990
108553
108557
0000270
1 72
527
10577
015
PHASE 2
23
5YR
PROPOSED
732 00
1078 80
1088 05
106628
0001165
404
243 22
102 60
0 3t
PHASE 2
23
10YR
EXISTING,
1143 00
107980
1086 92
108698
0000248
199
61690
19997
0151
2
23
10YR
PROPOSED
1143 00
1078 60
1087 21
108749
0 001201
465
43803
218 40
0 32
23
50YR
EXISTING
198200
1079 BO
1088 51
1080 60
0 000288
2 53
1023 67
320 98
017
WPHASE
23
50YR
PROPOSED '
1982 00
107860
1088 42
1088 81
0 001512
23
100YR
EXISTING
269300
107980
1089 34
108946
0000336
295
130512
358421
0191
PHASE 2
23
100YR
PROPOSED
259300
107860
108924
108965
0001532
631
103373
35446
038
PHASE 2 -
22
tYR
EXISTING
18800
107790
108284
1082 88
0000450
1761
10680
3652
018
PHASE 2
22
1YR
PROPOSED
18800,
108090
1083 18
1083 53
0007358
4 751
39 58
2601
—068
PHASE 2
71
2YR
EXISTING
357001
107790
7083 80
1083 69
0000899
2481
143 93
4081
023
PHASE2
22
ZYR
PROPOSED
35700
108090
108410
106455
0005543
545
6922
4229
063
PHASE 2
22
5YR
EXISTING
732 00
1077 90
1085 35
1085 53
0 001003
344
213 50
51 BB
029
PHASE 2
22
SYR
PROPOSED
732 00
108090
1085 57
108813
0 003841
6 30
158 87
77 63
0 57
PHASE 2
22
tOYR -
EXISTING
114300
1077 90
1086 69
1088 94
0 000995
4 01
349 73
194 40
0301
PHASE 2
22
tOYR
PROPOSED
114300
108090
108683
1087371
00027931
8 51
341 96
23234
0511
PHASE 2
22'
50YR
EXISTING
198200
10779
108827
108866
00009851
4 68
767 77
338 32
0 31
PHASE 2
22
SOYR
PROPOSED
198200
10809
1088 24
1088 72
0002258
8 90
739 43
336 OS
0 48
PHASE 2
22
100YR
EXISTING
2693 00
107790
1089 10
108941
0001027
5 14
106390
377 271
0 32
PHASE 2
22
t00YR
PROPOSED
269300
108090
108914
1089 55
0001930
6 95
1060 48
379 O9
U40
PHASE 2
21
m
EXISTING
18800
107960
1082 51
1082 79
0 006823
4 26
44 10
31 04
0 63
PHASE 2
21
TYR
PROPOSED
18800
—35700
107820
1083 23
109331
0 W0645
229
82 06
27 90
024
PHASE 2
21
2VR
EXISTING
1079 60
108343
108370
0005010
482
7404
33 99
0581
PHASE2- -J21—
ZYR -----
PROPOSED
-- 35700-
-- 107820
- -- 108416----
- - ---
-- 108434---0001259
-- - -- 324
- - -- 11156
----- -3696------
--030-
PHASE2�—
21 -- - - " „ "_
SYR "___. "�
E105TING - - -`
73200
107960
108490
108542
0004126
577
12687
3773
055
PHASE 2
21
SYR
PROPOSED
73200,
107820
108562
108695
0001657
465
17884
5387
036
PHASE 2
21
10YR
EXISTING
1143 00
107960
108818
1089 56
108682
0003630
644
18692
109 69
054
PHASE 2
21
tOYR
PROPOSED
1143 00
7078 20
1086 78
1087 27
0 001801
5 55
314 88
189 15
039
PHASE 2
21
50YR
EXISTING
188200
1079 60
1087 91
1088 47
0 002572
6 501
582 43
282 14
0 47
PHASE 2
21
60YR
PROPOSED
1982 00
1078 20
1088 11
1088 81
000 1935
8 54
658119
292 74
0 42
PHASE 2
21
100YR
EXISTING
2893 00
1079 80
7088 83
7089 33
0002239
8 70
831 31
307 03
0 45

1
[j
[I
u
1
1
r
t
1
t
1
1
t
1
t
1
1
t
HEC -R4S Rwr BIGCREEK Reach PHASE 2 (Continued)
Reach
I Rnw Sla
Prone
Plan
0 Total
I Min Ch El
W S. Elev
Cr8 W S-
E.G. El.
E.G Skips
Vel Chnl
Flow Area
Top WWOf
Fronde 0 Chl
I
(mss)
lrtl
(rtl
(rt)
(ft)
(rt/rt)
O
($art)
(rt)
PHASE
21
t00YR
PROPOSED
269300
107820
108897
108946
0001859
889
921351
313631
042,
1
PHASE 2
20
IYR
EXISTING
18800
1079 70
108219
101242
00041281
385
48841
2718
051
PHASE 2
20
IYR
PROPOSED
MIX)
1080 50
1062 53
108243
1083 09
00136491
5 991
31 39J
2315
0911
�PHASE2
20
2YR
EXISTING
35700
1079701
1083181
108351
0003773
4661
7658
2928
051
PHASE 2
20
2YR
PROPOSED
357 00
108050
1083 42
1084 10
00103181
6611
54 00
272110
0 83
PHASE 2
20
SYR
EXISTING
73200
1079701
108460
108518
0 004059
609
121 70
44 99
0 55
PHASE 2
20
SYR
PROPOSED
1 732 00
1080 50
1 108476
1084 33
1 108570
00073471
7851
1 D4 64
54 47
077
PHASE 2
20
10YR
EXISTING
1143 00
tU /9 70
1085 471
108660
0 OU3561
6 731
1419 16
72 78
U 54
PHASE 2
