20050591 Ver 1_Restoration Information_20050407

ROCKY BRANCH
RESTORATION
STREAM
PLAN
05059Il.
NORTH CAROLINA
ECOSYSTEM ENHANCEMENT PROGRAM
Ecosystem
H-
PROGRAMARCH 2005
6*dI
?@ ? 1pp5
PPR ,.u
YADKIN COUNTY, NORTH CAROLINA
Rocky Branch Stream
Restoration Plan
Yadkin County, North Carolina
March 2005
Prepared For:
Ecosystem Enhancement Program
4P 9L. E\d'
E N G i f 1 F: t is C U I- IA P-1 i' :,
Report Prepared by Mulkey, Inc.:
Thomas Barrett, RF
Project Manager - Mitigation Services

Jenny S. Fleming, PE
Miti ation Group Manager - Senior Engineer
0
k
Table of Contents
1.0 Introduction ...............................................................................................................1
1.1 Project Description ..............................................................................................................1
2.0 Goals and Objectives .................................................................................................1
3.0 General Watershed Information ................................................................................1
3.1 Current Property Ownership ..............................................................................................3
4.0 Existing Conditions ...................................................................................................3
4.1 Existing Topography ........................................................................................................... 3
4.2 Existing Natural Features .................................................................................................... 3
4.2.1 Geology ............................................................................................................................. 3
4.2.2 Soils .................................................................................................................................... 4
4.3 Existing Hydrologic Features ............................................................................................. 4
4.3.1 Jurisdictional Streams ...................................................................................................... 4
4.3.1.1 Rocky Branch .......................................................................................................... 5
4.3.1.2 Tributary 1 ............................................................................................................... 6
Li
4.3.1.3 Tributary 2 ...............................................................................................................
7
4.3.2 Jurisdictional Wetlands .................................................................................................... 7
4.4 Existing Plant Communities ............................................................................................... 7
4.4.1 Pastureland ........................................................................................................................ 8
4.4.2 Piedmont Bottomland Forest ........................................................................................ 8
4.4.3 Dry Oak-Hickory Forest ............................................................................................. 8
4.5 Invasive Plant Species .......................................................................................................... 9
4.6 Threatened and Endangered Species ................................................................................. 9
4.7 Environmental Issues .......................................................................................................... 9
4.8 Cultural Resources ................................................................................................................ 10
5.0 Natural Channel Design ............................................................................................10
5.1 Reference Reach Analyses ...................................................................................................10
5.2 Sediment Transport Analyses .............................................................................................10
5.2.1 Sediment Competency Analysis .....................................................................................11
5.2.2 Sediment Transport Capacity .........................................................................................11
5.2.3 Aggradation/Degradation Analysis ...............................................................................12
5.2.4 Sediment Transport Summary .......................................................................................12
5.3 Proposed Design ..................................................................................................................12
5.3.1 Rocky Branch ...................................................................................................................13
5.3.2 Tributary 1 .........................................................................................................................14
5.3.3 Tributary 2 .........................................................................................................................14
5.4 Proposed Construction Sequence .....................................................................................14
6.0 Flood Analyses ...........................................................................................................16
I r ?
7.0 Typical Drawings .......................................................................................................17
7.1 Single-Arm Rock Vane ........................................................................................................17
P`
FL

7.2 J-Hook Rock Vanes ............................................................................................................. 17
7.3 Cross Vanes ........................................................................................................................... 18
7.4 Root Wads ............................................................................................................................. 18
8.0 Stream Riparian Planting Plan ..................................................................................18
9.0 Stream Monitoring Plan .............................................................................................20
9.1 Stream Channel Assessment ...............................................................................................20
9.2 Vegetation Success ...............................................................................................................20
9.3 Monitoring Data ...................................................................................................................21
9.4 Reporting ...............................................................................................................................21
9.5 Exotic/Invasive Species ......................................................................................................21
10.0 Stream Success Criteria ........................................................................................21
11.0 Wetland Performance Criteria ............................................................................. 22
11.1 Wedand Creation .................................................................................................................. 23
11.2 Wedand Enhancement ........................................................................................................ 23
11.2 Wedand Preservation ........................................................................................................... 23
r
11.2
Wedand Restoration .............................................................................................................
23
12.0 Farm Management ...............................................................................................24
12.1 Livestock ................................................................................................................................24
12.2 Waste Storage Pond .............................................................................................................24
13.0 References ............................................................................................................ 26
List of Tables
Table 1. Summary of Existing Cross Sections - Rocky Branch and Tributary 1...........6
Table 2. Federally Listed Species ...........................................................................................9
Table 3. Rocky Branch Stream Restoration Summary .......................................................13
Table 4. Flood Analyses for the 50-Year and 100-Year Storm Events ............................17
Table 5. Recommended Plant Species and Planting Zones ...............................................19
Table 6. Rocky Branch Wetland Restoration Summary .....................................................22
List of Figures
Figure 1. Vicinity N1ap
Figure 2. Watershed Map
Figure 3. Soils N1ap
Figure 4. Existing Hydrologic Features
Figure 5. Cross Section Locations
Figure 6. Plant Communities
Figure 7. Reference Reach Vicinity Map
Figure 8. FENIA Flood Nlap
Figure 9. Farm Management
V

Appendices
Appendix A. Photographs
Appendix B. Existing Profiles and Cross Sections
Appendix C. Morphological Tables
Appendix D. Particle Size Distribution - Rocky Branch and Tributary 1
Appendix E. Pfankuch Stability and Bank Erosion Hazard Index Forms
Appendix F. Wetland Determination Forms
Appendix G. Entrainment Calculations - Existing and Proposed
Appendix H. Velocity Calculations - Existing and Proposed.
Appendix L Proposed Profiles and Typical Cross Sections
Appendix J. Details
Attachments
Map Insert. Conceptual Design

U-1-L,

J
e
1.0 Introduction
1.1 Project Description
The Rocky Branch Stream Restoration Site (RBSRS) is situated in the southwest corner of
Yadkin County, North Carolina. Specifically, it is located on the cast side of I-77 between SR
1120 and SR 1122, approximately three miles east of Hamptonville and two miles south of the
US 421/I-77 interchange (Figure 1).
This segment of Rocky Branch was selected for the excellent opportunity it presented to restore
natural stream functions, to establish effective riparian buffers and to restore healthy floodplain
stability. Much of the land within RBSRS is dominated by open pasture without fencing. Since
cattle have had relatively unrestricted access to the creek channel for watering, the channels at
the RBSRS have been severely impacted. Stream restoration will be implemented on the Rocky
Branch channel and one of its two unnamed tributaries (Tributary 1). These efforts will
primarily utilize Priority I, II, and IV stream restoration principles to reestablish approximately
4,363 linear feet of the streams' channels within their historical floodplain. A pond will be
created in place of the other unnamed tributary (Tributary 2), which is fed by a natural sprung.
Approximately 24 acres of conservation easement will provide large riparian and upland buffers
to protect the restored stream channels. The project will also provide a shade house and
watering structures for approximately 75 beef cattle, which are anticipated to use the remaining
pasturelands following the completion of the project. In addition, the project will provide
assistance in decommissioning a dairy waste storage pond. The entire conservation easement
will be fenced to restrict access to the restored areas and the I-77 right-of-way. A permanent
crossing will be established within the conservation casement. Access to the site will be limited
to gated entry points.
2.0 Goals and Objectives
The goals and objectives of this stream restoration plan will result in:
0 Providing a stable system of stream channels that neither aggrades nor degrades while
maintaining their dimension, pattern, and profile with the capacity to transport the
watershed's water and sediment load
0 Improving the overall water quality and aquatic habitat by reducing sediment and waste
inputs into the stream caused by bank erosion, mass-wasting, and livestock influences.
0 Providing protection for the restored stream channels and associated riparian and upland
buffers through a fenced conservation casement
0 Providing watering structures and a shade house for livestock that will facilitate
approximately seventy-five beef cattle
0 Extracting waste from the dairy waste storage pond through a decommissioning process,
whereby eliminating future risks to the Rocky Branch channel
3.0 General Watershed Information
Rocky Branch and its two unnamed tributaries are situated within the Yadkin-Pee Dee River
Basin. The site is specifically within the US Geological Survey (USGS) hydrological unit code

(HUC) 03040102 and the NC Division of Water Quality (NCDWQ) sub-basin 03-07-06. This
sub-basin is known as the South Yadkin River Watershed and covers 907 square miles (580,480
acres). Forests and agricultural operations account for approximately 95% of the land use
® within the sub-basin.
Rocky Branch arises near the Town of Marler, north of US 421, and flows east, crossing
portions of the US 421/1-77 interchange, before turning south. The stream passes through the
project area en route to its ultimate confluence with Hunting Creek, located approximately
1,600 feet south of the RBSRS. The stream flows predominately southward once it exits the US
421/1-77 right of way except for a 3,000+-foot section within the RBSRS, which flows east
before turning south toward its terminus at Hunting Creek. The drainage area associated with
the Rocky Branch watershed is approximately 3.1 square miles (1,984 acres) (Figure 2).
Rocky Branch collects its surface hydrology from four unnamed tributaries prior to entering the
RBSRS. Within die site, Rocky Branch receives hydrologic inputs from Tributary 1, which
contains a drainage area of approximately 0.2 square miles (128 acres) and Tributary 2 (natural
spring), originating immediately outside of the project area. Hydrological inputs to Rocky
Branch, south of Deacon's Hill Road (SR 1120) arc limited to flows from drainage ditches,
small seeps and sheet flows across the landscape.
The dominant land use within the Rocky Branch watershed is primarily agriculture, which
occupies approximately 75 percent of all land area within the watershed. Rural residences and
their yardscapes are included within the agricultural land use category, where they comprise a
small subset of the agricultural land use. Agriculture in this area is primarily field crops and
livestock production. Corn and small grains are the chief agricultural crops grown in the area.
Other agricultural land areas are used as pastures for dairy and beef cattle. Forest lands within
the watershed are limited to small, narrow areas that account for approximately 20 percent of
the land use. Impervious surfaces and intensely maintained areas lying adjacent to these areas
account for the remaining 5 percent of the land area. This large area of impervious surface can
be attributed to the close proximity of two major multi-lane highways (US 421 and I-77), as well
as the presence of three secondary roadways in the immediate watershed area.
It is reasonable to predict that future land use trends in the watershed area may gradually shift
from pure agriculture to rural homesites and small businesses. Agricultural demands in the area
will remain high; however, the secondary effects of the growth and expansion of nearby urban
areas will ultimately result in shifts in land-use patterns.
According to the North Carolina Department of Environment and Natural Resources
(NCDENR), no water quality sampling sites are located along the Rocky Branch stream channel
(NCDENR, 2002). Rocky Branch is currently cklssified as WS-III (Water Supply - Moderately
Developed) waters according to a 1992 assessment (NCDENR, 2004). Rocky Branch is not
currently listed as a 303(d) impaired stream within the 03-07-06 sub-basin according to the latest
report issued by the NCDENR (2004x).
Currently, there are 29 National Pollutant Discharge Elimination System (NPDES) dischargers
within the 03-07-06 sub-basin, which includes all of Iredell and portions of five other counties.
During 2001, the NCDOT 1-77 Rest Area received a permit violation for excessive chlorination
0
2
J
of effluent, which ultimately was discharged into Rocky Branch. As a result of this violation,
the NCDOT is in the process of installing a new chlorination system.
The closest sampling location for water quality was North Little Hunting Creek. This sampling
area is located approximately six miles south of the project in Iredell County at SR 1829. North
Little Hunting Creek exhibited a North Carolina Index of Biotic Integrity (NCIBI) rating of
"Good" in 2001. The NCIBI is a method use for determining the biological integrity of
streams by examining the structure and health of its fish community (NCDENR, 2002). A
rating of "Good" indicates that the waterbody is fully supporting aquatic life and its intended
use.
3.1 Current Property Ownership
The Rocky Branch project site will be held in perpetuity under the strictures of a conservation
easement. The entire 24.095 acre tract of land will not be subject to development and
traditional uses are substantially curtailed, or limited. Three individual landowners currently
make up the land contained within this conservation easement. The acreage within the
easement is divided amongst Mr. Bill Allen (13.469 acres), Mr. Joe Allen (6.985 acres), and Mrs.
Texie Owens (3.641 acres). The NCDOT conservation easement plat is currently being
recorded at the Yadkin County Register of Deeds office in Yadkinville, NC.
4.0 Existing Conditions
4.1 Existing Topography
The project site is characterized by a medium sized floodplain of variable widths. Rocky
Branch is bordered by moderate slopes of 15 to 20 percent along the northern and southern
portions of the project. These slopes are mainly used for pastures and contain a variety of
grasses with a few scattered trees. Slopes along the western portion of the project, which form
the I-77 roadway corridor, are steeper with slopes that range from 30 to 40 percent. Large trees
and shrubs arc found along these slopes, which are contained almost entirely within the
NCDOT right-of-way. This vegetation serves to stabilize the roadway fill slopes, and filter out
some of the pollutants that flow across the roadway during rainfall events. Elevations within
the project area range from a high of 975 feet above mean sea level at the northwestern site
boundary to approximately 900 feet above mean sea level at the end of the conservation
easement boundary downstream of Deacon's Hill Road (SR 1120).
4.2 Existing Natural Features
4.2.1 Geology
The Rocky Branch Site is within the Piedmont physiographic province; specifically, the
Northern Inner Piedmont Ecoregion (Griffith et al., 2002). It is underlain by the Inner
Piedmont Belt, a region consisting of intrusive, metamorphosed granitic rock, which formed
during the Cambrian and Ordovician Periods (455 to 540 million years ago) (NCDLR, 1985).
a
3
J
4.2.2 Soils
Soils found at the Rocky Branch project site he within the Felsic Crystalline System of the
western Piedmont (Daniels et al., 1999). According to the Yadkin County Soil Survey,
Chewacla soils are the most common soils underlying the project and are mapped within the
Madison Association (Figure 3). Soil borings associated with wetland determinations conducted
at the site are also shown on soils figure. The Chewacla soils are deep, somewhat poorly
drained soils which have formed from recent alluvium on nearly level floodplains along streams
that drain from the Mountains and Piedmont physiographic provinces. The upland areas
surrounding the project are mapped as the Cecil-tippling association. This association is
characterized by its deep, well-drained soils that have formed in residuum from weathered
granite, gneiss, and schist (Curle, 1962). These soils cover broad, gently rolling ridges within
S Yadkin County.
Based on the Soil Survey of Yadkin County, Chewacla soils comprise the floodplain portion of
the site, while the adjacent uplands consist mainly of Cecil, Appling, and Wilkes soils. Chewacla
soils arc classified by the Natural Resources Conservation Service (MRCS) as fine-loamy, mixed,
active, thernhic Fluvaquentic Dystrudepts. Chewacla soils are classified as Hydric B soils
because their map unit is not entirely hydric, but retain a Hydric status due to inclusions of
Hydric A soils. Wehadkee soils are the most common Hydric A inclusions found within the
Chhewacla map unit in Yadkin County.
4.3 Existing Hydrologic Features
Mulkey surveyed the existing conditions at the project site by using total station survey
equipment with GPS survey grade receivers. Topographic data from the NCDOT were merged
with the survey data collected by Mulkey. Existing condition surveys included longitudinal
profiles, cross sections, pebble counts, and bar samples to determine the current state of the
stream channels. Existing longitudinal profiles were conducted by identifying each stream
feature (riffle, run, pool, or glide) and surveying specific points at those features (Figure 4).
These specific locations included top of bank, bankfull, waters edge or surface, and tialweg).
In addition, 14 cross sections were identified at representative stream features throughout the
project to fully characterize the dimension of the existing channels associated with Rocky
Branch and Tributary 1 (Figure 5 and Appendix A). Following the completion of the existing
channel surveys, pebble counts were conducted at specific cross section locations as well as a
bar sample analysis. Data pertaining to each stream channel are discussed in the following
® sections.
4.3.1 Jurisdictional Streams
According to the North Carolina Administrative Code, Rocky Branch, Tributary 1, and
Tributary 2 meet the jurisdictional definitions for perennial streams. Perennial streams have
water flowing in a well-defined channel for a majority of the year (greater than 90 percent of the
time) (NCAC, 1999). Tributary 2 is best described as a natural spring which contains a
significant flow throughout the entire year (Allen, 2004), but does not have defined stream
channel due to degradation from livestock.
L.?
4
s
e
S 4.3.1.1 Rocky Branch
The current location of the Rocky Branch stream channel (along the cast toe of the I-77
roadway fill) is a product of the I-77 roadway construction completed in 1967. Prior to the
construction of 1-77 a segment of the stream channel, which presently flows through the
RBSRS, originally flowed southwesterly at the present location of the 1-77 corridor, before
looping back into the present RBSRS. This channel reach was relocated to the base of the I-77
fill slope to avoid the need for two culverts. Over the last three decades, this realignment of the
Rocky Branch channel has given rise to areas of erosion along the base of the fill slope, which,
if ignored, may eventually compromise the integrity of the roadway. Rocky Branch is currently
being impacted by cattle grazing. This damage includes stream bank erosion, mass wasting of
banks, and reduction in the riparian vegetation. Grazing of cattle widiout adequate fencing has
resulted in significant damage to the Rocky Branch channel and its water quality. The lack of
vegetation and the steep topography surrounding Rocky Branch has also caused additional
degradation due to the increased overland flow.
The existing Rocky Branch channel totals approximately 5,000 linear feet within the limits of
the RBSRS area. The existing channel slope ranges from 0.0155 ft/ft in its upper reaches and
maintains an average slope of 0.0044 ft/ft throughout the remainder of the project area
Existing profile information for Rocky Branch can be found in Appendix B. Rocky Branch is
classified as a B4/1c channel in the upper portions of the project according to the Rosgen
stream classification system (Rosgen, 1994). As the slope of the channel changes, die channel
morphs initially into a degraded C4 channel and then to a degraded E4 channel before reaching
the bridge at SR 1120. Below the SR 1120 bridge the channel slope begins to increase, resulting
in a B4/1c channel again. A summary of the cross section data used to determine these
classifications can be found in Table 1 and existing cross section views are presented in
Appendix B. Additional information including existing pattern data for Rocky Branch can be
found with all the morphological data in Appendix C.
The composition of the stream bed and banks is an important facet of stream character,
influencing channel form and hydraulics, erosion rates and sediment supply. The stream bed
along Rocky Branch was characterized using two protocols, the modified Wolman Pebble
Count (Rosgen, 1993) and die bar sample analysis. The bar sample analysis provides data for
both comparison purposes and sediment transport validations.
According to the modified Wolman Pebble Count procedure, the average d50 (50% of the
sampled population is equal to or finer than the representative particle diameter) is
approximately 11.0 mm for Roc Branch which falls into the medium gravel size category.
?'
Pebble counts were taken at 8 locations along Rocky Branch. The locations included 7 riffles
and 1 pool cross section. To obtain a more detailed picture of the pebble counts, counts were
taken within specific areas within the stream channel. Samples taken between bankfull
elevations were categorized as "Classification" samples and those taken below the water surface
were used as the "Wetted Perimeter" samples. The classification samples determine the
stream's material size as it relates to bankfull events and its overall stream material classification.
The wetted perimeter samples are used to describe the movement of sediment within the active
bed. The particle size distribution data which includes the classification, wetted perimeter, and
bar sample are presented in Appendix D.

