20120292 Ver 1_Report_20120316

' SADDLE MOUNTAIN CREEK
STREAM RESTORATION
DESIGN REPORT 20120292
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MAR 1 6 2012
CLEAR CREEKS CONSULTING
1317 Knopp Road Jarrerrsville Maryland 21084 [phone]
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ENGINEERIN
STREAM WALKER
CONSULTING
99 BANBURY COURT
WAYNESVILLE NC 28786
(9291 1;07 7696

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SADDLE MOUNTAIN CREEK
STREAM RESTORATION
DESIGN REPORT
PREPARED FOR
PILOT VIEW RC &D, INC
and
SORRY
SOIL & WATER CONSERVATION DISTRICT
PREPARED BY
CLEAR CREEKS CONSULTING LLC
IN COLLABORATION WITH
WOLF CREEK ENGINEERING
and
STREAM WALKER CONSULTING
FEBRUARY 2012

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Table of Contents
Project Background
1
Technical Report
I Study Area
3
II Scope of Studies
3
III Watershed Characterization
A Physiography and Basin Morphometry
3
B Climate
5
C Geology Soils and Land Use
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D Hydrology
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1 TR 55 Methodology
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2 USGS Regional Regressions
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3 NC Regional Regressions
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4 Manning s Equation
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E Hydraulic Analysis
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IV Channel Morphology and Stability Assessment
A Rationale
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B Assessment Methods
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1 Verifying Bankfull Channel Field Indicators
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2 Upstream Channel Morphology and Sediment Sources
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3 Level II — Morphological Description
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4 Level III —Assessment of Stream Condition
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5 Level IV — Stream Stability Validation Monitoring 12

C Findings of Channel Morphology and Stability Assessment
1 Evaluation of Watershed Conditions and
Upstream Channel Conditions 12
2 Project Site — Channel Morphology and
Stability Assessment 12
a Historic Conditions 12
b Current Conditions 12
Reach 1 13
Reach 2 16
Reach 3 24
Reach 4 26
V Restoration Design 31
A General Approach 31
B Design Criteria 34
1 Reference Reach Data 34
2 Design Discharges 34
3 Channel Geometry 34
4 Sediment Entrainment Analysis 35
a Sediment Entrainment Analysis
Procedures 35
b Saddle Mountain Creek 36
5 Flowsed /Powersed Model 38

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References
Appendix
A Watershed Characterization Supporting Documentation
B Bankfull Discharge and Channel Dimensions Validation Supporting
Documentation
C Channel Morphology and Stability Assessment Supporting
Documentation
D Hydrology and Hydraulic Analysis Supporting Documentation
E Design Criteria Supporting Documentation
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PROJECT BACKGROUND
Pilot View RC &D and the Surry Soil and Water Conservation District have a
history of working with interested landowners to improve the water quality of
streams on their property This project involves restoration of Saddle Mountain
Creek along the Arcadia LLC Property near Devotion North Carolina
Saddle Mountain Creek is a third order tributary of the Mitchell River in the
Yadkin River Basin In the 1950 s the lower reaches of Saddle Mountain Creek
were impacted by the construction of a recreational fishing pond located along
the floodplain between Saddle Mountain Creek and Chadric Creek Construction
of the pond required channelization and straightening and confined the creek
between the pond embankment and the adjacent hillslopes In the 1990 s timber
clear -cuts in the upper watershed created unstable channel conditions and
contributed to significant sedimentation and channel adjustments Bank erosion
along the pond embankment threatens to damage and ultimately breach the
pond
The restoration effort along Saddle Mountain Creek includes protecting the pond
embankment stabilizing eroding streambanks restoring stable channel dimensions
improving sediment transport capacity and installing in stream structures to provide
grade control divert flow away from the stabilized banks and create in stream habitat
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As outlined in the Mitchell River Watershed Protection Plan (2001) above the
confluence with the South Fork the Mitchell River is classified as an Outstanding
Resource Water (ORW) North Carolina s highest water quality designation The
upper Mitchell is also classified as trout waters supporting the eastern most
populations of pure southern strain native brook trout (Salvelinus fontinalis)
Other significant species in the watershed include two species of freshwater
mussels a threatened bog turtle and two species of salamander which are either
threatened or of special concern
The Plan states that the overall conservation goals for the Mitchell River are to
maintain the ORW status through the protection of water quality and aquatic
habitat in the upper reaches The primary pollutant of concern is sediment
caused by streambank erosion and land disturbing activities To achieve the
watershed goals project partners are working cooperatively to protect the
forested headwaters of the Upper Mitchell River and to maintain or improve
forested riparian buffers along the mainstem and tributaries through conservation
easements and donations from interested landowners In impacted areas
project partners are working with interested landowners to implement stream
restoration projects that establish stable self - maintaining streams that reduce
streambank erosion and create in stream habitat
The Yadkin -Pee Dee River Basinwide Water Quality Management Plan
(NCDWQ 1998) cites the outstanding water quality of the Upper Mitchell River
It also notes that the effects of increasing development are evident The Plan

highlights the efforts of the Surry Soil and Water Conservation District the
Piedmont Land Conservancy and the North Carolina Clean Water Management
Trust Fund to protect and restore the Upper Mitchell River Watershed as an
example of the type of partnerships that are needed to the goals of the Plan
The North Carolina Wildlife Action Plan (NCWRC 2005) notes that the recovery
of aquatic species that are threatened or endangered requires the protection of
the habitats which they currently occupy and the restoration of the habitats they t
historically occupied The Upper Mitchell River Watershed is included in the eco
regions of the southeast U S identified as critical to achieving the goals of the
Action Plan
It is the intention of Pilot View RC&D and the Surry Soil and Water Conservation
District to work with the landowner to implement a long -term restoration plan for
Saddle Mountain Creek that is consistent with the overall goals and objectives for
the Mitchell River watershed
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TECHNICAL REPORT
' I Study Area
The study area for the current protect includes the stream reaches along Saddle
Mountain Creek upstream of Haystack Road on the Arcadia LLC property The
protect is approximately 2200 feet (Figs 1 and 2)
II Scope of Studies
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Existing data was collected and field studies were conducted to evaluate the
current conditions along Saddle Mountain Creek determine the extent of the
restoration effort required develop reliable estimates of the design discharge(s)
and other design parameters that will guide the preparation of restoration design
plans and satisfy permitting requirements This study did not include wetland
delineations identification of significant plant or animal habitat archeological or
historical studies or other environmental studies that may be required by local
state or federal permitting agencies
III Watershed Characterization
Existing information on watershed characteristics and land use was collected
compiled and reviewed The data collected included topographic soils geology
and land use maps meteorological data hydrologic and hydraulic data and
published technical reports The following characterization of Saddle Mountain
Creek watershed was developed from this information
A Physiography and Basin Morphometry
The Saddle Mountain Creek watershed is situated in the northwest corner of Surry
County Its headwaters are located on the slopes of Saddle Mountain This
region is situated along the eastern edge of the Blue Ridge Mountains where
they meet the Western Piedmont physiographic province and is characterized by
rolling to very steep topography Elevations within the watershed range from
3367 ft on the upper slopes of Saddle Mountain to 1327 ft at the downstream
end of the protect at Haystack Road
The Saddle Mountain Creek watershed area is 4 5 square miles (2 880 acres) at
the downstream end of the protect The upper Saddle Mountain Creek watershed
is relatively steep and the valley bottoms are relatively narrow confined by
adjacent hill slopes Immediately upstream of the protect reaches the floodplain
widens and channel gradient flattens Although the valley type changes sinuosity
remains relatively low characterized by broad meanders except where the
channel flows adjacent to hill slopes There are bedrock outcrops throughout

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Fig. 2 — Saddle Mountain Creek Stream Restoration Project Limits
B. Climate
�. YiYPiYe's.
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
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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 eve ry 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 o the North Carolina Geological Survey the Saddle Mountain Creek
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watershed is located within the Metasedimentary rock and mafic and felsic
metavolcanic rock of the Ashe Metamorphic Suite Tallulah Falls and Alligator
Bank Formation (NCGS 1998)
The dominant upland sods weathered from these rocks are Braddock fine sandy
loam Evard Cowee complex and Tate - Colvard complex The dominant
floodplain soils along Saddle Mountain Creek are of the Colvard and Suches
series
The dominant land use in the watershed is forest (80 %) along the ridges and
steep narrow valley Where the Saddle Mountain Creek watershed enters the I
floodplain of the Mitchell River valley old field and pasture are the dominant land
use
D Hydrology '
One of the critical steps necessary for any geomorphic stream design project is
developing accurate estimates of peak discharges particularly the bankfull
discharge
1 TR 55 Methodology
The peak discharges for Saddle Mountain Creek were evaluated using the NRCS
TR -55 methodology USGS regional regression equations and regional hydraulic
geometry curves
The TR -55 procedure was developed specifically for urban and urbanizing
watershed but can be applied to any small watershed within certain limitations
The procedure involves the runoff curve number based on the soil group and
drainage conditions along with calculating the time of concentration and the site
drainage area The time of concentration calculations are the sum total of the
sheet flow shallow concentrated flow and open channel flow I
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Tables 1 and 2 present the site parameters and peak discharge estimates for
Saddle Mountain Creek developed from the TR 55 model
Table 1 Site Values for Saddle Mountain Creek
Soil Group B
B
CN =65
65
Rainfall Distribution
Type II
Drainage Area (ac)
2880
Sheet Flow
flow path ft
50
land sloe
03
Manning s N
04
Shallow Concentrated
Flow Path
unpaved
Flow Path Length ft
1000
sloe
048
Open Channel Flow
Channel Length ft
24248
Channel Sloe
008
Cross Sectional Areas
11
Wetted Perimeter ft
1282
Mannin s N
0 045
Table 2 TR 55 Calculations for Saddle Mountain
Storm Event
1 yr
2 r
10 yr
50 yr
100 yr
24 hr Rainfall in
2 5
3 5
4
5 9
6 9
CN
65
65
65
65
65
T1 (Sheet Flow)
7 87E 02
6 65E
02
6 22E-
02
5 12E
02
4 74E 02
T2 Shallow Conc Flow
2 48E -02
2 48E-
02
2 48E
1 02
2 48E
02
2 48E 02
T3 (Open Channel Flow
080
080
080
080
080
Total Tc (T1 +T2 +T3
090
089
088
087
087
Runoff in
030
075
1 03
228
303
Q cf /sec /in /s mi
223
312
326
359
369
Q p (cf/ sec
298
1054
1508
3682
5029
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2 USGS Regional Regression
The United States Geologic Survey provides regional regression equations in the
report titled Estimating the Magnitude and Frequency of Floods in Rural Basins
of North Carolina — Revised (Pope B F et al 2001) The methodology uses a
log Pearson Type III distribution of annual peak flows for 317 gaged sites
Regional regression analysis is used to develop predictive equations that t
estimate the 2 yr 5 yr 10 yr 25 -yr 50 -yr 100 -yr 200 yr and 500 -yr recurrence
interval discharges The methodology provides weighting procedures for sites
located near stream gauges however do to the small size of the site watershed
and its remoteness from the nearest gages only the standard regression
equations were used In addition to the equations provided by USGS a
regression equation was developed for the 1 3 -yr recurrence interval as an
estimate for the bankfull discharge The following are the equations for the Blue
Ridge — Piedmont hydro- physiographic region and the resulting discharge
calculations
Regression Equations and Results
0710
Q1 3 YR
= 68 4 DA = 198cfs
Q2 YR
= 135 DA 0 702 = 387cfs
Q10 YR
= 334 DA 0 662 = g01 cfs
f
Q50 YR
= 602 DA 0 635 = 1560cfs
Q100 YR
= 745 DA 0625 = 1902cfs
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NC Regional Hydraulic Geometry
Regional hydraulic geometry relationships were developed by North Carolina
State University and by NRCS that relate bankfull geometry and discharge to
watershed area Field indicators of bankfull features were used to establish the
hydraulic geometry at 13 gaged sites in the Blue Ridge Piedmont hydro -
physiographic province of North Carolina Among the various regional curve
relationships the following equation was developed for bankfull discharge
QBKF = 55 425 DA 07874 thus QBKF (Saddle Mtn ) = 181 cfs
4 Manning s Equation I
Bankfull discharge estimates were developed using Manning s equation and
cross sectional data collected in the crossover (riffle) of relatively stable reaches
along the project area The slope used was the bankfull slope of the overall
reach and estimates of Manning s n were developed utilizing visual observations
of the channel bottom and banks throughout the reach The bankfull discharge
estimates are summarized in Table 3

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Table 4 — Bankfull Discharge Estimates
Reach
NC
As shown in Table 3 the bankfull discharge estimates developed for Saddle
Mountain Creek using the rural regional regressions are somewhat lower than the
Manning s
Manning s equation estimate Both estimates fall dust below the range of
Rural Regional
discharges bound by the 1 3 and 2 Year recurrence interval flood flows
developed with the USGS regressions and TR 55 model
Equation
DA M12
Curve cfs )
Based on this analysis it was determined that utilizing the Rural Regional
Regression estimate provides a reliable method for estimating bankfull discharge
(cfs
for the proposed project design
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Table 4 — Bankfull Discharge Estimates
Reach
NC
USGS/TR 55
Manning s
Location
Rural Regional
1 3 YR/ 2YR
Equation
DA M12
Curve cfs )
(cfs)
(cfs
45
181
198
387
192
Table 4 — Bankfull discharge estimates (cfs) developed using four methods
E Hydraulic Analysis
The purpose of the hydraulic study was to analyze changes in water surface
elevations channel velocities and other pertinent hydraulic parameters
associated with the proposed channel modifications The hydraulic analysis was
based on U S Army Corps of Engineers HEC RAS version 3 1 2 River Analysis
System
The hydraulic model was developed for existing conditions for the 1 2 10 and
100 year flow events Proposed conditions were modeled using the same peak
discharges The figures the bankfull to 100 year water surfaces cross section
profiles and summary tables are included in the Appendix of this report
The proposed channel sections were evaluated for their ability to convey the
bankfull flows and the flood flows of the watershed by performing a
computational hydraulic analysis
The analysis consisted of first modeling the existing conditions with the HEC
RAS water surface profile model Cross sections were taken through the
channel and the adjacent valley at representative locations throughout the project
reach Existing hydraulic conditions were evaluated and the model calibrated
based on available site data Manning s n was estimated from relative
roughness calculations of the bed material and from observation of the channel
flow conditions

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The existing conditions model for Saddle Mountain Creek provides a reasonably
good conformity of bankfull discharge with bankfull field indicators along with
expected bankfull velocities in the 4 to 5 fps range
Proposed conditions were analyzed by revising the existing sections based on
the proposed channel geometry and by editing the model to reflect proposed
pattern conditions and anticipated roughness coefficients The modeling results
indicate that hydraulic trespass will not be a concern since proposed water
surface elevations at the upstream project limit are lower than the existing
conditions Additionally the upstream end of the project terminates with the
property boundaries thus eliminating the ability to negatively affect adjacent i
property owners
The proposed model indicates that water surface elevations and channel
velocities are comparable to existing conditions with the exception that water
surface elevations are significantly lower where the channel grade is proposed to
be lowered The one area of concern is that the model returns Froude numbers
near unity in several locations indicating that the flow regime is approaching
critical depth This indicates that grade changes in the bed associated with in
stream rock and log structures could initiate supercritical flow standing waves
and hydraulic jumps This is not unexpected for moderately high gradient
mountainous streams but it should be taken into consideration in the design of
the stream bed material and the in stream structures The output for the HEC-
RAS model is included in the Appendix to this report
IV Channel Morphology and Stability Assessment
A Rationale
Stream stability is morphologically defined as the ability of the stream to
maintain over time its dimension pattern and profile in such a manner that it is
neither aggradmg 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
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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
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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 Saddle Mountain Creek
2 Upstream Channel Morphology and Sediment Sources
A field reconnaissance was conducted to assess existing conditions in the Saddle
Mountain 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
3 Level II Morphological Description
The reaches along Saddle Mountain Creek in the project area were classified into
specific categories of stream types (i a 134c C4 F4 etc ) utilizing the standard
field procedures recommended by Rosgen (1996)
4 Level III - Assessment of Stream Condition
The geomorphic features of Saddle Mountain Creek were mapped and the overall
stability assessed The project reaches were assessed for stream channel
condition and influencing factors including riparian vegetation meander pattern
depositional pattern debris and channel blockages sediment supply vertical
stability and lateral stability
Lateral stability was evaluated using the bank erosion hazard index (BEHI) near
bank stress (NBS) width /depth ratio state and meander /width ratio Vertical
stability was evaluated using a measurement of the degree of incision or bank
height to bankfull ratio and a sediment entrainment analysis Overall channel
stability was evaluated using the Revised Pfankuch Channel Stability Procedure
and channel evolution analysis In addition the Flowsed /Powersed model
developed by Rosgen (2006) and incorporated into the RiverMorph program was
utilized to evaluate the sediment transport competency and capacity of the
existing channel

5 Level IV Stream Stability Validation Monitoring
Verification of the assessment data through monitoring was not a component of
this project
C Findings of Channel Morphology and Stability Assessment
1 Evaluation of Watershed and Upstream Channel Conditions
The current conditions in the upper Saddle Mountain Creek watershed can be
characterized as relatively stable with localized areas of instability Stability
problems observed during the field reconnaissance of Saddle Mountain Creek
included minor stream bank erosion and sedimentation
These instability problems can be attributed to channel adjustments in response
to historic silva culture practices including clear cuts and construction of logging
roads and landing areas
2 Project Site — Channel Morphology and Stability Assessment
a Historic Conditions
In the 1950 s the lower reaches of Saddle Mountain Creek were impacted by the
construction of a recreational fishing pond located along the floodplain between
Saddle Mountain Creek and Chadnc Creek Construction of the pond required
channelization and straightening and confined the creek between the pond
embankment and the adjacent hillslopes In the 1990 s timber clear -cuts in the
upper watershed created unstable channel conditions and contributed to
significant sedimentation and channel adjustments
b Current Conditions
Utilizing the data collected from the Level II stream classification and Level III
channel condition assessment the current condition of Saddle Mountain Creek and
the degree to which the existing condition of the reaches differ from an accepted
range of morphological values documented for similar stable stream types was
evaluated
This analysis indicates that the morphology stability and in stream habitat of the
Saddle Mountain Creek have been directly affected by the channelization and
straightening of the creek and sediment washed from upstream during the timber
clear -cuts The following is a summary of the findings of that analysis as it
relates to the existing conditions within the project study area
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Reach 1
The upper reach of the project area is a moderately stable F4 transitioning to a
moderately stable but incised B4/1 c channel. A comparison of channel geometry
with that of the reference reach database indicates that this reach has a width to
depth ratios (i.e., 9.6 — 11.02) that are lower than reference conditions. Due to its
incised condition, entrenchment ratio varies from 1.27 — 1.4. The channel plan
form is characterized by very low sinuosity (1.1). The only meander bend is at the
downstream end of the reach. Although the upper section is an F4 channel, the
banks are relatively stable and well vegetated with native trees and shrubs.
With the exception of the deep pool along the bend, the bed form along this
reach is characterized by a few, shallow pools, very long flat to moderately
sloping riffles, and long shallow glides. Grade control is currently provided by
bedrock along various sections.
Conditions along the remainder of the reach are characterized by minor localized
lateral erosion and vertical instability (i.e., aggradation). A wooden bridge in the
upper middle section appears to create a backwater effect, as evidenced by
scour beneath the bridge and a mid - channel bar immediately downstream of the
bridge. The tight radius of curvature on the downstream bend is contributing to
severe lateral erosion into the remnants of an old dam embankment. Because
the top of the embankment sits 6 - 8 feet above the floodplain on the downstream
side of the embankment it has isolated the channel from the floodplain in this
section. The tight bend, as well as debris in the channel are creating a backwater
effect, as evidenced by a mid - channel bar immediately upstream of the bend.
The results of the sediment entrainment analysis and the Flowsed /Powersed
model applied to riffle cross - sections and bankfull slope of the existing channel
confirmed field observations that the existing channel is evolving to a stable
condition along some sections and developing the competency and capacity to
transport the sediment conveyed from upstream reaches.
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Fig. 3 — Looking upstream along upper section
Fig. 4 — Looking downstream along upper section toward wooden bridge I
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Fig. 5 — Eroding bank and mid - channel bar downstream of bridge
Figs. 6 — High, vertical banks lower middle section
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Figs. 6 — Eroding bank at downstream end of reach
Reach 2
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This reach is a very unstable F3 transitioning to an unstable B3 /1c channel.
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Width to depth ratios vary considerably over the reach. A comparison of channel
geometry with that of the reference reach database indicates that the upper
section has a width to depth ratio (i.e., 26.4) that is much wider than reference
conditions. The middle section has a width to depth ratio (i.e., 8.4) that is much
lower than reference conditions. The lower section has a width to depth ratio
(i.e., 14.7) that is consistent with reference conditions. Entrenchment ratios vary
from 1.2 — 1.6. The channel plan form is characterized by low sinuosity (1.14).
Steeper than Reach 1, the bed form along this reach is characterized by a few,
shallow pools, short steep riffles, and long shallow glides. Grade control is
currently provided by bedrock along various sections.
The overall condition of the upper reach is characterized by lateral erosion and
vertical instability (i.e., aggradation) throughout. Bank erosion is occurring along
every bend. The unstable channel along the upper bend is eroding into a high
terrace. A very large mid - channel bar has formed along the over -wide upper
section. The lower section is relatively stable with minor localized erosion and
aggradation. The outfall pipe from the pond discharges at the downstream end
of the reach. The bank is eroding along this area. a
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The results of the sediment entrainment analysis and the Flowsed /Powersed
model applied to riffle cross - sections and bankfull slope of the existing channel
confirmed field observations that the existing channel along the upper section is
unable to transport the sediment conveyed from upstream reaches.
-- f,, .
Fig. 8 — Erosion along high terrace at upstream end of reach
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Figs. 9 and 10 — Large mid - channel bar at upstream end of reach I
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Fig. 11 — Aggradation along upper middle section
Fig. 12 — Bank erosion along middle section
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Fig. 13 — Eroding bank along middle section
Fig. 14 — Remnants of old road crossing in lower middle section I
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Fig. 15 — Bank erosion and old chain link fence adjacent to former road crossing
IFig. 16 — Bank erosion along pond embankment along upper lower section
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Fig. 17 — Looking upstream along relatively stable lower section I
Fig. 18 — Looking downstream along lower section
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IFig. 19 — Lateral bar and bank erosion along lower section
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IFig. 20 — Pond's outfall pipe and bank erosion at downstream end of reach
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Reach 3
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This reach is a stable B3/1 c channel. A comparison of channel geometry with
that of the reference reach database indicates that this reach has a width to
depth ratios (i.e., 11.8 — 12.2) that are consistent with reference conditions.
Entrenchment ratios vary from 1.86 along the upper and middle sections to 1.2
along the lower section where the channel flows between the pond embankment
to the left and a bedrock outcrop along a high terrace to the right. The channel
plan form is characterized by low sinuosity (i.e., 1.12). The bed form along this
reach is characterized by several steep boulder steps with shallow scour pools '
and long steep bouldery riffles. Grade control is currently provided by the
boulder steps and riffles. The overall condition of this reach is characterized as
stable with no evident erosion or aggradation.
The results of the sediment entrainment analysis and the Flowsed /Powersed
model applied to riffle cross - sections and bankfull slope of the existing channel
confirmed field observations that the existing channel is generally competent to
transport the sediment conveyed from upstream reaches.
Fig. 21 — Looking upstream along stable upper section
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Fig. 22 — Looking upstream along stable middle section
IFig. 23 — Looking upstream along stable lower section
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Reach 4
This reach is an over -wide, unstable F4 that transitions to a moderately stable
but incised E4 channel. A comparison of channel geometry with that of the
reference reach database indicates that upper section of this reach has a width
to depth ratio (i.e., 25) that is much wider than reference conditions. The width to
depth ratios (i.e., 7.5 — 9.4) of the middle and lower sections are narrower than
reference conditions. Entrenchment ration ranges from 1.28 — 2.6. The channel
plan form is characterized by low sinuosity. The condition along the upper
section is characterized by lateral erosion, fallen trees and vertical instability (i.e.,
aggradation). The middle section is incised with localized bank erosion. The
tight bend along the lower section is eroding into the side slope of Haystack
Road. A very large mid - channel bar has formed along the upper section. The
bed form along this reach is characterized by long flat to moderately sloping
riffles. There is no grade control along the sections.
The results of the sediment entrainment analysis and the Flowsed /Powersed
model applied to riffle cross - sections and bankfull slope of the existing channel
confirmed field observations that the existing channel in the upper section is
unable to transport the sediment conveyed from upstream reaches. The middle
and lower sections are very effective at transporting their sediment load.
Fig. 24 — Fallen tree across channel at upstream end of reach
Ott
IJ
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1
1
26 1

Fig. 25 — Large gravel bar at upstream end of reach
Fig. 26 — Looking downstream along upper section
27

Fig. 27 — Looking downstream along middle section I
Fig. 28 — Minor bank erosion along middle section
28
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1

1
IFig. 29 — Abandoned water line along lower middle section
t
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Fig. 30 — Right floodplain adjacent to middle section
29

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Fig. 31 — Eroding bank against side slope of Haystack Road I
it
1
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Fig. 32 — Looking downstream along lower section toward Haystack Road Bridge I
30 1

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V Restoration Design
A General Approach
As pointed out in the Findings of Channel Morphology and Stability Assessment
Section Saddle Mountain Creek was historically impacted by the construction of a
recreational fishing pond located along the floodplam between Saddle Mountain
Creek and Chadric Creek Construction of the pond required channelization and
straightening and confined the creek between the pond embankment and the
adjacent hillslopes In the 1990 s timber clear cuts in the upper watershed
created unstable channel conditions and contributed to significant sedimentation
and channel adjustments Bank erosion along the pond embankment threatens
to damage and ultimately breach the pond
'
The restoration objectives for Saddle Mountain Creek include
1 Protecting the pond embankment
2 Reducing sediment loads and improving water quality by stabilizing eroding
streambanks
3 Improving in- stream habitat by increasing the pool to -riffle ratio creating deep
pools with overhead cover for adult trout creating more diverse riffle habitat
for juvenile trout and macromvertebrates and creating glides suitable for
spawning
4 Ensuring the long -term success of the project by restoring stable channel
dimensions improving sediment transport capacity and installing in stream
structures to provide grade control and divert flow away from the stabilized
banks
To accomplish these objectives the restoration approach for Saddle Mountain
Creek includes
Reach 1
1 As previously noted the upper section is an F4 channel However the banks
are relatively stable and well vegetated Therefore the only work proposed in
this area is to increase the pool -to riffle ratio by constructing several pools
The pools will be maintained by installing log- boulder J Hooks at the
upstream end of the pools
2 A bankfull bench will be excavated along the incised 134c sections to
reconnect the channel with a floodplain The over -wide sections will be
narrowed to improve sediment transport capacity and in stream habitat
1
1 31

3 The existing wooden bridge will be removed to eliminate the backwater effect
it is creating
4 The lower section will be shifted to the right away from the old dam
embankment and reconstructed to provide a larger radius of curvature on the
tight bend and create a smoother transition through the bend
5 The old dam embankment will be excavated and lowered to the floodplain
level on the other side of the fill
6 To facilitate construction the upper section of Assessment Reach 2 has been
included in Design Reach 1 This section will be shift to the left away from the
high terrace on the right centered on the existing over -wide channel and
reconstructed to provide a larger radius of curvature and create a smoother
transition through the bend The floodplain will be reconstructed on both
sides of the relocated channel
7 The graded streambanks will be stabilized with toe wood and alder
transplants harvested from the perimeter of the fishing pond and seeding with
native grasses
Reach 2
As noted above the upper section of Assessment Reach 2 has been included
in Design Reach 1 to facilitate construction
2 The middle section of Reach 2 will be shifted to the right and centered on the
existing over -wide channel to provide a larger radius of curvature on the tight
bend and create a smoother transition into the lower section The floodplain
will be reconstructed on both sides of the relocated channel
3 Log /boulder step pools will be installed at the downstream end of the middle
section to provide grade control dissipate energy and create in- stream
habitat
4 Toe benches will be constructed at key locations along the lower section to
stabilize the toe of the pond embankment and narrow the baseflow
Particular emphasis will be placed on stabilizing the area below the pond
outfall pipe
5 Graded banks and toe benches will be stabilized with alder transplants
harvested from the perimeter of the fishing pond and seeding with native
grasses
32