20
10YR
PROPOSED
114300
1080 50
1086 02
1095371
108700
0 005254
8 25
1 184 13
80 57
068
PHASE 2
20
SOYR
EXISTING
198200
1079 70
1087 78
1088 33
0002557
8 77
587 33
273 59
0 47
PHASE 2
20
SOYR
PROPOSED
1982 00
108050
1087 671
1087 33
1088 47
0003567
836
540 88
27903741
0 59
PHASE 2
20
100YR
EXISTING
2893 00
7078 70
1088 72
1089 22
0002196
6 881
859 94
302 971
045
PHASE 2
20
100YR
PROPOSED
2693 00
108050
1088 78
108936
0 002503
1 7 82
885 74
304 85
0 51
PHASE 2
19
IYR
EXISTING
188001
107880
1081651
108195
00049441
4 411
42831
2225
0 561
PHASE 2
19
IYR
PROPOSED
188 00
1077 50
1082 28
1082 37
0 000871
244
76 95
24 831
0 241
PHASE 2
19
2YR
EXISTING
357 00
1076 80
1082 59
108304
0005148
536
70 29
37561
0601
PHASE 2
19
2YR
PROPOSED
357001
107750
1083 28
108346
0001405111
343
1D4 43
31621
0321
PHASE 2
19
SYR
EXISTING
7320
1078 80
1084 12
108473
00043001
6 421
131 18
4222
058
PHASE 2
19
SYR
PROPOSED
732 00
1077 50
1084 75
108511
0001809
4 89
16283
43 80
0 38
PHASE 2
19
IOYR
EXI3TING
1143 00
1078 801
1085411
1088 16
0 003953
722
188 90
86 44
0 58
PHASE 2
19
tOYR
PROPOSED
1143 001
1077501
1085 94
1086 49
00021041
6 081
247131
144 601
0 43
PHASE 2
19
50YR
EXISTING
1982001
1078801
1087071
108536
1087 95
0 0035331
8 30
1 46287
227 01
1 0 57
I PHASE 2
19
SOYR
PROPOSED
7982 00
1077 50
1087 47
16W 10
00021101
7051
560 77
241 54
0 45
PHASE 2
19
100YR
EXISTING
2693001
1078 80
1 1088 19
1
1088 92
0002771
817
738 44
268 53
0 52
PHASE 2
19
100YR
PROPOSED
2693001
1077501
1088481
1089 08
1 0001952
736
822 88
1 274 70
1 044
PHASE 2
18
IYR
I EXISTING
18800
107790
1080 95
1081131
0002824
343
64 85
27 95
0 43
PHASE 2
18
IYR
IMPOSED
18800
i 079301
1081161
1081 76
1081 81
0 017248
650
28 91
22 47
101
PHASE 2
18
ZYR
EXISTING
35700
1077 90
1081851
7082.18
0003128
4401
8176
3019
047
PHASE 2
18
2YR
PROPOSED
35700
1079301
108191
108188
10828DI
0.014819
7571
4718
25 —1
0 99
PHASE 2
18
5YR
EXISTING
73200
1077901
1083431
108391
00031731
5571
13140
3372
0501
PHASE 2
18
SYR
PROPOSED
732 DO
1079 30
108333
1083 03
1084 43
0 009242
8 44
89 81
3486
085
PHASE 2
18
10YR
EXISTING
114300
7077 90
1084 78
108540
0003170
638
189 56
80 04
O 51
PHASE 2
118
10YR
PROPOSED
1143 00
1 1079 30
108453
108400
108584
0 W72191
929
13816
6307
0 79 1
PHASE 2
18
SOYR
EXISTING
198200
1077 80
1088 72
1087 33
0.002519
672
46284
16735
047
PHASE 2
18
50YR
PROPOSED
1982001
1079301
108670
1088 70
1087 65
0003671
871
429 43
187
080
PHASE 2
18
t00YR
EXISTING
259300
1077 90
108781
108843
0002254
70
850 OS
178 e1
046
046
PHASE 2
18
100YR
PROPOSED
289300
107930
1087 -81
108868
0 003093
8 88
619181
176 T7
057
PHASE 2
17
1YR
1EXISTING
188001
1078 60
108031
1080 68
0 008219
4 90
3838
2514
070
PHASE 2
117
IYR
IPROPOSED
18800
1076 20
108089
1080 981
0 0D0766
2 46J
80761
25 88
0211
IPHASE2
17
2YR
EXISTING
35700
107860
108115
108170
0007419
596
5992
2835
070
PHASE 2
17
2YR
PROPOSED
35700
1078 20
1087 84
1082 D5
000138191,
377
108 81
29 36
029
PHASE 2
17
5YR
EXISTING
73200
107860
1082 651
1083 46
0 008405
7 23
101 28
28 81
2S.
PHASE 2
17
SYR
PROPOSED
73200
1076 201
108325
1083 74
0 002434
1 5 82
16035
42 59
0 39
PHASE 2
17
10YR
EXISTING
7143 00
1078 80
108387
1 1084951
0 006348
I 34
737 15
3124
069
PHASE 2
17
10YR
PROPOSED
7143 00
1078 20
108442
1085151
00031
7 31
225 B3
84 50
046
PHASE 2
17
SOYR
EXISTING
198200
l 1078 60
1 108516
108505
1086871
0007788
10751
237441
10746
079
PHASE 2
17
SOYR
PROPOSED
1982 00
1076201
108608
1087 12
0 003698
9291
412371
14817
PHASE 2
17
100YR
EXISTING
2693 00
107880
1088 57
1088 20
1088 03
0005534
1048
42295
155 27
PHASE 2
17
100YR
PROPOSED
2893 00
1078 20
1087 30
1088 27
0 003581
9 61
602 59
183 41
]4.