5
a
L I
W d 3 1
The stability rating of the existing Rocky Branch channel was determined by using the Pfankuch
Channel Stability and Bank Erosion Hazard Index (BEHI) Forms. The Rocky Branch channel
was surveyed on sections which predominantly classify as a C4 Rosgen stream type for these
two evaluations. The Pfankuch rating for the Rocky Branch channel was estimated to be 115,
which ranks as "Poor" according to the rating system established for a C4 Rosgen stream type.
The BEHI rating ranged from "Very High" for the upper and middle reaches to "High" for the
lower reach. These stream channel stability evaluations can be found in Appendix E.
Table 1. Summary of Existing Cross Sections - RocIW Branch and Tributarv 1
U
CJ
[I
Cross
Section T tation
No. Morph.
Feature Bankfull
Area (ftz) Ent.
Ratio
* W/D
Ratio* Netted
Perimeter
(ft) Hydraulic
Radius
(ft) Stream
Class.*
1 2+33 Pool 35.7 1.9 10.9 23.4 1.5 -
2 4+45 Riffle 27.5 1.5 13.2 21.9 1.3 B4/lc
3 6+00 Run 34.4 1.6 11.8 23.5 1.5 --
4 7+43 Pool 37.4 4.4 7.43 21.0 1.8 --
5 8+83 Glide 34.6 1.5 17.3 27.3 1.3 --
6 11+37 Riffle 35.7 2.3 17.7 27.9 1.3 C4
7 16+97 Riffle 35.0 3.7 18.9 28.5 1.2 C4
8 23+12 Run 40.5 1.8 11.8 25.6 1.6 --
9 26+30 Pool 45.1 >5 13.1 28.0 1.6 -
10 26+43 Glide 35.1 1.7 12.2 24.1 1.5 --
11`` 28+09 Riffle 45.2 >5 11.1 23.9 1.9 E4
12 35+39 Riffle 43.5 >5 11.8 26.5 1.6 E4
13 44+30 Riffle 27.3 1.8 25.6 28.6 0.9 B4/lc
Trib.1 3+84 Riffle 3.1 1.6 33.6 10.8 0.3 C5
*Notes: Ent. Ratio is "Entrenchment Ratio"
W/D Ratio is "Width/Depth Ratio"
Stream classification is only -.fable along riffle sections.
A Bar Sample Location
4.3.1.2 Tributary 1
Tributary 1 contains approximately 595 linear feet of existing channel within the project area
and is classified as a degraded C5 stream. The average slope of this channel is 0.0135 ft/ft. The
® stream channel and banks associated with this tributary have been principally altered through
channelization, which is evident from its linear characteristics shown on Figure 4. Tributary 1
was likely channelized to increase the size of the pasture areas.
® According to the modified Wolman Pebble Count procedure, the average d5l for the stream
classification was approximately 1.3 mm, which falls into the very coarse sand size category
® (Appendix D). The ds, for the wetted perimeter was approximately 1.5 mm. The wetted
perimeter data were utilized for entrainment and velocity calculations, since no bar sample was
taken for Tributary 1. The Pfankuch Channel Stability rating for Tributary 1 was estimated to
® be 59, which is considered "Good" for a C5 Rosgen stream type. The BEHI evaluation
conducted on Tributary 1 determined that the channel has "Moderate" bank erosion potential.
6

The vegetative communities found within the project area can be characterized by three major
groupings. These groupings include Pastureland, Piedmont Bottomland Forest, and Dry
Oak-Hickory Forest (Figure G). Each plant community with its distinct assemblage of plants
arose in response to diverse topography and the influences of changing land uses over time.
Scientific names are presented along with the common names the first time the species is cited,
but subsequent textual references to the same species will be limited only to its common name.
4.4.1 Pastureland
The pastureland is the most dominant vegetative community, where it accounts for
approximately 80% of die total land area within the RBSRS. The pasture areas consist mainly
of grasses such as fescue (Festrtca spp.). A large number of weed species were identified
including white clover (Trifolirmv trpens), dog fennel (Eupatoiirrm capillifoliran), horsenettle (Solanran
camlinense), bittercress (Canlaarine birsuta), roundleaf plantain (Plantago n(elir), pokeweed
(1'1:?y7olacca anreticana), chickweed (Stellatia media), henbit (Lanmalt pure arrivi), and broadleaf dock
(R tzlie, oblurfoliur). Most of the pasture is located within the Rocky Branch floodplain, with
small portions located along the side slopes of the project area. Intensive browsing by cattle
and the constant exposure of disturbed soil by cattle hooves, particularly during wet weather,
has resulted in a dynamic influx of weedy species, where seeds of varied species are
indiscriminately dispersed to the disturbed soils in the pasture. Tlus results iii a constantly
changing pattern of succession in the pasture.
4.4.2 Piedmont Bottomland Forest
Vegetation found in this community is consistent with the Schafale and Weakley's (1990)
Piedmont Bottomland Forest classification. This vegetative community exists along the
wooded portion of the project site currently owned by Mrs. Texie Owens. Dominant species
found within this vegetative community include red maple (flcer mbnar), river birch (Betula
nigra), sycamore (Platanus oct dentalis), tulip poplar (Iiiiodendnon hrlipifera), American holly (Ilea
opaca) and Chinese privet (Lrgastnan srnense). Piedmont Bottomland Forests are generally
situated on floodplain ridges and terraces other than active levees adjacent to the stream
channel. They are underlain by various alluvial soils, including die Chcwacla and Congaree
series. These communities are flooded; however, they are seldom disturbed by flowing water.
Bottomland forests are believed to form a stable climax forest, having an un-even aged canopy
with primarily gap phase regeneration, although the possibility of unusually deep and prolonged
flooding may make widespread mortality more likely than in uplands (Schafale and Weakley,
1990).
4.4.3 Dry Oak-Hickory Forest
This vegetative community contains species and characteristics commonly associated with the
Dry Oak-Hickory Forest described by Schafale and Wcakley (1990). The community
occupies an upland area of the project site where the highest elevations arc found. The
dominant species found at the site include red maple, mockernut hickory (Car3a tomentosa), white
oak (Quercus alba), scarlet oak (Quercus coctinea), tulip poplar, American holly, post oak (Querrits
stellata), Southern red oak (Quercrts falcata), black cherry (Prwws sewina), and American beech
(Fagts grandifolia). Other less dominant species found within this vegetative community were
Virginia pine (Pines virginiana), Eastern red cedar Uunipents titginiana), sourwood (0%3,dendnart

8
r
s
L
n
F
r

Li
u
u
n
u
I.i
arGorrunr), black walnut (juglans ni,gra), and white pine (Pirrrrs strnbus). Species found on the fringe
of this communlt?, include mountain laurel (Kalmia lalifolia), blackberry (IZrtbus spp.), and Chinese
privet.
4.5 Invasive Plant Species
Invasive, or non-native species, were most prevalent in the Piedmont Bottomland. Extensive
quantities of Chinese privet, Japanese honeysuckle (Lonicera japonica), and multiflora rose (Rosa
mulliora) were observed along the stream banks, floodplain, and along the fringe of the pasture
areas.
4.6 Threatened and Endangered Species
According to the US Fish and Wildlife Service (USFWS), neither threatened nor endangered
species are known to occur in Yadkin County. However, two federal species of concern, the
Robust redhorse (a fish) and the Brook floater (a mussel) have been documented for Yadkin
County. Due to the severely deteriorated conditions of the stream channels at die RBSRS, it is
reasonable to conclude that suitable habitat is not available for mussel species. Information
regarding these federally listed species of concern can be found in Table 2.
Table 2. Federally Listed Species
Common
Name Scientific
Name Federal
Status State
Status
Habitat Requirements Suitable
Habitat Biological
Conclusion
Brook Al<umidonia Piedmont systems and along the
floater i PSC G Blue Ridge escarpment of the None Not Applicable
rar
cosa Catawba River system
Robust 11IOXOrtoma

itcdhorsc
robustum FSC Slt(PG) I Pee Dce River None Not Applicable
SK (1'L) ')1gmticantly Rare and Is Proposed for EndanScred Status
4.7 Environmental Issues
During preliminary site assessments, the EcoScience Corporation obtained data from
Environmental Data Resources, Inc. (EDR) regarding the potential for on-site or nearby
sources of contamination. EDR maintains an updated database of current and historical
sources of contamination. This database identifies all storage tanks, whether above-ground or
underground, as well as superfund sites, landfills, hazardous waste sites, and other potential
hazards. No sites exist on their database widiin a one-mile radius of the site. This report is on
file.
The hlullcey team conducted a visual reconnaissance for any Recognized Environmental
Concerns (RECs) throughout the site. The REC is the presence or likely presence of any
hazardous substances or petroleum products on a property under conditions that indicate an
existing release, a past release, or a material threat of a release of any hazardous substances or
petroleum products into structures on the property or into the ground, groundwater, or surface
water of the property (ASTM E1527-00). None were observed. No buildings, sheds, or other
structures were noted within the Rocky Branch project area. The only IZEC exists outside of
the stream restoration project area as an inactive dairy waste storage pond. The waste storage
9
a