L
2 All disturbed areas impacted within the limits of the project will be seeded and
planted with native trees and shrubs All disturbed areas impacted outside the
limits of the project will be seeded with grasses and clover
3 Access to the upper reaches will be provided by repairing and extending the
existing dirt road along the right terrace
4 Finally a conservation easement will be established along the stream
corridor A riparian buffer will be established by planting native grasses trees
and shrubs
The restoration approach presented above is illustrated in the design drawings
(i a plan view profile and cross sections) attached to this report The design
criteria are summarized in the Appendix to this report
1
1 33
Reach 3
This reach is stable and will not be disturbed
'
Reach 4
1 The upper section will be a reconstructed as stable 134c channel This will be
accomplished by constructing toe benches along the channel margins The
toe benches will be stabilized with alder transplants harvested from the
S
perimeter of the fishing pond and seeding with native grasses
2 The middle section will be relocated to the lawn area in the adjacent right
J 9
'
floodplain The new channel will be constructed as a stable meandering E4
The reconstructed channel will increase sinuosity create a smoother
transition into the lower section and eliminate the eroding bend along the
side slope of Haystack Road The existing channel will be backfilled to create
Ifloodplain
3 The lower section will be shifted to the left to allow reconstruction and
stabilization of the side slope of Haystack Road
4 The streambanks will be stabilized with toe wood and alder transplants
harvested from the perimeter of the fishing pond and seeding with native
grasses
fGeneral
1 Riffles along all new channel sections will be constructed with boulders
'
hauled from an off site source and cobble and gravel harvested from existing
on -site channels that will be abandoned and backfilled
2 All disturbed areas impacted within the limits of the project will be seeded and
planted with native trees and shrubs All disturbed areas impacted outside the
limits of the project will be seeded with grasses and clover
3 Access to the upper reaches will be provided by repairing and extending the
existing dirt road along the right terrace
4 Finally a conservation easement will be established along the stream
corridor A riparian buffer will be established by planting native grasses trees
and shrubs
The restoration approach presented above is illustrated in the design drawings
(i a plan view profile and cross sections) attached to this report The design
criteria are summarized in the Appendix to this report
1
1 33

t
t
B Design Criteria '
1 Reference Reach Data
After determining the targeted stream types (i a stable form for the reaches to t
be restored) for Saddle Mountain Creek dimensionless ratios were taken from a
reference reach data base developed from stable B4c and B3 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 four methods were used to
develop bankfull discharge estimates These included 1) USGS regional '
regression equations 2) bankfull regional regression equations developed in
North Carolina (NCSU and NRCS 2006) 3) TR 55 Hydrologic Model and 4)
Manning s equation and field data '
Based on this analysis it was determined that utilizing the Bankfull Regional
Regression estimates provided a reliable method for estimating bankfull ,
discharge for the proposed project design
The bankfull discharges used during the design process was 181 cfs This flow ,
as well as the peak discharge estimates for the 2 10- 50- and 100 -year storm
events developed using the TR -55 model provided input for the HEC RAS
hydraulic model ,
3 Channel Geometry
The preliminary channel plan form layout was developed in consultation with I
Dave Rosgen during a site walk After the plan form was developed general
concepts for the layout of the longitudinal profile and the location of bed features
were developed in consultation with Rosgen as well
After the proposed channel plan form and longitudinal profile were completed
preliminary channel dimensions were developed utilizing the 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 using an iterative process that included multiple sediment '
entrainment analyses and multiple runs of the Flowsed /Powersed model After
t
34 1

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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 Saddle Mountain Creek project reaches was utilized in the
entrainment analysis to verify that the project channel dimensions and profile are
appropriate to maintain the competency of the restored reaches
a Sediment Entrainment Analysis Procedures
• Critical Dimensionless Shear Stress Calculations
Using the following equations the critical shear stress required to mobilize and
transport the largest particle from the bar sample is determined
Determine ratio D50/D50"
Where D50 = bed material D50 of riffle
D50" = D50 of bar or riffle subpavement
If ratio is 3 0 — 7 0 calculate the critical shear stress using
Tci = 0834 (D5o /D50^) - o 872
If ratio D5o /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)
If ratio of Di /D50 is 1 3 — 3 0 calculate the critical shear stress using
Tci = 0384 (Di /D50) -o$$'
35

b Saddle Mountain Creek
A bulk sediment sample was collected along Saddle Mountain Creek during the
field assessment This effort included the collection of riffle pavement and
subpavement samples as well as point bar samples The data from the sample
processing was used in the sediment entrainment analysis to verify the
competency of the proposed channel
1) Calculated ratio of D50/D50"
D50 = 124 mm (bed material D50)
D50A = 43 56 mm (bar D50)
D50/D50^ = 124/43 56 = 2 85
Ratio is not 3 0 — 7 0 cannot calculate the critical shear stress using
Tci = 0834 (D50/D50") _ 0 872
2) Calculated ratio of Di /D50
D50 = 124 mm (bed material D50)
Di = 132 mm (largest particle from bar sample)
Di /D50 = 132/124 = 1 06
Ratio of is not 1 3 — 3 0 cannot calculate the critical shear stress using
Tci = 0384 (Di /D50) -0887
Using the Shields and Colorado Curves the shear stress required to mobilize the
Dmax (132 mm /0 43 ft ) was determined
Shields Tc = 1 66 Ibs /ft2
Colorado Tc = 0 83 Ibs /ft2
Using the following equation R = Tc /g S and proposed channel slope the
required hydraulic radii were calculated for each project reach
061

�1
t
t
t
jThe hydraulic radii determined from the Colorado curve were determined to be
inappropriate for Saddle Mountain Creek With the exception of Reach 1 the
existing hydraulic radii for all reaches exceed the required shear stress values
indicated
Interestingly the results of this exercise indicate that none of the existing reaches
generate the shear stress required by the Shields curve to mobilize the Dmax
particle According to the Shields model even the stable Reaches 3 and 4 are
not generating the required shear stress when in fact field conditions indicate the
existing channels are competent
Given these results it was determined that the Dmax particle may not be the
appropriate particle size to evaluate The exercise was repeated using the D84
particle Using the Shields Curve the shear stress required to mobilize the D84
(115 mm /0 38 ft) was determined
Shields Tc = 1 45 Ibs /ft2
The results of this exercise indicate that according to the Shields Curve only
Reach 3 is competent to mobilize the D84 particle However field conditions
indicate otherwise Reach 4 as well as the relatively stable sections of Reaches
1 and 2 appear to be effectively transporting their sediment load Where field
observations indicate sediment transport is an issue this can be explained by
channel hydraulic conditions created by specific localized channel features (e g
1 37
Hydraulic Parameters
Existing
by Reach
Channel &
1
2
3
4
Curve
Slope = 0 00585
Slope = 0 0104
Slope = 0 0127
Slope = 0 0094
Existing BF
22
21
21
25
Dmean ft
21 -23
19 -24
20 -22
23 -27
Existing BF
1 75
1 9
1 9
21
Rft
17 -18
18 -20
18 -21
Shear Stress
062-066
1 23
1 43-1 58
1 06-1 23
BF Ibs /ft2
Existing TOB
(25-35)
ND
(20-24)
(21-22)
Shear Stress
104-146
ND
1 58-1 9
1 23-1 29
TOB (Ibs /ft2)
Shields R (ft)
38
222
21
35
Colorado R (ft)
1 9
1 11
1 04
1 75
jThe hydraulic radii determined from the Colorado curve were determined to be
inappropriate for Saddle Mountain Creek With the exception of Reach 1 the
existing hydraulic radii for all reaches exceed the required shear stress values
indicated
Interestingly the results of this exercise indicate that none of the existing reaches
generate the shear stress required by the Shields curve to mobilize the Dmax
particle According to the Shields model even the stable Reaches 3 and 4 are
not generating the required shear stress when in fact field conditions indicate the
existing channels are competent
Given these results it was determined that the Dmax particle may not be the
appropriate particle size to evaluate The exercise was repeated using the D84
particle Using the Shields Curve the shear stress required to mobilize the D84
(115 mm /0 38 ft) was determined
Shields Tc = 1 45 Ibs /ft2
The results of this exercise indicate that according to the Shields Curve only
Reach 3 is competent to mobilize the D84 particle However field conditions
indicate otherwise Reach 4 as well as the relatively stable sections of Reaches
1 and 2 appear to be effectively transporting their sediment load Where field
observations indicate sediment transport is an issue this can be explained by
channel hydraulic conditions created by specific localized channel features (e g
1 37

low level wooden bridge tight meander bends usually high width to depth ratio
channel obstructions etc ) rather than the overall reach cross sectional geometry
and slope
Therefore the proposed bankfull cross - sectional geometry was developed from a
stable cross - section surveyed in each reach Since the slopes in Reaches 1 and
2 will increase with the proposed plan form changes hydraulic conditions should
improve over existing
5 Flowsed /Powersed Model
The Flowsed /Powersed Model (Rosgen 2006) was used during the design
process to evaluate the capacity of the restored channel to transport the
sediment load contributed by the Saddle Mountain Creek watershed Flow
duration discharge data and sediment loading data are required input for the
model
Because Saddle Mountain Creek is an ungaged watershed it was necessary to
use flow data from another stream gage in the region The model runs
conducted as part of the design process used flow data from a gage located on
Norwood Creek near Troutman North Carolina (USGS #02143830)
Developing a sediment - discharge rating curve for Saddle Mountain Creek
watershed was not a component of this project Therefore the model runs
conducted as part of the design process used total annual sediment yield data
(i a suspended sediment bankfull bedload sediment and total sediment)
provided by Allan Walker (personal communication 2011)
38
Hydraulic Parameters
Proposed
by Reach
1
2
3
4
Channel &
Curve
Slope = 0 0074
Slope = 0 0116
Slope = 0 0127
Slope = 0 011
Proposed BF
22
22
21
23
Dmean ft
Proposed BF
2 0
2 0
1 9
2 0
R ft
Shear Stress
092
145
1 51
1 37
BF (Ibs /ft)
5 Flowsed /Powersed Model
The Flowsed /Powersed Model (Rosgen 2006) was used during the design
process to evaluate the capacity of the restored channel to transport the
sediment load contributed by the Saddle Mountain Creek watershed Flow
duration discharge data and sediment loading data are required input for the
model
Because Saddle Mountain Creek is an ungaged watershed it was necessary to
use flow data from another stream gage in the region The model runs
conducted as part of the design process used flow data from a gage located on
Norwood Creek near Troutman North Carolina (USGS #02143830)
Developing a sediment - discharge rating curve for Saddle Mountain Creek
watershed was not a component of this project Therefore the model runs
conducted as part of the design process used total annual sediment yield data
(i a suspended sediment bankfull bedload sediment and total sediment)
provided by Allan Walker (personal communication 2011)
38

1
IReferences
1 1 Earth Satellite Corporation (EarthSat) Land Use 1997 — 2003
li
1
2
National Oceanographic and Atmospheric Administration - National Climate
Data Center Cooperative Station Data /Record Climatological Observations
Website 2004 Regional Precipitation Snowfall Temperature Records for
Mount Airy NC 1999 — 2004
3
North Carolina Department of Transportation GIS Database — River and
Stream Road and National Wetland Inventory (NWI) mapping layers
4
North Carolina Division of Water Quality 1998 Yadkin -Pee Dee River
LBasinwide
Water Quality Management Plan
5
North Carolina State University Cooperative Extension Service and U S D A
t
Natural Resources Conservation Service 1999 Hydraulic Geometry
Relationships for the Rural Piedmont of North Carolina Raleigh N C
6
North Carolina Wildlife Resource Commission 2005 North Carolina Wildlife
Action Plan
7
Piedmont Land Conservancy 2001 Mitchell River Watershed Protection
Plan
8
Rosgen D L 1994 A Classification of Natural Rivers Catena 22 169 -199
9
Rosgen D L 1996 Applied River Morphology Wildland Hydrology Pagosa
Springs Colorado
10
U S Department of Agriculture Natural Resource Conservation Service
Website - Soil Survey for Surry County North Carolina 2004
'
11
U S Geological Survey 7 5 Minute Quadrangle Topographic Map for Roaring
Gap North
Carolina
li
1

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s
t
i
Appendix
A Watershed Characterization Supporting Documentation
B Bankfull Discharge and Channel Dimensions Validation
Supporting Documentation
C Channel Morphology and Stability Assessment Supporting
Documentation
D Hydrology and Hydraulic Analysis Supporting Documentation
E Design Criteria Supporting Documentation

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Watershed Characterization
Supporting Documentation

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Name: ROARING GAP Location: 036128'05.6" N 080 156' 12.5" W
Date: 5/28/2011 Caption: Saddle Mountain Creek
Scale: 1 inch equals 2666 feet Drainage Area = 4.53 sq. miles
Surry County, NC
Gopyrlght (G) 1991, Maptech, Inc.

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Soil Map -Surry County, North Carolina
Map Unit Legend
Chadric Creek and Saddle Mountain Creek Soils Map
Surry County, North Carolina (NC171)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BbC Braddock fine sandy loam, 8 to 15 percent slopes 9.4 13.0%
- - - - - --
CsA Colvard and Suches soils, 0 to 3 percent slopes, 25.8 35.6%
CwD Cooweee gravely loam, 15 to 25 percent slopes, stony 0.5 0.
EcD Evard -Cowee complex, 15 to 25 percent slopes, j 7.6 . 10.5%
stony
EcE Evard -Cowee complex, 25 to 45 percent slopes, 26.0 35.8%
stony i} —
TcC Tate Colvard complex, 0 to 15 percent slopes, 0.1 0.1%
frequently flooded
W j Water - 3.1 4.3%
Totals for Area of Interest 72.5 100.0%
L ')i» Natural Resources
wliiiiiiiiii� Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/27/2011
Page 3 of 3

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Farmland Classification -Surry County North Carolina
Farmland Classification
Chadnc Creek and Saddle Mountain Creek Sods Map
Farmland Classification— Summary by Map Unit — Surry County North Carolina
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BbC
Braddock fine sandy loam 8 to 15
Farmland of statewide 9 4 j 130/
percent slopes
importance
CsA
Colvard and Suches sods 0 to 3
All areas are prime farmland 2581 356/
percent slopes occasionally flooded
CwD
Cowee gravelly loam 15 to 25 percent
Not prime farmland 0 5 07/
slopes stony
EcD
Evard Cowee complex 15 to 25
Farmland of local importance 76 105/
�
percent slopes stony
EcE
Evard Cowee complex 25 to 45
Not prime farmland 260 358/
percent slopes stony
j
TcC Tate Colvard complex 0 to 15 percent
Farmland of local importance
01 1 01/
1 slopes frequently flooded
W
Water
Not prime farmland
31 43/
Totals for Area of Interest 72 5 11000/
Description
Farmland classification Identifies map units as prime farmland farmland of
statewide Importance farmland of local Importance or unique farmland It Identifies
the location and extent of the soils that are best suited to food feed fiber forage
and oilseed crops NRCS policy and procedures on prime and unique farmlands
are published In the Federal Register Vol 43 No 21 January 31 1978
Rating Options
Aggregation Method No Aggregation Necessary
Aggregation Is the process by which a set of component attribute values Is reduced
to a single value that represents the map unit as a whole
A map unit Is typically composed of one or more components A component Is
either some type of soil or some nonsoll entity e g rock outcrop For the attribute
being aggregated the first step of the aggregation process Is to derive one attribute
value for each of a map unit s components From this set of component attributes
the next step of the aggregation process derives a single value that represents the
map unit as a whole Once a single value for each map unit Is derived a thematic
map for soil map units can be rendered Aggregation must be done because on
any soil map map units are delineated but components are not
For each of a map unit s components a corresponding percent composition Is
recorded A percent composition of 60 Indicates that the corresponding component
typically makes up approximately 60% of the map unit Percent composition Is a
critical factor In some but not all aggregation methods
Natural Resources
Conservation Service
Web Sod Survey
National Cooperative Sod Survey
5/27/2011
Page 3 of 4

Bankfull Discharge and Channel Dimensions Validation
Supporting Documentation
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Saddle Mountain Creek
Predicted and Measured
Values for Bankfull Channel Geometry and Bankfull Discharge
Reach
Area
I Width
I Depth
Discharge
NC Regional Regression
UPS Reaches
51 2
1 303
T 168
180
Field Data and Manning's Equation Discharge Estimates
Reach 1
528
(485-575)
241
(231-251)
219
(21-23)
201
(179 6 — 224 2)
Reach 2
555
(46 8 — 63 4)
279
1 (221 — 40 89)
295
(22-34)
2244
(2098-239)
NC Regional Regression
DS Reaches
516
30 4
1 169
1816
Field Data and Manning's Equation Discharge Estimates
Reach 3
55
(51 6-592)
262
(23 7 - 25 3)
21
(20-22)
2327
(224 6- 246 7)
Reach 4
539
(509-587)
212
(200-221)
32
(27-37)
2022
(187-232)
UPS DA = 4 48 mil
DS DA = 4 53 mil
NC Regional Regressions
A = 19 233 X (0 6528)
W= 1741 X (0 3612)
D = 1 0971 X (0 2852)
Q = 55 308 X (0 787)

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Channel Morphology and Stability Assessment
Supporting Documentation
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RIVERMORPH PARTICLE
SUMMARY
I----------------------------------------------------------------------
River Name
saddle Mountain
Reach Name
Entire Reach
Sample Name
wetted Riffle
Survey Date
05/21/2011
----------------------------------------------------------------------
Size (mm)
TOT #
ITEM %
CUM %
---- -------------------
0 -0062
----------
0
----
000
------
-------------------------
000
0 062 - 0 125
0
0
00
0 00
t025
0125 -025
-050
0
0
000
000
000
000
0 50 - 1 0
0
0
00
0 00
10 -20
0
000
000
20 -40
0
000
000
40- 5 7
0
000
000
5 7 -80
0
000
000
80 -113
3
300
300
113 - 160
0
000
300
16 0 - 22 6
1
1
00
4 00
226- 320
3
300
700
32 - 45
7
7
00
14 00
45 - 64
7
7
00
21 00
64 - 90
12
12
00
33 00
90 - 128
19
19
00
52 00
128 - 180
31
31
00
83 00
180 - 256
10
10
00
93 00
256 - 362
7
7
00
100 00
i362
- 512
512 - 1024
0
0
0
0
00
00
100 00
100 00
-
1024 2048
0
0
00
100 00
Bedrock
0
0
00
100 00
D16 (mm)
50 43
D35 (mm)
94
D50 (mm)
124
D84 (mm)
187 6
D95 (mm)
286 29
D100 (mm)
362
Silt /Clay ( %)
0
sand ( %)
0
Gravel ( %)
21
cobble ( %)
72
Boulder ( %)
7
Bedrock ( %)
0
Total Particles
= 100
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RIVERMURPH PARTICLE SUMMARY
----------------------------------------------------------------------
River Name
Saddle Mountain
Reach Name
Entire Reach
Sample Name
Bar Sample
Survey Date
05/30/2011
----------------------------------------------------------------------
SIEVE (mm)
NET WT
63
17 69
31 5
26 65
16
11 44
8
7 96
4
6 46
2
7 52
PAN
13 62
D16 (mm)
3 25
D35 (mm)
22 07
D50 (mm)
43 56
D84 (mm)
115 33
D95 (mm)
144 67
D100 (mm)
158
/( ( %)
01
Sand 0
%)y
9
Gravel ( %)
53 08
cobble (%)
35 02
Boulder (%)
0
Bedrock ( %)
0
Total weight =
114 4100
Largest Surface
Particles
size(mm)
weight
Particle 1
158 16 2
Particle 2
132 6 87

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RIVERMORPH PARTICLE SUMMARY
River Name saddle Mountain
Reach Name saddle Mountain Reach 2
sample Name Petrusion Heights
Survey Date 05/22/2011
Size (mm)
TOT #
ITEM %
CUM
0 -0062
0
000
000
0 062 - 0 125
0
0 00
0 00
0 125 - 0 25
0
0 00
0 00
025 -050
0
000
000
0 50- 10
0
000
000
10 -20
0
000
000
20 -40
0
000
000
40- 5 7
0
000
000
5 7- 80
0
000
000
80- 113
0
000
000
113 - 160
0
000
000
160- 22 6
0
000
000
226 -320
0
000
000
32 -45
0
000
000
45 - 64
0
0 00
0 00
64 - 90
1
2 00
2 00
90 - 128
2
4 00
6 00
128 - 180
13
26 00
32 00
180 - 256
20
40 00
72 00
256 - 362
6
12 00
84 00
362 - 512
3
6 00
90 00
512 - 1024
5
10 00
100 00
1024 - 2048
0
0 00
100 00
Bedrock
0
0 00
100 00
D16 (mm)
148
D35 (mm)
185 7
D50 (mm)
214 2
D84 (mm)
362
D95 (mm)
768
D100 (mm)
1023 99
silt /clay (%)
0
sand (%)
0
Gravel ( %)
0
cobble ( %)
72
Boulder (%)
28
Bedrock ( %)
0
Total Particles = 50 (need at least 60)

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Worksheet 5 3 Field form for Level II stream classification ( Rosgen 1996 Rosgen and Silvey 2005)
Stream Saddle Mountain Creek Reach 1
Basin Drainage Area 2899 2 acres 453 M12
Location
Twp &Rge Sec &Qtr ,
Cross Section Monuments (Lat /Long) 0 Lat / 0 Long Date 05/30/11
Observers SWC Valley Type VIII
lankfull WIDTH (Wbkf)
/IDTH of the stream channel at bankfull stage elevation in a riffle section 2506
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross section at bankfull stage elevation in a
nffle section (dbf = A / Wbw) 23
Bankfull X Section AREA AM)
AREA of the stream channel cross section at bankfull stage elevation in a nffle
section 5753
Width /Depth Ratio (Wbkf/ dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH in a riffle section 109
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross section or distance between the
bankfull stage and Thalweg elevations in a riffle section 271
WIDTH of Flood Prone Area (Wfpa)
Twice maximum DEPTH or (2 x dmym) = the stage /elevation at which flood prone area
WIDTH is determined in a riffle section 35
Entrenchment Ratio (ER)
The ratio of flood prone area WIDTH divided by bankfull channel WIDTH (W,,a/ Wbkf)
(riffle section) 14
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 545
Water Surface SLOPE (S)
Channel slope = rise over run for a reach approximately 20 -30 bankfull channel
widths in length with the nffle to riffle water surface slope representing the gradient
at bankfull stage 000585
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 1
ft
ft
{f2
r+
mm
Copyright © 2006 Wlldland Hydrology WARSSS page 5 29

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Worksheet 5-4 Morphological relations Including dimensionless ratios of river reach sites ( Rosgen and Sllvey 2007 Rosgen
2008)
Stream Saddle Mountain
Location Reach Saddle Mountain Reach 1
Observers SWC
Date 05/30/11
Valley Type VIII Stream Type B 411 c
Riffle Dimensions " "'
River Reach Dimension Summary Data 1
Mean Min Max Riffle Dimensions & Dimensionless Rabos""
Mean Min Max
Riffle Width (Wbw)
23 4
216
251 ft
Riffle Cross - Sectional Area (Aw) (f?)
5173'48 47'57 53
Mean Riffle Depth (dba)
2 21
2 1
2 3 it I
Riffle Width/Depth Ratio (Wwr / db,d)
10 63 9 60 11 02
rn
Maximum Riffle Depth (dm�
2 72
2 44
31 ft
Max Riffle Depth to Mean Riffle Depth (dine„ / dbM)
1231'1104'11403
c
H
Width of Flood Prone Area (Wipe)
338
305,
371 ft
Entrenchment Ratio P. / Ww)
1 442 1 302 1 582
C
m
E
Riffle Inner Berm Width (W.)
11 2
0
23 9 ft
Riffle Inner Berm Width to Riffle Width / W
(W� biif)
0 478 000010191
d
Riffle Inner Berm Depth (dil)
0 52
0
1 07 ft
Riffle Inner Berm Depth to Mean Depth (di,! dba)
0 235'0 000'0 484
Riffle Inner Bern Area (k)
117
0
24 4
Rdfle Inner Berm Area to Riffle Area (Aib / Abw)
0 226 0 000.0 472
Rdfle Inner Berm W/D Ratio (W b / dib)
108
0
23 4
Pnni Dimensions +* *+*
Mean
Min
Max
Pool Dimensions & Dimensionless Ratios"*'
Mean Min Max
Pool Width (WbkO
20
17 9
22 ft
Pool Width to Riffle Width ( bidp I Wbw)
0 852'0 764'0 939
Mean Pool Depth (db,,,p)
295-
2636
3 26 ft
Mean Pool Depth to Mean Riffle Depth (db,dp / dbw)
1 335'11190'1475
N
Pool Cross - Sectional Area (Ab,dp)
595
471
7118 ft
Pool Area to Riffle Area (Ab,ifp / &w)
1 149 0 911 1 388
o
IMaximurn Pool Depth (d,)
44
3 36
5 44 ft
Max Pool Depth to Mean Riffle Depth (dine, / dbw)
'11991 1 520 2 462
q/
m
I Pool Inner Berm Width (Wbp)
166,
158!
17 3 ft
Pool Inner Berth Width to Pool Width (Wibp / Wbifp)
0 831 0 794 0 867
E
F3
Pool Inner Berm Depth (d bp)
2 48
191
3 06 ft
.-
Pool Inner Berm Depth to Pool Depth (dap / dwdp)
0 841 0 647 1 037
noo.
Pool Inner Berm Area (Abp)
40 7
33
s 48 5 fe
Pool Inner Berm Area to Pool Area (Abp / Ab,dp)
0 685'0 555'0 815
Point Bar Slope (Spb)
0 470.0 440 0 510 ft/ft Pool Inner Berm Width/Depth Ratio (WO,/ dbp)
713 518 9 08
Run Dimensions
Mean
Min
Max
Run Dimensionless Ratios""'
Mean Min Max
rn
Run Width (Wbidr)
216.
216.
21 6 It
Run Width to Rrffie Width (Ww* / Wbw)
0 923,0 923,0 923
c
o_
h
Mean Run Depth (db,R,)
197'
197
1 97 ft
Mean Run Depth to Mean Riffle Depth (db,d, / dbw)
0 891,0 891 0 891
C
m
1 Run Cross - Sectional Area (Ab,if,)
425
42 5
42 5 ft
Run Area to Riffle Area (Abw / Aba)
0 822 0 822 0 822
_E
o
c
Maximum Run Depth (d..)
279
279
279 It
Max Run Depth to Mean Riffle Depth (d. / dbv)
1 262 1 262 1 262
Run Width/Depth Ratio (W. ! db,d,)
11
11
11 ft
Glide Dimensions
Mean
Min
Max
Glide Dimensions & Dimensionless Ratios""'
Mean Min Max
Glide Width (••bldg)
221
19 6
24 6 ft
Glide Width to Riffle Width (Wbm / Wb,d)
0 943'0 836 1 050
Mean Glide Depth (dbkrg)
258
2 41
2 75 ft
Mean Glide Depth to Mean Riffle Depth (d" / db f)
1 167 1090'112441
rn
c
0
Glide Cross Sectional Area (Abm)
567
539
59 4 ft
Glide Area to Riffle Area (Abm / Ahe)
1 095 1 042 1 148
m
Maximum Glide Depth (dme g)
34
321
3 58 ft
Max Glide Depth to Mean Riffle Depth (dmem / dbw)
1 538 1 452 1 620
E
ei
Glide Width/Depth Rabo (Wwde! dbmg)
867
713
10 2 ft/ft Glide Inner Berm Width/Depth Ratio (Wft / dbg)
13 63 10 06 1721
v
jGhde Inner Berm Width (Wbe)
18 8
16 5
21 ft
Glide Inner Berth Width to Glide Width (WbeMlb,de)
0 848'0 746O 950
Glide Inner Berth Depth (dae)
143
122
164 ft
Glide Inner Berm Depth to Glide Depth (dwg / dbm)
0 554 0 473'0 636
Glide Inner Berm Area (A,.)
263
266
27 fe
Glide Inner Berm Area to Glide Area (Abg / Abk%)
04650453 0 477
Step Dimensions"
Mean
Min
Max
Step Dimensionless Ratios --
Mean Min Max
Step Width (Wb.)
0
0
0 it
Step Width to Riffle Width (Wb,,,, / Wbit)
0 000 0 000 0 000
Mean Step Depth (dbki�j
0
0
0 It
Mean Step Depth to Riffle Depth (db,re/ dbp)
0 000,0 000,0 000
a
y
rn
Step Cross Sectional Area (Ab, j
0
0
0 ft
Step Area to Riffle Area (Ab,de / Abb)
0 000 0 000.0 000
Maximum Step Depth (d.)
0
0
0 ft
Max Step Depth to Mean Riffle Depth (dm �/ dbw)
0 000'0 000 0 000
Step Width/Depth Ratio (Wb./ dbias)
0
0
0
Riffle -Pool ystem ( C E F stream types) bed feat res ndud Was rims pools and glides
"Step -Pool system ( e A B G stream types) bed features include riffles rapids chutes pools and steps (note ndude rapids and chat in riffle category)
Convergence -D vergence system ( e 0 stream types) bed features rid de riffles and pools cross-sections taken at riffles fo dassdicabo purpose
—Mean vai es are sed as the normalization parameter for all dmrens onless ratios e g minimum pool Width to nffle YAM ratio ses the mean riffle width value