�PFIA HASE2
t8
tYR
EXISTING
78800
107810
107988
108023
0008743
4921
3818
2693
SE 2
18
PROPOSED
188 00
1078 40
1080 37
1080 80
0 009840
530
35 44
24 38
HASE 2
18
EXISTING
357001
107810
108084
1081 33
0006101
se 1
6363
2680
064
PHASE 2
16
PROPOSED
357 00
107840
1081 28
1081 04
0 007817
6 11
58 41
26 81
0 73
PHASE 2
18
12YR
EXISTING
73200
1078 10
1082 44
108314
0 005157
6 71
10902
29 82
0 82
PHASE 2
16
PROPOSED
732 00
1078 40
1082 80
1083 50
0 006697
7 60
100 42
36 67
PHASE 2
16
EXISTING
1143 00
1078 10
1083 68
108462
0 D05208
7 751
147 41
31 93
PHASE 2
10
PROPOSED
1143 00
1078 40
108365
1094 86
0006513
8951
13994
3902
075
PHASE 2
18
SOUR
EXISTING
1982206
1078101
1084 78
1084 48
1086 44
0007783
1056
225251
94331
080
PHASE 2
16
50YR
PROPOSED
1982 00
1078 40
1084 94
108494
108880
0007461
11351
2448
103461
083
PHASE 2
18
100YR
EXISTING
2893 00
707810
1085 66
108566
108762
0007770
11 70
322881
12466
082
PHASE 2
18
100YR
PROPOSED
269300
1078401
108595
108595
108784
0 006815
12181
385 03
132 55
0121
PHASE 2
15
1YR
EXISTING
18800
1075701
107943
1079 58
0001897
112
60151
2531
0 38
PHASE 2
15
IYR
PROPOSED
18800
1075 50
1079 95
708005
0000922
25
74 57
24 75
0 25
PHASE 2 115
2YR
EXISTING
35700
1075 70
1080 55
1080 79
0002173
39
91 21
29 80
0 39
PHASE 2
15
2YR
PROPOSED
35700
1075 50 1
108098
1081171
0001
3 52
101 47
28 75
0331
PHASE 2
15
SYR
EXISTING
732 00
1075 70
1082 22
1082 62
0 002397
5 70
143 44
32 81
0431
PHASE 2
PHASE 2
15
15
5YR
IOYR
PROPOSED
EXISTING
73200
11430D
1075501
1075 70
1082 40
1083 45
108280
1084041
00020281
00028491
510
618
151 09
188 061
43 00
8397
—04a]
047
PHASE 2
15
10YR -
PROPOSED
1143 00
1075 50
1083 49
1084 11
0 002434
6 38
209 73
111 58
046
PHASE 2
15
60YR
EXISTING
198200
1075701
108448
108269
1085 361
00038391
798
42829
278 54
0 57
PHASE 2
15
50YR
PROPOSED
1982 00
107550
1084 71
1082 88
1085 49 1
00028311
7781
524151
29148
0 51
P SE 2
75
tOOYR
EXISTING
2893 001
1075 70
1085 121
1084 78
1086 08
0 004084
8 79
811 91
298 38
0 59
PHA6E2
75—
tODYR—
PROPOSED—
- -- 269300
- -- 107550
-- -108515
-- 108490
- - -- 108614
— 0003628
- -- —915 -
-- -65297 --
-29889 -
-- -058 --
PHASE 2
14
1YR
EXISTING
188 00
1076 10
1078 77
1078 98
0 003577
3 67
51 27
27 02
0 47
PHASE 2
i4
m
PROPOSED
188001
1077 00
1078 851
107876
1079381
00139171
584
32 211
2514
0 97
PHASE 2 14
2YR 1EXISTING
370 Bill
1076 10
1079 891
1080 20
000,32951
4471
82721
29871
047
PHASE 2 14
PHASE 2 14
j PHASE 2
ZYR
5YR
PROPOOED
EXISTING
370 00
757 00
1077 00
1078 10
1078 91
1081 51
1080 48
tOBi 99
0007989
0003
6 OB
5 58
61 04
742 85
29251
55 41
0 74
0 50
14
5YR
PROPOSED
757 00
1077 00
1081 40
108064
1082 13
0 005250
6 95
127 14
07 14
0 65

1
t
1
t
t
1
f
�1
1
t
1
f�
1
t
1
HEC -RAS River BIGCREEK Reach PHASE 2 (Continued)
Reach
I River Sta
Profile
Plan
O Total
Min Ch El
WS. Elev
I Crd W.S.
EG Elev
EG Slope
Val Chnl
Flow Area
Top Width
Froude #Chl
(ote)
I (6)
(6)
I (6)
(ft)
(W)
(NS)
lac 0)
I (6)
PHASE 2
14
7DYR
EXISTING
1181 001
107610
108287
1080 82
108335
00026811
5 831
32545
269 681
0 461
PHASE 2
14
10YR
PROPOSED
1787 00
1077 00
108277
1081 BB
1083 40
0 003328
6891
31265
274 37
1 055
PHASE 2
74
50YR
EXISTING
2047 00
1078 10
1083911
1084 42
0 0027611
6691
680761
373901
0481
PHASE 2
114
50YR
PROPOSED
1 2047001
1077 00
10114!!3j
1084771
00017321
6041
917 95
1 404901
0421
PHASE 2
114
10UYR
EXISTING
1 2780001
107610
1084 80
1085091
0002601
7 01
956 681
406181
048
PHASE 2
14
1DOYR
PROPOSED
2780 00
1077 DO
1084761
1085 21
0002333
7i
1049 28
417251
049
PHASE 2
13
EXISTING
188001
107500
107883
1078 88
0 000363
1 1511
124 65
1 4821
016
PHASE 2
13
PROPOSED
18800
1074301
1079 03
1
107911
0 000694
1 2 251
8356
260 7
022
PHASE 2
73
j2YR
EXISTING
370 00
1075 00
107999
1080 DS
0000451
2 OB
179 65
48 19
018
PHASE 2
13
PROPOSED
370 00
1074 30
7080 07
1080 24
0 001191
328
11293,
31 581
0 30
PHASE 2
13
EXISTING
757 00
107500
1081
1087 82
0000587
287
264 O8
1 50 85
022
PHASE 2
13
PROPOSED
757 00
1 107430
1081 56
1
108190
0001580
4 72
1 179 17
1 5971
036
PHASE 2
13
10YR
EXISTING
1181 00
107500
108302
108320
0 000667
3 43
1 46041
305731
02
PHASE 2
13
10YR
PROPOSED
1181 00
1074 30
1082 78
108322
0 001673
5581
33185
267 60
039
PHASE 2 -
13
50YR
EXISTING
2047 00
1075 00
1084 00
1084281
0000969
4561
030
PHASE 2
13
SOYR
PROPOSED
2047 00
107430
106434
1084701
0001359
5 801
88207
385 22
0 36
PHASE 2
13
7DDYR
EXISTING
2780001
1075 00
108465
1084 98
0 001120
5 20
1 1055 76
392 33
033
PHASE 2
13
100YR
PROPOSED
2780001
107430
1084 54
1085 70
0002119
7371
980 75
389 94
0 45
PHASE 2
12
1YR
EXISTING
188 00
1075 00
1078521
1078 701
0 002483
344
54 661
23421
04n
PHASE 2
12
1YR
PROPOSED
188 00
1076 30
107810
1078101
1078751
001490937
614
30601
23 191
094
PHASE 2
12
2YR
EXISTING
370 00
1075 00
107952
1079851
00033231
4 62
80041
2700
047
PHASE 2
12
2YR
PROPOSED
370 00
1078 30
107892
107886
1079 80
) 0014040
7511
49 27
1 2814
096
PHASE 2
112
5YR
EXISTING
757001
107500
108094
1081 55
0 003899
6271
122 99
1 3899
054
PHASE 2
12
SYR
PROPOSED
757001
1078 30
1080.34
1080 04
1081 45
0009025
8 47
94441
3954
084
L.