pond is located approximately 250 feet upslope from the Rocky Branch channel and will be
decommissioned as part of this project.
4.8 Cultural Resources
Currently, an investigation is underway to document a stone dam located within the Rocky
Branch stream channel below the SR 1120 bridge. The stone dam is currently located behind
Mr. Joe Allen's home, where it is causing heavy sedimentation and debris jams. The status of
the dam is currently "Unresolved" pending an eligibility determination for the National Register
of Historic Places and consultations with the North Carolina State Historic Preservation Office
(NCSHPO).
5.0 Natural Channel Design
5.1 Reference Reach Analyses
Due to the existing unstable nature of many second, third and fourth order streams in the
Piedmont physiogtaphic province; only one reference reach (Spencer Creek) has been identified
to date. Spencer Creek is situated in Montgomery County, approximately 8 miles from Troy
and on the west side of SR 1134 (Figure 7). Spencer Creek is characterized as a second order
stream and it is classified as a rural E4/C4 stream type. Specific morphological data for this
reference reach arc given within the morphological table found in Appendix C. Its watershed is
approximately 0.54 square mile (348 acres) and encompasses large tracts of undeveloped
woodland within the Uwharrie National Forest. The riparian corridor associated with this
stream consists of native, woody vegetation. Dominant species include American holly, red
maple , swectgum, mountain laurel, flowering dogwood (Contus florida), water oak (Quercus nigra),
willow oak (Quercus pbellos), sourvood (Ott-dendnan arbozruu), and giant cane (Arundillaria
gigarlea). This stream was chosen due to its stable nature and relatively low bank-height ratios.
5.2 Sediment Transport Analyses
Sediment plays a major role in the influence of channel stability and morphology (Rosgen,
1996). A stable stream has the capacity to move its sediment load without aggrading or
degrading. Sediment analyses are generally divided into measurements of bedload and
suspended sediment (washload), changes in sediment storage, size distributions and source
areas. Washload is normally composed of fine sands, silts and clay transported in suspension at
a rate that is determined by availability and not hydraulically controlled. Bedload is transported
by rolling, sliding, or hopping (saltating) along the bed. At higher discharges, some portion of
the bedload can be suspended, especially if there is a sand component in the bedload. Bed
material transport rates arc essentially controlled by the size and nature of the bed material and
hydraulic conditions (Hey and Rosgen, 1997).
Two measures are used to calculate sediment loads for natural channel design projects: (1)
sediment transport competency and (2) sediment transport capacity. Competency is a stream's
ability to move particles of a given size. It is expressed as a measure of force (lbs/ft'). Capacity
is a stream's ability to move a quantity of sediment and is a measurement of stream power,
expressed in units of lbs/ft•sec. These analyses are conducted to ensure that the designed
stream beds including Rocky Branch and its tributary do not aggrade or degrade during bankfull
10
n
conditions. Brief descriptions of these two analyses are presented in the following sub-sections.
Entrainment and velocity calculation sheets used for these analyses are presented in Appendix
G and H, respectively.
5.2.1 Sediment Competency Analysis
The critical dimensionless shear stress (T* c) is the measure of force required to initiate general
movement of particles in a bed of a given composition. This calculation is part of several
calculations used to determine aggradation/degradation along the stream channel. For shear
stresses exceeding this critical value, essentially all grain sizes are transported at rates in
proportion to their presence in the bed (Wohl, 2000). For gravel-bed streams, the critical
dimensionless shear stress is generally calculated using surface and subsurface particle samples
from representative riffle sections. The critical dimensionless shear stress calculation is
presented below.
T*C; = 0.0834 (d,/ds) -0872 where, T*C; = critical dimensionless shear stress
(lbs/ft2)
d; = median particle size of riffle bed
surface (mm)
d;,, = median particle size of subsurface
sample (mm)
Note that d; and d;, values were empirically determined by in situ measurements. Based on the d;
of 48 mm and the d,, of 6.3 mm, the critical dimensionless shear stress was calculated to be
approximately 0.0141 lbs/ft2 utilizing the calculation above. This critical dimensionless shear
stress is used as part of the aggradation analysis presented in die following section.
The shear stress placed on the sediment particles is the force that entrains and moves the
particles. The critical shear for the proposed channel has to be sufficient to move the D84 of
the bed material. The critical shear stress was calculated and plotted on die Modified Shield's
curve to determine the approximate size of particles that will be moved (Rosgen, 2001).
Based on the Modified Shield's curve, particles ranging from 50 mm to 140 mm could be
moved within the Rocky Branch channel, with an average moveable size of 95 mm. The largest
particle found on depositional bars was 63 mm. The D8a and D,00 of Rocky Branch are 85 mm
and 130 mm, respectively. Therefore, die proposed design has sufficient shear stress to move
the bedload associated with both streams. Based on Shield's curve, the unnamed tributary can
move particles ranging from 5 mm to 15 mm. The D84 and D10, of the first unnamed tributary
are 4.0 and 12 mm, respectively.
5.2.2 Sediment Transport Capacity
Stream power was calculated for both the existing and design channel conditions to determine
the effect of the restoration on sediment transport capacity. A stream's capacity is defined as
the maximum load a stream can transport at a given time. The capacity of a stream to move
sediment is directly related to velocity and stream power. The existing channel exhibited an
excess of stream power as noted by the mass wasting of banks and excessive bank height ratios.
By adjusting width-to-depth ratios and providing a floodplain at the bankfull stage, the
11
e
proposed design reduces both stream power and velocity; thereby, reducing capacity to only
that needed to move the sediment supplied by the watershed.
5.2.3 Aggradation/Degradation Analysis
New channel construction associated with natural channel design projects generally includes the
design and layout of a channel with increased length and sinuosity and reduced slope as
compared with the existing channel. However, there are some situations where the existing
channel exhibits excessive and unstable patterns. The new channel design in these cases will
result in an increase in slope and a decrease in channel length. The data associated with these
channels must prove that the adjusted channel slope will not cause the stream to aggrade or
degrade. The proposed design for the upper portion of Rocky Branch will result in a new and
longer channel with more meanders and with slightly less slope (0.0109 ft/ft) than the existing
channel (0.0155 ft/ft). The middle portion of Rocky Branch follows the second model;
consequently the new channel will have a greater slope, but will be somewhat shorter. The
proposed design for this segment of stream will result in an increase in slope (0.0069 ft/ft)
versus the existing (0.0053 ft/ft). The lower portion of Rocky Branch maintains a relatively
stable profile; therefore the proposed design will not alter the channel's slope (0.0036 ft/ft),
only its dimension and pattern. The proposed width/depth ratios were adjusted in conjunction
with the slope to ensure that the proposed stream will transport its sediment over time without
aggrading or degrading.
Calculations of critical depth are required. These calculations represent the need to transport
large sediment particles, usually defined as the largest particle of the riffle sub-pavement sample.
As a result, critical depth can be compared with the design mean riffle depth in order to verify
that the design stream has sufficient competency to move large particles without causing the
thalweg to aggrade or degrade. The calculation for critical water depth is shown below.
dr = .05 t* D? where,
S
dT = critical water depth (ft)
T*?; = critical dimensionless shear stress
(lbs/ftZ)
D; = largest particle of bar or sub-
pavement sample (ft)
S = average channel slope (ft/ft)
5.2.4 Sediment Transport Summary
Based on the calculations for competency, aggradation, degradation and capacity, bankfull
conditions in the design channel will entrain particles ranging from 50 to 140 mm. The D„00 of
Rocky Branch is 130 mm. The design channel is predicted to remain stable over time based on
the establishment of proper dimension, pattern and profile and an active floodplain. The
addition of riparian vegetation will further enhance the long term stability of the entire system.
5.3 Proposed Design
Design methodologies are based on natural channel design concepts outlined by Rosgen (1994,
1996, 1998). These methodologies include existing and reference reach channel surveys, data
12
U.
interpretations and geomorphological comparisons of all channel features. Based on field
observations and preliminary ideas, the project will attempt to implement Priority I and II
Restoration and Priority IV Stabilization. The restoration of Rocky Branch will follow Priority
Level 1, 11, and IV protocols. The Priority Level I Restoration will result in a new stream
channel adjacent to the existing channel that exhibits a bank height ratio (ratio of the top of
bank elevation divided by the bankfull elevation) of 1.0 to 1.3. The Priority Level 11
Restoration involves construction of a new channel with a floodplain bench at the bankfull
elevation. The Priority Level IV Stabilization will involve the placement of structures to alter
the dimension of the channel, without constructing a new channel. A summary of the existing
and proposed streams at RBSRS is outlined in Table 3. A Conceptual Design for Rocky Branch
can be found in the Attachments section.
Table 3. Rocky Branch Stream Restoration Summary
L
LL
0
L
Strcatyr:
Stream Priority Level Type Existing Length
of Channel 1 Proposed Length
of Channel 1
I Restoration 3,444
Rocky Branch II Restoration 4,171 320
IV Enhancement 407
Tributary #1 1 Restoration 593 192
Tributary #2 N/A Pond 280 0
Total 5,044 4,363
5.3.1 Roclcy Branch
It is anticipated that Priority Level II Restoration design measures will be applied to
approximately 320 linear feet of Rocky Branch (Station 0+00 to 3+20) (Appendix I). This
upper reach area will serve as a transition from the existing channel to the newly constructed
channel. The slope in the upper reach averages 0.0109 ft/ft, which is the steepest portion of
the entire project. Cross vanes will be the primary structures used in this section in order to
provide stability and grade control for this area of transition. Bankfull cross sectional areas
found in this portion of the project average 30.0 square feet for riffles and 38.5 square feet for
pools and are also found in Appendix I). The upper reach stream channel will contain
floodplain benches, which will help reduce stream velocities and provide a transitional tool to
link the Priority I stream restoration area starting at Station 3+20.
The middle reach of the proposed channel is the beginning of Priority I restoration activities.
The middle reach which contains a slope of 0.0069 ft/ft, will provide a gradual transition
between the upper and the lower reaches. Bankfull cross sectional areas associated with the
middle reach average 35.0 square feet for riffles to 46.0 square feet for pools. Bankfull
associated with the middle reach will lie at or very close to the top of bank. By positioning the
bankfull elevation at the top of bank, the stream channel with be able to fully utilize its
floodplain. This utilization of the floodplain should significantly reduce bank erosion.
Structures used in this section will include cross vanes, j-hook vanes, and single arm rock vanes.
w
13
CIS
Root-,vads will be installed at specific areas to relieve stress from outside bends and to provide
natural habitat for aquatic life.
The lower reach of Rocky Branch begins at Station 11+80, where it continues to follow Priority
I stream restoration methods. This section contains slopes averaging 0.0034 ft/ft, wlucli are the
lowest throughout the project. Bankfull cross sectional areas associated with the lower reach
average 45.0 square feet for riffles and 52.5 square feet for pools. This reach will also utilize
cross vanes, j-hooks, single arm vanes, and root-,vads structures. Any existing drainage tiles
within the conservation casement will be removed or destroyed during the channel
construction. A 25 foot-wide permanent ford crossing will be established within proposed
Rocky Branch channel between Stations 14+99 and 15+24.
Beginning at Station 37+10, where the new channel connects back to the existing channel,
stream restoration methods will follow Priority IV stabilization methods. This section will use a
minimal number of cross vane structures to achieve the appropriate channel dimensions.
Stream banks will be sloped and tapered into the floodplain, which will reduce the current bank
erosion induced by cattle grazing. Following the removal of the boulder dam, areas previously
impacted should return to a bedrock controlled stream bed.
5.3.2 Tributary 1
Stream restoration associated with Tributary 1 will be exclusively Priority Level I Restoration.
The proposed restoration will reduce the linear footage of the stream channel, but provide a
more natural configuration and alignment with the Rocky Branch channel. Bankfull cross
sectional areas proposed for this stream channel are 4.5 square feet for riffles and 5.25 square
feet for pools. Cross vanes will be installed to provide grade control within this newly
constructed channel. Spoil material removed from the newly excavated channel will be placed
in the abandoned channel of Tributary 1 following the placement of clay plug at the new
connection point.
5.3.3 Tributary 2
As a result of conservation casement agreements, no stream restoration activities will take place
on the Tributary 2 stream channel. The current stream channel, which arises from a natural
spring, will be converted to a small pond. The construction of this pond will significantly
reduce sediment inputs and should improve the quality of the water flowing into Rocky Branch.
The outflow of the pond will eventually drain back into the Rocky Branch channel.
5.4 Proposed Construction Sequence
Construction of the project will be carried out in three phases to ensure adequate
implementation of sedimentation controls, channel stability, and maximum vegetation survival.
During the first phase, primary construction access roads, spoil areas, and staging areas will be
established. Following die completion of these construction zones, the boulder dam will be
removed. During the second phase, the Rocky Branch stream channels, the pond, and the
secondary access roads will be constructed. Filling of the abandoned channels will also be
completed during the second phase. The final phase will involve minor grading, site
14
0
preparation (sub-soiling), removal of temporary access roads and staging areas, and the creation
of depressions (vernal pools).
Initially, the primary construction access roads, spoil areas, and the staging areas will be
established throughout the entire RBSRS. Once these areas have been established, the boulder
dam will be removed and the boulders stockpiled. Removal of the dam at this stage of
construction will allow the on-site engineer to monitor this area, while continuing to proceed
with other phases of the project. Removal of the dam should allow accumulated sediments to
exit the impounded area, returning the channel to its original bed material, which is comprised
of bedrock. Since the conservation easement does not include any area downstream of the SR
1120 bridge, boulders removed from the darn will be stored and used for in-stream structures
on Mr. Joe Allen's portion of the conservation casement.
The second phase of the project will involve construction of new channels and placement of
structures for Rocky Branch and Tributary 1. The proposed pond will be constructed at the
current location of Tributary 2. These structures will provide stability and habitat for the
stream channel and will include cross vanes, j-hook vanes, single-arm rock vanes, and rootwads.
Construction of the new channel must be staged to ensure the most economical use of
equipment and materials, and to ensure that sedimentation controls and channel stability efforts
are maximized.
The new Rocky Branch channel will be constructed from Station 0+50 (50 feet downstream of
project's northern limit) to Station 20+00. Dewatering structures will be built near Stations
7+00 and 12+00 to filter out residual sediment. These dewatering structures will drain into the
depression area on the east side of the field to further filter the water. A third structure will be
installed at Station 20+00, and it will drain into the existing channel. This phase of construction
will be built in segments that will cease at stations where the dewatering structures are planned.
This will further ensure superior sediment control since groundwater difficulties are anticipated.
A small portion of the channel between Stations 19+80 to 20+00 will remain in place to
prevent movement of groundwater past the dewatering structures. This will be excavated and
vegetated prior turning the water into the new channel. Spoil generated from excavation of the
new channel will eventually be used to fill the existing stream channel. Consequently, the
majority of the excavation spoil from upstream of Station 20+00 will be stockpiled on the west
side of the newly constructed channel as detailed on the erosion control plans, to reduce
material-handling time and to minimize compaction of the substrate.
Between Stations 20+00 and 30+00, the distance between the existing and proposed channel
locations prevent spoil stockpiling. In order to continue construction of the new channel, two
24-inch corrugated plastic pipes will be placed in the stream and serve as a conveyance for the
water near Station 20+00. An impervious rock dyke (rock silt screen) will be installed around
the pipe inlet to concentrate water into the pipes and not disturb the flow of the stream. Fill
will then be placed over the pipes in the existing channel. Silt fence should be installed as
shown on the erosion control plan on either side of die pipe outlet to protect against any
erosion upstream. Pipes will be laid in 20 to 50-foot segments, as needed on a day by day basis.
At least 2 rock silt screens will be installed downstream of the pipe inlets to prevent the pipes
from floating or moving, and a fourth will be established at the pipe outlets. A rip-rap energy
dissipater will be constructed at Station 30+00. A rock check will be installed just upstream of
the pipe inlet to trap heavy sediment and fines, protecting the pipe from clogging. The use of
15
s
corrugated plastic pipes and the proximity of the existing and proposed channel locations will
permit concurrent filling of the existing channel during construction of the new channel. This
system should significantly reduce material handling and equipment movement which in turn
minimizes impacts to the soil substrate. Dewatering structures will be established near Station
30+00 to handle groundwater seepage between Stations 20+00 and 30+00.
The final leg of main channel construction is between Stations 30+00 and 37+00. Dewatering
structures will be installed at Station 37+00 to account for filtration of groundwater. Stockpile
areas will be located on either side of the new channel as outlined in the erosion control plans.
When construction is complete on the main channel, the new channel work on Tributary 1 can
be then be started.
The new Tributary 1 channel will be constructed from Station 0+20 to the new Rocky Branch
channel and allowed to vegetate prior to any diversion of water. Prior to diverting water into
the new Rocky Branch channel, a secondary access road will be built to allow the contractor
access to the area between Stations 0+00 to 0+50. Following die construction of the secondary
access road, the Rocky Branch channel will be connected with its new channel by excavating an
opening between Stations 0+00 to 0+50 and installing a clay plug in the old channel. In the
interim, backfilling of the abandoned Rocky Branch channel will begin, which should allow
adequate time for the newly constructed Tributary 1 channel to vegetate. Once the new
Tributary 1 channel is considered adequately vegetated, water can then be diverted into the
channel by excavating between Stations 0+00 to 0+20 and placing a clay plug in its old channel.
Following the completion of the new Tributary 1 channel, the construction of the pond will
begin.
The final phase of the construction process will involve minor grading and sub-soiling of the
site, removal and amelioration of temporary access roads, and the creation of depressions
commonly known as vernal pools. The sub-soiling will be done to mitigate soil compaction of
by heavy equipment and cattle and to create micro-topographic features adjacent to the stream
channel. Removal of temporary access roads and staging areas will start at the beginning of the
project and proceed downstream. This will allow the removal of all temporary materials and
the renovation of areas as well as constructing vernal pools. The vernal pools were strategically
located near or in staging and stockpile areas to eliminate compaction areas on the site and to
reduce the construction costs. Following the final grading activities, native trees and shrubs will
be planted at the site during the dormant season.
6.0 Flood Analyses
Portions of the Rocky Branch Site, including the channel of Rocky Branch and its immediate
floodplain are located within the Federal Emergency Management Association's (FENIA)
approximate 100-year flood boundary, as depicted on Figure 8 (FENIA, 1991). These areas are
inundated by the 100-year flood where Base Flood Elevations (BFE) have not been determined.
Currently Yadkin County does not participate in the National Flood Insurance Program;
therefore, no formal study is required according to FEIAIA's 44 CFR 60.3(b).
Approximate limits of flooding for the existing and proposed channels were determined using
HEC-RAS software from the US Army Corps of Engineers Hydrologic Engineering Center.
Water surface profiles for the 2-year, 5-year, 10-year, 25-year, 50-year, and 100-year storm
16
II II

events were computed. Data from die 50-year and 100-year storm events are included in Table
4.
Table 4. Flood Analyses for the 50-Year and 100-Year Storm Events.
Rocky Branch Profile. 50 r
G
u
n
I:
Station Q Water Surface Elevation
(proposed) "Total Existing Proposed Difference
(cfs) (ft) (ft) (ft)
19.60 1200 882.91 882.91 0.00
240.51 1201 889.49 889.49 0.(x)
642.82 1200 897.39 897.39 0.00
947.94 1200 902.43 902.43 0.00
1284.23 1200 908.77 911.68 2.91
1533.40 1200 911.07 913.59 252
1597.98 12110 911.93 913.45 152
1620 Bridge
1635.83 1200 914.33 914.98 0.65
1689.69 1200 914.71 915.78 1.07
1771.63 1200 914.78 915.80 .02
2046.16 1100 915.21 916.10 0.89
2457.83 1100 917.37 917.17 -0.20
3074.68 1100 919.37 919.20 -0.27
3572.24 1100 920.70 920.21 -0.49
4327.59 1100 923.12 923.01 -0.11
4903.23 1100 925.34 926.29 0.95
5593.52 1100 929.01 931.06 2.05
6339.76 1100 941.99 931.99 0.00
7.0 Typical Drawings
Rocky Branch Profile: 100 yr
Station Q Water Surface Elevation
(proposed) Total Existing Proposed Difference
(cfs) (ft) (ft) (ft)
19.60 1500 883.40 883.40 0.00
240.51 1500 889.92 889.92 0.00
642.82 1500 897.83 897.83 0.00
947.93 1500 903.04 903.03 -0.01
1284.23 1500 909.33 91215 2.82
1544.40 1500 911.56 914.16 2.60
1597.98 1500 912.58 913.91 1.33
1620 Bride
1635.84 1500 915.42 916.01 0.59
1689.69 1500 915.85 916.90 1.05
1771.64 1500 915.93 916.92 0.93
2046.16 1400 916.07 917.09 1.02
2357.83 1400 917.69 617.94 0.25
3047.68 141x1 919.97 919.70 -0.27
3572.24 1400 921.26 920.70 -0.56
4327.59 1400 823.25 823.57 0.32
4903.24 1400 925.94 926.74 0.80
5593.52 1400 929.71 931.74 2.03
6339.76 1400 942.50 942.50 0.00
Four different structure types made of natural materials will be installed in the stream channels.
These structures include single-arm rock vanes, j-hook rock vanes, cross vanes and rootwads.
These will be composed of natural materials from the boulder dam and off-site sources. Details
for these structures can be found in Appendix J.
7.1 Single-Arm Rock Vane
These structures are designed to dissipate die secondary circulation cells which cause stress in
the near bank region. They also force the thahveg away from the bank and towards the middle
of the channel. These structures are placed on die outsides of meander bends. Footer rocks
are placed on one side of die channel bottom for stability. More rocks are Bien placed at an
angle to the stream bank, gradually inclining in elevation until they are located at the proposed
bankfull elevation. At die point at which the structure reaches the bankfull elevation, rocks are
placed perpendicular to the rock vane arm and embedded into the bank. These additional rocks
provide a linkage to the etisting stream bank as well as providing added protection during heavy
flows.
7.2 J-Hook Rock Vanes
These structures are also designed to dissipate the secondary circulation cells which cause stress
in the near bank region. They also force the dialweg away from the bank and towards the
17
n
middle of the channel. Similar in design to single-arm rock vanes, these structures arc placed on
the outsides of meander bends. Footer rocks are placed on one side of the channel bottom for
stability. 'More rocks arc then placed at an angle to the stream bank, gradually inclining in
elevation until they are located above the bankfull surface directly adjacent to the stream bank.
Additional rocks are placed in the channel to give the structure a "J" shape. These extra rocks
are added to maintain the pool and provide additional fish habitat.
7.3 Cross Vanes
These structures serve to maintain the integrity and composition of the riffle while promoting
scour along the center of the channel, away from the adjacent banks. The design shape is
roughly that of the letter "U" with the apex situated on the upstream side in the riffle section.
Footer rocks are placed in the channel bottom for stability. Rocks are then placed on the top of
these footer rocks in the middle of the channel at approximately the same elevation as the
designed stream bed. Rocks are then placed at an angle to the stream bank on either side of the
channel. These rocks gradually incline to the bankfull elevation. Water flowing downstream is
forced over these rocks towards the middle of the channel on either side of the structure,
effectively scouring a pool immediately downstream. Cross vanes are used primarily for
stabilization and grade control, but the structures also provide habitat.
7.4 Root Wads
The objectives of these structures arc to: provide ii-stream and overhead cover for aquatic
organisms, including fish; provide shade, detritus and terrestrial insect habitat; and provide
minimal protection of the stream bank from erosion. Generally, a footer log and boulder are
placed on the channel bottom and abut the stream bank along the outside of the meander bend.
This provides support for the root-wad and stability (minimal) to the stream bank. A large tree
rootwad (or root-ball) is then placed on the stream bank with additional boulders and rocks on
either side for stability. Flowing water is deflected away from the bank. and towards the center
of the channel.
8.0 Stream Riparian Planting Plan
The planting plan for the riparian and upland buffers of the Rocky Branch site will provide
post-construction erosion control and riparian habitat enhancement. The planting plan will also
attempt to blend existing vegetative communities into recently restored areas. Plantings in the
buffer areas will include native species appropriate for the Piedmont physiographic province
and the RBSRS. Plants within the floodplain will be flood tolerant species, which can
accommodate periodic flooding events throughout the year. A variety of trees and shrubs will
be planted to provide cover and habitat for wildlife as well as soil stabilization.
Tree and shrub species will be planted in specific planting zones. These planting zones will
accommodate plant species which have specific requirements for growth. Hydrology and
topography are main factors that dictate a plant's ability to survive and to thrive following
planting. These planting zones will be created around these requirements and will include the
following zones: Zone 1 (Stream Banks), Zone 2 (Riparian Buffer), Zone 3 (Wetlands), Zone 4
(Vernal Pools), and Zone 5 (Upland Buffers. A list of species in each Zone can be found in
Table 5.
18
L
n
L
n
L
u
n
u
I-
L
1
1
Table 5. Recommended Plant Species and Planting Zones.
Planting Zone Recommended Plant Species A
Zone Description Scientific Name Common Name
Alnus sem+lala Tag alder
Belula riSra River birch
Cepbalanthus oazdelaalis Buttonbush