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Worksheet 5-4 Morphological relations Including dimensionless ratios of river reach sites ( Rosgen and Sllvey 2007
Rosgen 2008)
Stream Saddle Mountain Location Reach Saddle Mountain Reach 1
Observers SWC Date 05/30/11 Valley Type VIII Stream Type B 411 c
U, River Reach Summary Data 2
0
Streamflow Estimated Mean Velocity at Bankfull Stage (ub,,,) 301 ft/sec IlEstimation Method Ulu
= Streamflow Estimated Discharge at Bankfull Stage (Qba) 172 99 cfs I Drainage Area 453 mlz
Valley Slope (Sr„) 00059 ft/ft jAverage Water Surface Slope (S) 00054 ft/ft Sinuosity (S , /S) 1 1
Stream Length (SL) 780 ft IValley Length (VL) 710 ft 7 Sinuosity (SL / VL) 1 1
f
I Low Bank Height
start
29,
ft
Max Depth
I
start
27
ft
Bank Height Ratio (BHR)
I
start
107
m
(LBH)
end~
3 2
ft
(dam
end
28
ft
(LBH / d,,,,j
end~
114
Min max a mean aepms are measured from i na" to ba ildull at mid -pant of feature for Miles and runs th deepest part of pools & at the tail-out of glides
Composite sample of Mies and pools within the designated reach Active bred of a nffl Height of roughness fe lure above bed
ICopyright © 2009 Wlidland Hydrology WARSSS page 5 34
Facet Slopes
Mean Mtn Max
Dimensionless Facet Slope Ratios
Mean
Min Max
Reach b
Riffle Slope (S,n)
00080007 0 009 ft/ft
Rffle Slope to Average Water Surface Slope (S , / S)
1 491
1 320 1 704
m
Run Slope (S,,,,,)
00080008 0 008 ft/ft
Run Slope to Average Water Surface Slope (Sri,,, / S)
1 483
1 483 148"
s~
0
Pool Slope (Sp)
0 002'0 002'0 002 ft/ft
Pool Slope to Average Water Surface Slope (Sp / S)
0 354'0 354,0 3&
c
Glide Slope (Sg)
0 004 0 004 0 004 ft/ft
Glide Slope to Average Water Surface Slope (Sg / S)
0665. 0 665.0 66;
c
=
Step Slope (S)
0 000'0 000 0 000 ft/ft
Step Slope to Average Water Surface Slope (S / S)
0 000'0 000'0 00(
m
a
Max Danths
Mean Mtn Max
Dimensionless Depth Ratios
Mean
Min Max
2772
Max Riffle Depth (d,,,.,)
28 266 3 26 ft
Max Riffle Depth to Mean Riffle Depth (dma,mf/ dbid)
127 '1158'
148
I A Gravel
Max Run Depth (d111870 .)
366 35 3 81 ft
Max Run Depth to Mean Riffle Depth (dn,.0 / dbid)
166
1 584 172
124
Max Pool Depth (dmav)
5 15 3 65 738 ft
Max Pool Depth to Mean Riffle Depth (dmav / dba)
2 33
1652' 334
Max Glide Depth (dm.,y)
326 287 3 65 ft
Max Glide Depth to Mean Rffle Depth (dma„ y / dba)
148
1 299 165
Man Step Depth (dm�
0 0 0 ft
Max Step Depth to Mean Riffle Depth (d./ dbw)
0
0 0
Min max a mean aepms are measured from i na" to ba ildull at mid -pant of feature for Miles and runs th deepest part of pools & at the tail-out of glides
Composite sample of Mies and pools within the designated reach Active bred of a nffl Height of roughness fe lure above bed
ICopyright © 2009 Wlidland Hydrology WARSSS page 5 34
b
Reach
Rdflec
- - -_ Bar
Reach b
Rifflec
Bar
Protrusion 11eighe
U)
slit/Clay
0
0
0
D16
813
5043
325
148
mm
m
/Sand
693
0
119
D,
2772
94
2207
1857
mm
cc
I A Gravel
4753
21
53 08
D.
546
124
4356
2142
mm
I/ Cobble
4158'72
35 02
1 D
14796
1876
11533
362
mm
m
r
/ Boulder
297
7
0
D,
24269
28629
14467
768
mm
V
FA Bedrock
099
0 777071
D100
Bedrock
362
158
102399
mm
Min max a mean aepms are measured from i na" to ba ildull at mid -pant of feature for Miles and runs th deepest part of pools & at the tail-out of glides
Composite sample of Mies and pools within the designated reach Active bred of a nffl Height of roughness fe lure above bed
ICopyright © 2009 Wlidland Hydrology WARSSS page 5 34

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Worksheet 2 2 Computations of velocity and bankfull discharge using various methods ( Rosgen 2006b Rosgen and
Sllvey 2007)
Bankfull VELOCITY & DISCHARGE Estimates
Stream
ISaddle Mountain
I Location
ISaddle Mountain Reach 1
Date
I
I Stream Type
I 63c
Valley Type
I VIII
Observers
SWC
HUC
INPUT VARIABLES OUTPUT VARIABLES
Bankfull RifflAe Cross Sectional
Ei3
Abb)f
Bankfull Riffle Mean DEPTH
2 30
dbkf
rock on that side Substitute the D84 boulder protrusion height in it for the D84 term in method 1
(ft)
- (2 dbkf ) + Wbkf
(ft)
F Bankfull Riffle WIDTH
25 06
Wbkf
Wetted PERMIMETER
30 41
Wp
rock on that side Substitute the D84 boulder protrusion height in it for the D84 term in method 1
(ft)
- (2 dbkf ) + Wbkf
(ft)
D84 at Riffle
187 60
Dim)
D84 (mm) / 304 8
0 62
084
rock on that side Substitute the D84 boulder protrusion height in it for the D84 term in method 1
(ft / ft)
^ekf / Wp
(ft)
Bankfull SLOPE
I
0 0054
il
Sbkf
Hydraulic RADIUS
1 89
R
rock on that side Substitute the D84 boulder protrusion height in it for the D84 term in method 1
(ft / ft)
^ekf / Wp
(ft)
Gravitational Acceleration
32 2
9 11
Relative Roughness
3 07
R / D 84
rock on that side Substitute the D84 boulder protrusion height in it for the D84 term in method 1
(ft / sec 2)
R(ft) / D84 (ft)
(ft/sec)
Drainage Area
4 5
DA
Shear Velocity
0 573
I
u*
I
rock on that side Substitute the D84 boulder protrusion height in it for the D84 term in method 1
(ml 2)
u = (gRS)
(ft/sec)
ESTIMATION METHODS Bankfull Bankfull
VELOCITY DISCHARGE
1 Friction Relative u = jf 2 83 + 5 66 * Log { R / D as j j u* 321 ft/sec] 18445 cfs
Factor Roughness
2 Roughness Coefficient a) Manning s n from Friction Factor / Relative
3 34
ft /sec
19215
cfs 1
Roughness (Figs 2 18 2 19) u = 149 R" S 121 n n= 0 05
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
2 Roughness Coefficient u = 149 R"s S "2/ n
b) Manning s n from Stream Type (Fig 2 20) n = 0 0557
300
ft /sec
172 59
[
cfs
2 Roughness Coefficient u= 149 R23 S "2 1n
c) Manning s n from Jarrett (USGS) n = 0 39 S°-" R-0 16
3 45 ft /sec 198 48 cfs
Note This equation is applicable to steep step /pool high boundary n a 0 048
roughness cobble- and boulder - dominated stream systems i e for
Q - — T....a.n Al A All 01 09 927 P-3 2 CO
3 Other Methods He E)arcy Weisbach C C etc
387
ft/ sec
222 52
cfs
Darcy Weisbach (Leopold Wolman and Miller
3 Other Methods (Hey Darcy Weisbach Chezy C etc 000 0 ft !sec 0 0 cfs
Chez C
4 Continuity Equations a) Regional Curves u = Q / A 316 ft / sec 182 00 cfs
Period Peod for Bankfull Discharge D = 1 2 year
4 Continuity Equations b) USGS Gage Data u = Q / A 0 00 ft / sec 000 cfs
Protrusion Height Options for the D84 Term in the Relative Roughness Relation (R/D80) - Estimation Method 1
Option 1
For sand bed channels Measure 100 protrusion heights of sand dunes from the downstream side of feature to the top of feature
Substitute the D84 sand dune protrusion height in ft for the D84 term in method 1
Option 2
For boulder- dominated channels Measure 100 protrusion heights of boulders on the sides from the bed elevation to the top of the
rock on that side Substitute the D84 boulder protrusion height in 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 D84 protrusion height in ft for the D84 term in method 1
Copyright © 2008 Wlldland Hydrology
River Stability Field Guide page 2 41

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Sediment competence calculation form to assess bed stability
Worksheet 3 14 Sed p Y
Stream Saddle Mountain Stream Type B 4/1c
Location Saddle Mountain Reach 1 valley Type VIII
Observers SWC Date 05/30/2011
Enter Required Information for Existing Condition
1240
D50
Riffle bed material D50 (mm)
436
Ds0
Bar sample D50 (mm)
042
Dmax
Largest particle from bar sample (ft)
132
(mm)
304 8 mm /ft
000585
S
Existing bankfull water surface slope (ft/ft)
230
d
Existing bankfull mean depth (ft)
165
7s —1
Immersed specific gravity of sediment
Select the Appropriate Equation
and Calculate Critical Dimensionless Shear Stress
285
Dso�Dso
Range 3 — 7 Use EQUATION 1 ti = 0 0834 ( D501D5a —0 872
127
Dmax/D50
Range 1 3 — 3 0 Use EQUATION 2 t* = 0 0384 (Dmax /D50) 887
00335
ti*
Bankfull Dimensionless Shear Stress
EQUATION USED
1
Calculate Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample
397
d
z * (yS 1)DI.aX
Required bankfull mean depth (ft) d = S (use Dmax in ft)
Calculate Bankfull Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample
001009
S
Required bankfull water surface slope (it/ft) i�D�,aX ft) S - s (use Dmax in ft)
Check r Stable I✓ Aggrading I— Degrading
Sediment Competence Using Dimensional Shear Stress
0 840
Bankfull shear stress '6 = ydS (lbs /fe) (substitute hydraulic radius R with mean depth d )
= 62 4 d = existing depth S = existing slope
Shields
65
co
133
Predicted largest moveable particle size (mm) at bankfull shear stress T (Figure 3 11)
Shields
165
CO
083
Predicted shear stress required to initiate movement of measured Dmax (mm) (Figure 3 11)
Shields
452
co
227
Predicted mean depth required to initiate movement of measured Drr. (mm) _ Z
d
'L = predicted shear stress 'Y= 62 4 S = existing slope YS
Shields
00115
co
1000581
Predicted slope required to initiate movement of measured Dmax (mm) 't
T = predicted shear stress Y = 62 4 d = existing depth S yd
Check r Stabler Aggrading r Degrading
Copyright © 2008 W ildland Hydrology River Stability Field Guide page 3 101
I

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Worksheet 3 16 Stability ratings for corresponding successional stage shifts of stream types Check the
appropriate stability rating
Stream Saddle Mountain Creek Stream Type B 4/1 c
Location Reach 1 Valley Type VI11
Observers SWC Date 05/30/2011
Stream Type Changes Due to
Stability Rating (Check
Successional Stage Shifts
Appropriate Rating)
(Figure 3 -14)
Stream Type at potential (C --+E)
r Stable
(Fb--*B) (G--+B) (F —►Bc) (FCC) (D —C)
(E --+C) (C--+High W/d C)
r Moderately Unstable
(G—F) (F—►D) (C —F)
r Unstable
(C—D) (B—>G) (D—G) (C —G) (E —G)
[— Highly Unstable
I c e 3 111
Copyright O 2008 Wildland Hydrology River Stability Field Guide page

1
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di prediction Worksheet 3 17 Lateral stability summary
Stream Saddle Mountain Creek Stream Type B 4/1c
Location Reach 1 Valley Tye VIII
Observers SWC Date 05/30/2011
Lateral Stability Categories
Lateral stability criteria
Selected
(choose one stability
Moderately
Highly
Points (from
category for each criterion
cate
afe
Stable
Unstable
bl
Unstable
Unstable
each row)
W/d Ratio State
< 1 2
12-14
1 4 -1 6
> 1 6
2
1
(Worksheet 3 8)
09 (2)
(4)
(6)
(8)
Depositional Patterns
B1 B2
B4 B8
B3
B5 B6 B7
1
2
(Worksheet 3 5)
B1, B2 (1)
(2)
(3)
(4)
M2 M5 M6 M7
Meander Patterns
M1 M3 M4
M8
1
3 (Worksheet 3 4)
M3 (1)
(3)
MNH M /Ex H/L
H/H H /Ex Ex/M
Dominant BEHI i NBS
UVL UL UM
UH UVH MNL
M/L M/M WH
UEx H/L
H/M H/H
Ex/H ExNH
2
4 (Worksheet 3 13)
VHNL Ex/VL
VHNH Ex/Ex
UL (2)
(4)
(6)
(8)
Degree of Confinement
08-10
0 3- 0 79
01-029
< 0 1
5 (MWR / MWRrf)
1
(Worksheet 3 9)
1 1 (1)
(2)
(3)
(4)
Total Points
7
Lateral Stability Category Point Range
Overall Lateral Stability
Moderately
Highly
Category (use total points
Stable
Unstable
Unstable
Unstable
and check stability rating)
7-9
10 -12
13-21
> 21
P
r
r
r
' Copyright O 2008 W iidland Hydrology River Stability Field Gui de page 3 114
1

IWorksheet 318 Vertical stability p rediction for excess deposition or a 99 radation
t
t
1
u
t
1
t
1
1
1
1
t
1
Stream Saddle Mountain Stream Type B 4/1c
Location Saddle Mountain Reach 1 Valley Type VIII
Observers SWC Date 05/30/2011
Vertical Stability
Vertical Stability Categories for Excess Deposition / Aggradation
Selected
Cntena (choose one
Points
stability category for each
No Deposition
Moderate
Excess
Aggradation
(from each
criterion 1-6)
Deposition
epos�on
Deposition
epos►�on
row)
Sufficient depth
Trend toward
Cannot move D35
Cannot move Dt6 of
Sediment
and/or slope to
insufficient depth
and /or slope
of bed material
bed material and /or
1 competence
transport largest
slightly
and /or D100 of bar
D100 of bar or sub
2
(Worksheet 314)
size available
incompetent
material
pavement size
(2)
(4)
(6)
(8)
Sufficient
Trend toward
Reduction up to
Reduction over
capacity to
insufficient
25 / of annual
25/ of annual
2 Sediment Capacity
transport annual
sediment
sediment yield of
sediment yield for
2
(POWERSED)
load
capacity
bedload and /or
bedload and /or
suspended sand
suspended sand
(2)
(4)
(6)
(8)
W/d Ratio State
10-12
1 2 -1 4
14-16
>1 6
2
3
(Worksheet 3 8)
09 (2)
(4)
(6)
(8)
Current stream
type at potential
(C —•High W/d C)
Stream Succession
or does not
(E,C)
(B —•High W/d B)
(C—•D) (F,D)
4 States (Worksheet 3
indicate
(C,F)
2
16)
deposition/
aggradation
(2)
(4)
(6)
(8)
Depositional
131
B2 B4
B3 65
B6 67 B8
5 Patterns (Worksheet
1
3 5)
B1 (1)
(2)
(3)
(4)
Debris / Blockages
D1 D2 D3
D4 D7
D5 D8
D6 D9 D10
1
6
(Worksheet 3 6)
D2 (1)
(2)
(3)
(4)
Total Points
10
Vertical Stability Category Point Range for Excess Deposition /
Aggradation
Vertical Stability for
Excess Deposition /
Moderate
Excess
Aggradation (use total
No Deposition
Deposition
Deposition
Aggradat►on
points and check stability
10-14
15-20
21-30
> 30
rating)
tr
r
r
r
Copynght © 2008 W ddland Hydrology River Stability Field Guide page 3 117

I Worksheet 3 19 Vertical stability prediction for channel incision or degradation
Yp 9
1
t
1
Ll
1
1
t
1
t
1
�7
i!
i!
Stream Saddle Mountain Stream Type B 4/1c
Location Saddle Mountain Reach 1 Valley Tye VIII
Observers SWC Date 05/30/2011
Vertical Stability
Vertical Stability Categories for Channel incision / Degradation
Selected
Criteria (choose one
oints
stability category for
Not Incised
Slightly Incised
Moderately
y
Degradation
(from each
each cntenon 1-5)
Incised
row)
Sediment
Does not
Trend to move
larger sizes than
D,00 of bed
Particles much
1 Competence
P
indicate excess
D,00 of bar or >
1
moved
larger than D 10
2
competence
D of bed
of bed moved
(Worksheet 3 14)
(2)
(4)
(6)
(8)
Slight excess
Excess energy
Excess energy
Does not
energy up to
suff icient to
transporting more
Sediment Capacity
2 P ty
indicate excess
10 /o increase
increase load up
a
than 50 /o of
4
(POWERSED)
capacity
above reference
to 50% of annual
annual load
load
(2)
(4)
(6)
(8)
Degree of Channel
100-1 10
1 11 -1 30
1 31 -1 50
> 1 50
3 Incision (BHR)
4
(Worksheet 3 7)
(2)
114 (4)
(6)
(8)
Does not
if BHR > 1 1 and
If BHR > 1 1 and
Stream Succession
indicate incision
stream type has
stream type has
(13,13) (C—+G)
4 States (Worksheets
or degradation
/dObetween
W/d less than 5
(E --�G) (D --•G)
4
3 16 and 3 7)
(2)
(4)
(6)
(8)
Confinement
080 -100
030 -079
010 -029
<010
5 (MWR /MWR ref)
1
(Worksheet 3 9)
113 (1)
(2)
(3)
(4)
Total Points
15
Vertical Stability Category Point Range for Channel Incision /
Degradation
Vertical Stability for
Channel Incision/
Moderately
Degradation (use total
Not Incised
Slightly Incised
Incised
Degradation
points and check
9-11
12-18
19-27
> 27
stability rating)
r
r
r
r
ICopyright © 2008 Wddland Hydrology gy River Stability Field Guide page 3 119

IWorksheet 3 20 Channel enlargement prediction summary
1
t
1
L
t
1
t
t
t
t
I
Stream Saddle Mountain Stream Type B 4/1c
Location Saddle Mountain Reach 1 Valley Type Vlll
Observers SWC Date 05130/2011
Channel Enlargement
Channel Enlargement Prediction Categories
Prediction Criteria
Selected
(choose one stability
Moderate
Points (from
category for each criterion
No Increase
Slight Increase
Increase
Extensive
each row)
1-4)
Stream Type at
Potential (C->E)
(C-> W/d C)
(13,D) (B--+G)
Successional Stage
1
(Fb -'B) (G->B)
(E-'C)
(E
2
Shift (Worksheet 3 16)
(F->Bj (F -->C)
(E-•G) (C-�F)
(D—C)
B4c /1 (2)
(4)
(6)
(8)
2 Lateral Stability
Stable
Moderately
Unstable
Unstable
Highly Unstable
g y
2
(Worksheet 3 17)
(2)
(4)
(6)
(8)
Vertical Stability
Moderate
3 Excess Deposition or
No Deposition
Deposition
Excess Deposition
Aggradation
4
Aggradation
(Worksheet 3 18)
(2)
(4)
(6)
(8)
Vertical Stability
Moderately
Channel Incision or
4
Not Incised
Slightly Incised
Incised
Degradation
4
Degradation
(Worksheet 3 19)
(2)
(4)
(6)
(8)
Total Points
12
Category Point Range
Channel Enlargement
Moderate
Prediction (use total
No Increase
Slight Increase
Increase
Extensive
points and check stability
8-10
11-16
17 - 24
> 24
rating)
r
r
r
r
Copyright © 2008 Wildland Hydrology
River Stability Field Guide page 3 121

1
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Worksheet 3 -21 Overall sediment supply rating determined from individual stability rating
categories
Stream Saddle Mountain Stream Type S 4/1c
Location Saddle Mountain Reach 1 Valley Type VIII
Observers Date 05/30/2011
Overall Sediment Supply
Prediction Criteria
(choose corresponding
points for each criterion
Stability Rating
Points
Selected
Points
1 -5)
Stable
1
Lateral Stability
1
(Worksheet 3 -17)
1
Mod Unstable
2
Unstable
3
Highly Unstable
4
Vertical Stability
No Deposition
1
Mod Deposition
2
2 Excess Deposition or
Aggradation
1
Excess Deposition
3
(Worksheet 3 -18)
Aggradation
4
Vertical Stability
Not Incised
1
Slightly Incised
2
3 Channel Incision or
Degradation
2
Mod Incised
3
(Worksheet 3 19)
Degradation
4
Channel Enlargement
4 Prediction (Worksheet
3 -20)
No Increase
1
2
Slight Increase
2
Mod Increase
3
Extensive
4
Pfankuch Channel
5 Stability (Worksheet 3-
Good Stable
1
2
Fafr Mod Unstable
2
10)
Poor Unstable
4
Total Points 8
Category Point Range
Overall Sediment Supply
Rating (use total points
and check stability rating)
Low
5
Moderate
6-10
High
11-15
Very High
16-20
■
Copynght O 2008 Wildland Hydrology
River Stability Field Guide page 3 124

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Worksheet 5 3 Field form for Level II stream classification ( Rosgen 1996 Rosgen and S1lvey 2005)
Stream
Saddle MountainCreek
Basin
Mitchell River Drainage Area 2899 2 acres 453 M12
Location
Reach 2
Twp &Rge
Sec &Qtr ,
Cross Section Monuments (Lat /Long) 0 Lat / 0 Long Date 05/30/11
Observers
SWC Valley Type VIII
Bankfull WIDTH (Wbkf)
WIDTH of the stream channel at bankfull stage elevation in a riffle section 249
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross section at bankfull stage elevation in a
riffle section (dbM = A / Wbu) 226
Bankfull X Section AREA (Abler)
AREA of the stream channel cross section at bankfull stage elevation in a riffle
section
563
Width /Depth Ratio (Wbkf/ dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH in a riffle section 1102
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross section or distance between the
bankfull stage and Thalweg elevations in a riffle section 291
WIDTH of Flood Prone Area (Wfp,)
Twice maximum DEPTH or (2 x dmbw) = the stage /elevation at which flood prone area
WIDTH is determined in a riffle section 39 96
Entrenchment Ratio (ER)
The ratio of flood prone area WIDTH divided by bankfull channel WIDTH (W,pa/ Wb1d)
(riffle section) 16
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
8055
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 001039
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) 114
w
ft
ft/ft
Copyright © 2006 W ildland Hydrology WARSSS page 5 29