PHASE 2
12
10YR
EXISTING
1181001
107500
1082 19
108049
1082 95
0 003977
7 13
232 84
282 25
0
PHASE 2
12
10YR
PROPOSED
1181 00
1076 30
1081 22
1081 131
1082 76
0008364
10 12
13765
6283
089
PHASE 2
12
SWR
EXISTING
204700
107500
1083 54
7084 OB
0002827
7 OS
708 95
1 30987
049
PHASE 2
12
50YR
PROPOSED
2047 00
1078 30
1084 24
7084 51
0 001327
5 55
1032.78
411 34
037
PHASE 2
12
100YR
EXISTING
2780 00
1075 00
1084 32
7084 T8
0 002427
7 OS
1 1024 75
413 77
048
PHASE 2
12
100YR
PROPOSED
278000
1076301
108436
1084 80
0 002198
7 221
10OZ611
41496
047
PHASE 2
Ill
tYR
EXISTING
188 00
107570
1077 32
107732
1OT7941
0 017453
630
29 84
24 48
101
PHASE 2
11
tYR
PROPOSED
18800
107320
107774
1077 861
00010271
2 T31
71581
2431
023
PHASE 2
11
2YR
EXISTING
370 00
107570
107817
107804
1078981
00125581
7 191
5144
2645
091
PHASE 2
11
2YR
PROPOSED
37000
1073 20
1078791
107905
000161M
419
101.11
3215
03i
PHASE 2
11
SYR
EXISTING
75700
107570
107955
1079.19
1080 65
0009852
8411
9006
29 69
085
PHASE 2
11
SYR
PROPOSED
75700
1073.20
108019
1080 T7
0 003087
0391
155741
4460
043
PHASE 2
11
10YR
EXISTING
118100
107570
108068
108071
108206
0.009204
944
725761
3705
085
PHASE 2
11
10YR
PROPOSED
118100
107320
1080 95
107925
108195
0004829
8581
195351
7323
055
PHASE 2
11
50YR
EXISTING
204700
107570
108261
1082 61
108374
0005370
9 23
399641
250831
068
PHASE 2
11
SOYR
1PROPOSED,
204700
107320
108137
108107
108398
0011792
13901
23498
102901
087
PHASE 2
Ill
100YR
EXISTING
278000
1075701
108323
108323
108445
0005587
10091
557231
258191
071
PHASE 2
11
10(YYR
PROPOSED
278000
107320
108330
1 1083301
108446
00053611
10 841
64643
258 95
0 61
PHASE 2
10
tYR
EXISTING
18800
107380
107723
10731
0001109
230
81871
3781
0 2
PHASE 2
10
tYR
PROPOSED
18800
1073201
107767
1077 78
0001238
263
71491
26 .1i
62:
PHASE 2
10
2YR
EXISTING
37000
1073801
1078 33
107846
0 001267
2.91
127191
45191
031
PHASE
10
2YR
PROPOSED
37000
107320
107871
107892
00017571
365
10177
34181
0351
PHASE 2
10
SYR
EXISTING
75700
107380
1079 92
108013
00013151
3 66
20684
5278
033
PHASE 2
110
SYR
PROPOSED
757 00
1073 20
108013
108054
0 002202
516
16016
5039
042
PHASE 2
10
10YR
EXISTING
1181 00
707380
108123
1081 49 1
00013011
413
32351
14795
033
PHASE 2
10
10YR
PROPOSED
1181 00
107320
108092
107902
108160
0 003077
6 761
22028
12823
050
PHASE 2
10
50YR
EXISTING
2047001
1073 80
108256
7082 91
0001437
5041
64089
31703
036
PHASE 2
10
50YR
PROPOSED
2047001
107320
108181
1081 33
108300
0 004801
9 31
362 67
22828
0134
PHASE 2
10
100YR
EXISTING
2780001
107380
108312
108357
0 001721
588
822 47
32916
040
PHASE 2 110
100YR
PROPOSED
2780001
1073 20
101261
108268
108384
0004712
1) W
31834
065
PHASE 2
9
IYR -
EXISTING
18800
1074201
107681,
1077 15
0 005666
4 641
40481
2187
0 80
PHASE 2
9
tYR
PROPOSED
188 00
1072.401
1077 61 1
1077 69 1
00007801
2241
83941
2751
023
PHASE 2
9
2YR
EXISTING
37000
1074 20
107773
107827
0 OW557
5 891
82 77
26 24
067
PHASE 2
9
2YR
PROPOSED
37000
107240
1078 63
107880
00012181
3251
118 55
40 34
0 29
PHASE 2
9
5YR
EXISTING
75700
1074 20
1078 97
1079 90
0 007123
7 78
102 12
3503
074
PHASE 2
9
SYR
PROPOSED
757 00
1072 40
108004
108038
0 001686
4 71
18369
8010
036
PHASE 2
9
10YR
EXISTING
1781 00
1074 20
1079871
107939
108123
00081591
9 461
136 OZ
51 89
081
PHASE 2
9
10YR
PROPOSED
118100
107240
1080831
108136
0002330
6081
302 26
211 68
044
PHASE 2
B
SOYR
EXISTING
204700
107420
1081 Be
1081 68
108271
0 004824
9161
477581
30342
066
PHASE 2 19
50YR
PROPOSED
204700
1072 40
1081 75
1081 19
108252
0003206
785
54565
30634
053
PHASE 2
9
t00YR -
EXISTING
278000
1074201
]08225
108225
1083 34
0005093
10 01
857591
32466
069
PHASE 2
9
100YR
PROPOSED
278000
1072401
108233
108197
1083 18
0003579
8751
729 73
325981
056
PHASE 2
8
1YR
EXISTING
18800
107410
107657
1076821
0 004054
402
48137
2467
051
PHASE 2
a
IYR
PROPOSED
18800
107490
1077 19
IDT7501
0 006074
4541
4662
4596
062
PHASE 2
8
2YR
EXISTING
37666
107410
107749
1077881
00044221
5 0911
83 T7
53 07
056
PHASE 2
8
2YR
PROPOSED
370 00
1074 90
1078 26
7078 58
0 003814
4 75
107 O7
68 94
0531
PHASE 2
8
SYR
EXISTING
757 00
1074 10
1078 88
1079 38
0 003990
5 91
173 47
71 78
055
PHASE 2
8
SYR
PROPOSED
75700
107490
1079781
1080 11
0 002489
5251
241 89
11585
046
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PHASE 2
8
10YR
PROPOSED- -
1181001
107490
1080611
108101
0002605
6071
39530
23675
0 48
PHASE 2
8
50YR 1EXISTING
2047 001
1074 10
108104
1081 771
0003935
8 02!