Stream Banks Conuu araaniun Silky dogwood
M Hibisc a mosbeutos Marsh mallow
Lindera bentioin Spicebush
Salix nisra Black willow
Salix se&ca Silky willow
Sarnbuciu canade+uis Elderberry
Betrrla rrlSra River birch
Fraxinuspennghraniai Green ash

Riparian Lirrdera bcni Zoin Spicebush
2
Buffer Plantanus oaidentalis Sycamore
Quercus nisra Water oak
,Quenuspbellor Willow oak
SRrrbucus caradoifis Elderberry
Anus serrulata Tag alder
Cepbalanlhur oaideiaalis Buttonbush
Conius wavvurn Silky dogwood
3 Wetlands Frax nuupenngk-anica Green ash
Hibiscus rnosbeulos 'Marsh mallow
Salix riSra Black willow
Salix scricea Silky willow
Boehmeria 9•lindrica False nettle
Carex h+rida Lurid sedge
Carex intunfesceru Bladder sedge
C}penis rtrisosus Umbrella sedge
4 Vernal Pools Eleocbaris obtrua Blunt spike-rush
Eupatoriurn fstulosurn Joe-pye weed
juncus coriaceus Leathery rush
juncus cures Soft rush
Saun+n+s cerlwus Lizard's tail
Car}•a tonrentosa 'Mockcrnut hickory
Coniruflorida Flowering dogwood
Dio.rprq'o.r sigh ana Persimmon
Hex opaca American holly
juniperur tirsiniara Eastern red cedar
5 Upland Buffer Pinus ecbinata Shordcaf pine
Piruu strobru \Miite pine
Pinar rirginiana Virginia pine
Prunus serotina Black cherry
.Quercus alba White oak
,Q+ercus falcala Southern red oak
A List is alphabetized by scientific name within each planting zone.
Shrubs and trees with extensive, deep rooting systems will assist in stabilizing the banks in the
long term. Native grasses, transplants, and live stakes will be utilized at the site for immediate
stabilization as well as erosion control matting along the newly created stream banks.
Vegetation will be planted in a random fashion in an effort to mimic natural plant communities.
Colonization of local herbaceous vegetation will inevitably occur, which will provide additional
19
`H
u
soil stability. Tree species will be planted as bare root stock on random eight-foot centers at a
frequency of 680 stems per acre. Shrub species will be dispersed among these tree species also
on random eight-foot centers. Larger plant stock will be established in areas immediately
adjacent to channel structures. These areas will also receive much denser plantings in order to
expedite the stabilization of the soil through greater rooting mass. Planting stock will be culled
to remove inferior specimens, so only healthy, viable stock will be planted at the RBSRS.
Planting of species will utilize dormant plant stock and will be performed to the extent
practicable between December 1" and March 15`h.
9.0 Stream Monitoring Plan
Monitoring will determine the degree of success the mitigation project has achieved in meeting
the objectives of providing proper channel functions and increased habitat quality. This
monitoring data will provide the Ecosystem Enhancement Program (EEP) and resource
agencies with evidence that the goals of the Rocky Branch project have been met. Monitoring
of the site will include an assessment of geomorphology and riparian vegetation at least once
each year for a total of five years. Monitoring reports will be submitted annually to the EEP by
December of each year. The monitoring reports will include detailed analysis of the new stream
and floodplain, plant survivability, photos, and photo location points as well as a description of
any problems and recommendations for remedial measures. Photo point locations are shown
on Figure 5 and pre-construction photos of these areas can be found in Appendix A. In the
event that success criteria are not met, remedial measures will be installed to achieve success, as
directed by the EEP.
Upon completion of the project, an as-built channel survey will be conducted. The survey will
document the dimension, pattern, and profile of the restored channel. Permanent cross
sections will be established at an approximate frequency determined by the EEP. The locations
will be selected to represent approximately 50% riffle and 50% pool areas. The as-built survey
will include photo documentation at all cross sections, a plan view diagram, a longitudinal
profile, vegetation information and pebble counts. The as-built plan will serve as a reference
for demonstrating and quantifying the magnitude and frequency of problem events.
9.1 Stream Channel Assessment
During the first-year Mulkey will evaluate the restored portion of Rocky Branch and Tributary 1
in regard to overall channel stability. Since streams are considered as "active" or "dynamic"
systems, restoration is achieved by allowing the channel to develop a stable dimension, pattern,
and profile such that, over time, the stream features (riffle, run, pool, and glide) are maintained
and the channel does not aggrade or degrade. Minor morphologic adjustments from the design
stream are anticipated based on the correlation of reference reach data, excessive sediment
deposition from upstream sources, and on-going changes in land use within the watershed in
addition to the effects of extraordinary meteorological events.
9.2 Vegetation Success
Vegetation requirements state that 260 stems/acre must be viable for success after the five year
monitoring period. Should the performance criteria outlined above not be met during the
monitoring period, Mulkey will provide the EEP with a remediation proposal, detailing
20
i
UL
corrective actions and/or maintenance actions proposed, and an implementation schedule.
Upon review and approval/modification of proposed corrective measures by the EEP and the
regulatory agencies, Aiulkey will implement the necessary corrective measures.
9.3 Monitoring Data
Monitoring data for each monitoring year will consist of the following:
1. Stream Channel Assessment
Channel stability
2. Vegetation Data
Number of stems/acre of woody species
Percent of survival of planted woody species
Species composition, including non-dominants
Quantitative measure of noxious species
Overall condition of the planted species
Photo reference locations of each plot
9.4 Reporting
The first-year monitoring reports will be submitted to the EEP's designated representative for
coordination with the appropriate regulatory agencies on an annual basis. The first-year of
monitoring will have two submittals, one being the As-Built drawings and the second being the
First Year Annual Monitoring Report. It is understood that the EEP will coordinate any
necessary monitoring report submittals with the regulatory agencies. If monitoring reports
indicate any deficiencies in achieving the success criteria on schedule, a remedial action plan will
be included in the annual monitoring reports. Nfullcey will be available to coordinate any agency
site visits, both before and after restoration activities have been completed. Vegetative
monitoring will be conducted during the summer months of each monitoring year.
9.5 Exotic/Invasive Species
Invasive species will be identified and controlled so that none become dominant species or alter
the desired community structure of the site. Specific areas have already been identified to
contain invasive plants. Invasive species within these areas will be controlled using the most
appropriate means that is suitable to EEP.
All vegetation removal from the site shall be done by mechanical means only unless the EEP
has first authorized the use of herbicides or algaecides for the control of plants in or
immediately adjacent to the site.
10.0 Stream Performance Criteria
Based on the Classification Key for Natural Rivers (Rosgen, 1996), restoration activities will
ultimately result in the classification of a C-stream type for Rocky Branch and Tributary 1.
These stream types arc slightly entrenched, meandering, gravel dominated, riffle-pool channels
with well developed floodplains. Pool to pool spacing for this stream type averages five-to-
21

L
seven bankfull channel widths in length. The stream banks are generally composed of sand and
gravel material, with stream beds exhibiting little difference in pavement and sub-pavement
material composition. Rates of lateral migration are influenced by the presence and condition
of riparian vegetation. The C-stream type, is best characterized by the presence of point bars
and other depositional features, it is very susceptible to shifts in bode lateral and vertical stability
caused by direct channel disturbance and changes in the flow and sediment regimes of the
contributing watershed. As a result, stream success criteria will be based on overall stability. It
is expected that channel adjustment will occur throughout the restored reaches; however,
excessive adjustment and potential stream instability will be judged to be occurring if the
width/depth ratio is measured to be greater than 18, the bank height ratio is greater dean 1.4;
radius of curvature ratio is less than 1.5, or the development of head cuts occur.
11.0 Wetland Performance Criteria
e
Baseline wetlands determinations were performed to quantify the existing wetlands at the
RBSRS. Currently, a total of 1.44 acres of wetlands arc located within the conservation
easement. Wetland creation, restoration, and enhancement activities presented in the following
sections only represent approximate wetland acreages, which are anticipated at the end of
monitoring year-five (Table 6). An actual acreage of these wetlands will be determined during
the fifth-year of monitoring by a new jurisdictional determination. Each wetland category
(creation, restoration, enhancement, and preservation) will be determined at the time of die
jurisdictional determinations. Wetlands derived as a result of the project will be determined by
subtracting the existing wetland acreage from die total wetland acreage found at the site at the
end of monitoring year five.
Table 6. Rocky Branch Wetland Restoration Summary
VIC ,11,111
Name Type Existing (Acres) A Proposed (Acres) A
Creation _
Non-Riparian Restoration
n
Enhancement 0.35
Preservation _
Total 0.35 c 0.00
Creation 1.50

Ri
arian Restoration 0.72
p
Enhancement 1.09
0.24
Preservation 1.09
Total 1.09 3.55
Grand Total 1.44 3.55
Represents acreage completely contained uitlun the conservation easement.
° Wetland acreage represents "Wetland A".
C Existing non-riparian wetland acreage reverts to riparian enhancement acreage follov6rig channel relocation.
22
s
11.1 Wetland Creation
Wetlands created as a result of the stream restoration activities will be located within the
abandoned stream channel of Rocky Branch and throughout the floodplain as vernal pools
(Attachments). Soil material removed from new channel excavations will be used to partially fill
the abandoned stream channel. The specific location of each created wetland was purposely
selected to provide water storage for overland flow due to the steep topography surrounding
the project and stormwater drainage from the I-77 roadway. These created wetlands will be
planted with wetland species native to this region. Creation of these wetlands will provide
habitat for amphibians, waterfowl, and other plant and animal species in the area.
Approximately 1.50 acres of wetland creation is anticipated within the conservation easement.
11.2 Wetland Enhancement
Wetland enhancement activities will be focused on reestablishing vegetation within Wetland A.
Due to the relocation of the Rocky Branch channel, some portions of the original wetland may
be altered or eliminated. As a result of these activities, the remaining portions of Wctand A
(0.24 acres) will be enhanced through riparian plantings. The vegetation currently found within
the wetland is comprised herbaceous species that have been significantly impacted due to cattle
grazing. Very few woody species arc present except for several American hollies and a black
willow. Planting appropriate native, wetland vegetation within this area should significantly
improve the quality of dis wetland area.
11.3 Wetland Preservation
The preservation of existing wetlands will include the portions of Wetland B and Wetland C
(1.09 acres) found within the established conservation easement. Wetland B is characterized as
a Piedmont Bottomland Forest and Wetland C is an emergent wetland. The elimination of
cattle within these areas through fencing, should only improve die quality of these wetlands.
The relocation of the Rocky Branch channel and the removal of drainage tiles in adjacent fields
will also help enhance the value of these areas.
11.4 Wetland Restoration
Wedand restoration is anticipated in areas adjacent to die Piedmont Bottomland Forest and die
abandoned channel of Tributary 1 (Attachments). Soils found in these areas arc conducive to
wedand restoration because of their existing redoximorphic features, their proximity to existing
wetlands, and the presence of drainage mechanisms within these areas. Vegetation in these
areas has been maintained through mowing and livestock grazing. Following die relocation of
die stream channel and the installation of fencing around the project, more typical successional
patterns should result in the return of wedand vegetation and hydrology to these areas. The
current conceptual design proposes the restoration of 0.72 acres of wetlands. The current base
mapping will serve as baseline for determining die actual quantities of wetland creation or
restoration following the completion of the project.

23

12.0 Farm Management
This section includes the management of activities that fall outside of the stream restoration
tasks, but are directly linked to the overall quality of the project. The tasks are a direct result of
the stream restoration project or a part of the conservation easement agreement agreed upon by
the current property owners. EEP and Mulkey will provide administrative assistance during the
planning and implementation phases of these farm management tasks. These tasks will include
installation of watering structures and piping, the drilling of wells, the construction a shade
house for cattle, and the decommissioning of a waste storage pond. Contractors will be
selected to implement these tasks through an informal bid process.
12.1 Livestock
As a result of stream restoration activities, which includes a provision for fencing out cattle,
livestock currently utilizing the Rocky Branch channels for water will no longer have access to
shade or watering areas along the stream and immediate riparian and non-riparian buffer areas.
Therefore, as a condition of the future conservation easement five drinking stations, two wells,
one shade house, and fencing will be installed at designated locations outside of die
conservation easement (Figure 9). EEP and Mulkey will only provide administrative assistance
with these farm management tasks.
In order to provide water for approximately seventy-five head of beef cattle, four drinking
stations and a well will be installed on Mr. Joe Allen's property with iii the conservation
casement An existing well will be connected to two of the drinking stations, while the
remaining two stations will be connected via the newly drilled well. All water connections and
pumps will be installed to provide the most effective watering stations. Due to the lack of
vegetation in the remaining pastures, a shade house will also be installed on Mr. Joe Allen's
property to provide artificial shade for the livestock. According to Weaver (2004), each cow
requires approximately 64 square feet of floor space to adequately coexist within the shade
house. A structure should be built to provide a minimum 5,000 square feet of floor space for
75 head of beef cattle. It is recommended that horizontal structural beams be used to reduce
the number of internal supports and that the floor of the structure be made of concrete. The
use of structural beams and concrete flooring will expedite daily maintenance processes and
provide a higher level of sanitation within the shade house. In addition, one well and one
drinker will be established on Mr. Bill Allen's property as part of the conservation easement
agreement.
12.2 Waste Storage Pond
An inactive dairy waste storage pond currently occupies approximately 0.5 acre of land found
on Mr. Bill Allen's property, which is upslope of proposed stream restoration activities (Figure
9 and Appendix A). To reduce future risks to stream water quality in the Rocky Branch
channel, elimination of the waste storage pond through a decommissioning process, is an
integral part of this stream restoration project.
The State of North Carolina requires a waste storage pond closure plan to be written by the
local NRCS before any waste can be removed or land applied. As a part of the waste storage
closure plan, sludge and liquid waste samples were taken to determine their current nutrient
24