1
1
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1
t
1
t
Worksheet 5-4 Morphological relations Including dimensionless ratios of river reach sites ( Rosgen and Silvey 2007 Rosgen
2008)
t
t
1
I
Stream Saddle Mountain
Location Reach Saddle Mountain Reach 2
Observers StreamWalker Consulting
Date 05/30/11
Valley Type VIII Stream Type B 311 c
Riffle Dimensions " "`
River Reach Dimension Summary Data 1
Mean Mtn Max Riffle Dimensions & Dimensionless Ratios*
Mean Mtn Max
Rffe Width ( bid)
279
221
40 9 ft
Riffle Cross - Sectional Area (Abler) (fl?)
55 53 46 79 63 43
Mean Riffle Depth (dbkt)
207
155
262 ft
Riffle Width/Depth Ratio (Wbld / dbkf)
14 44778 7"7 26 38
rn
Maximum Riffle Depth (dm.)
2 95
2 22
3 38 ft
Max Riffle Depth to Mean Riffle Depth (dn. / dbm)
'1425'1072'1633
c
y
Width of Flood Prone Area (Wrp,)
449
33 4
69 9 ft
Entrenchment Ratio PIP. / Wbkr)
1 611 1 197.2 509
c
m
E
1 Riffle Inner Berm Width (Wb)
20
18
229 it
Riffle Inner Berm Width to Riffle Width (Wb / Wbm)
0 716 0 648 0 821
m
Riffle Inner Berm Depth (dib)
146'
1 27
185 ft
Rffe Inner Berm Depth to Mean Depth (d,b / dba)
0 705'0 614'0 894
Riffle Inner Berm Area (k)
291
228,
35 2 ftZ
Riffle Inner Berm Area to Riffle Area (A,7, / Able,)
0 524 0 411 0 635
Riffle Inner Berm W/D Ratio "ib / da)
14
10 3
161
I Dimensions
Mean
Min
Max
Pool Dimensions & Dimensionless Ratios""
Mean Min Max
Pool Width ( bidp)
28 1
21 3
46 2 ft
Pool Width to Riffle Width (Wbkra / Wbq)
1 010 0 766 1 659
Mean Pool Depth (dbkq,)
256
184
3 1 ft
Mean Pool Depth to Mean Rffe Depth (dbkfp / dbm)
1237'0 889 1 498
N
Pool Cross - Sectional Area (A..0)
674
581
849 ft
Pool Area to Riffle Area (Abkp / Abler)
1 214 1 046 1 530
o
Maximum Pool Depth (dmmv)
4 22
4 19
4 3 J1
Max Pool Depth to Mean Riffle Depth (dm.,p / dbki)
2 039 2 02i72 077
E
m
Pool Inner Berm Width (W p)
224,
176.
32 2 ft
Pool Inner Berm Width to Pool Width (Wbp / Wbkfp)
0 794 0 6261 145
E
p
P Inner Berm Depth (dam)
162'
125'
1 97 ft
Pool Inner Berm Depth to Pool Depth (dap / dbkfp)
0 633 0 488 0 770
a°o
Pool Inner Berm Area (A�)
35 2
26 4
44 5 ftz
Pool Inner Berm Area to Pool Area (A� / Abp)
0 521'0 391'0 660
Point Bar Slope (Spb)
140
120,
16 0 ft/ft
JPOOI Inner Berm Width/Depth Ratio (Wibp/ d4)
14 73 9 27,23 34
Run Dimensions
Mean
Mtn
Max
Run Dimensionless Ratios—
Mean Min Max
rn
Run Width (Wbk,)
245
245,
24 5 ft
Run Width to Riffle Width (Wbldt / Wbkf)
0 879,0 879,0 879
c
°
N
Mean Run Depth (dbkf,)
2 25
2 25
2 25 ft
Mean Run Depth to Mean Riffle Depth (dbkr, / dbm)
'1087'11087*
087 1 087 1 087
c
m
E
Run Cross Sectional Area (Aw&)
552
552
552 ft
Run Area to Riffle Area (Abler, / AbM)
0 994 0 994.0 994
c
Maximum Run Depth (d.)
319
319
319 it
Max Run Depth to Mean Riffle Depth (d. / dbb)
1 541 1 541 1 541
a:
Run Wrdth/Depth Ratio (Wbkf,/ dbkr,)
10 9
10 9
10 9 ft
Glide Dimensions
Mean
Min
Max
Glide Dimensions & Dimensionless Ratios—
Mean Min Max
Glide Width (Wbkrs)
255
25 5
25 5 ft
I Glide Width to Riffle Width (Wrbk% / Wbkr)
0 914'0 914'0 914
Mean Glide Depth (d")
246
246!
2 46 ft
Mean Glide Depth to Mean Riffle Depth (dbkra / dud)
1 188 1 188 1 188
N
C
Ghde CrossSechonal Area (Abp)
627
627
627 ft
I Glide Area to Riffle Area (Abkt / Aba)
1 129 1 129 1 129
m
Maximum Glide Depth (d,)
3 27
3 27
3 27 ft
Max Glide Depth to Mean Riffle Depth (dma)q / dbkr)
.1580'1 580 1 580
E
0
Glide Width/Depth Ratio (Wbkra/ dbV)
104,
104.
10 4 ftfft I Glide Inner Berm Width/Depth Ratio (Wft/ dbg)
12 32 12 3-2,12 32
v
Glide Inner Berm Width (Wft)
21 1
211
21 1 ft
Glide Inner Berm Width to Glide Width (WrviFWbkra)
0 829'0 829'0 829
Glide Inner Berm Depth (dav)
1 71
171
171 ft
Glide Inner Berm Depth to Glide Depth (dav / dbm,)
0 695 0 695'0 695
Glide Inner Benn Area (Alv)
362
362
362 ft2
Glide Inner Berm Area to Glide Area (Abg / Abktq)
0 578 0 578 0 578
Step Dimensions—
Mean
Min
Max
Step Dimensionless Ratios""
Mean Mtn Max
IStep Width (Wbkk;)
0
0
0 ft
Step Width to Riffle Width (Wbkrs / Wbta)
0 000 0 000 0 000
Mean Step Depth (dbj
0
0
0 ft
Mean Step Depth to Riffle Depth (dbm/ dbu)
0 000 0 000 0 000
a
Step CrossSechonal Area (Abler,)
0
0
0 ft
Step Area to Riffle Area (Abm / Able,)
0 000 0 000 0 000
Maximum Step Depth (d.)
0
0
0 ft
Max Step Depth to Mean Riffle Depth (d./ dbw)
0 000 0 000 0 000
Step Wtdth/Depth Ratio (Wbm/ dbkj
0
0
0
minie-raot system p e L. e r stream types) oea reanues ma ae times rims pools ana gives
"Step -Pool system ( e A B G stream types) bed features include ti(ffes rapids chutes pools and steps (note include rapds and chutes in riffle category)
—Con orgence- Divergence system ( e D stream types) bed features and de affles and pools cross - sections taken at nMes for dassrficabm purposes
—Mean values are used as the normalization parameter for all d mensionless ratios e g m mmum pool width to riffle width rabo uses the mean rffe width value

1
1
1
F]
F]
Ij
t
t
t
r,
Valley Slope (S w) 00118 ft/ft Average Water Surface Slope (S) 0 01024 ft/ft Sinuosity (S S) 1 14
Stream Length (SL) 649 It Valley Length (VL) 570 ft Sinuosity (SL / VL) 114:]
Low Bank Height
start
2 3
ft
Worksheet 5-4 Morphological relations including dimensionless ratios of river reach sites (Rosgen
and Sllvey 2007
Rosgen 2008)
ft
Bank Height Ratio (BHR)
start
Stream Saddle Mountain
Location Reach Saddle Mountain Reach 2
(LBH)
Observers StreamWalker Consulting
Date 05/30/11 Valley Type VIII
Stream Type B 311c
(dmax)
end
f
River Reach Summary Data 2
(LBH / d,,)
end~
1
0 772 0 666 0 879
c
z
Step Slope (S)
0 000 0 000'0 000 ft/ft
Step Slope to Average Water Surface Slope (S / S)
Streamflow Estimated Mean Velocity at Bankfull Stage (uba) 385 ft/sec I Estimation Method
Ining s n by stream
a
Max Dooths
v
=
Streamflow Estimated Discharge at Bankfull Stage (Qba) 216 75 cfs Drainage Area
453 m,2
12
Max Riffle Depth (dm.f)
29 227 3 37 ft
Max Riffle Depth to Mean Riffle Depth (dmaxnf / dba)
14 1097' 1631
94
Max Run Depth (dm ,.)
365 311 401 ft
Geometry Mean Mtn
Max Dimensionless Geometry Ratios
Mean Mtn Max
Max Pool Depth (dm ..)
43 3 82 5 24 ft
Linear Wavelength ().) 336 294
416 ft Linear Wavelength to Riffle Width (?. / Wba)
120 106 1491
Max Glide Depth (dmmy)
296 233 3 63 ft
Stream Meander Length (Lm) 361 306
468 It Stream Meander Length Ratio (Lm / Wba)
129 110 1681
Max Step Depth (dm�
0 0 0 ft
Radius of Curvature (R) 741 44 5
124 ft Radius of Curvature to Riffle Width (R,/Wba)
2 660 1 597 4451
8055
124
4356
2142
mm
a
I Belt Width (Wbft) 838 664
956 It IMeander Width Ratio (Wbn/ Wb.)
3 008 2 383 3 431
c
Arc Length (La) 112 83 5
157 It Arc Length to Riffle Width (L / Wbkf)
4 013 2 997'5 625
UIRiffle
Length (L,) 33 157
605 ft I Riffle Length to Riffle Width (L / Wba)
1 184 0 563 2 170
3502
D.
Individual Pool Length (L.p) 441 389.
50 ft Individual Pool Length to Riffle Width (Lp/ Wba)
1581'1398'17941
362
mm
Pool to Pool Spacing (P) 120 92 4
150 ft Pool to Pool Spacing to Riffle Width (P / Wba)
4 324 3 317 5 383
1
1
1
F]
F]
Ij
t
t
t
r,
Valley Slope (S w) 00118 ft/ft Average Water Surface Slope (S) 0 01024 ft/ft Sinuosity (S S) 1 14
Stream Length (SL) 649 It Valley Length (VL) 570 ft Sinuosity (SL / VL) 114:]
Min max a mean deptns are measured from Thaiweg to bankfull at mid-point of feature for riffles and runs the deepest part of pools & at theta rout of glides
Compos to sample of riffles and pools wdh n th desrg ated reach Active bed of a nffle He gM f roughness feature above bed
ICopyright © 2009 Wlldland Hydrology WARSSS page 5 34
Low Bank Height
start
2 3
ft
Max Depth
start
2 2
ft
Bank Height Ratio (BHR)
start
1_05
0 023 0 008 0 032 ft/ft
(LBH)
end
3 4
ft
(dmax)
end
3 4
ft
(LBH / d,,)
end~
1
Min max a mean deptns are measured from Thaiweg to bankfull at mid-point of feature for riffles and runs the deepest part of pools & at theta rout of glides
Compos to sample of riffles and pools wdh n th desrg ated reach Active bed of a nffle He gM f roughness feature above bed
ICopyright © 2009 Wlldland Hydrology WARSSS page 5 34
Facet Slopes
Mean Mtn Max
Dimensionless Facet Slope Ratios
Mean Mtn Max
Riffle Slope (S f)
0 031'0 015'0 049 tuft
Riffle Slope to Average Water Surface Slope (Sin / S)
3 037 1 474 4 804
m
Run Slope (S.)
0 023 0 008 0 032 ft/ft
Run Slope to Average Water Surface Slope (Sr, / S)
2 289 0 827 3107
w
a
Pool Slope (Sp)
0 004 0 001 0 008 ft/ft
Pool Slope to Average Water Surface Slope (Sp / S)
0 371 0 061 0 732
C
Glide Slope (S9)
0 008 0 007 0 009 ft/ft
Glide Slope to Average Water Surface Slope (Sy / S)
0 772 0 666 0 879
c
z
Step Slope (S)
0 000 0 000'0 000 ft/ft
Step Slope to Average Water Surface Slope (S / S)
0 000 0 000 0 000
U
a
Max Dooths
Mean Mtn Max
Dimensionless Depth Ratios
Mean Mtn Max
12
Max Riffle Depth (dm.f)
29 227 3 37 ft
Max Riffle Depth to Mean Riffle Depth (dmaxnf / dba)
14 1097' 1631
94
Max Run Depth (dm ,.)
365 311 401 ft
Max Run Depth to Mean Riffle Depth (dmaxnx, / dba)
1 76 1 502 194
Max Pool Depth (dm ..)
43 3 82 5 24 ft
Max Pool Depth to Mean Riffle Depth (dm.. / dba)
208 '11845' 2 53
Max Glide Depth (dmmy)
296 233 3 63 ft
Max Glide Depth to Mean Rdfle Depth (dm /dba)
143 .1 126, 1751
Max Step Depth (dm�
0 0 0 ft
Max Step Depth to Mean Riffle Depth (dmaxs / dba)
0 0 0
Min max a mean deptns are measured from Thaiweg to bankfull at mid-point of feature for riffles and runs the deepest part of pools & at theta rout of glides
Compos to sample of riffles and pools wdh n th desrg ated reach Active bed of a nffle He gM f roughness feature above bed
ICopyright © 2009 Wlldland Hydrology WARSSS page 5 34
Reach b
Rifflec
Bar
Rear b
Rifflee
Bar
Protrusion Heiahtd
/ Silt/Clay
0
0
0
D16
723
5043
325
148
mm
rA
L
/o Sand
12
0
119
D35
4314
94
2207
1857
mm
m
Gravel
31
21
6308
Dso
8055
124
4356
2142
mm
/ Cobble
47
72
3502
D.
20633
1876
11533
362
mm
t
6 Boulder
7
7
0
D95
512
28629
14467
768
mm
v
A Bedrock
3
0
7770771
D100
Bedrock
362
158
102399
mm
Min max a mean deptns are measured from Thaiweg to bankfull at mid-point of feature for riffles and runs the deepest part of pools & at theta rout of glides
Compos to sample of riffles and pools wdh n th desrg ated reach Active bed of a nffle He gM f roughness feature above bed
ICopyright © 2009 Wlldland Hydrology WARSSS page 5 34

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Worksheet 2 2 Computations of velocity and bankfull discharge using various methods ( Rosgen 2006b Rosgen and
Sllvey 2007)
Bankfull VELOCITY & DISCHARGE Estimates
Stream Isaddle Mountain Creek I Location I Reach 2
Date I I Stream Type B3C Valley Type I VIII
Observers SWC I HUC
INPUT VARIABLES I OUTPUT VARIABLES
Riff le ro s Sectional
00104
11
Sdkf
Hydraulic RADIUS
198
R
IBankfull
5630
�)
Bankfull Riffle Mean DEPTH
2 26
dftkf
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 It for the D84 term in method 1
I Bankfull Riffle WIDTH I 2490 Wbkt Wetted PERMIMETER I 28 41 Y IJ
(ft) - (2 dbld) + Wbld (ft)
D84 at Riffle 187 60 Dia D84 (mm) / 304 8 062 D84 (mm) (ft)
Bankfull SLOPE
1
00104
11
Sdkf
Hydraulic RADIUS
198
R
3 62
ft /sec
(ft / ft)
Abkf / Wp
(ft)
I Gravitational Acceleration
32 2
9
Relative Roughness
3 22
RID.
3 62
ft /sec
(ft / sec2)
R(ft) / Dim (ft)
(ft/sec)
Drainage Area
4 5
DA
Shear Velocity —][
0 814
u*
3 62
ft /sec
(mi)
u = RS
(ft/sec)
I ESTIMATION METHODS Bankfull Bankfull
VELOCITY 11 DISCHARGE
1 Friction Relative u=[283+566 Lo 9 { R / D
ou hness j 1 u 464 ft /sec 26149
Factor R cfs
2 Roughness Coefficient a) Manning s n from Friction Factor / Relative
Roughness (Figs 218 219) u= 149 Rw Sr2In n = 0 062 386 ft /sec 217 32 cfs
2 Roughness Coefficient u= 149 R24 S12 1n
For sand bed channels Measure 100 protrusion heights of sand dunes from the downstream side of feature to the top of feature
ft /sec
14919
1 cfs
b) Manning s n from Stream Type (Fig 2 20) n o 0 066
3 62
ft /sec
203 81
cfs
2 Roughness Coefficient u= 149 R" ST2 1n
c) Manning s n from Jarrett (USGS) n = 0 39 Se-4 R° i6
Note This equation is applicable to steep step /pool high boundary n a 0 062
roughness cobble- and boulderdommated stream systems i e for
3 Other Methods (He Darcy Weisbach C C etc
Darcv Welsbach (Hev)
388 1 ft/ 218 44 cfs
550 It / sec 309 39 cfs I
3 Other Methods (Hey Darcy Weisbach Chezy C etc)
For sand bed channels Measure 100 protrusion heights of sand dunes from the downstream side of feature to the top of feature
ft /sec
14919
1 cfs
Chez C J[:265
(I 4 Continuity Equations a) Regional Curves u = Q / A II 323 I ft / sec `I 181 60 cfs I
Return Penod for Bankfull Discharge Q = �1 year
4 Continuity Equations b) USGS Gage Data u = Q / A 000 1 ft/sec] 000 cfs
Protrusion Helaht ODtions for the De. Term m tha Relative Rnnahrtecc Rpiahnn fR /n .1 _ Fctimntinn Mathnri 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 If for the Ds, 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 Da, 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 D84 protrusion height in It for the D84 term in method 1
Copyright © 2008 Wlldland Hydrology River Stability Field Guide page 2-41

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Worksheet 3 14 Sediment competence calculation form to assess bed stability
Stream Saddle Mountain Stream Type B 3c
Location Reach 2 Valley Type VIII
Observers SWC Date 05/30/2011
Enter Required Information for Existing Condition
1240
D50
Riffle bed material D50 (mm)
436
0550
Bar sample D50 (mm)
052
Climax
Largest particle from bar sample (ft)
158
(mm)
1304 8 mm/ft
001037
S
Existing bankfull water surface slope (ft/ft)
262
d
Existing bankfull mean depth (ft)
165
Ys -1
Immersed specific gravity of sediment
Select the Appropriate Equation and Calculate Critical Dimensionless Shear Stress
285
Ds01D50
Range 3 - 7 Use EQUATION 1 ti' = 0 0834 ( D50/D5a 872
127
DmaxID50
Range 13-30 Use EQUATION 2 T* = 0 0384 (Dmax /D50) -0887
0 032
1 C'
Bankfull Dimensionless Shear Stress
EQUATION USED
2
Calculate Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample
265
d
z �
Required bankfull mean depth (ft) d - cy s 1>DbaX (use Dmax in ft)
Calculate Bankfull Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample
001048
$
Required bankfull water surface slope ( ft/ft) S. d 1)Dmax (use Dmax in ft)
Check I- Stable r- i- Degrading
Sediment Competence Using Dimensional Shear Stress
1 695
Bankfull shear stress T = ydS (Ibs /ft2) (substitute hydraulic radius R with mean depth d )
= 62 4 d = existing depth S = existing slope
Shields
120
co
190
Predicted largest moveable particle size (mm) at bankfull shear stress ti (Figure 3 11)
Shields
185
co
098
Predicted shear stress required to initiate movement of measured Dmax (mm) (Figure 3 11)
Shields
286
co
151
Predicted mean depth required to initiate movement of measured Dmax (mm) 't
'C p d --
= predicted shear stress 7 = 62 4 S = existing slope YS
Shields
00113
co
00060
Predicted slope required to initiate movement of measured Dmax (mm) $
S - —
L = predicted shear stress 'Y = 62 4 d = existing depth yd
Check F% Stable I- Aggrading I- Degrading
ICopyright © 2008 W ildiand Hydrology River Stability Field Guide page 3 101
1

1
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1
1
1
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1
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Worksheet 3 16 Stability ratings for corresponding successional stage shifts of stream types Check the
appropriate stability rating
Stream Saddle Mountain Stream Type B 3/1c
Location Saddle Mountain Reach 2 Valley Type VIII
Observers StreamWalker Consulting Date 05/30/2011
Stream Type Changes Due to
Stability Rating (Check
Successional Stage Shifts
(Figure 3 -14)
Appropriate Rating)
Stream Type at potential (C--+E)
Po Stable
(Fb —B) (G—B) (F—Bj (F—►C) (D —C)
(E -->C) (C- -*High W/d C)
r- Unstable
(G,F) (F,D) (C,F)
I— Unstable
(C—►D) (B—►G) (D—►G) (C,G) (E,G)
I— Highly Unstable
Copyright © 2008 Wildland Hydrology River Stability Field Guide page 3 111
1

1
1
1
LI
t
L�
t
1
1
1
1
1
Worksheet 3 17 Lateral stability prediction summary
Stream Saddle Mountain Stream Type B 3/1c
Location Saddle Mountain Reach 2 Valley Type Vill
Observers StreamWalker Consulting Date 05/30/2011
Lateral Stability Categories
Lateral stability criteria
(choose one stability
Selected
category for each criterion
g ry
Stable
Moderately
Unstable
Highly
Points (from
1�)
Unstable
Unstable
each row)
W/d Ratio State
< 1 2
12-14
1 4- 1 6
> 1 6
1 (Worksheet 3 8)
2
09 (2)
(4)
(6)
(8)
Depositional Patterns
B1 B2
B4 B8
B3
B5 B6 B7
2
(Worksheet 3 5)
2
B1 (1)
B4 (2)
(3)
(4)
Meander Patterns
M1 M3 M4
M2 M5 M6 M7
3
(Worksheet 3 4)
M8
1
M3 (1)
(3)
UVL UL UM
WL M/M M/H
MNH M /Ex H/L
H/H H /Ex Ex/M
Dominant BEHI / NBS
4
UH WH MAIL
UEx H/L
H/M H/H
Ex/H Ex/VH
(Worksheet 3 13)
VHNL Ex/VL
VHNH Ex/Ex
2
L/L (2)
(4)
(6)
(8)
Degree of Confinement
08-10
0 3- 0 79
01-029
< 0 1
5 (MWR / MWRm)
2
(Worksheet 3 9)
(1)
07 (2)
(3)
(4)
Total Points
9
Lateral Stability Category Point Range
Overall Lateral Stability
Moderately
Highly
Category (use total points
Stable
Unstable
Unstable
Unstable
and check stability rating)
7-9
10 -12
13-21
> 21
Wo
r
r
r
Copyright © 2008 Wildland Hydrology River Stability Field Guide page 3 114
1

1
I
1
L
L�
L
1
1
1
1
1
1
Worksheet 3 18 Vertical stability prediction for excess deposition or aggradation
Stream Saddle Mountain Stream Type B 3/1c
Location Saddle Mountain Reach 2 Valley Type VIII
Observers StreamWalker Consulting Date 05/30/2011
Vertical Stability
Vertical Stability Categories for Excess Deposition / Aggradation
Selected
Criteria (choose one
Points
stability category for each
No Deposition
Moderate
Excess
Aggradation
(from each
criterion 1-6)
Deposition
Deposition
row)
Sufficient depth
Trend toward
Cannot move D35
Cannot move D16 of
Sediment
and/or slope to
insufficient depth
and/or slope
of bed material
bed material and /or
1 competence
transport largest
p g
slightly
and /or D of bar
,00
D of bar or sub
,o0
2
(Worksheet 3 14)
size available
incompetent
material
pavement size
(2)
(4)
(6)
(8)
Sufficient
Trend toward
Reduction up to
Reduction over
capacity to
insufficient
25/ of annual
25 /o of annual
Sediment Capacity
2
transport annual
sediment
sediment yield of
sediment yield for
(POWERSED)
load
capacity
bedload and /or
bedload and /or
2
suspended sand
suspended sand
(2)
(4)
(6)
(8)
3 W/d Ratio State
10-12
1 2 -1 4
14-16
>1 6
(Worksheet 3 8)
2
09 (2)
(4)
(6)
(8)
Current stream
Stream Succession
type at potential
or does not
(C —.High W/d C)
4 States (Worksheet 3
indicate
(E,C)
(B —•High W/d B)
(C—•D) (F—•D )
2
16)
deposition/
(C -,F)
aggradation
(2)
(4)
(6)
(8)
Depositional
B1
62 B4
133 135
136 137 68
5 Patterns (Worksheet
2
3 5)
B1 (1)
B4 (2)
(3)
(4)
6 Debris / Blockages
D1 D2 D3
D4 D7
D5 D8
D6 D9 D10
(Worksheet 3 6)
1
(1)
(2)
(3)
(4)
Total Points
11
Vertical Stability Category Point Range for Excess Deposition /
Aggradation
Vertical Stability for
Excess Deposition /
Moderate
Excess
Aggradation (use total
No Deposition
Deposition
Deposition
Aggradation
points and check stability
10-14
15-20
21-30
> 30
rating)
r
I—
r
r
Copyright © 2008 Wddland Hydrology River Stability Field Guide page 3 117
r

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11
Worksheet 3 19 Vertical stability prediction for channel incision or degradation
Stream Saddle Mountain Stream Type B 3/1c
Location Saddle Mountain Reach 2 Valley Type VIII
Observers StreamWalker Consulting Date 05/30/2011
Vertical Stability
Vertical Stability Categories for Channel Incision / Degradation
Selected
Criteria (choose one
Points
stability category for
Not Incised
Slightly Incised
Moderately
Degradation
(from each
each cntenon 1-5)
Incised
row)
Sediment
Does not
Trend to move
larger sizes than
9
p 100 of bed
Particles much
1 Com etence
indicate excess
D1oo of bar or >
moved
larger than D 100
2
(Worksheet 3 14)
competence
D84 of bed
of bed moved
(2)
(4)
(6)
(8)
Does not
Slight excess
Excess energy
sufficient to
Excess energy
Sediment Capacity
indicate excess
energy up to
10%
increase load up
transporting more
2
(POWERSED)
capacity
increase
above reference
to 50% of annual
than 50% of
annual load
2
load
(2)
(4)
(6)
(8)
Degree of Channel
3 Incision (BHR)
1 00-1 10
1 11 —1 30
1 31 —1 50
> 1 50
2
(Worksheet 3 7)
100 (2)
(4)
(6)
(8)
Stream Succession
Does not
If BHR > 1 1 and
stream type has
If BHR > 1 1 and
(13 ,G) (C-,G)
4 States (Worksheets
indicate incision
or degradation
W/d
W/d between
stream type has
W/d less than 5
(E-,G) (D,G)
2
3 16 and 3 7)
(2)
(4)
(6)
(8)
Confinement
5 (MWR / MWR�f)
0 80 -1 00
030-079
0 10 - 029
< 0 10
2
(Worksheet 3 9)
(1)
067 (2)
(3)
(4)
Total Points
10
Vertical Stability Category Point Range for Channel Incision !
Degradation
Vertical Stability for
Channel Incision/
Moderately
Degradation (use total
Not Incised
Slightly Incised
Incised
Degradation
points and check
9-11
12-18
19-27
> 27
stability rating)
r
r
r
r
Copyright © 2008 Wildland Hydrology
River Stability Field Guide page 3 119

t
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Worksheet 3 20 Channel enlargement prediction summary
Stream Saddle Mountain Stream Type B 3/1c
Location Saddle Mountain Reach 2 Valley Type VIII
Observers StreamWalker Consulting Date 05/30/2011
Channel Enlargement Channel Enlargement Prediction Categories
Prediction Criteria Selected
(choose one stability Moderate Points (from
category for each criterion No Increase Slight Increase Increase Extensive each row)
1-4)
(2)
Vertical Stability
Excess Deposition or No Deposition
3 Aggradation
(Worksheet 3 18) (2)
Vertical Stability
Channel Incision or Not Incised
4 Degradation
(Worksheet 3 19) (2)
(4) (6)
Moderate Excess Deposition Aggradation
Deposition
(4) (6)
Slightly Incised Moderately Degradation
Incised
(4) (6)
Total Poi
Category Point Range
Channel Enlargement Moderate
Prediction (use total No Increase Slight Increase Increase Extensive
points and check stability 8-10 11-16 17-24 > 24
rating) r r r r
Copyright © 2008 Wddland Hydrology
(8)
(8)
2
A
River Stability Field Guide page 3 121
Stream Type at
Potential (C-->E)
(C—High /d C)
(C,D) (B--.G)
1 Successional Stage
(Fu-►B) (G-'B)
�C
(G-�F) (F-�D)
(D-�G) (C,G)
Shift (Worksheet 3 16)
(F�Bc) (F -->C)
(E,G) (C—F)
(D -->C)
(2)
(4)
(6)
(8)
2 Lateral Stability
Stable
Moderately le
Unstable
Highly Unstable
(Worksheet 3 17)
(2)
Vertical Stability
Excess Deposition or No Deposition
3 Aggradation
(Worksheet 3 18) (2)
Vertical Stability
Channel Incision or Not Incised
4 Degradation
(Worksheet 3 19) (2)
(4) (6)
Moderate Excess Deposition Aggradation
Deposition
(4) (6)
Slightly Incised Moderately Degradation
Incised
(4) (6)
Total Poi
Category Point Range
Channel Enlargement Moderate
Prediction (use total No Increase Slight Increase Increase Extensive
points and check stability 8-10 11-16 17-24 > 24
rating) r r r r
Copyright © 2008 Wddland Hydrology
(8)
(8)
2
A
River Stability Field Guide page 3 121

1
1
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Worksheet 3 -21 Overall sediment supply rating determined from individual stability rating
categories
Stream Saddle Mountain Stream Type B 3/1c
Location Saddle Mountain Reach 2 Valley Type Vill
Observers Date 05/30/2011
Overall Sediment Supply
Prediction Criteria
(choose corresponding
points for each criterion
1-5)
Stability Rating
Points
Selected
points
1 Lateral Stability
(Worksheet 3 -17)
Stable
1
1
Mod Unstable
2
Unstable
3
Highly Unstable
4
Vertical Stability
2 Excess Deposition or
Aggradation
(Worksheet 3 -18)
No Deposition
1
1
Mod Deposition
2
Excess Deposition
3
Aggradation
4
Vertical Stability
3 Channel Incision or
Degradation
(Worksheet 3 -19)
Not Incised
1
1
Slightly Incised
2
Mod Incised
3
Degradation
4
Channel Enlargement
4 Prediction (Worksheet
3 -20)
No Increase
1
1
Slight Increase
2
Mod Increase
3
Extensive
4
Pfankuch Channel
5 Stability (Worksheet 3-
10)
Good Stable
1
2
Fair Mod Unstable
2
Poor Unstable
4
Total Points 6
Category Point Range
Overall Sediment Supply
Rating (use total points
and check stability rating)
Low
5
F
Moderate
6-10
High
11-15
r
Very High
16-20
r
Copyright © 2008 Wildland Hydrology River Stability Field Guide page 3 124
1