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28196
0 59
PHASE 2
8
50YR
PROPOSED
2047 00
107490
1081 51
1082 051
0003230
756
647 71
304871
056, 1
PHASE 2
8
700YR
EXISTING
2780001
107410
1081 61
1082441
0004328
896
6884
309 28
0 63
PHASE 2
8
t00YR
PROPOSED
2780 00
7074 90
1082 02
7082 67
0003757
864
804801
331081
0 61
PHASE 2
7
1YR JEXISTING
788 00
1074 00
1076 03
107592
1076561
00136711
587
32 02 1
24171
090

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(ds)
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PHASE 2
7
1YR
PROPOSED
18800
107220
1077 25
1
107732
0 000768
1 220
88 82
1 41 191
0221
PHASE 2
7
ZYR
EXISTING
37000
1074001
10709
107668
1077 61
00105231
8 80
5840
34 74
084
PHASE 2
7
2YR
PROPOSED
370 00
107220
1078 29
107843
0001084
3 OB
14245
59 9B
0 27
PHASE
7
SYR
EXISTING
75700
107400
107844
707914
0008327
8941
73215
5928
089
PHASE 2
7
SYR
PROPOSED
75700
107220
1 1079791
1080 01
00012131
403
317251
233 04
0 37
PHASE 2
7
10YR
EXISTING
1181 00
1074001
1079691
1078741
1080 37
0 004748
7 09
257 12
201 49
0 81
PHASE 2
7
IGYR
PROPOSED
1181 001
1072 20
1080 66
1080 88
0007228
4 48
584731
328181
032
PHASE 2
7
50YR
EXISTING
2047 00
107400
081041
1081551
0 0032M8
1 703
657 88
1 35815
0 53
PHASE 2
17
50YR
PROPOSED
2047001
1072.201
1081591
1081 88
0001553
553
919 67
379 51
036
PHASE 2
7
100YR
EXISTING
2780 00
1 107400
1081 B5
7082 20
0003373
767
885 30
38058
055
PHASE 2
7
100YR
PROPOSED
278000
1072-2011
108214
1 1082 47
0 001794
625
1130 38
389 81
040
PHASE
6
7YR
EXISTING
18800
107180
107825
107632
0000834
215
8763
2861
022
PHASE 2
6
1YR
PROPOSED _
- 188001
1074 60�
107892
1077 21
0 005620
4 35
44 49
36 98
0 80
PHASE 2
6
2YR
EXISTING
370 001
1071 801
107718
107734
0.001096
3 191
120 551
4660
029
PHASE 2
6
2YR
PROPOSED
370001
107460
1078 DOI
1 107833
00037411
4 72
1 96631
6060
052
PHASE 2
6
5YR
EXISTING
757 00
1071 60
1078 61
1078 91
0001819
4 48
204 i4
82 70
036
PHASE 2
8 -
SYR
PROPOSED
757001
1074 60
107966
1079 94
00019721
4791
318 63
271 11
0 41
PHASE 2
6
IOYR
EXISTING
1181001
107160
1079841
1 1080181
0 D014881
5011
422571
313321
036
PHASE 2
8
10YR
PROPOSED
1181001
1074 60
108062
108083
0 D014571
4721
82765
344801
037
PHASE 2
B
50YR
EXISTING
2047001
1071 80
1081091
108143
0001444
5 61
858 B3
398 33
037
PHASE 2
6
60YR
PROPOSED
2047 00
107460
1081 56
1081 81
0 001650
5 82
993 82
415 81
040
PHASE 2
6
100YR
EXISTING
2780 00
107180
7081 69
108208
00016531
6 331
1102 981
418491
0401
PHASE 2
6
100YR
PROPOSED
278000
107460
1082111
1082.39
0 001805
6 23
1226 85)
424 87
0431
PHASE 2
5
1YR
EXISTING
18800
107360
1076 02
1076241
0 003510
377
49 93
28 031
0 48
PHASE 2
5
1VR
PROPOSED
188 00
1072 80
1076 89
1077 01
0 601584
284
BB 22
2701
032
PHASE 2
5
2YR
EXISTING
370 00
1073 BO
1078 81
1077 22
0004820
5191
7130
2889
0 58 1
PHASE 2
5
2YR
PROPOSED
370 00
1072 60
1077 90
1078 13
0002055
388
9623
3246
038
PHASE 2
5
SYR
EXISTING
75700
1073601
1078001
1078 75
0006224
6 9B
10876
34051
069
PHASE 2
5
SYR
PROPOSED
75700
1072801
1079301
1079 72
0 002378
5 301
191 00
178 88
1 044
PHASE 2
5
tOYR
EXISTING
1181001
1073801
1078 98J
107815
1079 991
0 0077851
8081
157 88
11819
0781
PHASE 2
5
tOYR
PROPOSED
118100
1072 W
108028
1080671
0002001
5611
445 77
29251
042
PHASE
5
50YR
EXISTING
2047001
107360
108088
1081321
0003071
617
64010
32895
051
PHASE 2
5
50YR
PROPOSED
2047 001
107280
1 081201
1081671
0002459
679
740921
34348
047
PHASE 2
5
100YR
EXISTING
278000
1073 60
1081471
1061 961
0003112
6.75
843.76
344 82
053
PHASE 2
15
100YR
PROPOSED
278000
707280
1081 75
1082 271
0 002703
751
92946
346 -18
050
PHASE 2
4
1YR
EXISTING
18800
107250
1075 79
1075 69
0007709
250
7516
3017
028
PHASE 2
4
7YR
PROPOSED
18800
1073 90
1078 34
1078 et
0004889
422
4450
TS 42
0561
PHASE 2
4
2YR
EXISTING
37000
107250
107045
1076 88
000,2102
387
9651
31 68
039
PHASE 2
4
2YR
PROPOSED
37000
107390
107725
107769
0004997
534
6995
341
060
PHASE 2
4
SYR
EXISTING
757 00
1 107250
107749
1078 02
1 0003568
585
12948
3374
053
PHASE 2
4
SYR
PROPOSED
757 00
107390
1078511
107925
0004945
701
122.361
4428
064
PHASE 2
4
10YR
EXISTING
118100
107250
1078341
107920
0004720
744
158861
3544
062
PHASE 2
4
10YR
PROPOSED
118100
107390
1079611
107862
108031
0 003858
734
32683
287 76
059
PHASE 2
4
50YR
EXISTING
21347 00
107250
107971
107855
108082
0 OD4999
8 871
395 43
292 30
066
PHASE 2
6
50YR
PROPOSED
2047 00
107390
1060 71
108133
0003 6
7 86
669361
342711
057
PHASE 2
4
100YR
EXISTING
278000
107250
108045
1080 35
108149
00043727
9 20
623851
320931
065
PHASE 2
14
100YR
PROPOSED
278000
1073 90
1 1081 17
108191
0 003935
8 94
83388
372 82
062
PHASE 2
3
1YR
JEXJ STING
188 001
1073601
1075 61
1075 75
0004115
3 031
62071
51 54
049
PHASE 2
3
1YR
PROPOSED
188001
107370
1075801
107621
0009105
5181
36 28
24 49
075
PHASE 2
3
2YR
EXISTING
370001
107360
1076 27
1078 49
0 003887
3771
9806
55391
050
PHASE 2
3
ZYR
PROPOSED
370001
1073701
1078 79
1077 33
0 008947
5911
63 48
38 18
070
PHASE 2
3
5YR
EXISTING
757001
1073 60
107739
1077 73
0 003323
4891
161 50
63 46
050
PHASE 2
3
5YR
PROPOSED
757001
1073 70
107828
1077 53
1078 89
0004488
6 65F
15445
8091
061
PHASE 2
3
10YR
EXISTING
1181001
107360
1078381
1078 82 1
0002950
534
233 10
91 79
049
PHASE 2
3
10YR
PROPOSED
118100
107370
107947
1
107996
0002887
6 451
41100
30000
051
PHASE 2
3
50YR
EXISTING
2047 00
107360
107999
108040
0001999
5531
65054
36013
042
PHASE 2
3
50YR
PROPOSED
204700
107370
108036
108092
0003221
7621
72168
37680
056
PHASE 2
3
100YR
EXISTING
278000
107360
108066
1081 09
0 00202,
6 01
900 57
362 99
043
PHASE 2
3 -
100YR
PROPOSED
2780 00
1073 70
108090
108149
0003361
826
928 07
38825
058
PHASE 2
2
7YR
EXISTING
188 00
107320
107521
1076481
0008045
4 -
48 34
4076
067
PHASE 2
2
1 VR
PROPOSED
188 00
7070 90�
107585
1075 93
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2i
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2716
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PHASE 2
2
2YR