e
content. Soil samples from adjacent farmland were also taken to determine their current
nutrient levels and respective soil properties. These samples were taken to the North Carolina
Department of Agriculture (NCDA) laboratory in Raleigh, NC for analyses.
1 Following the completion of a waste storage pond closure plan, a contractor will be hired to
follow the specifications contained within the plan. Solid and liquid waste will be removed and
land applied to Mr. Bill Allen's farmland directly across SR 1120, currently being leased by
Myers Farms, Inc. The land application fields recommended by the NRCS are shown on
Figure 9. Each year a waste management plan is prepared for their farming operation and the
decommissioning of the dairy waste storage pond will be incorporated into their 2005 waste
management plan. All land application activities will be coordinated with INlyers Farms to
ensure that an active crop will be growing or will be planted within 30 days of application of the
waste. Once the waste has been completely removed from the storage pond and the excavated
site passes a required inspection, the pit will be filled with suitable earthen material. Copies of
the Waste Storage Pond Closure Plan are on file with the Ecosystem Enhancement Program
and the Yadkin County NRCS office.
v
25
e
c
References
Allen, J. 2004. Personal communication on September 2"d at his personal residence.
Curle, L.D. 1962. Soil Survey of Yadkin County, North Carolina. US Department of
Agriculture, Soil Conservation Service, in Cooperation with the North Carolina Agricultural
Experiment Station.
Daniels, R.B., S.W. Buol, H j. Iileiss, and C.A. Ditzler. 1999. Soil Systems of North Carolina.
North Carolina State University, Soil Science Department, Raleigh, NC.
Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual;
Technical Report Y-87-1. United States Army Engineer Waterways Experiment Station,
Vicksburg, NIS.
Federal Emergency Management Association (FEhIA). 2004. http: //w,,«v.fema.nrr .
Griffith, G.E., J.M. Omernik, J.A. Comstock, M.P. Schafale, W.H. McNab, D.R. Lenant, T.F.
MacPherson, J.B. Glover, and V.B. Shelburne. 2002. Ecoregions of North Carolina and South
Carolina (color poster with map, descriptive text, summary tables, and photographs). Reston,
VA, US Geological Survey (map scale 1:1,500,000).
Hey, Richard and Dave Rosgen. 1997. Fluvial Geomorphology for Engineers. Wildland
Hydrology, Pagosa Springs, Colorado.
North Carolina Administrative Code (NCAC). 1999. Subchapter lI - Forest Practice
Guidelines Related to Water Quality, Section.0100. 15A NCAC 11.0102. Raleigh, NC.
North Carolina Department of Environment and Natural Resources (NCDENR). 2004.
Basinwide Information Management System. Available:
http://h2?.enr.state.nc.us/bim?/reports/b??in??ndw?tcrbodics/03-07 O6 pdE
North Carolina Department of Environment and Natural Resources (NCDENR). 2004x.
North Carolina Water Quality Assessment and Impaired Waters List (2004 Integrated 305(b)
and 303(d) Report). Prepared by the North Carolina Department of Environment & Natural
Resources, Division of Water Quality, `Mater Quality Section.
North Carolina Department of Environment and Natural Resources (NCDENR). 2002.
Basinwide Assessment Report - Yadkin-Pee Dee River Basin. Prepared by the North Carolina

26

t
Department of Environment & Natural Resources, Division of Water Quality, Water Quality
Section.
North Carolina Division of Land Resources (I\TCDLR). 1985. Geologic map of North
Carolina. North Carolina Geological Survey, Raleigh, North Carolina.
North Carolina Natural Heritage Program (NCNHP). 2004. Protected Species listed for
Yadkin County, NC. http://?c??w.ncnhp.orl;/
Rosgen, D.L. 1998. The Reference Reach - A Blueprint for Natural Channel Design. From
Proceedings of the Wetlands and Restoration Conference, March 1998, Denver CO. Wi1dland
Hydrology, Pagosa Springs, CO.
Rosgen, D.L. 1996. Applied River Morphology. Wildland Hydrology, Pagosa Springs,
Colorado.
Rosgen, D.L. 1994. A Classification of Natural Rivers. Catena, 22:169-199.
Schafale, M.P. and A.S. Weakley. 1990. Classification of the Natural Communities of North
Carolina, Third Approximation. North Carolina Natural Heritage Program, Division of Parks
and Recreation, N.C. Department of Environment, Health and Natural Resources.
United States Fish and Wildlife Service (USFWS). 2004. Protected Species listed for Yadkin
County, NC. littl2://tic-cs.Rvs.gov/es/cotintNfr.litnil
Weaver, S. 2004. Personal Communication on September 15`h at North Carolina State School
of Veterinary Medicine.
i
G

ICI
27

1 1 !?:'Jt :7.1 1.:_ "/11 6 1Z? 1r?lfe
VICINITY MAP Figure
r?
7 ROCKY BRANCH STREAM RESTORATION
? , , stem_,_ 1
;? ?cmc
PROGRAM YADKIN COUNTY, NORTH CAROLINA
ROCKY BRANCH
' t DRAINAGE AREA
(3.1 SQUARE MILES)
j e j
a
TRIBUTARY 1
1 s ;, 1 DRAINAGE AREA
(0.2 SQUARE MILES) +� #
10
Yle
Feet N
1:24,000 `
0 500 1,0001,5002,000
Yadkin County Land Records y,
ti
2002 Color Aerial Photographs
WATERSHED MAP Figure
ROCKY BRANCH STREAM RESTORATION
't 4l5 'S�t'.11l • ,
11,01i YADKIN COUNTY, NORTH CAROLINA

47
Legend
Soils
Appling fine sandy loam, 14 to 25 % slopes
- Cecil fine sandy loam, 7 to 10 /o slopes, eroded
rAlba!
Cecil fine sandy loam, 10 to 14 % slopes
y Cecil fine sandy loam, 10 to 14 % slopes, eroded
- Cecil fine sandy loam, 14 to 25 /o slopes, eroded
Chewacla silt loam
{ Wilkes sandy loam, 14 to 25 % slopes
Soil Borings
• Upland Data Points
® Wetland Data Points
Existing Wetlands
Conservation Easement
4
u?
4 5i. \ ?• ?,' pig ?` ..
?' R' "^ ?r . ?. ? ''s<..? ?t*?,•• ""y H,4; ?, ter It ??.r'?-,?? + _?4 ? ? 1?? {`•".4 • I
y
rpm
s?
17-
??? ? ? ? ? • .,? ?i ,' ,tom ,> 4 R r ? ? ,?
r
• M ?
' u
r ti
l
N
R V??
r:
J
9
w r r
IF "-
Feet SOILS Figure
1:3,60 0 150 300 450 600
ourcet Yadkin County Land Records ROCKY BRANCH STREAM RESTORATION 3
Ecosystem x'002 Color Aerial Pho?!. ,j phy YADKIN COUNTY, NORTH CAROLINA
Ada-Aed Irom the Soil Survey w Yadkin County, NC

.;CKYE, _ k tP,
t
r
3 i
,
W WETLAND A
4
e
?. i try "'? p ? ? ? ? •
F ,
",'..
r?•Y,'ir r ` '- t,
1
f '
yr y
+ $ SMALL DITCH 96 '? r'ti" 'd ''^
, r
r ., 4^ ? 4. ax ?,• 4-•--.. #+k ? #t Yl ?_ * +f. • .,p f q ?? i
• a
t.a
3:1L to.
.
i< y
• "R; Ir.
c,-.,,ILT TRIBUTARY2 d
NATURAL SPRING
Ya .
r t
Wy? ?; e
r
ml -.? rh .1' d .ti
T? p Y ??, 4 ? ? _ w ru i I ? # •f
r1.4
Y {
LL
? •L
? ? •`S? + f - ' •??, ''??5. i } ? ? ?' ? ? ?r??, ' ? ? ? ? iy' Per
,..
r
4fWr-w
c.
'r
z;. di AV
All"
TPA-
t N
1:8,600 0 150 aoo 450 600eet EXISTING HYDROLOGIC FEATURES Figure
t Ecosystem ? Source: Yadkin County Land Records ROCKY BRANCH STREAM RESTORATION 4
1 111e1 2002 Color Aerial Photography YADKIN COUNTY, NORTH CAROLINA

Legend
' Existing Channels
%1"NOP4 ?9% Cross Sections
i a
r. - Easement
Bar Sample Location
0 Photo Point Locations
. ,. F.
s'
• 9 ! Y
*w ?a
01
", 10
+ 1.J",`' f. I,. 3 '"CAS, . fi
. it ` Pte. - y +? _
n ,..,'C. ,?9Fvf IL ;g,ir _ . i..
pit , # T
'.$ P w' ''A Y ii F.. . k .'! ! t1 q3 ! •..iAb.. # k 4,w
iL i6`
j f :.y1• #.- :•,, -=?F: t "4 7 Y'"'.. ,} 4, fTY y r.F :i. r'M _?,. a '
J' .}/ 'a .,? 1" •sk 4•x'::'WL l??.k`. ."l.?a4 .d,R' r' .??' i?? d'. C
?r ;.-.?, 7 ','} 1, ?,,.: r _.s n. ?`???.'sl° ?+ ? *i .?w?(5`.•?:, ,y ? t ''. ,?{ ,} j? i_ $'i7` ? ,? ;r-?.
F ? ? s:.:. 1. ? r ? ?l ?1; .' _ . ?' '4 •'?, .e 1,' i d'Y4 t ? ? Y ? ?. 4i , ?.'.'?1,.R°"' sp,' at. ,.M • r t'f 4 .uf. i'1s *.?'.C,:,
I . ?•: 0 " ... • '?... A 8 - 1 • hll ?7i .:.,. ro?; •g )??;' :'t. ' ? ! ? '• 5. Y?" ?i vy,'n ?.. '??.;,
"11
h7W 4,
NtV
y M s fir,
,
r
n ,
I # 7, ROCKY BRANCH } tl JM a
a
464 tl ^'
eel
'-
Nor
•
v 7,:j
r
•
,
a
k
1 P
WTI"
• r
°r
N 1:3,600 Feet CROSS SECTION LOCATIONS Figure
0 150 300 450 600
ROCKY BRANCH STREAM RESTORATION
OSStem Source: Yadkin County Land Records 5
Y
PkOGknM 2002 Color Aerial Photography YADKIN COUNTY, NORTH CAROLINA

1

e
` N 1:3,600 Feet
0 150 300 450 600 PLANT COMMUNITIES Figure

item ,
llit
Pa??
Source: Yadkin County Land Records
2002 Color Aerial Photography ROCKY BRANCH STREAM RESTORATION

YADKIN COUNTY, NORTH CAROLINA
6
I-
1
M,
J
r
1 _
SF ENCH i C{ iFE:.IS f. l?( ? C f l
REFERENCE.
a ?.
r
-A NILli
Jf Kl?
:/ Y,, I I ?? ? ( 1•/ I 1 fl ?' i ?? ??? S ? I i ?I'??li!, ? •,/ ??\?\- {C??! \! ? \ t ?? ? ?1 1 ?rrt? ?l??t'/ ` / r?,? ,`.
AlU
1. J t<, f f ? ? ? ? 1 ? r 1I {+/ ? r 1 w . f ?? r'•.f j r ? ?"
1 ?.
f
/J.7
rig,
? + ( ?r 1'?,` ? rrJ ) `? 1. 1??_ `t y?? ? ??1 ?? ?`?; ? `' ??? ,- ? i `' J ?f?.?_`'ti'.." \,/ (' ?. ?»y??t ???' >' ??Q s,..:
IF ldhr YM %? r f ?{ 1
_ yi ? (? ?`± +a ? ?.?/ f? _l??/l??/'' r ?) ??`?_/JlIL f,-- ,, / J (ti -??'??7 ., t'_ '?%r-M?^
Ili 1,11 7
Ity•?? f l( _'? ?y' 1 ,1('?l l/', U?/?? ?`"4y`i. _?^ ?' i, N l? "fir ,??f ,{1 "? - , ?? 1
i
-r
l? I f
1:36000 Feet N JP??? -f C
0 1,000 2,000 3,000 e r•h`
3- 0
?am. 1 T'
1 USGS 7.5- Minute Topographic Quadrangle. ? )I l ?,7 ` ' ? - _ E ? it !?•.
1(/ G/' b 1 i ??I
Lovejoy )
Contour Interval 10 Feet ` '?) 14
1
REFERENCE REACH VICINITY MAP Figure
SPENCER CREEK
,,E oVeml# 7
1 PROGRAM MONTGOMERY COUNTY, NORTH CAROLINA

C4 \.
.?A 1
7O i "< Roc Branch Stream
l _
•- Restoration Site
J
ZONE A
\ ZON A
1 04I ?i
S.R.

1.--? d
J ? 1? a r_
j BUCK SHOALS. "'
--=
Q A%
S•

R-j
S .172
N
Source: National Flood Insurance Program !
Federal Emergency Management Agency
?? , .?
LD

FEMA FLOOD MAP Figure
COS4rStiellj
L ROCKY BRANCH STREAM RESTORATION
r
?? Il Clsl l'? ??.' I I Il llf
YADKIN COUNTY, NORTH CAROLINA '.
r
r
C
I
C
r-
I
C
r
C
L
L
C
r
1
s
U

a
E
ml?i

t
fi
„i
„ c
a
? F3es; ?
E] k l
FARM MANAGEMENT Figure
ROCKY BRANCH STREAM RESTORATION 9
YADKIN COUNTY, NORTH CAROLINA
Branch Channel.
RBSRS
RBSRS
Cross Section 3 1
Branch Channel.

Cross Section 4 (Pool). Located at Station 7
Branch Channel.

RBSRS
f.

Cross Section 5 (Glide). Located at Station 8+83 of
Branch Channel.
1 l .4 A?
r ... "'TTT ?'_ f q
Existing Profile of tl?
'+ s a "' L ? r iC yc
i /P ???lg Xr!
AZ.SI::?I:- +r
Cross Section 6 (Riffle). Located at Station 11+37 of the Existing Profile c
Branch Channel.
Y

Cross Section 7 (
Branch Channel.
Cross Section 8 (Run). Located at Station 23+
Branch Channel.
RBSRS

RBSRS
Branch Channel.
RBSRS
I
Branch Channel. , 14
Cross Section 12
??• III ? Wit.-.,
41
AZ???{; •c »V :r Ste' ? *?i
Cross Section 13
Branch Channel.
Bar Sample Location (Riffle). Located at Si
Rocky Branch Channel. Flag in foreground
RBSRS

Cross

Tributary 2 (Natural Spring). Viev
toward the spring's point of origin.
RBSRS

J,
RBSRS

{P i
- ,'.f
..
l .
,
;f
Wetland A. Narrow, linear depression dominated by herbaceous species
hydrology supplied by a groundwater seep.

RBSRS

RBSRS
II

RBSRS
? ?:, i

RBSRS

Photo Point
Bottomland Forest.

RBSRS
h--
-? IN?..q.'
M
Photo Point 4. View looking south toward SR 1120.
i
i
i _ i i

RBSRS
Photo Point 5.
i? .
?• rt j I i.
"?+ 1 v I i
r•'u 1y

" A!lt-;?-. y? III r Sq"
ra ??u If?F??.}yY?AY::?Yl .- ° M ;.?, Y-l •--qly N•.: •'V"'G
Photo Point 5. View looking northeast toward existing Tributary I.