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Worksheet 5 3 Field form for Level II stream classification ( Rosgen 1996 Rosgen and Sllvey 2005)
Stream Saddle Mountain Creek Reach 3
Basin Drainage Area 2899 2 acres 453 M12
Location
Twp &Rge , Sec &Qtr ,
Cross Section Monuments (Lat /Long } Date 05/30/11
Observers SWC Valley Type VIII
Bankfull WIDTH (Wbkf)
WIDTH of the stream channel at bankfull stage elevation in a nffle section 25 35
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross section at bankfull stage elevation in a
riffle section (dtm = A / Wb,) 214
Bankfull X Section AREA (Abkf)
AREA of the stream channel cross section at bankfull stage elevation in a riffle
section 5422 1
Width /Depth Ratio (Wbkf/ dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH in a riffle section 11 85
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross section or distance between the
bankfull stage and Thalweg elevations in a riffle section 283
WIDTH of Flood Prone Area (W,pa)
Twice maximum DEPTH or (2 x dmbM) = the stage /elevation at which flood prone area
WIDTH is determined in a riffle section 47 13
Entrenchment Ratio (ER)
The ratio of flood prone area WIDTH divided by bankfull channel WIDTH (Wfpa/ Wes)
(nffle section) 186
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 7818
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 001265
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) 112
ft/ft
liiiii
Copyright © 2006 Wlldland Hydrology WARSSS page 5 29

1�
1
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Worksheet 5-4 Morphological relations Including dimensionless ratios of river reach sites ( Rosgen and Silvey 2007 Rosgen
2008)
Stream Saddle Mountain
Location Reach Saddle Mountain Reach 3
Observers SWC
Date 05/30/11
Valley Type VIII Stream Type B 311 c
Riffle Dimensions '" '*'
River Reach Dimension Summary Data 1
Mean Min Max Riffle Dimensions & Dimensionless Ratios""
Mean Min Max
Riffle Width (W,,,)
254'
25 4
25 4'11
Riffle Cross - Sectional Area (Abe) (fl?)
54 22154 22 54 22
Mean Riffle Depth (dbe)
214
214
214 ft
Riffle Width/Depth Ratio (Wba / dbe)
11 85 11 85 11851
rn
Maximum Riffle Depth (dm.)
2 83
2 83
2 83 ft
Max Riffle Depth to Mean Riffle Depth (dma„ / dbv)
'1322 1 322 1 322
c
y
Width of Flood Prone Area
471
471
471 j It
Entrenchment Ratio (W., / Wbe)
1859,11 859 1 859
c
m
E
Rrffle Inner Berm Width (W,,)
225
225
225 It
Riffle Inner Berm Width to Riffle Width (W b / Wbe)
0 886 0 886 0 886
m
Riffle Inner Berm Depth (d.)
121
1 21
121 ft
Riffle Inner Berm Depth to Mean Depth (da / dba)
0 565 0 565O 565
r e Inner Berm Area (A.)
271
271
271 fe
Riffle Inner Berm Area to Riffle Area (A,b / Abe)
0 500 0 500 0 500
Lj
Riffle Inner Berm W/D Ratio (W,b / die)
18 6
186'
18 6
Pont Dimensions ** ***
Mean
Min
Max
Pool Dimensions & Dimensionless Ratios—
Mean Min Max
Pool Width ( bidp)
29 9
299'
29 9 ft
Pool Width to Riffle Width (Wbep / Wbe)
1 179 1 179'1 179
Mean Pool Depth (dbep)
2 45
2 45
2 45 ft
Mean Pool Depth to Mean Riffle Depth (dbap / dba)
1 145 1 1451 145
Pool Cross - Sectional Area (Ab,,p)
732
732
732 it
Pool Area to Riffle Area (Abap / Abby)
1 349 1 349 1 349
o
Vl
Maximum Pool Depth (d,)
3 45
3 45
345 ft
Max Pool Depth to Mean Riffle Depth (dm., / dbm)
'1612'1 612 1 612
Pool Inner Berm Width (Wibp)
237,
237.
23 7 ft
Pool Inner Berm Width to Pool Width (W41 Wbep)
.()795 0 7950795
15
Pool Inner Berm Depth (d,bp)
169
169'
1 69 ft
Pool Inner Bern Depth to Pool Depth (dibp / dbap)
0 690 0 690'0 690
aPool
Inner Berm Area (A-bp)
40 2
4026
40 2 ftz
Pool Inner Berm Area to Pool Area (Aibp / A kip)
0 549 0 549.0 549
Point Bar Slope (Spb)
0 000.0 000.0 000 ft/ft jPool Inner Berm Width/Depth Ratio (W4/ dap)
14 04 14 04 14 04
Run Dimensions
Mean
Min
Max
Run Dimensionless Ratios""
Mean Min Max
rn
Run Width (Wber)
0
0
0 it
Run Width to Riffle Width (Wbkfr / Wba)
0 000.0 000 0 000
c
N
Mean Run Depth (dber)
0
0
0 ft
Mean Run Depth to Mean Riffle Depth (dDer / dbe)
0 000,0 000,0 000
C
m
E
Run Cross - Sectional Area (Abar)
0
0
0 ft
Run Area to Riffle Area (Aber / Abm)
0 000 _0_000 0 000
o
c
Maximum Run Depth (d,,.)
0
0
0 ft
Max Run Depth to Mean Riffle Depth (dm.. / dbe)
0 000 0 000 0 000
W
Run Widttt/Depth Ratio (Wbkfr/ dber)
0
0
0 ft
Glide Dimensions
Mean
Min
Max
Glide Dimensions & Dimensionless Ratios""
Mean Min Max
Glide Width (Wba.)
0
0
0 ft
Glide Width to Riffle Width (Wbkrg / Wbm)
0 000,0 000,0 000
Mean Glide Depth (dbeg)
0
0
0 ft
Mean Glide Depth to Mean Riffle Depth (dbe% / dbe)
0 000 0 000 0 000
a�
o
Glide Cross - Sectional Area (A6eg)
0
0
0 ft
Glide Area to Riffle Area (Abet / Abw)
0 000 0 000 0 000
U)
Maximum Glide Depth (dm�)
0
0
0 ft
Max Glide Depth to Mean Riffle Depth (dm,, / d6e)
0 000 0 000 0 000
p
Glide Width/Depth Ratio ( W bae / d b at)
0
0
0 ft/ft jGhcle Inner Berra Width/Depth Ratio (Wat/ dmd
0 00 0 00 0 00
-a
Glide Inner Berm Width (Wfg)
0
0
0 ft
Glide Inner Berm Width to Glide Width (Wily Wbag)
Glide Inner Berm Depth (dit)
0
0
0 ft
Glide Inner Berm Depth to Glide Depth (dot / dbe,)
Glide Inner Berm Area (A,bt)
0
0
0 fe
Glide Inner Berm Area to Glide Area (A,, / Abep)
Step Dimensions"
Mean
Min
Max
Stop Dimensionless Ratios'*"
Mean Min Max
Step Width (Wbao
0
0
0 ft
Step Width to Riffle Width \••bas / Wbkr)
0 000 0 000 0 000
Mean Step Depth (dbW
0
0
0 ft
Mean Step Depth to Riffle Depth (duff/ dba)
0 000,0 000,0 000
a
Step Cross - Sectional Area (Ab,O
0
0
0 ft
Step Area to Riffle Area (Abm / Aba)
0 000 0 000 0 000
Maximum Step Depth (dm.)
0
0
0 it
Max Step Depth to Mean Riffle Depth (dm./ dba)
0 000'0 000'0 000
Step Width/Depth Ratio (Wbas /db,,)
0
0
0
rtnn _. Y­'. i , c r 5ui=rri type-5) mu reanne mouae rim runs poois ana giia s
"Step -Pool system (i e A B G stream types) bed features and de Was rapids chutes pools and steps (note ndude rapids and chutes riffle category)
"'Convergence - Divergence system ( e D stream types) bed features rid d allies and pools cross - sections taken at riffles for classification purposes
—Mean values are sed as the normalization parameter for all dimensionless ratios e g minim m pool width to We width rabo ses the mean riffle width al e

i
1
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1
1
Worksheet 54 Morphological relations including dimensionless ratios of river reach sites Ros en and Sllve 2007
9 ( 9 Y
Rosgen 2008)
Stream Saddle Mountain Location Reach Saddle Mountain Reach 3
Observers SWC Date 05/30/11 Valley Type VIII Stream Type B 311 c
H River Reach Summary Data 2
v
Streamflow Estimated Mean Velocity at Bankfull Stage (ubkf) 404 ft/sec I Estimation Method
v
= Streamflow Estimated Discharge at Bankfull Stage (Qbkf) 219 05 cfs Drainage Area 463 Tni2
Geometry Mean Min Max Dimensionless Geometry Ratios Mean Min Max
I I Linear Wavelength (k) 336 294 416 ft Linear Wavelength to Riffle Width (J / Wba) #### ##### wwww
Slope (Svai) 00164 ft/ft jAverage Water Surface Slope (S) 0 01265 ft/ft Sinuosity (S / S) 1 12
i Length (SL) 0 ft IValley Length (VL) 0 ft I Sinuosity (SL / VL)
Low Bank Height
start
0
ft
Max Depth
start
0
_ ft
Radius of Curvature (R,)
741
44 5
124 ft
Radius of Curvature to Riffle Width (R / W„a)
2 923 1 755 4 892
M
Belt Width (Wj
838
664
956 ft
Meander Width Ratio (Wbb/ Wbkf)
3 306 2 619 3 771
c
jArc Length (L.)
112
835
157
jArc Length to Riffle Width (L / Wbe)
4 410 3 294'6 181
c
t
Riffle Length (L-,)
76 7
70 9
82 5 ft
Riffle Length to Riffle Width (L / Wbu)
3 027 2 797
U
7818
124
395
mm
.32561
Individual Pool Length (Lp)
494'
494'
49 4 ft
Individual Pool Length to Riffle Width (Lp / Wbkf)
1949' 1 949 1 949
Pool to Pool Spacing (P)
0
0
0 ft
Pool to Pool Spacing to Riffle Width (P / Wes)
0 000 0 000 0 000
Slope (Svai) 00164 ft/ft jAverage Water Surface Slope (S) 0 01265 ft/ft Sinuosity (S / S) 1 12
i Length (SL) 0 ft IValley Length (VL) 0 ft I Sinuosity (SL / VL)
Low Bank Height
start
0
ft
Max Depth
start
0
_ ft
Bank Height Ratio (BHR)
start
~
(LBH)
end
0
ft
(dm.)
end
0
ft
(LBH / d,n,j
end
Riffle Slope (S f)
® Run Slope (S,,, )
a Pool Slope (Sp)
Glide Slope (Sg)
c
t Step Slope (S )
U
Max Riffle Depth (d,n.,,f)
Max Run Depth (d. )
Max Pool Depth (dm .V)
Max Glide Depth (d,a g)
Max Step Depth (d—xj
Mean Min Max
Dimensionless Facet Slope Ratios
Mean Min Max
0 015'0 040 016 ft/ft
Riffle Slope to Average Water Surface Slope (Snf / S)
1 176 1 104'12471
0 000 0 000 0 000 ft/ft
Run Slope to Average Water Surface Slope (S, / S)
0 000 0 000 0 000
0 003 0 003 0 003 ft/ft
Pool Slope to Average Water Surface Slope (Sp / S)
0 259 0 259'0 259
00000000 0 000 ft/ft
Glide Slope to Average Water Surface Slope (Sg / S)
0 000 0 000.0 000
0 000 0 000 0 000 ft/ft
Step Slope to Average Water Surface Slope (S / S)
0 000 0 000 0 000
Mean Min Max
Dimensionless Depth Ratios
Mean Min Max
2 78 2 66 2 95 ft
Max Riffle Depth to Mean Riffle Depth (d,,,,,wf/ dbkf)
13 '1243' 138
0 0 0 ft
Max Run Depth to Mean Riffle Depth (d,,,.,,,, / dbkd)
0 0 0
3 48 3 48 3 48 ft
Max Pool Depth to Mean Riffle Depth (d,,,. / db d)
163 1626' 163
0 0 3 43 ft
Max Glide Depth to Mean Riffle Depth (d,,,,, / dbkf)
0 0 16
0 0 0 ft
Max Step Depth to Mean Riffle Depth (d. / dbkf)
0 0 0
12n...Hb e Bar 0-0 G.M—C Bar u..._j d
Mm max a. mean aepms are measures trofn i naiweg to nanxruu at mid -paint of feature for miles and runs the deepest part of pools & at the to I-out of glides
Composite sample of riffles and pools within the designated reach Active bed of a nffie Height of roughness feature above bed
ICopyright © 2001 Wlldland Hydrology WARSSS page 5 34
/ SIIUCIay
0
0
0
D,s
1197
5043
295
mm
L
k Sand
4
0
1267
D35
46 9
94
1882
mm
m
A Gravel
40
21
5636
Do
7818
124
395
mm
Z
A Cobble
47
72
30 97
D,
19689
1876
10977
mm
t
/Boulder
8
7
0
D95
412
28629
14293
mm
U
Bedrock
1
0
0
D,.
Bedrock
362
158
mm
Mm max a. mean aepms are measures trofn i naiweg to nanxruu at mid -paint of feature for miles and runs the deepest part of pools & at the to I-out of glides
Composite sample of riffles and pools within the designated reach Active bed of a nffie Height of roughness feature above bed
ICopyright © 2001 Wlldland Hydrology WARSSS page 5 34

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96
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0
m 93
m
M 92
91
90
89
Riffle
I
77�
5
10
Bankfull
Dimensions
5
10
Bankfull
Dimensions
592
x section area (ftsq )
297
width (ft)
20
mean depth (ft)
30
max depth (ft)
326
wetted panmeter (ft)
18
hyd radi (ft)
149
width -depth ratio
Bankfull Flow
42
velocity (ft/s)
2467
discharge rate (cfs)
054
Froude number
15 20 25
Width
Flood Dimensions
— W flood prone area (ft)
— entrenchment ratio
— low bank height (ft)
— low bank height ratio
Cross Section
reference ID 3
instrument height 41�
longitudinal station —
Bankfull Stage
FS 93 1 elev
elevation —
Low Bank Height
FS —
elevation
Flood Prone Area
width fpa 45 0
Channel Slope
percent slope
Flow Resistance
Manning s n , o
DArcy Weisbach f
Note
Flow Resistance
0 060 Manning s roughness
034 DArcy Weisbach fnc
— resistance factor u/u
— relative roughness
30
Materials
— #REFi
— #REFi
71 threshold grain size (mm)
Forces & Power
127 channel slope (0/)
144 shear stress (lb /sq ft )
086 shear velocity (ft/s)
66 unit strm power (ib/ft/s)
Distance BS HI FS Elevation Omit Notes
/ftl /ftl /ftl /ftl (ft) Rkf
35
2 3
„
1
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9.35�0-
22.
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88
87
86
10
15
Bankfull
Dimensions
516
x section area (ftsq )
237
width (ft)
22
mean depth (ft)
29
max depth (ft)
262
wetted panmeter (ft)
20
hyd radi (ft)
109
width -depth ratio
Bankfull
Flow
44
velocity (ft/s)
226 8
discharge rate (cfs)
055
Froude number
Cross Section
Riffle
20 25 30
Width
Flood Dimensions
546 W flood prone area (ft)
23 entrenchment ratio
— low bank height (ft)
— low bank height ratio
Flow Resistance
reference ID d
instrument height
longitudinal station —
Bankfull Stage
FS � 9018 elev
elevation —
Low Bank Height
FS —
elevation
Flood Prone Area
width fpa 54 6
Channel Slope
percent slope q�l
Flow Resistance
Manning s n &W
DArcy Weisbach "f
Note
kr%GG'gj n Gb l vZC
0 060 Manning s roughness
033 DArcy Weisbach fnc
— resistance factor u/u
— relative roughness
35 40 45
Matenals
— #REFI
— #REFI
77 threshold grain size (mm)
Forces & Power
127 channel slope (/)
156 shear stress (Ib/sq ft)
090 shear velocity (ft/s)
76 unit stmt power (IbMs)
Distance BS HI FS Elevation Omd Notes
(ft) (ft) (ft) (ft) (ftl Bkf
0
100
O.m
9334
g
100
a 5)6
9285
9
100
341
9249
❑
0
100
V VP
9223
❑
410
100
aff'
9193
❑
451
100
OM
9163
❑
413
100
ap
9141
❑
100
0 2i
9128
i
100
Q&
9095
El
5£3
100
0 9C9
9084
❑
S 3
100
41049
8952
❑
410
100
w0 H
8929
❑
5)O El
100
>l N
8861
❑
410
100
4141B51
8839
1 ❑
100
M%
8785
❑
SJfl
100
SMe
8762
❑
100
4&221
8777
❑
f�3
100
i3
8778
❑
L
100
87 85
❑
r31
100
0n `73
8822
❑
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100
Utz@
8811
❑
100
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8756
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100
MIOP
8753
❑
SI
100
—67-5-8
Q
3r7
100
M9V
8743
❑
3
100
513a
873
Q
100
41 M 1
8752
100
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8752 1
❑

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Worksheet 2 2 Computations of velocity and bankfull discharge using various methods ( Rosgen 2006b Rosgen and
Sllvey 2007)
Bankfull VELOCITY & DISCHARGE Estimates
Stream Isaddle Mountain Creek Location Reach 3
Date 5/30/2011 1 Stream Type I 133C I I Valley Type I VIII
Observers 1SWC HUC
INPUT VARIABLES OUTPUT VARIABLES
Bankfull Riffle Cross Sectional
54 22
Wbkf
Bankfull Riffle Mean DEPTH
L214
d�
AREA
ft / sec
(ft)
(2 dbld) + Wbid
(ft)
Bankfull Riffle WIDTH
1
253-5
11
Wbkf
Wetted PERMIMETER
3004
WP
376
ft / sec
(ft)
(2 dbld) + Wbid
(ft)
D at Riffle 187 60 D84 (mm / 304 8 0 62
� Dla ) D84
(mm) 11 11 1 (ft) - --
Bankfull SLOPE
0 0127
Sbft
HydraAull WADIUS
180
R
376
ft / sec
ft / secz)
(ft/9
R(ft) / D84 (ft)
(ft/sec)
Gravitational Acceleration
�— 1
32 2
g
Relative Roughness
2 93
R / D
376
ft / sec
ft / secz)
(ft/9
R(ft) / D84 (ft)
(ft/sec)
Drainage Area
00
DA
2
Shear Velocity
h
0 856
u*
376
ft / sec
(mi)
u = RS
(ft/sec)
1 11 ESTIMATION METHODS Bankfull Bankfull
VELOCITY DISCHARGE
1 Friction Relative u=[283+566 Lo { R / D
9 so } ] u
11
469
ft /sec
1
254 51
cfs
Factor/
Ro hness
376
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20387
cfs
2 Roughness Coefficient a) Manning s n from Friction Factor / Relative
376
ft /sec
203 87
cfs
Roughness (Figs 2 18 2 19) u = 149 R2* S"21 n n = 0 066
376
ft / sec
20387
cfs
2 Roughness Coefficient u -149 R23 S12 1n
cfs
14097
cfs
18160
b) Manning s n from Stream Type (Fig 2 20) n = 0 066
376
ft / sec
20387
cfs
2 Roughness Coefficient u =149 R" Srn /n
c) Manning s n from Jarrett (USGS) n = 0 39 S0-'8 R -0 18 1 368 ft / sec 19953 cfs
Note Th s equal on s applicable to steep step /pool high boundary n c 0 067
roughness, cobble- and boulder - dominated stream systems i e for
30052
cfs
14097
cfs
18160
cfs
LO 00
cfs
Protrusion Heiaht Options for the De. Term in the Relative Roughness Relation (R/D.A — 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 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 D84 protrusion height in ft for the 084 term in method 1
Copyright © 2008 Wlldland Hydrology
River Stability Field Guide page 2 41

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Worksheet 3 14 Sediment competence calculation form to assess bed stability
Stream Saddle Mountain Creek Stream Type B 3/1c
Location Reach 3 Valley Type VIII
Observers SWC Date 05/30/2011
Enter Required Information for Existing Condition
1240
D50
Riffle bed material D50 (mm)
395
D(5"0
Bar sample D50 (mm)
043
Dmax
Largest particle from bar sample (ft)
132
(mm)
1304 8 mm /ft
001265
S
Existing bankfull water surface slope (ft/ft)
214
d
Existing bankfull mean depth (ft)
165
YS —1
Immersed specific gravity of sediment
Select the Appropriate Equation and Calculate Critical Dimensionless Shear Stress
314
Ds0/Ds0
Range 3 — 7 Use EQUATION 1 ti* = 0 0834 ( D50 1D5a 872
127
Dmax /D50
Range 1 3 — 3 0 Use EQUATION 2 ti' = 0 0384 (Dmax /D50) 887
00308
ti*
Bankfull Dimensionless Shear Stress
EQUATION USED
1
Calculate Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample
173
d
Required bankfull mean depth (ft) d= Z * (7,Si >DmaX (use Elm. in ft)
Calculate Bankfull Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample
001021
S
Required bankfull water surface slope (ft/ft) S= (YS d 1)D... (use Dmax in ft)
Check r Stable r Aggrading I— Degrading
Sediment Competence
Using Dimensional Shear Stress
1 689
Bankfull shear stress T = ydS (lbs /ftz) (substitute hydraulic radius R with mean depth d )
= 62 4 d = existing depth S = existing slope
Shields
135
co
223
Predicted largest moveable particle size (mm) at bankfull shear stress ti (Figure 3 11)
Shields
166
co
082
Predicted shear stress required to initiate movement of measured Dmax (mm) (Figure 3 11)
Shields
210
co
104
Predicted mean depth required to initiate movement of measured Dmax (mm) 't
d =—
ti = predicted shear stress 'Y= 62 4 S = existing slope YS
Shields
0 0124
co
00061
Predicted slope required to initiate movement of measured D,,. (mm) 'j,
S
'L = predicted shear stress Y= 62 4 d = existing depth Yd
Check 17%, Stabler Aggrading r Degrading
ICopyright © 2008 Wlldland Hydrology River Stability Field Guide page 3 101

1
1
1
1
1
1
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it
Worksheet 3 16 Stability ratings for corresponding successional stage shifts of stream types Check the
appropriate stability rating
Stream Saddle Mountain Creek Stream Type B 3/1c
Location Saddle Mountain Reach 3 Valley Type VIII
Observers SWC Date 05/30/2011
Stream Type Changes Due to
Stability Rating (Check
Successional Stage Shifts
Appropriate Rating)
(Figure 3 14)
Stream Type at potential (C—+E)
P Stable
(Fb —>B) (G—B) (F —'Bc) (F --►C) (D—►C)
(E --+C) (C —►High W/d C)
r Moderately Unstable
(G—►F) (F,D) (C,F)
r Unstable
(C—D) (B—►G) (D—►G) (C—G) (E,G)
(— Highly Unstable
■ Copyright © 2008 Wddland Hydrology River Stability Field Guide page 3 111
1

1
t
L
1
I,
1
1
1
1
t
1
1
Worksheet 3 17 Lateral stability prediction summary
Stream Saddle Mountain Stream Type B 3/1c
Location Saddle Mountain Reach 3 Valley Type Vill
Observers SWC Date 05/30/2011
Lateral Stability Categories
Lateral stability criteria
Selected
(choose one stability
Moderately
Highly
Points (from
category for each criterion
Stable
Unstable
Unstable
Unstable
each row)
1 �)
WA Ratio State
< 1 2
1 2 -1 4
1 4 -1 6
> 1 6
1 (Worksheet 3 8)
2
1 0 (2)
(4)
(6)
(8)
Depositional Patterns
61 B2
B4 B8
B3
B5 B6 B7
2
(Worksheet 3 5)
1
B1 (1)
(2)
(3)
(4)
Meander Patterns
M1 M3 M4
M2 M5 M6 M7
M8
3
(Worksheet 3 4)
1
M3 (1)
(3)
UVL UL UM
M/L M/M WH
MNH M /Ex H/L
H/H H /Ex Ex/M
4 Dominant BEHI / NBS
UH LNH MNL
UEx H/L
H/M H/H
Ex/H Ex/VH
2
(Worksheet 3 13)
VHNL ExNL
VHNH Ex/Ex
UL (2)
(4)
(6)
(8)
Degree of Confinement
08-10
0 3- 0 79
01-029
< 0 1
5 (MWR / MWR,ef)
2
(Worksheet 3 9)
(1)1
07 (2)
(3)
(4)
Total Points
8
Lateral Stability Category Point Range
Overall Lateral Stability
Moderately
Highly
Category (use total points
Stable
Unstable
Unstable
Unstable
and check stability rating)
7-9
10 -12
13-21
> 21
r
r
r
ICopyright © 2008 Wildland Hydrology River Stability Field Guide page 3 114
1

1
I �
11
I
1
1
1
t
I
t
t
Worksheet 3-18 Vertical stability prediction for excess deposition or aggradation
Stream Saddle Mountain Creek Stream Type B 3/1c
Location Saddle Mountain Reach 3 Valley Type VIII
Observers SWC Date 05/30/2011
Vertical Stability
Vertical Stability Categories for Excess Deposition / Aggradation
Selected
Criteria (choose one
Points
stability category for each
No Deposition
Moderate
Excess
Aggradation
(from each
criterion 1-6)
Deposition
Deposition
row)
Sufficient depth
Trend toward
Cannot move D35
Cannot move D,g of
Sediment
and/or slope to
insufficient depth
and /or slope
of bed material
bed material and /or
1 competence
transport largest
p g
slightly
and /or D of bar
,00
D of bar or sub
,00
2
(Worksheet 3 14)
size available
incompetent
material
pavement size
(2)
(4)
(6)
(8)
Sufficient
Trend toward
Reduction up to
Reduction over
capacity to
insufficient
25 / of annual
25 / of annual
2 Sediment Capacity
transport annual
sediment
sediment yield of
sediment yield for
2
(POWERSED)
load
capacity
bedload and/or
bedload and/or
suspended sand
suspended sand
(2)
(4)
(6)
(8)
W/d Ratio State
10-1 2
12-14
1 4 -1 6
>1 6
3 (Worksheet 3-8)
2
10 (2)
(4)
(6)
(8)
Current stream
type at potential
(C —High W/d C)
Stream Succession
or does not
E —C
( )
( B —Hi h W/d B )
(C —D) (F —D)
4 States (Worksheet 3
indicate
(C---F)
2
16)
deposition/
aggradation
(2)
(4)
(6)
(8)
Depositional
61
62 B4
63 85
B6 137 B8
5 Patterns (Worksheet
1
3-5)
B1 (1)
(2)
(3)
(4)
Debris /Blockages
D1 D2 D3
D4 D7
D5 D8
D6 D9 D10
6
(Worksheet 3-6)
1
D3 (1)
(2)
(3)
(4)
Total Points
10
Vertical Stability Category Point Range for Excess Deposition /
Aggradation
F
Vertical Stability for
Excess Deposition /
Moderate
Excess
Aggradation (use total
No Deposition
Deposition
Deposition
Aggradation
points and check stability
10-14
15-20
21-30
> 30
rating)
W,
r
r
r
ICopyright 0 2008 Wildland Hydrology River Stability Field Guidepage 3 117

t
1
Ij
1
1
1
1
t
11
Worksheet 3 19 Vertical stability prediction for channel incision or degradation
Stream Saddle Mountain Stream Type B 3/1c
Location Saddle Mountain Reach 3 Valley Type VIII
Observers SWC Date 05/30/2011
Vertical Stability
Vertical Stability Categories for Channel Incision I Degradation
Selected
Criteria (choose one
Points
stability category for
Not Incised
Slightly Incised
Moderately
Degradation
(from each
each criterion 1-5)
Incised
row)
Sediment
Does not
Trend to move
larger sizes than
D,00 of bed
Particles much
1 Competence
indicate excess
D loo of bar or >
moved
larger than D 10
2
competence
D84 of bed
of bed moved
(Worksheet 3-14)
(2)
(4)
(6)
(8)
Slight excess
Excess energy
Excess energy
Does not
energy up to
suff icient to
transporting more
Capacity Sediment Ca
2 p ty
indicate excess
10 /o increase
increase load up
than 50,' of
2
(POWERSED)
capacity
above reference
to 50 / of annual
annual load
load
(2)
(4)
(6)
(8)
Degree of Channel
100-1 10
1 11 -1 30
1 31 -1 50
> 1 50
3 Incision (BHR)
2
(Worksheet 3 7)
104 (2)
(4)
(6)
(8)
Does not
If BHR > 1 1 and
If BHR > 1 1 and
Stream Succession
indicate incision
cision
stream type has
stream type has
(C--+G)
(13,G) (C
4 States (Worksheets
or degradation
/d between
W/d less than 5
-+G D-.G
(E ) ( )
2
3 16 and 3-7)
(2)
(4)
(6)
(8)
Confinement
080-1 00
030-079
0 10 - 0 29
<010
5 (MWR / MWRJ
2
(Worksheet 3 9)
(1)
1. 067 (2)
3)
(3)1.
(4)
Total Points
10
Vertical Stability Category Point Range for Channel Incision /
Degradation
Vertical Stability for
Channel Incision/
Moderately
Degradation (use total
Not Incised
Slightly Incised
Incised
Degradation
points and check
9-11
12-18
19-27
> 27
stability rating)
I
r
r-
r-
ICopyright 0 2008 Wddland Hydrology River Stability Field Guide page 3 119
1