EXISTING
37000
107320
1075811
1076231
0 007836
5181
7143
42361
070
PHASE 2
2
2YR
PROPOSED
370001
107090
1076871
7077 OS
0 001404
3 401
110 871
4150
031
PHASE 2
2
SYR
EXISTING
757001
107320
1076811
1077 48
0007357
8 57
115 15 l
45 01
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PHASE 2
2
5YR
PROPOSED
757001
1070 90
1078 35
1078 66 1
0 001878
468
208 58
175 70
036
PHASE 2
2
10YR -
EXISTING
118100
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1077 74
1078591
0 608521
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168 85
6537
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PHASE 2
2
10YR
PROPOSED
1181 00
107090
107947
1079 811
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5 73
481 27
315 59
036
PHASE 2
2
50YR
EXISTING
204700
107320
107960
107865
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0.003530
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528 23
32296
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PHASE 2
2
BOYR
PROPOSED
204700
107090
1080 31
1080771
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PHASE 2
2
100YR
EXISTING
278000
107320
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1080 95
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775 58
383 55
0 55
PHASE 2
2
100YR
PROPOSED
278000
1070
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1081 33
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96415
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PHASE 2
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7YR
EXISTING
18800
107230
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107430
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370 00
1072 30
1075 25
1074 83
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PHASE 2
1
2YR
PROPOSED
37000
1073101
1078 171
1076741
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606
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2151
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PHASE 2
1
SYR'
EXISTING
75700
1072 301
107620
107567
107690
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113 43
4389
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PHASE 2
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7YR
PROPOSED
757001
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114 43
49 82
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PHASE 2
1
tOVR
EXISTING
1181 00
1072 30
7077 OS
1078 42
1078 Ot
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787
152 23
47 48
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PHASE 2
i
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PROPOSED
1181 00
1073 10
1079 00
1076 10
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688
35192
288 39
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PHASE 2
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EXISTING
2047 00
107230
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107990
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2047001
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PHASE 2
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t00YR
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2780001
107230
107994
1079501
108066
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PHASE 2
1
t00YR
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2780 00
1073 10
108053
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PHASE 2
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188001
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PHASE 2
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PROPOSED
188 00
107310
1074901
107490
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PHASE 2
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370 00
1072 30
1074 83
107483
107651
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PHASE 2,
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PROPOSED
370 00
107310
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PHASE 2
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5YR
PROPOSED
757 00
107310
107889
1076 89
107822
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PHASE 2
09
10YR
F)(ISTING
1181 00
107230
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1078 42
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1181 00
1073101
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2047 001
1072301
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2047 001
107310
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2780001
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PHASE 2
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100YR
PROPOSED
2780001
1073101
1080161
1080161
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Design Criteria
Supporting Documentation
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Big Creek II — Reach 1 (Station 0 +00 — 8 +50)
Design Criteria Table
Variables
Existing Channel
Proposed Reach
Design Criteria
Stream Types
G4
B4c
B4c
Drainage Area mi
5.71
5.71
NA
Bankfull Width (Wbkf)
Note 1
23.4-26.1
27.0
Bankfull Mean Depth (dbkf)
Note 1
2.3-2.5
2.7
Width /Depth Ratio (Wbkf /dbkt)
Reference
9.5-11.4
10.0
Parameters, Note 1
Bankfull Cross - Sectional Area
Note 1
Abkf
57.8-59.8
72.9
Bankfull Mean Velocity (Vbkf)
Resistance Equations
3.6-3.75
3.1
Bankfull Discharge (cfs)
Note 2
217
217
Bankfull Maximum Depth (dmax)
Note 1
2.9-3.1
3.2
Dmax/Dbf Ratio
Reference
1.17-1.25
1.15
Parameters
Width of Floodprone Area
(Wfpa)
27.4-39.9
48.6-54
Entrenchment Ratio (WfpalWbkf)
1.2-1.3
1.8-2.0
Meander Length (Lm)
Existing Geometry
81-133
191-460
Ratio of Meander Length to
Reference
Bankfull Width (L/Wbkf)
3.24-5.32
7.07-17.0
Parameters
Radius of Curvature (Rc)
Existing Geometry
13.0-124.0
57.0 —149.0
Ratio of Radius of Curvature to
Reference
Bankfull Width (RI/Wbkf)
0.52-4.96
2.1-5.5
Parameters
Belt Width (Wbit)
Existing Geometry
45.0-179.0
44.0-173.0
Meander Width Ratio
Reference
(WbltMbkf)