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Ll
1
1
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1
Worksheet 3 20 Channel enlargement prediction summary
Stream Saddle Mountain Stream Type B 3/1c
Location Saddle Mountain Reach 3 Valley Type VIII
Observers SWC Date 05/30/2011
Channel Enlargement
Channel Enlargement Prediction Categories
Prediction Criteria
Selected
I
(choose one stability
Moderate
Points (from
category for each cntenon
No Increase
Slight Increase
g
Increase
Extensive
each row)
1-4)
Stream Type at
Potential (C -->E)
(C—D) (B->G)
Successional Stage
(Fb 'B) (G -->B)
(E —C)
(G-.F) (F-.D)
(D-.G) (C,G)
1
Shift (Worksheet 3 16)
(F ->B�) (F->C)
(E-�G) (C-•F)
2
(D —C)
(2)
(4)
(6)
(8)
Lateral Stability
Stable
Moderately
Unstable
Unstable
Highly Unstable
2
(Worksheet 3 17)
2
(2)
(4)
(6)
(8)
Vertical Stability
Moderate
3 Excess Deposition or
No Deposition
Deposition
Excess Deposition
Aggradation
2
Aggradation
(Worksheet 3 18)
(2)
(4)
(6)
(8)
Vertical Stability
Moderately
4 Channel Incision or
Not Incised
Slightly Incised
Incised
Degradation
2
Degradation
(Worksheet 3 19)
(2)
(4)
(6)
(8)
Total Points
8
Category Point Range
Channel Enlargement
Moderate
Prediction (use total
No Increase
Slight Increase
Increase
Extensive
points and check stability
8-10
11-16
17-24
> 24
rating)
r
r
r
r
ICopynght © 2008 Wddland Hydrology River Stability Field Guide page 3 121

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1
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t
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1
t
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Worksheet 3 -21 Overall sediment supply rating determined from individual stability rating
categories
Stream Saddle Mountain Creek Stream Type B 3/1c
Location Saddle Mountain Reach 3 Valley Type VIII
Observers Date 05/30/2011
Overall Sediment Supply
Prediction Criteria
(choose corresponding
points for each criterion
Stability Rating
Points
Selected
Points
1-b)
Stable
1
1 Lateral Stability
(Worksheet 3 -17)
Mod Unstable
2
1
Unstable
3
Highly Unstable
4
Vertical Stability
No Deposition
1
Mod Deposition
2
2 Excess Deposition or
Aggradation
1
Excess Deposition
3
(Worksheet 3 -18)
Aggradation
4
Vertical Stability
Not Incised
1
Slightly Incised
2
3 Channel Incision or
Degradation
1
Mod Incised
3
(Worksheet 3 -19)
Degradation
4
Channel Enlargement
4 Prediction (Worksheet
3 -20)
No Increase
1
1
Slight Increase
2
Mod Increase
3
Extensive
4
Pfankuch Channel
5 Stability (Worksheet 3-
Good Stable
1
2
Fair Mod Unstable
2
10)
Poor Unstable
4
Total Points 6
Category Point Range
Overall Sediment Supply
Rating (use total points
and check stability rating)
Low
5
I-
Moderate
6-10
r
High
11-15
r
Very High
16-20
F
ICopyright 0 2008 Wildland Hydrology River Stability Field Guide page 3 124

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Worksheet 5 3 Field form for Level II stream classification ( Rosgen 1996 Rosgen and Sllvey 2005)
Stream
Saddle Mountain Creek
Basin
Drainage Area 2899 2 acres 453 mil
Location
Reach 4
Twp &Rge
, Sec &Qtr ,
Cross Section Monuments (Lat /Long) 0 Lat / 0 Long Date 05/30/11
Observers
SWC Valley Type VIII
Bankfull WIDTH (Wbkf)
WIDTH of the stream channel at bankfull stage elevation in a riffle section 21 53
Bankfull DEPTH (dbkf)
Mean DEPTH of the stream channel cross section at bankfull stage elevation in a
riffle section (dbw = A / Ww) 2 73
Bankfull X Section AREA (Abkf)
AREA of the stream channel cross section at bankfull stage elevation in a riffle
section 5872
Width /Depth Ratio (Wbkf/ dbkf)
Bankfull WIDTH divided by bankfull mean DEPTH in a riffle section 7 89
Maximum DEPTH (dmbkf)
Maximum depth of the bankfull channel cross section or distance between the
bankfull stage and Thalweg elevations in a riffle section 32
WIDTH of Flood Prone Area (W,p,)
Twice maximum DEPTH or (2 x dmbm) = the stage /elevation at which flood prone area
WIDTH is determined in a riffle section 56 67
Entrenchment Ratio (ER)
The ratio of flood prone area WIDTH divided by bankfull channel WIDTH (Wfpa/ Wes)
(riffle section) 2 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 4129
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 000765
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) 107
ff2
ft/ft
ff
ft/ft
mm
Copyright © 2006 Wlldland Hydrology WARSSS page 5 29

1
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Worksheet 5-4 Morphological relations including dimensionless ratios of river reach sites ( Rosgen and Sllvey 2007 Rosgen
2008)
Stream Saddle Mountain
Location Reach Saddle Mountain Reach 4
Observers SWC
Date 05/30/11
Valley Type Vlll Stream Type E4
Riffle Dimensions " ""
River Reach Dimension Summary Data 1
Mean Min Max Riffle Dimensions & Dimensionless Ratios"*'
Mean Min Max
Riffle Width (We„)
212-
20
221 ft
Rdfle Cross - Sectional Area (A,,) ye)
53 85 50 95 58 72
Mean Riffle Depth (dbw)
254
235
273 it I
Riffle Wtdth/Depth Ratio 1• wd ! db,d)
8 39 7 88 9 39
rn
Maximum Riffle Depth (d„�J
321
272
3 72 ft IMax
Riffle Depth to Mean Riffle Depth (d.. / dbm)
1 264'11071'14651
c
y
Width of Flood Prone Area (W,,)
372
273s
56 7 ft
Entrenchment Ratio (W,, / Wbk,)
1 753 1 287 2 672
c
m
E
Riffle Inner Berm Width (Wm)
185
161
202 ft
Rdfle Inner Berm Width to Riffle Width (Wit / Wbe)
0 873 0 760 0 950
m
Riffle Inner Berm Depth (d.)
144
12 m
1 79 ft
Rdfle Inner Berm Depth to Mean Depth (dm / dbu)
0 567 0 472 0 705
Riffle Inner Berm Area (A-b)
262
242.
28 8 fiz
Riffle Inner Berm Area to Riffle Area (Aib / Abu)
0 486 0 449.0 535
Riffle Inner Berm WID Ratio (Wit,! dib)
13 5
9 03
168
al Dimensiong »*
Mean
Min
Max
Pool Dimensions & Dimensionless Ratios""
Mean Min Max
Pooi Width (Wb,o)
0
0
0 ft
Po o) Width to Riffle Width (Wbkfp / Wwa)
0 000,0 000,0 000
Mean Pool Depth (db, p)
0
0
0 ft
Mean Pool Depth to Mean Riffle Depth (dbkfp / dba)
0 00d 0 000 0 000
Pool Cross - Sectional Area (Abkh,)
0
0
0 ft
Pool Area to Riffle Area (A.,, / Abk,)
0 000 0 000 0 000
N
o
Maximum Pool Depth (d,)
0
0
0 ft
Max Pool Depth to Mean Riffle Depth (d., / dbm)
0 000'0 000'0 000
m
Pool Inner Berm Width (W ")
0
0
0 ft
Pool Inner Berm Width to Pool Width (W b, / Wbkfp)
E
j5
Pool Inner Berm Depth (d.)
0
0
0 it
Pool Inner Berm Depth to Pool Depth (dam / dbkfp)
ciPool
Inner Berm Area (A p)
0
0
0 ftz
Pool Inner Berm Area to Pool Area (Ap / Abkfp)
Point Bar Slope (SPb)
#### #### #### ft/ft Pool Inner Berm Width/Depth Ratio (W4/ d-bp)
000, 0 00 0 00
Run Dimensions
Mean
Min
Max
Run Dimensionless Ratios****
Mean Min Max
N
Run Width (V+/bkr,)
1187,1187
18 7 ft
lRun Width to Riffle Width ( bkfr / Wbk,)
0 881 0 881 0 881
c
OnMean
N
Run Depth (dbkfr)
244
2 44
2 44 ft
Mean Run Depth to Mean Riffle Depth (dbk6 / dbu)
0 961'i 961 0 961
C
m
E
Run Cross-Sectional Area (A,,,)
456
45 6
45 6 ft
Run Area to Riffle Area (Ab,dr ! Awl
0 847 0 847.0 847
c
Ma>amum Run Depth (dm�)
3 01
3 01
3 01 ft
Max Run Depth to Mean Riffle Depth (d,,,a„ / dba)
1 185 1 185 1 185
Ce
Run WidthlDepth Ratio (W./ dbkfr)
7 66
66
-166'
7 66 ft
Glide Dimensions
Mean
Min
Max
Glide Dimensions & Dimensionless Ratios—
Mean Min Max
Glide Width (Wb, t)
0
0
0 ft
I Glide Width to Riffle Width (Wbk% / W1e)
0 000,0 000,0 000
Mean Glide Depth (dbm)
0
0
0 ft
IMean Glide Depth to Mean Riffle Depth (dbkfa / dbw)
0 000 0 000 0 000
N
c
0
Glide Cross - Sectional Area (Ab,,.)
0
0
0 ft
Glide Area to Riffle Area (Ab,,. / Ab„)
0 000 0 000 0 000
Maximum Glide Depth (d,,,,.)
0
0
0 ft
Max Glide Depth to Mean Riffle Depth (d,,, .! dbk,)
0 000 0 000 0 000
E
O
Glide Wtdth/Depth Ratio (Wwd, / dbk,9)
0
0
0 ftfft Glide inner Berm Width/Depth Ratio (W„g / d,ba)
000, 000,000
-a
Glide Inner Berm Width (W,,,.)
0
0
0 ft
Glide Inner Berm Width to Glide Width ( fug' -•bvg)
Glide Inner Berm Depth p (dam)
0
0
0 ft
Glide Inner Berm Depth to Glide Depth (d bq / dbkg)
Glide Inner Berm Area (A,ba)
0
0
0 ftz
Glide Inner Berm Area to Glide Area (A� ! Abk,A)
Step Dimensions'*
Mean
Min
Max
Step Dimensionless Ratios'
Mean Min Max
Step Width (Wb,,j
0
0
0 ft
Step Width to Riffle Width (W,ki, / Wbm)
0 000 0 000 0 000
Mean Step Depth (dbm)
0
0
0 ft
Mean Step Depth to Riffle Depth (dbkts/ dbk,)
0 000 0 000 0 000
a
o
N
Step Cross - Sectional Area (Abkfs)
0
0
0 ft
Step Area to Riffle Area (Abler, / Able,)
0 000 0 000 0 000
Maximum Step Depth (d.)
0
0
0 ft
Max Step Depth to Mean Riffle Depth (d,,,. / dbm)
0 000 0 000 0 000
Step Width/Depth Ratio (Wbk,s /db,d,)
0
0
0
Rdfle --Pool cyst m ( e C E F tream types) bed feature nd de n<Fles runs pools and grdes
"Step -Pool system (i e A B G stream types) bed features include riffles rapids chutes pools and steps (note ndude rapids and chutes n nrfle category)
— Convergence- Divergence system ( e D stream types) bed features include riffles and pools cross - sections taken at Was for classification p rposes
—Mean values are sad as the normalization parameter for all dime moniess ratios e g mm mum pool width to nffl width rat o ses the mea riffle width vat e

1
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Worksheet 5-4 Morphological relations Including dimensionless ratios of river reach sites (Rosgen and Sllvey 2007
Rosgen 2008)
Stream Saddle Mountain Location Reach Saddle Mountain Reach 4
Observers SWC Date 05/30/11 Valley Type Vlll Stream Type E 4
N f River Reach Summary Data 2
2
R Streamflow Estimated Mean Velocity at Bankfull Stage (ub,,,) 444 ft/sec I Estimation Method aning n by Stream
L
v
= Streamflow Estimated Discharge at Bankfull Stage (Qba) 26072 cfs Drainage Area 453 miz
Linear Wavelength N
Stream Meander Length (Lm)
L
Radius of Curvature (R )
V /�/�� �
d Belt Width (W.J
Arc Length (L.)
s
U
Mean
Min
Max
336
294
416 ft
361
306
468 ft
741
44 5
124 ft
838
664
956 ft
112
835
157 ft
Dimensionless Geometry Ratios
ar Wavelength to Riffle Width OL / Wba)
am Meander Length Ratio (Lm/ Wba)
ius of Curvature to Riffle Width (R / Wba)
inder Width Ratio (Wbit / Wba)
Length to Riffle Width (La/ Wba)
Mean
Min Max
158,
139 196.
170
144 221
3 494 2098 5 846
3 951
3131 4 507
5 271
3 937 7 388
Slope (S a,) 00062 ft/ft I Average Water Surface Slope (S) 0 00577 ft/ft Sinuosity (S„a, / S) 10
i I s nnfh /GI 1 515 ft Vallev Length (VL) 480 ft Sinuosity (SL / VQ 107
Glide Slope (Sg) 0 000 0 000 0 000 ft/ft Glide Slope to Average Water Surface Slope (Sg / S) 0 000 0 000.0 000
c
r IStep Slope (S) 0 000'0 000'0 000 ft/ft I Step Slope to Average Water Surface Slope (S / S) 0 000 0 000.0 000
Max U
a Mean Min Max Dimensionless Depth Ratios Mean Min Max
Max Riffle Depth (dmmo„) 257 218 316 ft Max Riffle Depth to Mean Riffle Depth (d.,,,f/ db,d) 101 0 858 124
Max Run Depth (d.) 314 28 3 73 ft I Max Run Depth to Mean Riffle Depth (dma,m, / dbkt) 124 .1102. 147
Max Pool Depth (dm y) 0 0 0 ft Max Pool Depth to Mean Riffle Depth (dmaxp / dba) 0 0 0
Max Glide Depth (dm,,,g) 0 0 0 ft Max Glide Depth to Mean Riffle Depth (dmmcg / dba) 0 0 0
Max Step Depth (dm.j 0 0 0 ft I Max Step Depth to Mean Riffle Depth (d./ dba) 0 0 0
I / SIIt/Clay 0 0 0
_N
FA Sand 12 0 '119
`tb
m k Gravel 47 21 6308
5:
m A Cobble 39 72 3502
c
/ Boulder 2 7 0
v / Bedrock 0 0 0
Reach b HOW- Bar Protrusion Hqiaht d
Die 442 5043 325 mm
D35 182 94 2207 mm
D. 4129 124 4356 mm
D. 120 4 187 6 115 33 mm
FD,5 180 286 29 14467 mm
FD,, 36199 362 158 mm
Min max & mean depths are measured from Thahveg to bankfull at mid-po m of texture for nines and runs me deepest part or pools a at me OH-ouc m gi des
Composite sample of riffles and pools within the designated reach Active bed of a nine He ght of roughness feature above bed
ICopyright © 2009 Wlldland Hydrology WARSSS page 5 34
Low Bank Height
start
_3 5 ft
Max Depth
I
start
2 72 ft
�ft
Bank Height Ratio (BHR)
I
start
_1 29
m R
(LBH)
end
4 35 ft
(dmax)
end
3 7
(LBH / dmax)
end
1 18
Glide Slope (Sg) 0 000 0 000 0 000 ft/ft Glide Slope to Average Water Surface Slope (Sg / S) 0 000 0 000.0 000
c
r IStep Slope (S) 0 000'0 000'0 000 ft/ft I Step Slope to Average Water Surface Slope (S / S) 0 000 0 000.0 000
Max U
a Mean Min Max Dimensionless Depth Ratios Mean Min Max
Max Riffle Depth (dmmo„) 257 218 316 ft Max Riffle Depth to Mean Riffle Depth (d.,,,f/ db,d) 101 0 858 124
Max Run Depth (d.) 314 28 3 73 ft I Max Run Depth to Mean Riffle Depth (dma,m, / dbkt) 124 .1102. 147
Max Pool Depth (dm y) 0 0 0 ft Max Pool Depth to Mean Riffle Depth (dmaxp / dba) 0 0 0
Max Glide Depth (dm,,,g) 0 0 0 ft Max Glide Depth to Mean Riffle Depth (dmmcg / dba) 0 0 0
Max Step Depth (dm.j 0 0 0 ft I Max Step Depth to Mean Riffle Depth (d./ dba) 0 0 0
I / SIIt/Clay 0 0 0
_N
FA Sand 12 0 '119
`tb
m k Gravel 47 21 6308
5:
m A Cobble 39 72 3502
c
/ Boulder 2 7 0
v / Bedrock 0 0 0
Reach b HOW- Bar Protrusion Hqiaht d
Die 442 5043 325 mm
D35 182 94 2207 mm
D. 4129 124 4356 mm
D. 120 4 187 6 115 33 mm
FD,5 180 286 29 14467 mm
FD,, 36199 362 158 mm
Min max & mean depths are measured from Thahveg to bankfull at mid-po m of texture for nines and runs me deepest part or pools a at me OH-ouc m gi des
Composite sample of riffles and pools within the designated reach Active bed of a nine He ght of roughness feature above bed
ICopyright © 2009 Wlldland Hydrology WARSSS page 5 34
Facet Slo as M
Mean Min Max D
Dimensionless Facet Slope Ratios M
Mean Min Max
Riffle Slope (S„,) 0
0 011 0 007 0 016 tuft R
Riffle Slope to Average Water Surface Slope (S,x / S) 1
1 877 1 144 2 790
m R
Run Slope (Sn, 0
0 000 0 000 0 000 ft/ft R
Run Slope to Average Water Surface Slope (S. / S) 0
0 000 0 000 0 000
a
Pool Slope (SP) 0
0 000'0 000'0 000 ft/ft P
Pool Slope to Average Water Surface Slope (Sp / S) 0
0 000'0 000'0 000
I / SIIt/Clay 0 0 0
_N
FA Sand 12 0 '119
`tb
m k Gravel 47 21 6308
5:
m A Cobble 39 72 3502
c
/ Boulder 2 7 0
v / Bedrock 0 0 0
Reach b HOW- Bar Protrusion Hqiaht d
Die 442 5043 325 mm
D35 182 94 2207 mm
D. 4129 124 4356 mm
D. 120 4 187 6 115 33 mm
FD,5 180 286 29 14467 mm
FD,, 36199 362 158 mm
Min max & mean depths are measured from Thahveg to bankfull at mid-po m of texture for nines and runs me deepest part or pools a at me OH-ouc m gi des
Composite sample of riffles and pools within the designated reach Active bed of a nine He ght of roughness feature above bed
ICopyright © 2009 Wlldland Hydrology WARSSS page 5 34
Reach b HOW- Bar Protrusion Hqiaht d
Die 442 5043 325 mm
D35 182 94 2207 mm
D. 4129 124 4356 mm
D. 120 4 187 6 115 33 mm
FD,5 180 286 29 14467 mm
FD,, 36199 362 158 mm
Min max & mean depths are measured from Thahveg to bankfull at mid-po m of texture for nines and runs me deepest part or pools a at me OH-ouc m gi des
Composite sample of riffles and pools within the designated reach Active bed of a nine He ght of roughness feature above bed
ICopyright © 2009 Wlldland Hydrology WARSSS page 5 34
Min max & mean depths are measured from Thahveg to bankfull at mid-po m of texture for nines and runs me deepest part or pools a at me OH-ouc m gi des
Composite sample of riffles and pools within the designated reach Active bed of a nine He ght of roughness feature above bed
ICopyright © 2009 Wlldland Hydrology WARSSS page 5 34

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Worksheet 2 2 Computations of velocity and bankfull discharge using various methods ( Rosgen 2006b Rosgen and
Sllvey 2007)
Bankfull VELOCITY & DISCHARGE Estimates
Stream ISaddle Mountain Location Reach Saddle Mountain Reach 4
Date 5/30/2011 1 Stream Type I E4 11 Valley Type I VIII
Observers SWC I HUC
INPUT VARIABLES OUTPUT VARIABLES
Bankfull Riffle Cross Sectional
58 72
A bkf
I
Bankfull Riffle Mean DEPTH
I I
2 73
d bkf
I
AREA
ft /sec
(ft)
(2 dbkf ) + Wbkf
(ft)
Bankfull Riffle WIDTH
21 53
W
Wetted PERMIMETER
27 97
W
444
ft /sec
(ft)
(2 dbkf ) + Wbkf
(ft)
D84 at Riffle
187 60
Dfa
D. (mm) / 304 8
0 62
D84
444
ft /sec
(mm)
Abkf / WP
(ft)
Bankfull SLOPE
0 0077
Sbkf
Hydraulic RADIUS
11
210
R
1
444
ft /sec
(ft / ft)
Abkf / WP
(ft)
Gravitational Acceleration
32 2
g
Relative Roughness
3 42
R / D84
444
ft /sec
(ft / sec2 )
R(ft) / D84 (ft)
(ft/
Drainage Area
4
DA
el
el
Shear Velocity
0 719
u *
444
ft /sec
(mil)
u = �
(ft/
ESTIMATION METHODS Bankfull Bankfull
VELOCITY DISCHARGE
1 Friction Relative U=[283+ 5 66 * Log (R / D w ] ] u 4 20 ft / sec 246 86 cfs
Factor Rou hness ii I
2 Roughness Coefficient a) Manning s n from Friction Factor / Relative
Roughness (Figs 218 219) u =149 R" S" n n = 6 048 444 ft /sec 26072 cfs
2 Roughness Coefficient u= 149 R" S12 /n
5 37
ft /sec
315 12
cfs
I
b) Manning s n from Stream Type (Fig 2 20) n = 0 048
444
ft /sec
260 72
cfs
2 Roughness Coefficient u= 149 R" S121n
c) Manning s n from Jarrett (USGS) n = 0 39 S0-6 R-016 392 ft /sec [230 18 cfs
Note This equation is applicable to steep step /pool high boundary n = 0 054
roughness cobble- and boulder - dominated stream systems i e for
C m T rocJ! A� �!'3— RLA2._WA _(:7 R FQ
3 Other Methods (Hey Darc Weisbach Chez C etc)
5 37
ft /sec
315 12
cfs
I
Darcy Weisbach (Leopold Wolman and Miller
3 Other Methods (Hey Darcy Weisbach Chezy C etc)
313 ft /sec 183 79 cfs
Chezy C
4 Continuity Equations a) Regional Curves u = Q / A
Return Period for Bankfull Discharge Q = 1 2 year 3 09 ft /sec 181 60 cfs IFI
4 Continuity Equations b) USGS Gage Data u = Q / A 000 ft / sec lF000 cfs
Protrusion Heiaht Options for the D— Term in the Relative Rouahness Relation (R/D..) — Estimation Method 1
Option 1
For sand bed channels Measure 100 protrusion heights of sand dunes from the downstream side of feature to the top of feature
Substitute the D84 sand dune protrusion height in ft for the 084 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 084 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 Wlldland Hydrology River Stability Field Guide page 2 41

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Worksheet 3 14 Sediment competence calculation form to assess bed stability
Stream Saddle Mountain Creek Stream Type E 4
Location Saddle Mountain Reach 4 Valley Type VIII
Observers SWC Date 05/30/2011
Enter Required Information for Existing Condition
1240
D50
Riffle bed material D50 (mm)
436
D 50
Bar sample D50 (mm)
043
Dmax
Largest particle from bar sample (ft)
132
(mm)
1304 8 mm /ft
000765
S
Existing bankfull water surface slope (ft/ft)
273
d
Existing bankfull mean depth (ft)
165
Y —1
Immersed specific gravity of sediment
Select the Appropriate Equation and Calculate Critical Dimensionless Shear Stress
285
D,.I DA.
Range 3 — 7 Use EQUATION 1 T* = 0 0834 ( D50 /D5a 872
127
Dmax1D50
Range 1 3-30 Use EQUATION 2 ti* = 0 0384 (Dmax/D50) '*
00335
ti*
Bankfull Dimensionless Shear Stress
EQUATION USED
1
Calculate Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample
311
d
Required bankfull mean depth (ft) d= z (7.S1)Dmax (use Dim. in ft)
Calculate Bankfull Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample
000871
S
Required bankfull water surface slope (ft/ft) $= Z (YS 1)D... (use Dm. in ft)
d
Check r Stable F Aggrading I— Degrading
Sediment Competence Using Dimensional Shear Stress
1 303
Bankfull shear stress T = ydS (lbs /fe) (substitute hydraulic radius R with mean depth d )
= 62 4 d = existing depth S = existing slope
Shields
102
co
184
Predicted largest moveable particle size (mm) at bankfull shear stress T (Figure 3 11)
Shields
166
co
082
Predicted shear stress required to initiate movement of measured Dmax (mm) (Figure 3 11)
Shields
348
co
172
'r
Predicted mean depth required to initiate movement of measured Dm. (mm) 'r
d =—
ti = predicted shear stress Y= 62 4 S = existing slope YS
Shields
00097
co
00048
Predicted slope required to initiate movement of measured Dmax (mm) T
S
'L = predicted shear stress 'Y= 62 4 d = existing depth Yd
Check r Stable r Aggrading r Degrading
Copyright © 2008 W ildland Hydrology River Stability Field Guide page 3 101

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Worksheet 3-16 Stability ratings for corresponding successional stage shifts of stream types Check the
appropriate stability rating
Stream Saddle Mountain Stream Type E 4
Location Saddle Mountain Reach 4 Valley Type VIII
Observers SWC Date 05/30/2011
Stream Type Changes Due to
Stability Rating (Check
Successional Stage Shifts
Appropriate Rating)
(Figure 3 -14)
Stream Type at potential (C--+E)
[,—,o Stable
(Fb —B) (G—B) (F—Bj (F—>C) (D—C)
(E --),C) (C —>High W/d C)
(— Moderately Unstable
(G -->F) (F-->D) (C--+F)
I— Unstable
(C—►D) (B—>G) (D—G) (C,G) (E,G)
I— Highly Unstable
Copyright © 2008 Wddland Hydrology River Stability Field Guide page 3 111

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Worksheet 3 17 Lateral stability prediction summary
Stream Saddle Mountain Stream Type E 4
Location Saddle Mountain Reach 4 Valley Type VIII
Observers SWC Date 05/30/2011
Lateral Stability Categories
Lateral stability criteria
Selected
(choose one stability
Moderately
Highly
Points (from
category for each criterion
Stable
Unstable
Unstable
Unstable
each row)
1-5)
W/d Ratio State
< 1 2
12-14
1 4- 1 6
> 1 6
1
(Worksheet 3 8)
4
(2)
12 (4)
(6)
(8)
Depositional Patterns
B1 B2
B4 B8
B3
B5 B6 B7
2
(Worksheet 3 5)
2
B1 (1)
B4 (2)
(3)
(4)
Meander Patterns
M1 M3 M4
M2 M5 M6 M7
M8
3
(Worksheet 3 4)
1
M3 (1)
(3)
UVL UL UM
M/L M/M M/H
MNH WEx H/L
H/H H /Ex Ex/M
4 Dominant BEHI / NBS
UH LNH MNL
VEx H/L
H/M H/H
Ex/H Ex/VH
2
(Worksheet 3 13)
VHNL ExNL
VHNH Ex/Ex
UL (2)
(4)
(6)
(8)
Degree of Confinement
08-10
0 3- 0 79
01-029
< 0 1
5 (MWR / MWRret)
2
(Worksheet 3 9)
(1)1
07 (2)
(3)
(4)
Total Points
11
Lateral Stability Category Point Range
Overall Lateral Stability
Moderately
Highly
Category (use total points
Stable
Unstable
Unstable
Unstable
and check stability rating)
7-9
10 -12
13-21
> 21
r
FV
r
r
Copyright 0 2008 Wildland Hydrology River Stability Field Guide page 3 114

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Worksheet 3 18 Vertical stability prediction for excess deposition or aggradafion
Stream Saddle Mountain Stream Type E 4
Location Saddle Mountain Reach 4 Valley Type VIII
Observers SWC Date 05/30/2011
Vertical Stability V
Vertical Stability Categories for Excess Deposition / Aggradation S
Selected
Criteria (choose one P
Points
stability category for each N
No Deposition M
Moderate E
Excess D
Aggradation (
(from each
criterion 1 -6) r
Deposition D
Deposition A
row)
Sufficient depth T
Trend toward i
Cannot move D35 C
Cannot move D16 of
Sediment a
and/or slope to o
insufficient depth C
of bed material b
bed material and /or
1 competence t
transport largest a
slightly o
and /or D100 of bar D
D100 of bar or sub 2
2
(Wo ksheet 3 14) s
size available s
ompetent m
material p
pavement size
(2) (
(4) (
(6) (
(8)
Sufficient T
Trend toward R
Reduction up to R
Reduction over
capacity to i
insufficient 2
25 / of annual 2
25 / of annual
2 Sediment Capacity t
transport annual s
sediment s
sediment yield of s
sediment yield for 2
2
(POWERSED) l
load c
capacity b
bedload and /or b
bedload and /or
suspended sand s
suspended sand
(2) (
(4) (
(6) (
(8)
W/d Ratio State 1
10-12
1 2 -1 4 1
14-16
>1 6
3 2
2
07 (2) (
(4) (
(6) (
(8)
Current stream
type at potential (
(C —High W/d C)
Stream Succession o
or does not (
(E —C) (
(B —High W/d B) (
(C —D) (F —D)
4 States (Worksheet 3 i
indicate (
(C —F) 2
2
16) d
deposition/
aggradation
(2) (
(4) (
(6) (
(8)
Depositional B
B1 B
B2 64 B
B3 B5 B
B6 137 B8
5 Patterns (Worksheet 2
2
3 5) 6
61 (1) B
B4 (2) (
(3) (
(4)
Debris /Blockages D
D1 D2 D3 D
D4 D7 D
D5 D8 D
D6 D9 D10
6 1
1
D3 (1) 1
1 (2) (
(3) (
(4)
Total Points 1
11
Vertical Stability Category Point Range for Excess Deposition /
Aggradation
Vertical Stability for
Excess Deposition / M
Moderate E
Excess
(use total N
No Deposition D
Deposition D
Deposition A
Aggradation
points and check stability 1
10-14 1
15-20 2
21-30 >
> 30
rating) r
r r
r
Copynght © 2008 W ddland Hydrology River Stability Field Guide page 3 117

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Worksheet 3 19 Vertical stability prediction for channel incision or degradation
Stream Saddle Mountain Stream Type E 4
Location Saddle Mountain Reach 4 Valley Type VIII
Observers SWC Date 05/30/2011
Vertical Stability
Vertical Stability Categories for Channel Incision / Degradation
Selected
Criteria (choose one
Points
stability category for
Not Incised
Slightly Incised
Moderately
Degradation
(from each
each criterion 1-5)
Incised
ncise
row)
Sediment
Does not
Trend to move
larger sizes than
D100 of bed
Particles much
1 Competence
indicate excess
D100 of bar or >
moved
larger than D 100
2
competence
D64 of bed
of bed moved
(Worksheet 3 14)
(2)
(4)
(6)
(8)
Slight excess
Excess energy
Excess energy
Does not
energy up to
sufficient to
transporting more
Sediment Capacity
2 p tY
indicate excess
o
10 /o increase
increase load up
than 50% of
2
(POWERSED)
capacity
above reference
to 500/ of annual
annual load
load
(2)
(4)
(6)
(8)
Degree of Channel
1 00 -1 10
1 11-130
131-150
> 1 50
3 Incision (BHR)
4
(Worksheet 3 7)
(2)
120 (4)
(6)
(8)
Does not
if BHR > 1 1 and
If BHR > 1 1 and
Stream Succession
indicate incision
stream type has
stream type has
(BAG) (C,G)
4 States (Worksheets
or degradation
/dObetween
Wed less than 5
(E----(D---,G) ►G) (D,G)
4
3 16 and 3 7)
(2)
1 2/7 9 (4)
(6)
(8)
Confinement
0 80 -1 00
030-079
0 10 - 0 29
<010
5 (MWR / MWRret)
2
(Worksheet 3 9)
(1)
067 (2)
(3)
(4)
Total Points
14
Vertical Stability Category Point Range for Channel Incision /
Degradation
Vertical Stability for
Channel Incision/
Moderately
Degradation (use total
Not Incised
Slightly Incised
Incised
Degradation
points and check
9-11
12-18
19-27
> 27
stability rating)
r
I✓
r
r
Copyright © 2008 Wildland Hydrology River Stability Field Guide page 3 119

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Worksheet 3-20 Channel enlargement prediction summary
Stream Saddle Mountain Stream Type E 4
Location Saddle Mountain Reach 4 Valley Type VIII
Observers SWC Date 05/30/2011
Channel Enlargement
Channel Enlargement Prediction Categories
Prediction Criteria
Selected
(choose one stability
Moderate
Points (from
category for each criterion
No Increase
Slight Increase
Increase
Extensive
each row)
1-4)
Stream Type at
Potential (C--+E)
(C-' h
C)
(C-•D) (B-•G)
Successional Stage
(Fb —B) (G-'B)
C /d
`E
(G,F) (F,D)
(D,G) (C,G)
1
Shift (Worksheet 3 16)
(F -�B.) (F —C)
(E-+G) (C,F)
2
(D -->C)
(2)
(4)
(6)
(8)
Lateral Stability
Stable
Moderately
Unstable
Unstable
Highly Unstable
Hi g hs
2
(Worksheet 3 17)
q
(2)
(4)
(6)
(8)
Vertical Stability
Moderate
3 Excess Deposition or
No Deposition
Deposition
Excess Deposition
Aggradation
2
Aggradation
(Worksheet 3 18)
(2)
(4)
(6)
(8)
Vertical Stability
Moderately y
4 Channel Incision or
Not Incised
Slightly Incised
Degradation
4
Degradation
(Worksheet 3 19)
(2)
(4)
(6)
(8)
Total Points
12
Category Point Range
Channel Enlargement
Moderate
Prediction (use total
No Increase
Slight Increase
Increase
Extensive
points and check stability
8-10
11-16
17-24
> 24
rating)
r
r
r—
l—
Copyright © 2008 Wddland Hydrology River Stability Field Guide page 3 121

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Worksheet 3 -21 Overall sediment supply rating determined from individual stability rating
categories
Stream Saddle Mountain Stream Type E 4
Location Saddle Mountain Reach 4 Valley Type VIII
Observers Date 05/30/2011
Overall Sediment Supply
Prediction Criteria
(choose corresponding
points for each criterion
Stability Rating
Points
Selected
points
1 -5)
Stable
1
Lateral Stability
1
(Worksheet 3 -17)
2
Mod Unstable
2
Unstable
3
Highly Unstable
4
Vertical Stability
No Deposition
1
Mod Deposition
2
2 Excess Deposition or
Aggradation
1
Excess Deposition
3
(Worksheet 3 -18)
Aggradation
4
Vertical Stability
Not Incised
1
Slightly Incised
2
3 Channel Incision or
Degradation
2
Mod Incised
3
(Worksheet 3 -19)
Degradation
4
Channel Enlargement
4 Prediction (Worksheet
3 -20)
No Increase
1
2
Slight Increase
2
Mod Increase
3
Extensive
4
Pfankuch Channel
5 Stability (Worksheet 3-
Good Stable
1
1
Fair Mod Unstable
2
10)
Poor Unstable
4
Total Points 8
Category Point Range
Overall Sediment Supply
Rating (use total points
and check stability rating)
Low
5
r
Moderate
6-10
I✓
High
11-15
r
Very High
16-20
r
Copyright © 2008 Wildland Hydrology River Stability Field Guide page 3 124

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(tuft)
(ft/s)
(sq ft)
1
11
Bankfull
18100
134227
134453
134473
0005359
357
5075
046
1
11
2 yr
38700
134227
134591
134620
0004367
430
9005
044
1
11
10 yr
90100
134227
134787
134840
0004283
592
16980
047
1
11
50 yr
156000
134227
134921
135006
0005191
766
269041
054
1
Ill
100 yr
190200
134227
134964
135069
0005923
856
31018
058
1
10
Bankfull
18100
134005
134330
134348
0003970
344
5268
039
1
10
2 yr
38700
134005
134465
134496
0004743
447
8653
045
1
10
10 yr
90100
134005
134670
134723
0004356
593
19497
047
1
10
50 yr
156000
134005
134812
134667
134873
0004185
687
43437
048
1
10
100 yr
190200
134005
134868
134754
134926
0003901
701
57409
047
1
9
Bankfull
18100
1339401
134231
1341 75
134269
0011194
497
3644
065
1
9
2 yr
38700
133940
134319
134280
134393
0015997
692
5594
080
1
9
10 yr
90100
133940
134443
134443
134610
0020698
1039
8908
098
1
9
50 yr
156000
133940
134652
134652
134789
0010182
996
25537
074
1
9
100 yr
190200
133940
134700
134700
134844
0010247
1055
31985
075
1
8
Bankfull
18100
133735
133918
133944
0009549
414
4373
059
1
8
2 yr
38700
133735
134020
134058
0007349
502
9310
056
1
8
10 yr
90100
133735
134188
134237
0005468
611
23216
053
1
8
50 yr
156000
133735
134341
134402
0004827
708
40183
052
1
8
100 yr
190200
133735
1344 03
134471
0004766
754
49955
053
1
7
Bankfull
18100
133464
133736
133675
133766
0008878
442
4091
057
1
7
2 yr
38700
133464
133845
133763
133898
0009211
585
6767
062
1
7
10 yr
90100
133464
134005
133945
134096
0009311
797
15926
067
1
7
50 yr
156000
133464
134155
134075
134272
0008767
941
30474
068
1
7
100 yr
190200
133464
134191
134081
134332
0010113
1051
36039
074
1
6
Bankfull
18100
133076
133266
133252
133320
0021133
592
3057
087
1
6
2 yr
38700
133076
133353
133341
133444
0020658
768
5072
092
1
6
10 yr
90100
133076
133505
133505
133663
0017979
1022
10243
094
1
6
50 yr
156000
133076
133642
133642
133859
0016996
1227
17054
096
1
6
100 yr
190200
133076
133743
133743
133943
0012733
1200
24187
086
1
5
Bankfull
18100
133011
133221
133245
0007758
395
4584
054
1
5
2 yr
38700
133011
1333291
133367
0006972
491
7904
055
1
5
10 yr
90100
133011
1335191
133581
0005471
635
15933
053
1
5
50 yr
156000
133011
133681
133769
0005393
776
25097
056
1
5
100 yr
190200
133011
133754
133853
0005286
830
29826
056
1
4
Bankfull
18100
132921
1331 11
133143
0010602
455
3975
063
1
4
2 yr
38700
132921
133242
133285
0007579
527
7344
057
1
4
10 yr
90100
132921
133438
133512
0006668
693
13634
058
1
4
50 yr
156000
132921
133550
133687
0009246
947
18491
070
1 14
100 yr
190200
132921
133595
133510
133765
0010509
1062
20685
076
1
3
Bankfull
18100
132659
132952
132980
0006565
422
4294
049
1
3
2 yr
38700
132659
133108
133148
0006329
506
7651
051
1
3
10 yr
90100
132659
133316
133146
133387
0005892
688
16043
053
1
3
50 yr
156000
132659
133474
133540
0004640
730
37579
050
1
3
100 yr
190200
132659
1335571
133614
0003799
714
49085
046
1
2
Bankfull
18100
132419
132707
132750
0011071
531
3410
063
1
2
2 yr
38700
132419
132816
132903
0012972
749
5359
073
1
2
10 yr
90100
132419
132999
132988
133148
0013386
1025
13382
080
1
2
50 yr
156000
132419
133234
133142
133368
0008317
1041
28192
067
1
2
100 yr
190200
132419
133318
133204
133461
0007981
1096
34129
067
2
1
Bankfull
210001
1323 57
1326 13
132667
0016213
5891
3564
077
2
1
2 yr
442001
1323 57
1327 58
1328 26
00106871
6591
67881
067

IHEC RAS Plan Revised (Continued)
t
1
1
1
1
r�
Reach
River Sta
Profile
Q Total
Min Ch El
W S Elev
Cnt W S
E G Elev
E G Slope
Vel Chnl
Flow Area
Froude # Chi
(cfs)
(ft)
(ft)
(ft)
(ft)
(Wft)
(ft/s)
(sq ft)
2
1
10 yr
102200
132357
132924
132865
133066
0012710
963
11769
079
2
1
50 yr
176100
132357
133066
133047
133291
0014590
1233
17969
088
2
1
100 yr
214200
132357
133140
1331 35
133386
0014032
1304
21948
088
2
19
Bankfull
1 21000
132228
132575
132471
132607
0006702
457
4591
051
2
9
2 yr
44200
132228
132725
132585
132776
0006706
580
8673
053
2
9
10 yr
102200
132228
132925
132810
132995
0006701
730
19227
055
2
9
50 yr
176100
132228
1331 10
132944
133197
0006710
845
291491
056
2
9
100 yr
214200
132228
133193
132999
133288
0006704
892
336461
056

IHEC RAS PI Revised
1
1
1
1
1
Reach
R Sta
Profile
Q Total
V I Left
V I Chnl
V I R ght
Sh LOB
She Ch
Shear ROB
Powe Ch
P war Total
(Cfs)
(ft/)
(ff/s)
(ft/)
(lb /sq ft)
(lb/sq ft)
(lb /sq ft)
(lb/ft s)
(lb /ft s)
1
11
B kfull
18100
357
060
214
214
t
11
2y
38700
430
075
324
324
1
11
10 y
901 00
077
592
073
019
121
017
719
383
1
11
50 yr
156000
131
766
1 27
044
187
042
1434
547
1
11
100 yr
1 190200
154
8561
146
058
228
053
1955
676
1
10
Bankfull
181 00
344
053
181
181
1
110
2 yr
38700
447
082
365
365
1
10
toy
90100
070
593
069
016
122
016
725
214
1
10
50 y
156000
096
687
1 12
026
1 51
033
1034
174
1
10
100 yr
190200
089
701
134
023
1 53
042
1070
171
1
9
B kfuff
18100
497
1 18
588
588
1
9
2 yr
38700
692
213
1473
1473
1
9
10 y
901 00
095
1039
140
039
4181
068
4347
3574
1
9
50 yr
156000
150
996
1 59
064
329
069
3274
736
1
9
100 yr
190200
168
1055
1 92
075
359
092
3782
833
1
8
Be kfull
18100
414
087
358
358
1
8
2y
38700
029
502
082
007
1 08
031
545
271
1
8
10 y
901 00
099
811
155
038
135
075
827
3081
1
8
50 y
156000
1 17
708
1981
048
163
1051
1156
334
1
8
100 yr
190200
1 16
754
2131
047
179
1 17
1349
313
1
7
Bankfull
18100
442
094
416
416
1
7
2 yr
38700
031
585
029
008
144
007
844
560
1
7
10 y
90100
106
797
158
049
230
089
18331
660
1
17
50 y
156000
131
941
1 87
066
291
1 12
2738
581
1
7
100 yr
190200
1 51
1051
190
084
356
1 19
3739
696
1
6
Ba kfull
181 00
592
181
1070
1070
1
6
2 yr
38700
064
768
033
028
265
010
2038
1899
1
6
10 yr
90100
156
1022
1 38
102
394
085
4021
2249
1
6
50 yr
156000
215
1227
216
163
511
164
62701
2822
1
6
100 yr
1902 00
222
1200
194
160
459
1 31
5511
1848
1
5
Ba kfull
18100
395
077
302
302
1
15
2 yr
38700
0231
491
027
005
1 03
006
508
478
1
15
10 yr
90100
093
835
093
035
143
035
908
580
1
5
50 y
156000
142
7761
129
066
1 93
057
1497
804
1
5
100 yr
190200
161
8301
144
079
212
066
1759
894
1
4
Bankfull
181 00
455
1 03
467
467
1
4
2 yr
38700
527
1 17
619
619
1
4
10 y
90100
082
693
072
030
172
025
1189
894
1
4
50 y
156000
142
947
125
075
297
062
2814
1766
1
4
100 yr
190200
169
1062
149
101
365
084
3871
2290
1
3
B kTul1
18100
422
081
342
342
1
3
2 yr
38700
009
506
015
106
001
534
526
1
3
10 y
901 00
098
688
050
038
165
009
1133
241
1
3
50 yr
156000
127
730
166
053
169
052
1237
313
1
3
100 yr
190200
130
714
192
053
156
0611
11 11
305
t 12
Bankf ill
18100
531
693
692
1
2
2 yr
38700
053
749
084
024
013
17 05
1261
1
2
10 yr
90100
144
1025
136
106
3762
1235
1
2
50 yr
156000
209
1041
1661
164
M334
3478
1107
1
2
100 yr
1902 00
2 30
1096
1 66
1 89
39 10
11 99
2
1
Be kfull
21000
589
168
989
989
2
1
2 yr
44200
019
659
0 55
004
179
019
1178
1036
2
1
10 yr
102200
056
963
1 46
0 20
330
085
3182
1980
2
1
50 y
176100
1 36
12 33
2 12
0 79
495
154
6099
2862
2
1
100 yr
2142001
168
1304
252
1 07
533
197
6958
3071
2
9
B kfill
210001
457
1
092
421
421

1
1
1
1
1
r�
1
1
1
I
1
1
HEC RAS Pla R vised (Co bn ad)
R ch
Riv Sta
Profile
Q Total
Vet L ft
Val Ch 1
V I R ght
Shear LOB
Shear Chan
Shea ROB
Power Cha
Powe Total
(cfs)
(ft/5)
(ft/ )
(ft/s)
(lb /sq ft)
(lb/sq ft)
(lb/sq ft)
(Ib/ft s)
(Ib/ft s)
2
9
2 yr
44200
070
580
015
1 31
761
330
2
9
10 yr
102200
231
730
093
185
1353
708
2
9
50 yr
176100
327
845
158
231
1957
11 48
2
9
100 yr
214200,
3 e3
892
184
251
2238,
13 601

1
t
1
1
1
1
1
I
f
1051—CHAD Plan: Plan 01 8/29/2011
11
.045 � 1
1358
Legend
1 356
WS 100 yr
1354
WS 50 yr
S
1352
—�
o
WS 1O yr
1350
WS2yr
d
w
1348-
WS Bankfull
1346
�-
Ground
1344-
Bank Sta
1342
-200 -100 0 100
200
Station (ft)
1051—CHAD Plan: Plan 01 8/29/2011
10
1 '.045 1
1358
Legend
1356-
1354
WS 100 yr
_
1352
WS 50 yr
0
1350
W�—
iO yr
1348
P=0 WS 2 yr
w
1346
WS Bankfull
1344
Ground
1342
•
Bank Sta
1340
200 -100 0 100
200
Station (ft)
1051—CHAD Plan: Plan 01 8/29/2011
9
1 IF .045 + 1
1350
Legend
1348
WS 100 yr
1346
WS 50 yr
—
WS
2
1344
+
WS 2 yr
w
1342
WS Bankfull
Ground
1340
IneR
1338
Bak Sta
-200 -100 0 100
200
Station (ft)
1051—CHAD Plan: Plan 01 8/29/2011
8
12 .045 — .12 —
1354
Legend
1352
1350
WS�—
1348
WS 50 yr
0
1346
WS 10 yr
1344
WS 2 yr
w
1342
WS Bankfull
1340
�-
Ground
1338-
Bank Sta
1336
-200 150 -100 -50 0 50
100
Station (ft)

I
1
1
t
1
t
1
1
1051 CHAD
_
Plan: Plan 01 8/29/2011
7
.045— ��.12�
1344
Legend
1342
WS 100 _
ry
WS 50 ry
0
1340
WS 10 yr
WS2yr
1338
w
WS Bankfull
1336
Ground
•
Bank Sta
1334
-200 -150 -100
-50 0 50
Station (ft)
1051—CHAD
Plan: Plan 01 8/29/2011
6
.12 '�
.045 - .12
1346
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1344
—�
WS 100 yr
1342-
--�-
WS 50 yr
S
1340
o
WS 10 yr
1338
+
WS2yr
w
1336
WS Bankfull
1334-
—♦—
Ground
1332
Bank Sta
1330
-80 -60 -40 -20
0 20 40 60 80
Station (ft)
1051—CHAD
Plan: Plan 01 8/29/2011
5
12
.045 —�� .12 —
1344
Legend
1342
WS 100
1340
WS 50 yr
0
1338
WS 10 yr
v
1336
WS 2 yr
w
1334
WS Bankfull
Ground
1332
•
Bank Sta
1330
-100 -80 -60 -40
-20 0 20 40
Station (ft)
1051—CHAD
Plan: Plan 01 8/29/2011
4
-- .12
.045 .12 — -�
1344
Legend
1342
WS 100 yr
1340
WS 50 yr
1338
°-
WS 10 yr
1336
WS2yr
w
1334
WS Bankfull
1332
—�
Ground
1330
•
Bank Sta
1328
-80 -60 -40 -20
0 20 40 60
Station (ft)

1336
c
1334
w 1332
1330
1326
1326
-100
-50
1051—CHAD Plan: Plan 01 8/29/2011
3
12 3L .045 �Ijk .09
.14—
1345
1340
1335
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d 1330
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1325
1320
-100 -50
c 1330
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1326
1324
1322
-200
1
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w
1
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0 50 100 150
Station (ft)
1051 CHAD Plan: Plan 01 8/29/2011
2
J_ .045 )-i., .14 d
0 50
Station (ft)
1051—CHAD Plan: Plan 01 8/29/2011
1
12 .045 .12
200
100
Legend
WS 100 yr
WS 50 yr
Wes_
WS2yr
WS Bankfull
■
Ground
•
Inert
•
Bank Sta
Legend
WS 100 yr
WS 50 yr
W—S U yr
WS2yr
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Legend
WS 100 yr
WS 50 yr
iO yr —
WS2yr
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■
Ground
•
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Bank Ste
-150 -100 -50 0 50 100 150
Station (ft)
1051—CHAD Plan: Plan 01 8/29/2011
.9
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Legend
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WS 50 yr
W —�-
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1 SADDLE MOUNTAIN CREEK RESTORATION SITE
Li
1
1
1
I PROPOSED SADDLE MOUNTAIN HEGRAS
t
j
1
t
i
H &H REPORT
IWolf Creek Engineenng Septemb 2011
t

t
IHEC -RAS Plan Revised
1
t
� -1
1
1
ri
i
Reach
River Sta
Profile
Q Total
Mm Ch E!
W S Elev
Cnt W S
E G Elev
E G Slope
Vel Chnl
Flow Area
Froude # Chi
(cfs)
(ft)
(ft)
(ft)
(ft)
(f ift)
(ftfs)
(sq ft)
1
11
Bankfull
18100
134180
134409
134445
0011299
477
3793
066
1
11
2 yr
38700
134180
134515
134571
0010037
603
6559
066
1
11
10 yr
90100
134180
134690
134T 87
0008864
803
13102
068
1
11
50 yr
156000
134180
134849
134762
134981
0008401
964
22303
070
1
11
100 yr
190200
134180
134907
134832
135058
0008673
1042
26868
072
1
10
Bankfull
18100
133950
134235
134254
0004571
352
5149
043
1
10
2 yr
38700
133950
134344
134380
0004934
486
8457
048
1
10
10 yr
90100
133950
134514
134587
0005839
705
15412
056
1
10
50 yr
156000
133950
134665
134526
134776
0006443
888
26108
062
1
10
100 yr
190200
133950
134726
134572
134847
0006462
9 45
344 08
063
1
9
Bankfull
18100
133900
134160
134082
134185
0006789
399
4531
052
1
9
2 yr
387 00
133900
134260
1341 75
134306
00072 11
5 45
7562
057
1
9
10 yr
90100
133900
134405.
134327
134497
0008790
794
14257
068
1
9
50 yr
156000
133900
134532
134478
134674
0010082
1011
22666
076
1
9
100 yr
190200
133900
134585
134507
134744
0010255
1084
27905
078
1
8
Bankfull
18100
133690
133951
133976
0006706
398
4551
052
1
8
2 yr
38700
133690
1340 52
134092
0006459
518
9852
054
1
8
10 yr
90100
133690
134208
134264
0005940
665
23497
056
1
8
50 yr
156000
133690
134354
134425
0005566
780
40367
057
1
8
100 yr
190200
133690
134419
134494
0 005368
8 22
51015
057
1
7
Bankfull
18100
133525
133732
133779
0016983
549
3295
079
1
7
2 yr
38700
133525
133825
133798
133901
0016368
699
5695
083
1
7
10 yr
90100
133525
133973
133960
134089
00137231
901
13962
083
1
7
50 yr
156000
133525
134109.
134076
134260
0012574
1062
25028
083,
1
7
100 yr
190200
133525
1341611
134080
134330
0012723
1141
31646
085
1
6
Bankfull
18100
133125
133379
133405
0007533
414
4369
054
1
6
2 yr
38700
133125
133480
133399
133527
0007620
553
7721
059
1
6
10 yr
90100
133125
133633
133552
133722
0008437
781
15098
066
1
6
50 yr
156000
133125
133772
133665
133899
0008825
963
25054
071
1
6
100 yr
190200
133125
133839
133769
133974
0008364
1010
30719
071
1
5
Bankfull
18100
133080
133263
133263
133329
0028252
654
2767
101
1
5
2 yr
38700
133080
133354
133354
133452
0025138
796
4866
101
1
5
10 yr
90100
133080
133507
133507
133651
0017735
986
11261
093
1
5
50 yr
156000
133080
133654
133642
133833
0014581
1130
19397
089
1
5
100 yr
190200
133080
133750
133701
133917
0011176
11 13
25513
081
1
4
Bankfull
18100
132870
133132
133156
0006590
395
4579
051
1
4
2 yr
38700
132870
133235
133280
0006878
5391
7395
056
1
4
10 yr
90100
132870
133388
133486
0008610
8-02F
12581
067
1
4
50 yr
156000
133475
133445
133671
0013815
1144
16068
088
1
4
100 yr
190200
133515
133515
133761
0015792
1286
17869
095
P
1
3
Bankfull
18100
132905
132953
0017726
558
3246
081
1
3
2 yr
38700
132999
133076
0016628
703
55 51
083
1
3
10 yr
901 00
1331 77
1331 29
1332 89
0 011490
8 67
123 52
077
1
3
50 yr
156000
132700
1333 78
133464
0006086
829
34311
—060
1
3
100 yr
190200
132700
1334 71
133541
0004484
783
47019
052
1
2
Bankfull
18100
132419
1327 02
132721
0004723
356
5094
044
1
2
2 yr
387 00
132419
1328 36
132868
0003959
456
8817
044
1
2
10 yr
90100
132419
1330601
1331 13
0003520
604
20091
045
1
2
50 yr
— 156000
132419
133276
133344
0003114
705
34222
045
1
2
100 yr
1902 00
r 132419
133362
133439
0003120
757
40651
045
2
1
Bankfull
210001
132357
132613
132667
0 016213
5 89
35 64
077
2
1
2 yr
442001
132357
1327 58
132626
0010687
6591
6788.
0671