1.8-7.16
1.63-6.4
Parameters
Sinuosity (stream length/
Existing Geometry
valley distance
1.28
1.30
Valley Slope
Existing Geometry
0.0047
0.0047
Average Slope (S,,9)
Note 3
0.0037
0.0044
Pool Slope (Sp ,01)
0.000 — 0.001
0.001
Ratio of Pool Slope to Average
Reference
Slope S ,I /Sbkf
0.065 — 0.312
0.227
Parameters
Riffle Slope
0.012 — 0.015
0.0084 — 0.0086
Ratio of Riffle Slope to
Reference
Average Slope
3.14-4.05
1.9-1.95
Parameters

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Big Creek II - Reach 2 (Station 8 +50 - 21 +22)
Design Criteria Table
Variables
Existing Channel
Proposed Reach
Design Criteria
Stream Types
F4 /B4c
B4c /C4
B4c /C4
Drainage Area (mi2)
5.89
5.89
NA
Bankfull Width ( bkf)
29.35
Note 1
23.6 - 31.7
28.0
Bankfull Mean Depth (dbkf)
2.17
Note 1
(1.9-2.5)
2.4
Width /Depth Ratio (Wbkf /dbkf)
Reference
9.4-17.0
11.7
Parameters, Note 1
Bankfull Cross - Sectional Area
62.9
Note 1
(Abkf)
(59.0 - 65.8)
67.2
Bankfull Mean Velocity (Vbkf)
Resistance Equations
3.5-3.8
3.3
Bankfull Discharge (cfs)
Note 2
223
223
Bankfull Maximum Depth (dmax)
3.3
Note 1
2.8-4.5
3.1
Dmax/Dbf Ratio
Reference
1.4-2.14
1.3
Parameters
Width of Floodprone Area
(Wfpa)
35.1-86.3
52-90
Entrenchment Ratio (Wfpa/Wbkf)
1.1-2.1
1.86-3.5
Meander Length (Lm)
Existing Geometry
113-176
191-470
Ratio of Meander Length to
Reference
Bankfull Width (LmNVbkf)
3.84-5.99
7.07-17.4
Parameters
Radius of Curvature (Rj
Existing Geometry
19.0 -88.0
57.0 -116
Ratio of Radius of Curvature to
Reference
Bankfull Width (RdWbkf)
0.65-2.99
2.1-4.3
Parameters
Belt Width (Wbe)
Existing Geometry
82.0 -174.0
44.0 -98.0
Meander Width Ratio
Reference
(WbnNVbkf)
2.79-5.92
1.63-3.6
Parameters
Sinuosity (stream length/
Existing Geometry
valley distance )
1.46
1.33
Valley Slope
Existing Geometry
0.0064
0.0064
Average Slope (S,, g)
Note 3
0.0044
0.0048
Pool Slope (Spool)
0.001
0.0001 - 0.004
0.001
Ratio of Pool Slope to Average
Reference
Slope S l/Sbkf
0.029 - 0.91
0.21
Parameters
Riffle Slope
0.19
0.009 - 0.031
0.00875 - 0.0094
Ratio of Riffle Slope to
Reference
Average Sloe
1.94-6.99
1.99-2.14
Parameters

1
1
n
1
1
1
1
1
1
r�
1
1
1
1
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 = 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. Bulk sediment samples were collected along Big Creek. This effort included the collection of
riffle pavement and subpavement samples, as well as point bar samples. Those samples
were used in the sediment entrainment analysis to verify the competency of the proposed
channel.

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Big Creek If - Reach 3 (Station 21 +22 - 28 +29)
Design Criteria Table
Variables
Existing Channel
Proposed Reach
Design Criteria
Stream Types
F4 /B4c
B4c
B4c
Drainage Area mi
6.02
6.02
NA
Bankfull Width ( bkf)
26.7
Note 1
21.1 - 32.2
28.0
Bankfull Mean Depth (dbkf)
2.4
Note 1
(2.0-2.8
2.7
Width /Depth Ratio (Wbkf /dbkf)
Reference
7.5 -16.1
10.3
Parameters, Note 1
Bankfull Cross - Sectional Area
61.8
Note 1
Abkr
59.3 - 64.2
75.6
Bankfull Mean Velocity (Vbkf)
Resistance Equations
3.7-4.0
3.1
Bankfull Discharge (cfs)
Note 2
234.6
234.6
Bankfull Maximum Depth (dmax)
3.3
Note 1
(3.1-3.5)
3.2
Dmax/Dbf Ratio
Reference
1.25-1.55
1.19
Parameters
Width of Floodprone Area
(Wfpa)
33.7-38.5
42.0-66.0
Entrenchment Ratio (Wfp,/Wbkf)
1.2-1.6
1.5-2.35
Meander Length (Lm)
Existing Geometry
136 -289
136 -289
Ratio of Meander Length to
Existing Geometry
Bankfull Width (L,,,/Wbkf)
5.1-10.8
4.85-10.3
Radius of Curvature (Rc)
Existing Geometry
20.0-68.0
40.0-76.0
Ratio of Radius of Curvature to
Existing Geometry
Bankfull Width (R,/Wbkf)
0.74-2.55
1.43-2.7
Belt Width (Wbn)
Existing Geometry
36.0-51.0
85.0
Meander Width Ratio
Reference
(WbltMbkf)
1.35 -1.91
3.03
Parameters
Sinuosity (stream length/
Existing Geometry
valley distance )
1.05
1.02
Valley Slope
Existing Geometry
0.0046
0.0046
Average Slope (Savg)
Note 3
0.00436
0.0045
Pool Slope (SP(.,)
0.0001 - 0.002
0.001
Ratio of Pool Slope to Average
Reference
Slope S dSbkf
0.094 - 0.493
0.227
Parameters
Riffle Slope
0.01-0.027
0.0084 - 0.0086
Ratio of Riffle Slope to
Reference
Average Slope
2.38-6.13
1.9-1.95
Parameters

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1
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1
1
1
Variables
Existing Channel
Proposed Reach
Design Criteria
Riffle length
8.45-11.1
19.0-57.0
Reference
Parameters
Maximum Pool Depth (dam,)
3.35-4.39
5.7
Ratio of Pool Depth to Average
Bankfull Depth (dp ,,, /db,f)
1.52-2.0
2.1
Reference
Parameters
Pool Width (W,,,,)
21.6-29.6
29
Ratio of Pool Width to Bankfull
Width (Wpoo,/Wb,f)
0.81-1-11
1.04
Reference
Parameters
Pool to Pool Spacing
P -P
57.6-97.2
57-90
Reference
Parameters
Ratio of P -P to Wbf
2.16-3.64
2.04-3.2
Reference
Parameters
Pool length
(L oo,
15.3 -65.0
32 -59
Ratio of pool length to bankfull
width L .,NVbkf
0.57-2.4
1.14-2.1
Reference
Parameters
Particle Size Distribution of
Reach Bed Material:
D 16
0.71 mm
D 35
11.6 mm
D 50
17.9 mm
D84
62.5 mm
D 95
84 mm
D 100
512 mm
Particle Size Distribution of
Riffle Bed Material:
D 16
15.6 mm
D 35
27.5 mm
D 50
35.1 mm
Note 4
D 84
59.9 mm
D 95
86.3 mm
Largest size in pavement
128 mm
Particle Size Distribution of
Riffle Sub pavement Material:
D 16
NA
D 35
NA
D 50
NA
Note 4
D 84
NA
D 95
NA
Largest size in sub pavement
NA
Particle Size Distribution of
Bar Sample
D 16
1.6 mm
D 35
4.7 mm
D 50
12.1 mm
D 84
48.2 mm
D 95
68.5 mm
Largest size on Bar
105 mm
105 mm
Note 4

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1
1
1
1
1
1
t
1
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l
1
1
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. Bulk sediment samples were collected along Big Creek. This effort included the collection of
riffle pavement and subpavement samples, as well as point bar samples. Those samples
were used in the sediment entrainment analysis to verify the competency of the proposed
channel.