t
IHEC -RAS Plan Revised (Continued)
I
t
1
L
1
i]
1
Reach
River Sta
Profile
Q Total
Min Ch El
W S Elev
Cnt W S
E G Elev
E G Slope
Vel Chnl
Flow Area
Froude # Chi
(cfs)
(ft)
(ft)
(ft)
(ft)
(tuft)
(ftts)
(sq ft)
2
1
10 yr
102200
132357
132924
132865
133066
0012710
963
11769
079
2
1
50 yr
176100
132357
133066
133047
133291
0014590
1233
17969
088
2
1
100 yr
214200
132357
133140
133135
133386
0014032
1304
21948
088
2
9
Bankfull
21000
132228
132575
132471
1326 07
0006702
457
4591
051
2
9
2 yr
44200
132228
132725
132587
132776
0006706
580
8673
053
2
9
10 yr
102200
132228
132925
132810
132995
0006701
730
19227
055
2
9
50 yr
176100
132228
1331 10
132944
133197
0006710
845
29149
056
2
9
100 yr
214200
132228
133193
132999
133288
0006704
892
336 46
056

i!
IHEC RAS Pla Re sed
1
1
t
t
1
1
t
t
1
1
e
Lj
t
R ch
R Ste
Profile
Q T tal
Val Left
Vet Chnl
V I R ght
Shea LOB
Shea Ch
Sh ar ROB
Powe Ch
Power Total
(cfs)
(ft/s)
(ft/s)
(f 1s)
(lb /sq ft)
(Ib/sq ft)
(lb /sq ft)
(lb /ft )
(Ib/ft s)
1
11
B kfull
181 00
477
1 12
533
533
1
11
2 yr
38700
069
603
069
020
154
020
931
778
1
11
10 yr
901 00
146
803
154
059
230
064
1847
1063
1
11
50 y
156000
182
964
183
081
298
082
2873
1097
1
ill
100 yr
190200
202
1042
197
0951
338
092
3523
11 77
1
10
Bankfull
18100
017
352
017
002
057
002
199
191
1
10
2 yr
38700
074
486
074
018
093
018
454
334
1
10
10 yr
90100
148
705
1 36
054
1 70
048
1200
662
1
10
50 yr
156000
210
888
1 11
094
246
036
2188
544
1
10
1100Y
190200
225
945,
124
104
271
042
2560
473
1
9
Be kfull
181 00
399
075
301
301
1
9
2 yr
38700
073
545
074
020
122
020
664
460
1
9
toy
901 00
1 53
794
154
063
225
064
1788
868
1
9
50 y
156000
199
1011
177
097
335
082
3386
1085
1
9
100 yr
190200
204
1084
203
101
374
100
4052
1136
1
8
B kfull
18100
398
075
297
297
1
8
2 yr
38700
052
518
079
015
1 10
029
570
211
1
8
toy
901 00
1 15
665
158
049
1 57
079
1042
327
1
8
50 y
156000
1 30
780
208
058
1 96
117
1528
367
1
8
100 yr
190200
1 32
822
218
059
210
124
1723
343
1
7
B nkfull
18100
549
1 53
840
840
1
17
2 yr
38700
045
699
045
015
218
015
1520
1062
1
7
toy
901 00
138
901
1 74
080
304
113
2742
1060
1
7
50 y
156000
1 62
1062
234
099
381
172
4052
1059
1
7
100 y
1 190200
1 721
1141
199
109
426
136
4858
1003
1
6
Bankfull
18100
414
082
339
339
1
6
2 yr
38700
071
553
069
025
1 26
024
699
440
1
6
10 yr
90100
137
781
147
070
218
077
1701
834
1
6
50 yr
156000
184
963
1 75
1 10
301
101
2901
1029
1
6
100 y
190200
199
1010
202
121
319
125
3226
1119
1
5
B kfull
181 00
654
226
1476
1476
1
5
2 yr
38700
013
796
013
294
2340
2236
1
5
toy
1 90100
1 58
986
182
104
372
1 28
3661
1947
1
5
50 y
1560 00
225
11 30
243
168
4 34
189
4902
2266
1
5
100 yr
190200
237
11 131
248
170
3971
182
4419
1919
1
4
Bankfull
18100
074
291
291
1
4
2 yr
38700
059
060
019
118
019
638
532
1
4
10 y
90100
126
LI
128
062
227
063
1824
1221
1
4
50y
156000
195
190
1 33
437
128
4997
2972
1
4
100 yr
190200
2 25
217
1 71
538
162
6913
3908
1
3
B kfull
181 00
558
1 58
881
881
1
3
2 yr
38700
044
7 03
0 58
015
2201
015
15 47
1373
1
3
10 yr
90100
135
8671
1 79
073
275
073
2386
1307
1
3
50 yr
156000
1 37
829
188
064
219
067
1818
430
1
3
100 yr
190200
1 53
783
211
070
1 87
074
1462
377
1 12
B kfull
18100
Oil
356
008
002
058
206
202
1 12
2 yr
38700
052
456
037
017
080
010
367
298
1
2
10 yr
901 00
090
604
062
037
119
021
718
311
1
2
50 y
156000
1 33
705
084
065
1461
033
1027
406
1
2
100 yr
190200
148
757
079
077
162
030
1228
443
2
1
Bankfull
21000
589
168
989
9891
2
1
2 yr
44200
019
659
055
004
179
019
1178
1036
2
1
10 yr
102200
056
963
146
020
330
085
31182
19 80
2
1
50 yr
176100
136
1233
212
079
4115
1 54
60 99
21162
2
1
100 yr
214200
168
1304
2 52
107
5331
1 97
6958
3071
2
9
B kfull
21000
4 57
0921
421
421

1
IHEC RAS PI R vised (Co 4 ued)
t
1
t
L
1
t
I
1
1
Reach
River Ste
Profile
Q Total
Vel Left
V I Ch I
Vet R ght
Shear LOB
Shea Cha
She ROB
Pow Ch
Power Total
(cfs)
(ft/)
(ft/)
(ft/)
(Ib/sq ft)
(lb/sq ft)
(lb /sq ft)
(Ib/ft )
(Ib/ft s)
2
9
2 yr
44200
070
580
015
131
761
330
2
9
10 yr
102200
231
730
093
185
1353
708
2
9
50 yr
176100
327
845
158
231
1957
1148
2
9
100 yr
2142 00
363,
892
1 84
251
2238
1360

1
1051—CHAD Plan: Plan 07 8/31/2011
11
1358
1 _i' .045 � 1
Legend
1356
1354_
m —
WS 100 yr
1352
W3 50yr
0 1350
WS 10 yr
> 1348
WS 2 yr
1346
WS Bankfull
1344
Ground
1342
Bank Sta
1340
-200 -100 0 100
Station (ft)
200
1051—CHAD Plan: Plan 07 8/31/2011
10
1 I' .045 .1
1358
J
1356
Legend
1354
WS 100 yr
1352-
WS 50 yr
1350-
WS 10 yr
1348
>
?2 1346
WS2yr
w
1344
WS Bankfull
1342
Ground
•
1340
Bank Sta
1338
-200 -100 0 100
Station (ft)
200
1051 CHAD Plan: Plan 07 8/31/2011
_ 9
J
1 .045 J � 1
1350
J
Legend
1348
WS 100 ry
1346
WS 50 yr
c
—�
WS 10 yr
° 1344-
WS 2 yr
1342
WS Bankfull
Ground
1340
Ineff
•
13381
Bank Ste
-200 -100 0 100
Station (ft)
1051 CHAD Plan: Plan 07 8/31/2011
200
_ 8
1354 12 .045 �1,— .12
1352
—�
Legend
1350
WS— 1 yr
1348
WS 50 yr
0 1346
WS 10 yr
1344
WS 2 yr
w 1342
WS Bankfull
1340
�-
Ground
1338
1336
•
Bank Sta
-200 -150 -100 -50 0 50
Station (ft)
100

1
1
t
1
t
t
1
1
H-
t
1051—CHAD
Plan: Plan 07 8/31/2011
7
12
.045��.12
1344
Legend
1342
WS—• --
_
WS 50 yr
0
1340-
yy0 yr
>
WS2yr
m
1338
w
WS Bankfull
1336
Ground
•
Bank Sta
1334
-200 -150
-100
50 0 50
Station (ft)
1051—CHAD
Plan: Plan 07 8/31/2011
6
.12
.045 � .12
1346
Legend
1344
■
WS 100 yr
1342
--k—
WS 50 yr
S
1340
—�
o
WS 10 yr
1338
>
WS 2 yr
w
1336-
WS Bankfull
1334
�-
Ground
1332
•
Bank Sta
1330
-80 -60 -40
-20
0 20 40 60 80
Station (ft)
1051—CHAD
Plan: Plan 07 8/31/2011
5
.12
01( .045 1(.12
1344
Legend
1342
�-
WS 100 yr
1340
WS 50 yr
0
1338
WS 10 yr
1336
WS 2 yr
w
1334
WS Bankfull
Ground
1332
•
Bank Sta
1330
-100 80 -60
-40
-20 0 20 40
Station (ft)
1051—CHAD
Plan: Plan 07 8/31/2011
4
.12
045 .12
1344
Legend
1342
-
WS 100 yr
1340-
WS 50 yr
1338-
WS 10 yr
1336
WS2yr
W2
1334
WS Bankfull
1332
Ground
1330
•
Bank Sta
1328
80 60 -00
-20
0 20 40 60
Station (ft)

1
1
1
1
f]
1
1
I 1
1
1
1051—CHAD Plan: Plan 07 8/31/2011
3
12 _ .045— .09 _I
I'
1342
Legend
1340-
WS po
1336-
—N—
WS 50 yr
�
1336
o
WS 10 yr
i
1334
WS2yr
°'
w
1332
WS Bankfull
1330
•
Ground
1328
•
Bank Sta
1326
100
-50 0 50 100 150 200
Station (ft)
1051—CHAD Plan: Plan 07 8/31/2011
2
.14 .045 .14 _I
1345
Legend
1340
WS 100 yr
N
WS 50 yr
c
1335
WS 10 yr-
O
�
_
WS2yr
m
w
1330
WS Bankfull
Ground
1325
•
lnefl
Bank • Sta
1320
-100
-50 0 50 100
Station (ft)
1051—CHAD Plan: Plan 07 8/31/2011
1
12 .045 -- .12
1336
legend
1334
WS 1-00 yr
1332-
1332
--N--
WS 50 yr
0
\
1330j!
WS tOyr
WS 2 yr
>
1328
a
w
WS Bankfull
1326
�-
Ground
1324
Ineff
1322
Bank Sta
-200
-150 -100 -50 0 50 100 150
Station (ft)
1051—CHAD Plan: Plan 07 8/31/2011
.9
1332
.09 � 045'
Legend
1330
WS 100 yr
WS 50 yr
o
1328
iO yr —
a
1326
WS 2 yr
WS Bankfull
w
1324
Ground
•
Bank Sta
1322
-50
-40 -30 -20 -10 0 10
Station (ft)

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1
Design Criteria
Supporting Documentation

1
1
1
1
1
1
1
1
1
1
Saddle Mountain Creek
Reach 1
Morphological Summary Table and Design Criteria
Variables
Existing Channel
Proposed Reach
Design Criteria
Stream Types
F4 /64c
64c
64c
Drainage Area mi
448
448
Bankfull Width
216 25
25
Existing Geometry
Bankfull Mean Depth
21-23
2 2
Existing Geometry
Hydraulic Radius
19-20
2 0
Existing Geometry
Width/Depth Ratio
96-1102
11 4
Existing Geometry
Bankfull Cross Sectional Area
485-575
576
Existing Geometry
Bankfull Discharge cfs
181
181
Note 1
Bankfull Mean Velocity
30-387
3 14
Continuity Equation
Bankfull Maximum Depth
24-31
2 7
Existing Geometry
Dmax/Dbf Ratio
1 1-12
1 2
Existing Geometry
Width of Flood prone Area
305-370
40 50
Entrenchment Ratio
1 3-1 58
16-20
Reference Parameters
Pool Width
179-220
250
Pool Width to Riffle Width Ratio
076-094
1 0
Reference Parameters
& D Ros en
Pool Mean Depth
263-326
2 4
Pool Max Depth
336-544
5 0
Ratio of Pool Max Depth to
Average Bankfull Depth
1 19 —1 48
227
Reference Parameters
& Max Habitat
Pool Cross Sectional Area
47-71 8
732
Run Width
216
250
Run Width to Riffle Width Ratio
092
1 0
Reference Parameters
& D Ros en
Run Mean Depth
1 97
24
Run Max Depth
28
30
Ratio of Run Max Depth to
Average Bankfull Depth
09
1 36
124-20
Reference Parameters
Run Cross Sectional Area
425
600
Glide Width
196-246
25
Glide Width to Riffle Width Ratio
0 84 —1 0
1 0
Reference Parameters
& D Ros en
Glide Mean Depth
24-275
2 4
Glide Max Depth
32-36
3 2
Ratio of Glide Max Depth to
Average Bankfull Depth
1 1 —1 24
145
1 24 —1 8
Reference Parameters
Glide Cross Sectional Area
539-594
600
Meander Length (Lm)
319 —327
275 305
Ratio of Meander Length to
Bankfull Width (Lm/Wbkt)
136-140
110-122
Existing Geometry and
Reference Parameters
Radius of Curvature Rj
42-119
83 —225
Ratio of Radius of Curvature to
Bankfull Width (Rc/Wb,f)
1 79-5 1
332-90
Existing Geometry and
Reference Parameters
Belt Width blt
78 —162
142 172
Meander Width Ratio (Wbn/Wb,f)
33-69
5 7- 6 9
Existing Geometry and
Reference Parameters

1
u
I
1
1
I
1
I
Variables
Existing Channel
Proposed Reach
Design Criteria
Sinuosity (stream length/
valley distance
1 1
1 1
Existing Geometry
Valley Sloe
00059
00059
Existing Geometry
Average Sloe
000585
00074
Existing Geometry
Riffle Sloe
0008-0016
0 009 - 0 027
Ratio of Riffle Slope to Average
Slope
1 36-28
122-365
Reference Parameters
Pool Slope
0 001
0002-00029
Reference Parameters
& D Ros en
Ratio of Pool Slope to Average
Slope
0115-0137
0 27 - 0 39
Existing Geometry
Run Sloe
0007-0025
0 08
Ratio of Run Slope to Average
Slope
10-478
10 8
Reference Parameters
Glide Sloe
0001-0003
0 075
Ratio of Glide Slope to Average
Slope
024-051
10 1
Reference Parameters
Riffle length
498 278
48-111 5
Riffle Length to Riffle Width
2 07 —11 5
192-446
Existing Geometry and
Reference Parameters
Pool length
446-112
60 100
Ratio of pool length to bankfull
width
1 85-467
24-40
Existing Geometry and
Reference Parameters
Pool to Pool Spacing
148 —206
50-111 5
Ratio of P P to Wbf
614-857
2 0 - 4 46
Reference Parameters
& Habitat
Particle Size Distribution of
Reach Bed Material
D 16
81 mm
D 35
27 7 mm
D50
545mm
D84
1479mm
D 95
242 7 mm
D100
Bedrock
Particle Size Distribution of Riffle
Bed Material
D16
504 mm
D35
940mm
D50
1240mm
D84
1876mm
D 95
286 4 mm
Largest size in pavement
362 mm
Particle Size Distribution of
Bar Sample
D 16
3 25 mm
D 35
221 mm
D 50
43 6 mm
D84
1153mm
D95
1447mm
Largest size on Bar
158 mm
I Notes
1 Four methods were used to develop bankfull discharge estimates These included
a) USGS Regional regression equations b) Regional regression equations developed in
North Carolina (NCSU and NRCS 2006) c) TR 20 Hydrologic Model and d) Manning s
1

I
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
2 The existing cross sectional geometry values were compared to those predicted by 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 verify bankfull width Wbf = �(Wbkf /
dbkf) (Abkf) and bankfull mean depth Dbf = Wbkf / (Wbkf / dbkf)
Because each reach of Saddle Mountain Creek had some sections with relatively stable
channel dimensions the dimensions of the proposed channel were initially developed utilizing
the existing channel plan form profile and cross sectional geometry along this reach as well
as information from our reference reach database Bankfull cross sectional area width
depth and width /depth ratios were adjusted using information from our reference reach
database a sediment entrainment analysis and the output of the Flowsed /Powersed model
Based on subsequent discussions with D Rosgen some cross sectional dimension and
profile values were adjusted The new values were checked against the reference reach
database and the final design values were checked against the output of the
Flowsed /Powersed model
1
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1
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1
Saddle Mountain Creek
Reach 2
Morphological Summary Table and Design Criteria
Variables
Existing Channel
Proposed Reach
Design Criteria
Stream Types
133/1c
133 /1c
133/1c
Draina a Area mi
448
448
Bankfull Width
221-409
25
Existing Geometry
Bankfull Mean Depth
1 55-262
22
Existing Geometry
Hydraulic Radius
14-19
2 0
Existing Geometry
Width/Depth Ratio
84-264
11 4
Existing Geometry
Bankfull Cross Sectional Area
468-634
576
Existing Geometry
Bankfull Discharge cfs
181
181
Note 1
Bankfull Mean Velocity
285-39
3 14
Continuity Equation
Bankfull Maximum Depth
222-338
2 7
Existing Geometry
Dmax/Dbf Ratio
1 07 —1 6
12
Existing Geometry
Width of Flood prone Area
334-699
40 60
Entrenchment Ratio
1 19-25
16-24
Reference Parameters
Pool Width
21 3-462
25 0
Pool Width to Riffle Width Ratio
0 77 —1 6
10
Reference Parameters
& D Ros en
Pool Mean Depth
184-31
2 4
Pool Max Depth
419-43
5 0
Ratio of Pool Max Depth to
Average Bankfull Depth
202-208
2 27
Reference Parameters
& Max Habitat
Pool Cross Sectional Area
58-849
732
Run Width
245
250
Run Width to Riffle Width Ratio
088
1 0
Reference Parameters
& D Ros en
Run Mean Depth
225
24
Run Max Depth
319
30
Ratio of Run Max Depth to
Average Bankfull Depth
1 54
1 36
124-20
Reference Parameters
Run Cross Sectional Area
552
600
Glide Width
255
25
Glide Width to Riffle Width Ratio
0 914
10
Reference Parameters
& D Ros en
Glide Mean Depth
246
24
Glide Max Depth
327
32
Ratio of Glide Max Depth to
Average Bankfull Depth
1 58
145
1 24 —1 8
Reference Parameters
Glide Cross Sectional Area
627
600
Meander Length (Lm)
306-468
285 295
Ratio of Meander Length to
Bankfull Width (Lm/Wbkf)
11 —16 8
114-118
Existing Geometry and
Reference Parameters
Radius of Curvature Rj
445-124
85-125
Ratio of Radius of Curvature to
Bankfull Width (RI/Wb,f)
16-445
3 4 - 5 0
Existing Geometry and
Reference Parameters
Belt Width blt
664-956
59-63
Meander Width Ratio (Wbn/Wbkf)
24-34
2 36 - 2 52
Existing Geometry and
Reference Parameters

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1
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1
Variables
Existing Channel
Proposed Reach
Design Criteria
Sinuosity (stream length/
valley distance
1 14
1 14
Existing Geometry
Valley Sloe
00118
00118
Existing Geometry
Average Sloe
001039
0 012
Existing Geometry
Riffle Sloe
0006-0035
0 0082 - 0 035
Ratio of Riffle Slope to Average
Slope
056-338
0 68 - 2 92
Reference Parameters
Pool Slope
0002-0006
0 0016 — 0 0033
Reference Parameters
& D Ros en
Ratio of Pool Slope to Average
Slope
0188-0574
0 133 - 0 275
Existing Geometry
Run Sloe
0019-0055
0 08
Ratio of Run Slope to Average
Slope
1 82-526
667
Reference Parameters
Glide Sloe
0005-0011
0 075
Ratio of Glide Slope to Average
Slope
0 52 —1 05
625
Reference Parameters
Riffle length
195-664
31-857
Riffle Length to Riffle Width
0698-238
1 24 - 3 43
Existing Geometry and
Reference Parameters
Pool length
355-503
60-1293
Ratio of pool length to bankfull
width
1 27 —1 81
24-517
Existing Geometry and
Reference Parameters
Pool to Pool Spacing
102-132
31-857
Ratio of P P to Wbf
365-474
1 24 - 3 43
Reference Parameters
& Habitat
Particle Size Distribution of
Reach Bed Material
D16
72 mm
D 35
431 mm
D 50
80 6 mm
D 84
205 3 mm
D95
5120mm
D100
Bedrock
Particle Size Distribution of Riffle
Bed Material
D16
504 mm
D35
940mm
D50
1240mm
D84
1876mm
D 95
286 4 mm
Largest size in pavement
362 mm
Particle Size Distribution of
Bar Sample
D 16
3 25 mm
D 35
221 mm
D 50
43 6 mm
D84
1153mm
D95
1447mm
Largest size on Bar
158 mm
I Notes
1 Four methods were used to develop bankfull discharge estimates These included
a) USGS Regional regression equations b) Regional regression equations developed in
North Carolina (NCSU and NRCS 2006) c) TR 20 Hydrologic Model and d) Manning s
1

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
2 The existing cross sectional geometry values were compared to those predicted by 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 verify bankfull width Wbf = 4(Wbkf /
dbkf) (Abkf) and bankfull mean depth Dbf = Wbkf / (Wbkf / dbkf)
Because each reach of Saddle Mountain Creek had some sections with relatively stable
channel dimensions the dimensions of the proposed channel were initially developed utilizing
the existing channel plan form profile and cross sectional geometry along this reach as well
as information from our reference reach database Bankfull cross sectional area width
depth and width /depth ratios were adjusted using information from our reference reach
database a sediment entrainment analysis and the output of the Flowsed /Powersed model
Based on subsequent discussions with D Rosgen some cross sectional dimension and
profile values were adjusted The new values were checked against the reference reach
database and the final design values were checked against the output of the
Flowsed /Powersed model
I
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1

1
I
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Saddle Mountain Creek
Reach 4
Morphological Summary Table and Design Criteria
Variables
Existing Channel
Proposed Reach
Design Criteria
Stream Types
F4 /E4
B4c/E4
E4
Draina a Area mi
45
45
Bankfull Width
200-220
25
Existing Geometry
Bankfull Mean Depth
235-273
2 3
Existing Geometry
Hydraulic Radius
18-21
2 0
Existing Geometry
Width/Depth Ratio
788-9 39
109
Existing Geometry
Bankfull Cross Sectional Area
5095-5872
576
Existing Geometry
Bankfull Discharge cfs
1816
1816
Note 1
Bankfull Mean Velocity
309-356
3 16
Continuity Equation
Bankfull Maximum Depth
272-372
2 8
Existing Geometry
Dmax/Dbf Ratio
1 07 —1 47
12
Existing Geometry
Width of Flood prone Area
273-5667
41 90
Entrenchment Ratio
129-267
1 6 - 3 6
Reference Parameters
Pool Width
NA
250
Pool Width to Riffle Width Ratio
NA
10
Reference Parameters
& D Ros en
Pool Mean Depth
NA
24
Pool Max Depth
NA
50
Ratio of Pool Max Depth to
Average Bankfull Depth
NA
227
Reference Parameters
& Max Habitat
Pool Cross Sectional Area
NA
732
Run Width
187
250
Run Width to Riffle Width Ratio
088
10
Reference Parameters
& D Ros en
Run Mean Depth
244
24
Run Max Depth
301
30
Ratio of Run Max Depth to
Average Bankfull Depth
1 19
1 36
124-20
Reference Parameters
Run Cross Sectional Area
456
600
Glide Width
208
25
Glide Width to Riffle Width Ratio
098
1 0
Reference Parameters
& D Ros en
Glide Mean Depth
278
24
Glide Max Depth
379
32
Ratio of Glide Max Depth to
Average Bankfull Depth
149
145
1 24 —1 8
Reference Parameters
Glide Cross Sectional Area
579
600
Meander Length (Lm)
306-468
315-365
Ratio of Meander Length to
Bankfull Width (Lm/Wbkt)
144-220
126-146
Existing Geometry and
Reference Parameters
Radius of Curvature Rj
445-124
60-100
Ratio of Radius of Curvature to
Bankfull Width (RI/Wbkt)
2 1 — 5 8
24-40
Existing Geometry and
Reference Parameters
Belt Width blt
664-956
153
Meander Width Ratio (Wb,t/Wb,f)
3 1 — 4 5
612
Existing Geometry and
Reference Parameters

1
I
I
J
Variables
Existing Channel
Proposed Reach
Design Criteria
Sinuosity (stream length/
valley distance
107
124
Existing Geometry
Valley Sloe
00062
00062
Existing Geometry
Average Sloe
00094
0 011
Existing Geometry
Riffle Sloe
0007-0016
0 015 - 0 023
Ratio of Riffle Slope to Average
Slope
0936-233
1 5 - 2 3
Reference Parameters
Pool Slope
NA
00029-0003
Reference Parameters
& D Ros en
Ratio of Pool Slope to Average
Slope
NA
029-030
Existing Geometry
Run Sloe
NA
008
Ratio of Run Slope to Average
Slope
NA
667
Reference Parameters
Glide Sloe
NA
0 075
Ratio of Glide Slope to Average
Slope
NA
625
Reference Parameters
Riffle length
195-664
31-857
Riffle Length to Riffle Width
0698-238
1 24 - 3 43
Existing Geometry and
Reference Parameters
Pool length
NA
60 —129 3
Ratio of pool length to bankfull
width
NA
24-517
Existing Geometry and
Reference Parameters
Pool to Pool Spacing
NA
31-857
Ratio of P P to Wbf
NA
124-343
Reference Parameters
& Habitat
Particle Size Distribution of
Reach Bed Material
D16
44mm
D 35
18 2 mm
D 50
413 mm
D 84
120 4 mm
D 95
180 0 mm
D100
362 0 mm
Particle Size Distribution of Riffle
Bed Material
D16
504 mm
D35
940mm
D 50
124 0 mm
D84
1876mm
D 95
286 4 mm
Largest size in pavement
362 mm
Particle Size Distribution of
Bar Sample
D 16
3 25 mm
D 35
221 mm
D 50
43 6 mm
D84
1153mm
D95
1447mm
Largest size on Bar
158 mm
Notes
1 Four methods were used to develop bankfull discharge estimates These included
a) USGS Regional regression equations b) Regional regression equations developed in
North Carolina (NCSU and NRCS 2006) c) TR 20 Hydrologic Model and d) Manning s

I
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
2 The existing cross sectional geometry values were compared to those predicted by 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 verify bankfull width Wbf = 4(Wbkf /
dbkf) (Abkf) and bankfull mean depth Dbf = Wbkf / (Wbkf / dbkf)
Because each reach of Saddle Mountain Creek had some sections with relatively stable
channel dimensions the dimensions of the proposed channel were initially developed utilizing
the existing channel plan form profile and cross sectional geometry along this reach as well
L as information from our reference reach database Bankfull cross sectional area width
depth and width /depth ratios were adjusted using information from our reference reach
database a sediment entrainment analysis and the output of the Flowsed /Powersed model
Based on subsequent discussions with D Rosgen some cross sectional dimension and
profile values were adjusted The new values were checked against the reference reach
database and the final design values were checked against the output of the
Flowsed /Powersed model
t
I
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