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1
1
1
1
1
1
1
1
1
Big Creek II - Reach 4 (Station 28 +29 - 39 +41))
Design Criteria Table
Variables
Existing Channel
Proposed Reach
Design Criteria
Stream Types
G4c /B4c
C4
C4
Drainage Area mi
6.27
6.27
NA
Bankfull Width (Wbkf)
26.2
Note 1
24.8 - 27.6
28.0
Bankfull Mean Depth (dbkf)
2.35
Note 1
(2.2-2.5
2.7
Width /Depth Ratio (Wbkf /dbkf)
Reference
10.0-12.6
10.3
Parameters, Note 1
Bankfull Cross - Sectional Area
61.2
Note 1
Abkf
60.5 - 61.8
75.6
Bankfull Mean Velocity (Vbkf)
Resistance Equations
3.8-3.9
3.1
Bankfull Discharge (cfs)
Note 2
234.6
234.6
Bankfull Maximum Depth (dm,,)
3.1
Note 1
(3.0-3.2)
3.2
Dmax/Dbf Ratio
Reference
1.28-1.36
1.19
Parameters
Width of Floodprone Area
(Wfpa)
38.4-48.5
80-100
Entrenchment Ratio (Wfpa/Wbkf)
1.4 -2.0
2.85 -3.57
Meander Length (Lm)
Existing Geometry
174-188
186 -206
Ratio of Meander Length to
Existing Geometry
Bankfull Width (Lm/Wbkf)
5.1-10.8
6.6-7.4
Radius of Curvature (Rc)
Existing Geometry
22.0 -93.0
53.0 -86.0
Ratio of Radius of Curvature to
Existing Geometry
Bankfull Width (Rc/Wbkf)
0.83-3.5
1.89-3.1
Belt Width (Wbit)
Existing Geometry
66.0-85.0
85.0
Meander Width Ratio
Reference
(WbnANbkf)
2.5-3.2
3.03
Parameters
Sinuosity (stream length/
Existing Geometry
valley distance )
1.28
1.12
Valley Slope
Existing Geometry
0.0047
0.0047
Average Slope (Savy)
Note 3
0.00372
0.0042
Pool Slope (SP.,)
0.0001 - 0.002
0.001
Ratio of Pool Slope to Average
Reference
Slope S �Sbkf
0.094 - 0.493
0.227
Parameters
Riffle Slope
0.01-0.027
0.0084 - 0.0086
Ratio of Riffle Slope to
Reference
Average Slope
2.38-6.13
1.9-1.95
Parameters

1
1
u
1
1
�I
1
1
1
Variables
Existing Channel
Proposed Reach
Design Criteria
Riffle length
5.37-32.2
17.0-52.0
Reference
Parameters
Maximum Pool Depth (dPOO,)
3.2-5.0
5.7
Ratio of Pool Depth to Average
Bankfull Depth (dPOO, /dbkf)
1.36-2.1
2.1
Reference
Parameters
Pool Width (WPB,)
28.5-44.3
29
Ratio of Pool Width to Bankfull
Width (WP.,/Wbkf)
1.08-1.69
1.04
Reference
Parameters
Pool to Pool Spacing
P -P
48.3-132.0
63-100
Reference
Parameters
Ratio of P -P to Wbf
1.84-5.0
2.3-3.6
Reference
Parameters
Pool length
(L of
35.4-79.5
33— 53
Ratio of pool length to bankfull
Width L IO Mbkf
1.35-3.03
1.18-1.89
Reference
Parameters
Particle Size Distribution of
Reach Bed Material:
D 16
0.13 mm
D 35
16 mm
D 50
25.7 mm
D 84
75.8 mm
D 95
113.8 mm
D 100
180 mm
Particle Size Distribution of
Riffle Bed Material:
D 16
25.3 mm
D 35
37.1 mm
D 50
45.7 mm
Note 4
D 84
78 mm
D 95
111.1 mm
Largest size in pavement
180 mm
Particle Size Distribution of
Riffle Sub pavement Material:
D 16
NA
D 35
NA
D 50
NA
Note 4
D 84
NA
D 95
NA
Largest size in sub pavement
NA
Particle Size Distribution of
Bar Sample
D16
0 m
D 35
6.8 mm
D 50
13.1 mm
D 84
49.2 mm
D 95
77.3 mm
Largest size on Bar
90 mm
90 mm
Note 4

t
1
1
1
1
1
1
1
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 = 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. Bulk sediment samples were collected along Big Creek. This effort included the collection of
riffle pavement and subpavement samples, as well as point bar samples. Those samples
were used in the sediment entrainment analysis to verify the competency of the proposed
channel.