RBSRS

Tributary 1.

j
i

RBSRS

.. -- ....,.-&.b ....- ..v...vv....ab -v"Au Lan, a.aat llulll ually laUlllty. -
u
0
F."
F]"
4,
r

0
v
e
150 140 130 120 110 100 90 BO
70 60 50 40 30 20
10 0 10 20 30 40 50
L011 0 1 m 10 PROD. REFERENCE NO. SHEET NO.
.0 ROCKY BRANCH X-2
60 70 80 90 100 110 120 130 140 150

u
in
t
8
0 10 PROD. REFERENCE NO. SHEET NO.
11 I I1', ROCKY BRANCH X-3
150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
fsa
L
a
e
s
'.. 0 10 PROI. REFERENCE NO. SHEET NO.
1 1 4 1 1 POCKY BRANCH X-5
150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
I i I I
r
r
0

!JX
1
1
1
1
MORPHOLOGICAL CHARACTERISTICS OF THE
EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: Rocky Branch
USGS Gage Station:
Reference Reach: Spencer Creek
Surveyors: Mulkey Engineers and Consultants
Date: 1212/2004
Weather: (Upper Reach)
Variables Existing Channel Proposed Reach Reference Reach
1. Stream Type B1/4c C4 E4-C4
2. Drainage Area (sq. mi 2.52 2.52 0.544
3. Bankfull Width (Wbkq ft Mean:
Minimum: 19.02
19.02 Mean:
Minimum: 23 Mean:
Minimum: 13.31
13.05
Maximum: 19.02 Maximum: Maximum: 13.54
4. Bankfull Mean Depth (dbkf) ft Mean: 1.44 Mean: 11 Mean: 1.62
Minimum: 1.44 Minimum: Minimum: 1.49
Maximum: 1.44 Maximum: Maximum: 1.70
5. Width/Depth Ratio (Wbkftdbkf) Mean: 13.21 Mean: 17.7 Mean: 8.25
Minimum: 13.21 Minimum: Minimum: 7.96
Maximum: 13.21 Maximum: Maximum: 8.76
6. Bankfull Cross-Sectional Area (Abkf) sq it Mean: 27.50 Mean: 30 Mean: 21.50
Minimum: Minimum: Minimum: 19.43
Maximum: xlmum: Maximum: 23.01
7. Bankfull Mean Velocity (Vbkf) fps Mean: 5.8 Mean: 4.7 Mean: 5.14
Minimum: 4.5 Minimum: 3.8 Minimum: 3.86
Maximum: 7.2 Maximum: 6.1 Maximum: 6.91
8. Bankfull Discharge (Obkf) cis Mean: 160 Mean: 140 Mean: 80.00
Minimum: 125 Minimum: 115 Minimum:
Maximum: 200 Maximum: 183 Maximum:
9. Maximum Bankfull Depth (dmax) fl Mean: 1.79 Mean: 1.80 Mean: 2.37
Minimum: Minimum: Minimum: 2.03
Maximum: Maximum: Maximum: 2.66
10. Ratio of Low Bank Height to Maximum Mean: 1.54 Mean: 1.00 Mean: 1.00
Bankfull Depth (Ibh/dmax) Minimum: Minimum: Minimum: 1.00
Maximum: Maximum: Maximum: 1.00
11. Width of Flood Prone Area (Wipe) h Mean: 29.40 Mean: 60 Mean: 169.40
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
12. Entrenchment Ratio (Wfpa/Wbkf) Mean: 1.54 Mean: 2.61 Mean: 12.73
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
13. Meander Length (Lm) ft Mean: 145.9 Mean: 122.8 Mean: 75.0
Minimum: 84.4 Minimum: 95.8 Minimum: 64.3
Maximum: 194.7 Maximum: 148.7 Maximum: 96.6
14. Ratio of Meander Length to Bankfull Width Mean: 7.67 Mean: 5.3 Mean: 5.64
(Lm/Wbkf) Minimum: 4.44 Minimum: 4.2 Minimum: 4.83
Maximum: 10.24 Maximum: 6.5 Maximum: 7.26
15. Radius of Curvature (Rc) it Mean: 27.3 Mean: 50.1 Mean: 16.21
Minimum: 12.4 Minimum: 41.0 Minimum: 11.73
Maximum: 47.8 Maximum: 58.0 Maximum: 19.60
16. Ratio of Radius of Curvature to Bankfull Mean: 1.43 Mean: 2.2 Mean: 1.22
Width (Rc/Wbkf) Minimum: 0.65 Minimum: 1.8 Minimum: 0.88
Maximum: 2.51 Maximum: 2.5 Maximum: 1.47
17. Belt Width (Wblt) it Mean: 42.5 Mean: 52.9 Mean: 27.11
Minimum: 16.3 Minimum: 47.4 Minimum: 12.54
Maximum: 65.6 Maximum: 58.1 Maximum: 54.25
18. Meander Width Ratio (Wblt/Wbkf) Mean: 2.23 Mean: 2.3 Mean: 2.04
Minimum: 0.86 Minimum: 2.1 Minimum: 0.94
Maximum: 3.45 Maximum: 2.5 Maximum: 4.08
22. Sinuosity (Stream IengtfVvalley distance) Mean: 1.22 Mean: 1.16 Mean: 1.40
(K) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
23. Valley Slope (ft/ft) Mean: 0.0043 Mean: 0.0127 Mean: 0.012300
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
24. Average Water Surface Slope Mean: 0.01549 Mean: 0.01094 Mean: 0.008750
for Reach (Savg) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
25. Pool Slope (Spool) fl/ft Mean: 0.0009 Mean: 0.0011 Mean: 0.001023
Minimum: 0.0000 Minimum: 0.0000 Minimum: 0.000475
Maximum: 0.0054 Maximum: 0.0022 Maximum: 0.001572
26. Ratio of Pool Slope to Average Slope Mean: 0.057 Mean: 0.10 Mean: 0.12
(Spool/Savg) Minimum: 0.000 Minimum: 0.00 Minimum: 0.05
Maximum: 0.347 Maximum: 0.20 Maximum: 0.18
27. Maximum Pool Depth (dpool) ft Mean: 3.50 Mean: 3 Mean: 3.33
Minimum: Minimum: Minimum: 3.23
Maximum: Maximum: Maximum: 3.45
28. Ratio of Maximum Pool Depth to Bankfull Mean: 2.43 Mean: 2.31 Mean: 2.06
Mean Depth (dpooVdbkf) Minimum: Minimum: Minimum: 2.00
Maximum: Maximum: Maximum: 2.13
29. Pool Width (Wpool) ft Mean: 21.50 Mean: 30 Mean: 13.27
Minimum: Minimum: Minimum: 12.42
Maximum: Maximum: Maximum: 13.84
30. Ratio of Pool Width to Bankfull Width Mean: 1.13 Mean: 1.30 Mean: 1.00
(WpooVWbkq Minimum: Minimum: Minimum: 0.93
Maximum: Maximum: Max mum: 1.04
MORPHOLOGICAL CHARACTERISTICS OF THE
EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: Rocky Branch
USGS Gage Station:
Reference Reach: Spencer Creek
Surveyors: Mulkey Engineers and Consultants
Date: 12/2/2004
Weather (Upper Reach)
Variables Existing nna a erence
31. Bankfull Cross-sectional Area at Pool Mean: 47.30 Mean: 38.5 Mean: 24.11
(Apool) sq ft Minimum: Minimum: Minimum: 22.40
Maximum: Maximum: Maximum: 26.92
32. Ratio of Pool Area to Banklull Area Mean: 1.72 Mean: 1.28 Mean: 1.12
(ApooVAbkf) Minimum: Minimum: Minimum: 1.04
Maximum: Maximum: Maximum: 1.25
33. Pool to Pool Spacing (p-p) it Mean: 297.8 Mean: 138.00 Mean: 70.17
Minimum: 41.3 Minimum: 115.00 Minimum:
Maximum: 1258.1 Maximum: 161.00 Maximum:
34. Ratio of Pool-to-Pool Spacing to Bankfull Mean: 14.1 Mean: 6.00 Mean: 5.27
Width (p-p/Wbkf) Minimum: 1.9 Minimum: 5.00 Minimum:
Maximum: 59.5 Maximum: 7.00 Maximum:
35. Pool Length (Lp) it Mean: 39.1 Mean: 34.50 Mean: 19.79
Minimum: 8.6 Minimum: 27.60 Minimum: 15.40
Maximum: 56.7 Maximum: 39.10 Maximum: 24.17
36. Ratio of Pool Length to Bankfull Width Mean: 2.06 Mean: 1.50 Mean: 1.49
(Lp/Wbkf) Minimum: 0.45 Minimum: 1.20 Minimum: 1.16
Maximum: 2.98 Maximum: 1.70 Maximum: 1.82
37. Riffle Slope (SriH) ft/ft Mean: 0.014046 Mean: 0.0273 Mean: 0.021512
Minimum: 0.000138 Minimum: 0.0164 Minimum: 0.011624
Maximum: 0.069251 Maximum: 0.0328 Maximum: 0.027107
38. Ratio of Riffle Slope to Average Slope Mean: 0.907 Mean: 2.50 Mean: 2.46
(Sriff/Savg) Minimum: 0.009 Minimum: 1.50 Minimum: 1.33
Maximum: 4.471 Maximum: 3.00 Maximum: 3.10
39. Maximum Riffle Depth (drift) It Mean: 1.96 Mean: 1.80 Mean: 2.37
Minimum: 1.79 Minimum: 0.00 Minimum: 2.03
Maximum: 2.13 Maximum: 0.00 Maximum: 2.66
40. Ratio of Maximum Riffle Depth to Bankfull Mean: 1.36 Mean: 1.38 Mean: 1.47
Mean Depth (drill/dbkf) Minimum: 1.24 Minimum: 0.00 Minimum: 1.26
Maximum: 1.48 Maximum: 0.00 Maximum: 1.65
41. Run Slope (Srun) ft /ft Mean: 0.002865 Mean: 0.0055 Mean: 0.004518
Minimum: 0.000079 Minimum: 0.0027 Minimum: 0.001700
Maximum: 0.033774 Maximum: 0.0082 Maximum: 0.008800
42. Ratio of Run Slope to Average Slope Mean: 0.185 Mean: 0.50 Mean: 0.52
(Srun/Savg) Minimum: 0.005 Minimum: 0.25 Minimum: 0.19
Maximum: 2.180 Maximum: 0.75 Maximum: 1.01
43. Maximum Run Depth (drun) It Mean: 3.10 Mean: 2.00 Mean: 2.9
Minimum: Minimum: Minimum: 3
Maximum: Maximum: Maximum: 2.8
44. Ratio of Run Depth to Bankfull Mean Depth Mean: 2.15 Mean: 1.5 Mean: 1.79
(drun/dbkf) Minimum: 0.00 Minimum: Minimum: 1.86
Maximum: 0.00 Maximum: Maximum: 1.73
45. Slope of Glide (Sglide) Wit Mean: 0.003473 Mean: 0.0055 Mean: 0.004320
Minimum: 0.000000 Minimum: 0.0027 Minimum: 0.002290
Maximum: 0.013987 Maximum: 0.0082 Maximum: 0.006349
46. Ratio of Glide Slope to Average Water Mean: 0.224 Mean: 0.5000 Mean: 0.49
Slope (Sglide/Savg) Minimum: 0.000 Minimum: 0.2500 Minimum: 0.26
Maximum: 0.903 Maximum: 0.7500 Maximum: 0.73
47. Maximum Glide Depth (dglide) h Mean: 1.90 Mean: 2.00 Mean: 2.56
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
48. Ratio of Glide Depth to Bankfull Mean Depth Mean: 1.32 Mean: 1.5 Mean: 1.58
(dglide/dbkf) Minimum:
Maximum: Minimum:
Maximum: Minimum:
Maximum:
it

MORPHOLOGICAL CHARACTERISTICS OF THE
EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration Site: Rocky Branch
USGS Gags Station:
Reference Reach: Spencer Creak
Surveyors: Mulkey Engineers and Consultants
Date. 12/2/2004
Weather: (Middle Reach)
Variables
1. Stream Type Exiall n
Degraded C4 Proposed Reach
C4 Reference Reach
E4-C4
2. Drains Area (sq. mi 2.52 2.52 0.544
3. Bankfull Width (Wbkf) ft Mean: 25.50 Mean: 23 Mean: 13.31
Minimum: 25.10 Minimum: Minimum: 13.05
Maximum: 25.80 Maximum: Maximum: 13.54
4. Bankfull Mean Depth (dbkQ ft Mean: 1.39 Mean: 1.52 Mean: 1.62
Minimum: 1.36 Minimum: Minimum: 1.49
Maximum: 1.42 Maximum: Maximum: 1.70
5. Width/Depth Ratio (Wbkt/dbld) Mean: 18.34 Mean: 15.13 Mean: 8.25
Minimum: 18.16 Minimum: Minimum: 7.96
Maximum: 18.45 Maximum: Maximum: 8.76
6. Sankfull Cross-Sectional Area (Abkf) sq ft Mean: 35.3 Mean: 35 Mean: 21.50
Minimum: 35.0 Minimum: Minimum: 19.43
Maximum: 35.7 Maximum: Maximum: 23.01
7. Bankfull Mean Velocity (Vbkf) fps Mean: 4.4 Mean: 4.3 Mean: 5.14
Minimum: 3.4 Minimum: 3.5 Minimum: 3.86
Maximum: 5.7 Maximum: 5.4 Maximum: 6.91
8. Bankfull Discharge (qbk) cis Mean: 160 Mean: 150 Mean: 80.00
Minimum: 120 Minimum: 122 Minimum:
Maximum: 200 Maximum: 190 w4pilmum:
9. Maximum Bankfull Depth (dmax) it Mean: 1.72 Mean: 2.00 Mean: 2.37
Minimum: 1.42 Minimum: Minimum: 2.03
Maximum: 2.02 Maximum: Maximum: 2.66
10. Ratio of Low Bank Height to Maximum Mean: 1.92 Mean: 1.00 Mean: 1.00
Bankfull Depth (Ibh/dmax) Minimum: 1.52 Minimum: Minimum: 1.00
Maximum: 2.32 Maximum: Maximum: 1.00
11. Width of Flood Prone Area (Wipe) it Mean: 77.62 Mean: x120 Mean: 169.40
Minimum: 57.51 Minimum: Minimum:
Maximum: 97.74 Maximum: Maximum:
12. Entrenchment Ratio (Wfpa/Wbkf) Mean: 3.04 Mean: >5.2 Mean: 12.73
Minimum: 2.29 Minimum: Minimum:
Maximum: 3.67 Maximum: Maximum:
13. Meander Length (Lm) It Mean: 145.9 Mean: 171.3 Mean: 75.0
Minimum: 84.4 Minimum: 117.3 Minimum: 64.3
Maximum: 194.7 Maximum: 199.8 Maximum: 96.6
14. Ratio of Meander Length to 8ankfull Width Mean: 5.72 Mean: 7.45 Moan: 5.64
(Lm/V11bkf) Minimum: 3.31 Minimum: 5.10 Minimum: 4.83
Maximum: 7.64 Maximum: 8.69 Maximum: 7.26
15. Radius of Curvature (Rc) ft Mean: 27.3 Mean: 48.0 Mean: 16.21
Minimum: 12.4 Minimum: 39.8 Minimum: 11.73
Maximum: 47.6 Maximum: 64.0 Maximum: 19.60
16. Ratio of Radius of Curvature to Bankfull Mean: 1.07 Mean: 2.09 Mean: 1.22
Width (Rc/Wbkf) Minimum: 0.49 Minimum: 1.73 Minimum: 0.88
Maximum: 1.88 Maximum: 2.78 Maximum: 1.47
17. Belt Width (Wblt) it Mean: 42.5 Mean: 80.30 Mean: 27.11
Minimum: 16.3 Minimum: 69.30 Minimum: 12.54
Maximum: 65.6 Maximum: 96.40 Maximum: 54.25
18. Meander Width Ratio (Wblt/Wbkf) Mean: 1.67 Mean: 3.49 Mean: 2.04
Minimum: 0.64 Minimum: 3.01 Minimum: 0.94
Maximum: 2.57 Maximum: 4.19 Maximum: 4.08
22. Sinuosity (Stream length/valley distance) Mean: 1.22 Mean: 1.23 Mean: 1.40
(K) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
23. Valley Slope (ft/ft) Mean: 0.004331 Mean: 0.0085 Mean: 0.012300
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
24. Average Water Surface Slope Mean: 0.00525 Mean: 0.00698 Mean: 0.008750
for Reach (Savg) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
25. Pool Slope (Spool) ftttt Mean: 0.0009 Mean: 0.0012 Mean: 0.001023
Minimum: 0.0000 Minimum: 0.0000 Minimum: 0.000475
Maximum: 0.0054 Maximum: 0.0072 Maximum: 0.001572
26. Ratio of Pool Slope to Average Slope Mean: 0.170 Mean: 0.10 Mean: 0.12
(Spool/Savg) Minimum: 0.000 Minimum: 0.00 Minimum: 0.05
Maximum: 1.025 Maximum: 0.20 Maximum: 0.18
27. Maximum Pool Depth (dpool) it Mean: 3.70 Mean: 3.5 Mean: 3.33
Minimum: Minimum: Minimum: 3.23
Maximum: Maximum: Maximum: 3.45
28. Ratio of Maximum Pool Depth to Bankfull Mean: 2.66 Mean: 2.30 Mean: 2.06
Mean Depth (dpooVdbkf) Minimum: Minimum: Minimum: 2.00
Maximum: Maximum: Maximum: 2.13
29. Pool Width (Wpool) K Mean: 30.30 Mean: 30 Mean: 13.27
Minimum: Minimum: Minimum: 12.42
Maximum: Maximum: Maximum: 13.84
30. Ratio of Pool Width to Bankfull Width Mean: 1.19 Mean: 1.30 Mean: 1.00
(W pooVW bkf) Minimum: Minimum: Minimum: 0.93
Maximum: Maximum: Maximum: 1.04
MORPHOLOGICAL CHARACTERISTICS OF THE
EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA
(Adapted from Rosgen. 1996)
Restoration Site: Rocky Branch
USGS Gage Station:
Reference Reach: Spencer Creek
Surveyors: Mulkey Engineers and Consultants
Date: 1212/2004
Weather: (Middle Reach)
Variables Existing Channel Reach arena Reach
31. Bankfull Cross-sectional Area at Pool Mean: 46.00 Mean: 46 Mean: 24.11
(Apool) aq it Minimum: Minimum: Minimum: 22.40
Maximum: Maximum: Maximum: 26.92
32. Ratio of Pool Area to Bankfull Area Mean: 1.30 Mean: 1.31 Mean: 1.12
(ApooVAbkf) Minimum: Minimum: Minimum: 1.04
Maximum: Maximum: Maximum: 1.25
33. Pool to Pool Spacing (p-p) ft Mean: 297.8 Mean: 138.00 Mean: 70.17
Minimum: 41.3 Minimum: 115 Minimum:
Maximum: 1258.1 Maximum: 161 Maximum:
34. Ratio of Pool-to-Pool Spacing to Bankfull Mean: 14.1 Mean: 6.00 Mean: 5.27
Width (p-p/Wbkf) Minimum: 1.9 Minimum: 5.00 Minimum:
Maximum: 59.5 Maximum: 7.00 Maximum:
35. Pool Length (Lp) it Mean: 39.1 Mean: 34.50 Mean: 19.79
Minimum: 8.6 Minimum: 27.60 Minimum: 15.40
Maximum: 56.7 Maximum: 39.10 Maximum: 24.17
36. Ratio of Pool Length to Bankfull Width Mean: 1.53 Mean: 1.50 Mean: 1.49
(Lp/Wbko Minimum: 0.34 Minimum: 1.20 Minimum: 1.16
Maximum: 2.22 Maximum: 1.70 Maximum: 1.82
37. Riffle Slope (Srif) ftM Mean: 0.0140 Mean: 0.0174 Mean: 0.021512
Minimum: 0.0001 Minimum: 0.0105 Minimum: 0.011624
Maximum: 0.0693 Maximum: 0.0209 Maximum: 0.027107
38. Ratio of Riffle Slope to Average Slope Mean: 2.675 Mean: 2.50 Mean: 2.46
(Sriff/Savg) Minimum: 0.026 Minimum: 1.50 Minimum: 1.33
Maximum: 13.191 Maximum: 3.00 Maximum: 3.10
39. Maximum Riffle Depth (drift) It Mean: 1.96 Mean: 2.00 Mean: 2.37
Minimum: 1.79 Minimum: Minimum: 2.03
Maximum: 2.13 Maximum: Maximum: 2.66
40. Ratio of Maximum Riffle Depth to Bankfull Mean: 1.41 Mean: 1.32 Mean: 1.47
Mean Depth (drill/dbkf) Minimum: 1.29 Minimum: Minimum: 1.26
Maximum: 1.53 Maximum: Maximum: 1.65
41. Run Slope (Srun) ft/it Mean: 0.0029 Mean: 0.0035 Mean: 0.004518
Minimum: 0.0001 Minimum: 0.0017 Minimum: 0.001700
Maximum: 0.0338 Maximum: 0.0052 Maximum: 0.008800
42. Ratio of Run Slope to Average Slope Mean: 0.546 Mean: 0.50 Mean: 0.52
(Srun/Savg) Minimum: 0.015 Minimum: 0.25 Minimum: 0.19
Maximum: 6.433 Maximum: 0.75 Maximum: 1.01
43. Maximum Run Depth (drun) it Mean: 3.10 Mean: 2.28 Mean: 2.9
Minimum: Minimum: Minimum: 3
Maximum: Maximum: Maximum: 2.8
44. Ratio of Run Depth to Bankfull Mean Depth Mean: 2.23 Mean: 1.5 Moan: 1.79
(drurJdbkf) Minimum: Minimum: Minimum: 1.86
Maximum: Maximum: Maximum: 1.73
45. Slope of Glide (Sglide) fUft Mean: 0.0035 Mean: 0.0035 Mean: 0.004320
Minimum: 0.0000 Minimum: 0.0017 Minimum: 0.002290
Maximum: 0.0140 Maximum: 0.0052 Maximum: 0.006349
46. Ratio of Glide Slope to Average Water Mean: 0.662 Mean: 0.50 Mean: 0.49
Slope (Sgllde/Savg) Minimum: 0.000 Minimum: 0.25 Minimum: 0.26
Maximum: 2.664 Maximum: 0.75 Maximum: 0.73
47. Maximum Glide Depth (dgllde) ft Mean: 1.90 Mean: 2.28 Mean: 2.56
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
48. Ratio of Glide Depth to Sankfull Mean Depth Mean: 1.37 Mean: 1.5 Mean: 1.58
(dglide/dbkf) Minimum: Minimurrn Mrnirnurn
Maximum: Maxlnwrn. Maximum:

MORPHOLOGICAL CHARACTERISTICS OF THE
EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoratlon Sib: Rocky Branch
USGS Gags Station:
Reference Reach: Spencer Creek
Surveyors: Mulkey Enginsers and Consultants
Date: 12/2/2094
Weather: (Lower Reach)
Va abbe Existing Channel PMPDOW Meech Reference Reach
1. Stream Type Degraded E4 C4 E4-C4
2. Drains Area (sq. mi 3.09 3.09 0.544
3. Bankfull Width (Wbkf) it Mean: 21.64 Mean: 23 Mean: 13.31
Minimum: 20.62 Minimum: Minimum: 13.05
Maximum: 22.65 Maximum: Maximum: 13.54
4. Bankfull Mean Depth (dbM) It Mean: 2.06 Mean: 1.96 Mean: 1.62
Minimum: 1.92 Minimum: Minimum: 1.49
Maximum: 2.19 Maximum: Maximum: 1.70
5. Width/Depth Ratio (Wbk1/dbkf) Mean: 10.50 Mean: 11.7 Mean: 8.25
Minimum: 9.41 Minimum: Minimum: 7.96
Ma)imum: 11.80 Maximum: mum: 8.76
6. Bankfull Cross-Sectional Area (Abkf) sq it Mean: 44.35 Mean: 45 Mean: 21.50
Minimum: 43.46 Minimum: Minimum: 19.43
Maximum: 45.23 Maximum: Maximum: 23.01
7. Bankfull Mean Velocity (Vbkf) fps Mean: 3.85 Mean: 3.8 Mean: 5.14
Minimum: 3.19 Minimum: 3.04 Minimum: 3.86
Maximum: 4.82 Maximum: 4.7 Maximum: 6.91
8. Bankfull Discharge (Obkf) cis Mean: 170 Mean: 172 Mean: 80.00
Minimum: 140 Minimum: 137 Minimum:
Maximum: 215 Maximum: 210 Maximum:
9. Maximum Bankfull Depth (dmax) it Mean: 2.93 Mean: 3.00 Mean: 2.37
Minimum: 2.82 Minimum: Minimum: 2.03
Maximum: 3.04 Maximum: Maximum: 2.66
10. Ratio of Low Bank Height to Maximum Mean: 1.65 Mean: 1.00 Mean: 1.00
Bankfull Depth (Ibhtdmax) Minimum: 1.48 Minimum: Minimum: 1.00
Maximum: 1.82 Maximum: Maximum: 1.00
11. Width of Flood Prone Area (Wfpa) ft Mean: >120 Mean: >120 Mean: 169.40
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
12. Entrenchment Ratio (W#mMbkf) Mean: >5.8 Mean: >5.2 Mean: 12.73
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
13. Meander Length (Lm) It Mean: 145.9 Mean: 144.60 Mean: 75.0
Minimum: 84.4 Minimum: 115.30 Minimum: 64.3
Maximum: 194.7 Maximum: 1118.20 Maximum: 96.6
14. Ratio of Meander Length to Bankfull Width Mean: 6.74 Mean: 6.29 Mean: 5.64
(Lm/Wbkf) Minimum: 3.90 Minimum: 5.01 Minimum: 4.83
Maximum: 9.00 Ma)imum: 8.16 Maximum: 7.26
15. Radius of Curvature (Rc) it Mean: 27.3 Mean: 46.90 Mean: 16.21
Minimum: 12.4 Minimum: 37.80 Minimum: 11.73
Maximum: 47.8 Maximum: 67.50 Maximum: 19.60
16. Ratio of Radius of Curvature to Bankfull Mean: 1.26 Mean: 2.04 Mean: 1.22
Width (RctWbkf) Minimum: 0.57 Minimum: 1.64 Minimum: 0.88
Maximum: 2.21 Maximum: 2.93 Maximum: 1.47
17. Belt Width (Wblt) it Mean: 42.5 Mean: 61.40 Mean: 27.11
Minimum: 16.3 Minimum: 42.90 Minimum: 12.54
Maximum: 65.6 Maximum: 88.30 Maximum: 54.25
18. Meander Width Ratio (WbIVWbkf) Mean:
Minimum: 1.96
0.75 Mean:
Minimum: 2.67
1.87 Mean:
Minimum: 2.04
0.94
Maximum: 3.03 Maximum: 3.84 Maximum: 4.08
22. Sinuosity (Stream langtNvalley distance) Mean: 1.22 Mean: 1.2 Mean: 1.40
(IQ Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
23. Valley Slope (ft/ft) Mean: 0.0043 Mean: 0.0043 Mean: 0.012300
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
24. Average Water Surface Slope Mean: 0.00356 Mean: 0.00364 Mean: 0.008750
for Reach (Savg) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
25. Pool Slope (Spool) Wit Mean: 0.0009 Mean: 0.0004 Mean: 0.001023
Minimum: 0.0000 Minimum: 0.0000 Minimum: 0.000475
Maximum: 0.0054 Maximum: 0.0007 Maximum: 0.001572
26. Ratio of Pool Slope to Average Slope Mean: 0.25 Mean: 0.10 Mean: 0.12
(SpooVSavg) Minimum: 0.00 Minimum: 0.00 Minimum: 0.05
Maximum: 1.51 Maximum: 0.20 Maximum: 0.18
27. Maximum Pool Depth (dpool) It Mean: 3.20 Mean: 4.00 Mean: 3.33
Minimum: Minimum: Minimum: 3.23
Maximum: Maximum: Maximum: 3.45
28. Ratio of Maximum Pool Depth to Bankfull Mean: 1.55 Mean: 2.04 Mean: 2.06
Mean Depth (dpooVdbko Minimum: Minimum: Minimum: 2.00
Maximum: Ma)imum: Maximum: 2.13
29. Pool Width (Wpool) h Mean: 27.70 Mean: 30.00 Mean: 13.27
Minimum: Minimum: Minimum: 12.42
Maximum: Maximum: Maximum: 13.84
30. Ratio of Pool Width to Bankfull Width Mean: 1.28 Mean: 1.30 Mean: 1.00
(W pooVW bkf) Minimum: Minimum: Minimum: 0.93
Maximum: Maximum: Maximum: 1.04
MORPHOLOGICAL CHARACTERISTICS OF THE
EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 19%)
Restoration Site: Rocky Branch
USGS Gags Station:
Reference Reach: Spencer Creek
Surveyors: Mulkey Engineers and Consultants
Date: 12/2/2004
Weather: (Lower Reach)
Vorlables Eft" Channel Proposed c Reference RowW
31. Bankfull Cross-sectional Area at Pool Mean: 63.10 Mean: 52.50 Mean: 24.11
(Apool) sq it Minimum: Minimum: Minimum: 22.40
Maximum: Maximum: Maximum: 26.92
32. Ratio of Pool Area to Bankfull Area Mean: 1.42 Mean: 1.17 Mean: 1.12
(ApooVAbko Minimum: Minimum: Minimum: 1.04
Maximum: Maximum: Maximum: 1.25
33. Pool to Pool Spacing (p-p) h Mean: 297.8 Mean: 138.00 Mean: 70.17
Minimum: 41.3 Minimum: 115.00 Minimum:
Maximum: 1258.1 Maximum: 161.00 Maximum:
34. Ratio of Pool-to-Pool Spacing to Bankfuli Mean: 14.1 Mean: 6.00 Mean: 5.27
Width (p-p/Wbkf) Minimum: 1.9 Minimum: 5.00 Minimum:
Maximum: 59.5 Maximum: 7.00 Maximum:
35. Pool Length (Lp) it Mean: 39.1 Mean: 34.50 Mean: 19.79
Minimum: 8.6 Minimum: 27.60 Minimum: 15.40
Maximum: 56.7 Maximum: 39.10 Maximum: 24.17
36. Ratio of Pool Length to Bankfult Width Mean: 1.81 Mean: 1.50 Mean: 1.49
(Lp/Wbkf) Minimum: 0.40 Minimum: 1.20 Minimum: 1.16
Maximum: 2.62 Maximum: 1.70 Maximum: 1.82
37. Riffle Slope (Stiff) ftM Mean: 0.0140 Mean: 0.0091 Mean: 0.021512
Minimum: 0.0001 Minimum: 0.0055 Minimum: 0.011624
Maximum: 0.0693 Maximum: 0.0109 Maximum: 0.027107
38. Ratio of Rife Slope to Average Slope Mean: 3.95 Mean: 2.50 Mean: 2.46
(Srif /Savg) Minimum: 0.04 Minimum: 1.50 Minimum: 1.33
Maximum: 19.46 Maximum: 3.00 Maximum: 3.10
39. Maximum Riffle Depth (drift) it Mean: 1.86 Mean: 3.00 Mean: 2.37
Minimum: 1.47 Minimum: 0.00 Minimum: 2.03
Maximum: 2.33 Maximum: 0.00 Maximum: 2.66
40. Ratio of Maximum Riffle Depth to Bankfull Mean: 0.90 Mean: 1.53 Mean: 1.47
Mean Depth (drill/dbkf) Minimum: 0.71 Minimum: 0.00 Minimum: 1.26
Maximum: 1.13 Maximum: 0.00 Maximum: 1.65
41. Run Slope (Srun) f /ft Mean: 0.00287 Mean: 0.00182 Mean: 0.004518
Minimum: 0.00008 Minimum: 0.00091 Minimum: 0.001700
Maximum: 0.03377 Maximum: 0.00273 Maximum: 0.008800
42. Ratio of Run Slope to Average Slope Mean: 0.81 Mean: 0.50 Mean: 0.52
(Srun/Savg) Minimum: 0.02 Minimum: 0.25 Minimum: 0.19
Maximum: 9.49 Maximum: 0.75 Maximum: 1.01
43. Maximum Run Depth (drun) it Mean: 2.70 Mean: 2.94 Mean: 2.9
Minimum: Minimum: Minimum: 3
Maximum: Maximum: Maximum: 2.8
44. Ratio of Run Depth to Bankfull Mean Depth Mean: 1.31 Mean: 1.5 Mean: 1.79
(drunIdbkf) Minimum: Minimum: Minimum: 1.86
Maximum: Maximum: Maximum: 1.73
45. Slope of Glide (Sglide) Wit Mean: 0.0035 Mean: 0.0018 Mean: 0.004320
Minimum: 0.0000 Minimum: 0.0009 Minimum: 0.002290
Maximum: 0.0140 Maximum: 0.0027 Maximum: 0.006349
46. Ratio of Glide Slope to Average Water Mean: 0.98 Mean: 0.50 Mean: 0.49
Slope (Sglide/Savg) Minimum: 0.00 Minimum: 0.25 Minimum: 0.26
Maximum: 3.93 Maximum: 0.75 Maximum: 0.73
47. Maximum Glide Depth (dglide) it Mean: 2.30 Mean: 2.94 Mean: 2.56
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
48. Ratio of Glide Depth to Bankfull Mean Depth Mean: 1.12 Mean: 1.5 Mean: 1.58
(dglide/dbkf)
l Minimum:
maxfmum; Minimum:
Maximum: Minimum
Maximum;
MORPHOLOGICAL CHARACTERISTICS OF THE
EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 19%)
Restoration Site: Rocky Branch Tributary 1
USGS wage Station:
Reference Reach: Spencer Creak
Surveyors: Mulkey Engineers and Consultants
Date: 1212/2004
Weather:
Variables Fxisting Channel nos
1. Stream Type Degraded C5 E4 E4-C4
2. Drains Area (sq. ml 0.2 0.2 0.544
3. Bankfull Width (WbkQ it Mean: 10.20 Mean: 6 Mean: 13.31
Minimum: Minimum: Minimum: 13.05
Maximum: Maximum: Maximum: 13.54
4. Bankfull Mean Depth (dbkf) it Mean: 0.30 Mean: 0.75 Mean: 1.62
Minimum: Minimum: Minimum: 1.49
Maximum: Maximum: Maximum: 1.70
5. Wki /Depth Ratio (WbkNdb" Mean: 33.56 Mean: 8.0 Mean: 8.25
Minimum: Minimum: Minimum: 7.96
Maximum: Maximum: Maximum: 8.76
6. Bankfull Cross-Sectional Area (Abkf) sq ft Mean: 3.10 Mean: 4.50 Mean: 21.50
Minimum: Minimum: Minimum: 19.43
Maximum: Maximum: Maximum: 23.01
7. Bankiull Mean Velocity (Vbkf) fps Mean: 3.3 Mean: 3.1 Mean: 5.14
Minimum: 2.7 Minimum: 2.6 Minimum: 3.86
Maximum: 4.7 Maximum: 4.1 Maximum: 6.91
6. Bankfull Discharge (aWd) cis Mean: 10 Mean: 14 Mean: 80.00
Minimum: 8 Minimum: 12 Minimum:
Maximum: 15 Maximum: 18 Maximum:
9. Maximum Bankfull Depth (dmax) it Mean: 0.72 Mean: 1.20 Mean: 2.37
Minimum: Minimum: Minimum: 2.03
Maximum: Maximum: Maximum: 2.66
10. Ratio of Low Bank Height to Maximum Mean: 1.9 Mean: 1.00 Mean: 1.00
Bankfull Depth (lbh/dmax) Minimum: Minimum: Minimum: 1.00
Maximum: Maximum: Maximum: 1.00
11. Width of Flood Prone Area (Wipe) it Mean: 16.32 Mean; 35 Mean: 169.40
Minimum: Minimum: 20.4 Minimum:
Maximum: Maximum: >50 Maximum:
12. Entrenchment Ratio (Wtpa/Wbkf) Mean: 1.60 Mean: 5.83 Mean: 12.73
Minimum: Minimum: 3.40 Minimum:
Maximum: Maximum: >8.3 Maximum:
13. Meander Length (Lm) it Mean: WA Mean: 55.3 Mean: 75.0
Minimum: Minimum: 53.0 Minimum: 64.3
Maximum: Maximum: 58.0 Maximum: 96.6
14. Ratio of Meander Length to Bankfull Width Mean: WA Mean: 9.2 Mean: 5.64
(LrNWbkQ Minimum: Minimum: 8.8 Minimum: 4.83
Maximum: Maximum: 9.7 Maximum: 7.26
15. Radius of Curvature (Rc) it Mean: WA Mean: 16.6 Mean: 16.21
Minimum: Minimum: 15.0 Minimum: 11.73
Maximum: Maximum: 18.0 Maximum: 19.80
16. Ratio of Radius of Curvature to Bankfull Mean: NIA Mean: 2.8 Mean: 1.22
Width (Rc/WbkQ Minimum: Minimum: 2.5 Minimum: 0.88
Maximum: Maximum: 3.0 Maximum: 1.47
17. Bell Width (Wblt) it Mean: WA Mean: 23.0 Mean: 27.11
Minimum: Minimum: 21.0 Minlmum: 12.54
Maximum: Maximum: 24.0 Maximum: 54.25
18. Meander Width Ratio (WbIUWbkf) Mean: WA Mean: 3.8 Mean: 2.04
Minimum: Minimum: 3.5 Minimum: 0.94
Maximum: Maximum: 4.0 Maximum: 4.08
19. Sinuosity (Stream length/valley distance) Mean: 1.1 Mean: 1.2 Mean: 1.40
(K) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
20. Valley Slope (tVfl) Mean: 0.0144 Mean: 0.00462 Mean: 0.012300
Minimum. Minimum: Minimum:
Maximum: Maximum: Maximum:
21. Average Water Surface Slope Mean: 0.0135 Mean: 0.00385 Mean: 0.008750
for Reach (Savg) Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
22. Pool Slope (Spool) ttNt Mean: WA Mean: 0.0004 Mean: 0.001023
Minimum: Minimum: 0.0000 Minimum: 0.000475
Maximum: Maximum: 0.0008 Maximum: 0.00157
23. Ratio of Pool Slope to Average Slope Mean: WA Mean: 0.10 Mean: 0.12
(Spool/Savg) Minimum: Minimum: 0.00 Minimum: 0.05
Maximum: Maximum: 0.20 Maximum: 0.18
24. Maximum Pool Depth (dpool) it Mean: WA Mean: 1.75 Mean: 3.33
Minimum: Minimum: Minimum: 3.23
Maximum: Maximum: Maximum: 3.45
25. Ratio of Maximum Pool Depth to Bankfull Mean: NIA Mean: 2.33 Mean: 2.06
Mean Depth (dpool/dbkQ Minimum: Minimum: Minimum: 2.00
Maximum: Maximum: Maximum: 2.13
26. Pool Width (Wpool) it Mean: N/A Mean: 6.00 Mean: 13.27
Minimum: Minimum: Minimum: 12.42
Maximum: Maximum: Maximum: 13.84
27. Ratio of Pool Width to Bankfull Width Mean: WA Mean: 1.00 Mean: 1.00
(Wpoot/WbkQ Minimum: Minimum: Minimum: 0.93
Maximum: Maximum: Maximum: 1.04
MORPHOLOGICAL CHARACTERISTICS OF THE
EXISTING AND PROPOSED CHANNEL WITH GAGE
STATION AND REFERENCE REACH DATA
(Adapted from Rosgen, 1996)
Restoration She: Rocky Branch Tributary 1
USGS Gage Station:
Reference Reach: Spencer Creek
Surveyors: Mulkey Engineers and Consultants
Date: 17/2/2004
Weather:
Variables Existing Channel
erence Reach
28. Bankfull Cross-sectlonal Area at Pool Mean: N/A Mean: 5.25 Mean: 24.11
(Apool) aq ft Minimum: Minimum: Minimum: 22.40
Maximum: Maximum: Maximum: 26.92
29. Ratio of Pool Area to Bankfull Area Mean: N/A Mean: 1.2 Mean: 1.12,
(Apool/Abkq Minimum: Minimum: Minimum: 1.04
Maximum: Maximum: Maximum: 1.25
30. Pool to Pool Spacing (p•p) ft Mean: WA Mean: 36.00 Mean: 70.17
Minimum: Minimum: 30.00 Minimum:
Maximum: Maximum: 42.00 Maximum:
31. Ratio of Pool-to-Pool Spacing to Bankfull Mean: WA Mean: 6.00 Mean: 5.27
Width (p•p/Wbkf) Minimum: Minimum: 5.00 Minimum:
Maximum: Maximum: 7.00 Maximum:
32. Pool Length (Lp) ft Mean: WA Mean: 9.00 Mean: 19.79
Minimum: Minimum: 7.20 Minimum: 15.40
Maximum: Maximum: 10.20 Maximum: 24.171
33. Ratio of Pool Length to Bankfull Width Mean: WA Mean: 1.50 Mean: 1.49
(Lp/Wbkf) Minimum: Minimum: 1.20 Minimum: 1.16'
Maximum: Maximum: 1.70 Maximum: 1.82
34. Riffle Slope (Srlff) ftM Mean: 0.0174 Mean: 0.0096 Mean: 0.021512
Minimum: 0.0046 Minimum: 0.0058 Minimum: 0.011624
Maximum: 0.0372 Maximum: 0.0116 Maximum: 0.027107
35. Ratio of Riffle Slope to Average Slope Mean: 1.3 Mean: 2.50 Mean: 2.46
(Sriff/Savg) Minimum: 0.3 Minimum: 1.50 Minimum: 1.33
Maximum: 2.8 Maximum: 3.00 Maximum: 3.10
36. Maximum Riffle Depth (drill) It Mean: 0.72 Mean: 1.20 Mean: 2.37
Minimum: Minimum: Minimum: 2.03
Maximum: Maximum: Maximum: 2.66
37. Ratio of Maximum Riffle Depth to Bankfull Mean: 2.4 Mean: 1.60 Mean: 1.47
Mean Depth (drill/dbkt) Minimum: Minimum: Minimum: 1.26
Maximum: Maximum: Maximum: 1.65
38. Run Slope (Srun) Nit Mean: WA Mean: 0.0019 Mean: 0.004518
Minimum: Minimum: 0.0010 Minimum: 0.001700
Maximum: Maximum: 0.0029 Maximum: 0.008800
39. Ratio of Run Slope to Average Slope Mean: WA Mean: 0.50 Mean: 0.52
(Srun/Savg) Minimum: Minimum: 0.25 Minimum: 0.19
Maximum: Maximum: 0.75 Maximum 1.01
40. Maximum Run Depth (drun) it Mean: WA Mean: 1.50 Mean: 2.9
Minimum: Minimum: Minimum: 3
Maximum: Maximum: Maximum: 2.8
41. Ratio of Run Depth to Bankfull Mean Depth Mean: WA Mean: 2.00 Mean: 1.79
(druNdtlkQ Minimum: Minimum: Minimum: 1.86
Maximum: Maximum: Maximum: 1.73
42. Slope of Glide (Sglide) Nh Mean: WA Mean: 0.0019 Mean: 0.004320
Minimum: Minimum: 0.0010 Minimum: 0.002290
Maximum: Maximum: 0.0029 Maximum: 0.006349
43. Ratio of Glide Slope to Average Water Mean: WA Mean: 0.50 Mean: 0.49
Slope (Sglide/Savg) Minimum: Minimum: 0.25 Minimum: 0.26
Maximum: Maximum: 0.75 Maximum: 0.73
44. Maximum Glide Depth (dglide) ft Mean: N/A Mean: 1.50 Mean: 2.56
Minimum: Minimum: Minimum:
Maximum: Maximum: Maximum:
45. Ratio of Glide Depth to Bankfull Mean Depth Mean: WA Mean: 2.00 Mean: 1.58
(dglide/dbko Minimum:
Maximum: Minimum:
Maximum: Minimum:
Maximum:

m
m

Particle Size Distribution - Tributary 1

CHANNEL STABILITY (PFANKUCH) EVALUATION
AND STREAM CLASSIFICATION SUMMARY
Reach Location Rocky Branch, Rocky Branch Stream Restoration Site (Yadkin County, NC)
Date 3/2/2005 Observers T. Barrett
CATEGORY EXCELLENT
UPPER 1 Landform Slope Bank Slope Gradient <30% 2
BANKS 2 Mass Wasting No evidence of past or future mass wasting. 3
3 Debris Jam Potential Essentially absent from immediate channel area. 2
4 Vegetative Bank Protection 90"0+ plant density. Vigor and vatic suggest a deep dense soil binding root mass. 3
LOWER 5 Channel Capacity Ample for present plus some increases. Peak flows contained. W/D ratio <7. 1
BANKS 6 Bank Rock Content 65%+ with large angular boulders. 12"+ common. 2
7 Obstructions to flow Rocks and logs firmly imbedded. Flow pattern without cutting or deposition. Stable bed. 2
8 Cutting Little or none. Infreq. raw banks less than 6". 4
9 Deposition Little or no encla ent of channel or In. bars. 4
BOTTOM 10 Rock Angularity Sharp edges and comers. Plane surfaces rough. 1
11 Brightness Surfaces dull, dark or stained. Gen. not bright. 1
12 Consolidation of Particles Assorted sizes tightly packed or overlapping. 2
13 Bottom Size Distribution No size change evident. Stable mater. 80-10011/o 4
14 Scouring and Deposition <5% of bottom affected by scour or deposition. 6
15 Aquatic Vegetation Abundant Growth moss-like, dark green perennial. In swift water too. 1
TOTAL 0
CATEGORY GOOD
UPPER 1 Land form Slope Bank Slope Gradient 30-400/6 4
BANKS 2 Mass Wasting Infrequent. Mostly healed over. Low future potential. 6
3 Debris Jam Potential Present, but mostly small twigs and limbs. 4
4 Vegetative Bank Protection 70-90% density. Fewer species or Icss vi r su st less dense or deep root mass. 6
LOWER 5 Channel Capacity Adequate. Bank overflows rare. W/D ratio 8 15 2
BANKS 6 Bank Rock Content 40-65%. Mostly small boulders to cobbles 6-12" 4
7 Obstructions to now Some present causing erosive cross currents and minor pool filling. Obstructions newer and less Grin. 4
8 Cutting Some, intermittently at outcurves and constructions. Raw banks may be up to 12". 6
9 Deposition Some new bar increase, mostly from coarse gravel. 8
BOTTOM 10 Rock Angularity Rounded comers and edges, surfaces smooth, flat. 2
11 Brightness Mostly dull, but may have <35% bright surfaces. 2
12 Consolidation of Particles Moderately packed with some overlapping. 4
13 Bottom Size Distribution Distribution shift light. Stable material 50-800 u. 8
14 Scouring and Deposition 5-301/6 affected. Scour at constrictions and where grades steepen. Some deposition in pools. 12
15 Aquatic Vegetation Common. Algae forms in low velocity and pool areas. Moss here too. 2
TOTAL 6
CATEGORY FAIR
UPPER 1 Landform Slope Bank slope gradient 40-60;'0 6
BANKS 2 Mass Wasting Frequent or large, causing sediment nearly year long. 9
3 Debris Jam Potential Moderate to heavy amounts, mostly larger sizes. 6
4 Vegetative Bank Protection <50-700,o density. Lower vigor and fewer species from a shallow, discontinuous root mass. 9
LOWER 5 Channel Capacity Barely contains present peaks. Occasional overbank floods. W/D ratio 15 to 25. 3
BANKS 6 Bank Rock Content 20.40% with most in the 3-6" diameter class. 6
7 Obstructions to Flow Moder. Frequent, unstable obstructions move with high flows causing bank cutting and pool filling. 6
8 Cutting Significant. Cuts 12-24" high. Root mat overhangs and sloughing evident. 12
9 Deposition Moderate deposition of new gravel and course sand on old and some new bars. 12
BOTTOM 10 Rock Angularity Comers and edges well rounded in two dimensions. 3
11 Brightness Mixture dull and bright, i.e. 35-65% mixture range. 3
12 Consolidation of Particles Mostly loose assortment with no apparent overlap. 6
13 Bottom Sire Distribution Moderate change in sizes. Stable materials 20-50% 12
14 Scouring and Deposition 30-50% affected. Deposits & scour at obstructions, constructions, and bends. Some filling of pools. 18
15 Aquatic Vegetation Present butspotty, mostly in backwater. Seasonal algae growth makes rocks suck. 3
TOTAL 72
CATEGORY POOR
UPPER I Landform Slope Bank slope gradient 60"/o+ 8
BANKS 2 Mass Wasting Frequent or large, causing sediment nearly year long or imminent danger of same. 12
3 Debris Jam Potential Moderate to heavy amounts, predom. larger sizes. 8
4 Vegetative Bank Protection <50% density. Fewer species and less vigor indicate oor, discontinuous and shallow root mass. 9
LOWER 5 Channel Capacity Inadequate. Overbank flows common. W/D ratio >25 4
BANKS 6 Bank Rock Content <20% rock fragments of gravel sizes, 1-3" or Icss. 8
7 Obstructions to Ilow Frequent obstructions cause erosion year-long. Sediment trips full, channel migration occurring. 8
8 Cutting Almost continuous cuts, some over 24" high. Failure of overhangs frequent. 16
9 Deposition Extensive deposits of redominatel fin articles. Accelerated bar development. 16
BOTTOM 10 Rock Angularity Well rounded in all dimensions, surfaces smooth. 4
11 Brightness Predominately bright, 65%+ exposed or scoured surfaces. 4
12 Consolidation of Particles No packing evident. Loose assortment easily moved. 8
13 Bottom Size Distribution Marked distribution change. Stable materials 0-20%. 16
14 Scouring and Deposition More than 50% of the bottom is a state of flux or change nearly year-long. 24
15 Aquatic Vegetation perennial types scarce or absent. Yellow-green, short term bloom may be resent. 4
TOTAL 37
Stream Type C4
Reach Condition Tab le for C4 Strcam T e
GOOD 70 - 90
FAIR 91 -110
POOR III +
Sum of Totals for Excellent, Good, Fair, and Poor Ratings
Reach Condition
115
Poor
Remarks:

Reach Location
Date
CATEGORY EXCELLENT
UPPER 1 Landform Slope Bank Slope Gradient <30% 2
BANKS 2 Macs Wasting No evidence of past or future mass wasting. 3
3 Debris Jam Potential Essentially absent from immediate channel area 2
4 Vegetative Bank Protection 90%+ plant density. Vigor and vane suggest a deep dense soil bindin root mass. 3
LOWER 5 Channel Capacity Ample for present plus some increases. Peak flows contained. W/D ratio <7. 1
BANKS 6 Bank Rock Content 65%+ with large angular boulders. 12"+ common. 2
7 Obstructions to Flow Rocks and logs firmly imbedded. Flow pattern without cutting or deposition. Stable bed. 2
8 Cutting Little or none. Inli raw banks less than 6". 4
9 Deposition Little or no ens ent of channel or t. ban. 4
BOTTOM 10 Rock Angularity Sharp edges and comers. Plane surfaces rough. 1
11 Brightness Surfaces duU, dark or stained- Gen. not bright. 1
12 Consolidation of Particles Assorted sizes tightly packed or overlapping. 2
13 Bottom Size Distribution No size change evident. Stable mater. 80-100 % 4
14 Scouring and Deposition <5° o of bottom affected by scour or deposition. 6
15 Aquatic Vegetation Abundant Growth moss-like, dark green perennial. In swift water too. 1
TOTAL 22
CATEGORY GOOD
UPPER 1 Landform Slope Bank Slope Gradient 30-401% 4
BANKS 2 Mass Wasting Infrequent. Mostly healed over. Low future potential. 6
3 Debris Jam Potential Present, but mostly small twigs and limbs. 4
4 Vegetative Bank Protection 70-901/6 density. Fewer species or less vigor suggest less dense or deep root mass. 6
LOWER 5 Channel Capacity Adequate. Bank overflows rare. W/D ratio 8-15 2
BANKS 6 Bank Rock Content 40-65%. Mostly small boulders to cobbles 6-12" 4
7 Obstructions to Flow Some present causing erosive cross currents and minor pool filling. Obstructions newer and less firm. 4
8 Cutting Some, intermittently at outcur es and constructions. Raw banks may be up to 12". 6
9 Deposition Some new bar increase, mostly from coarse gravel. 8
BOTTOM 10 Rock Angularity Rounded comers and edges, surfaces smooth, flat. 2
11 Brightness Mostly dull, but may have <35% bright surfaces. 2
12 Consolidation of Particles Moderately packed with some overlapping 4
13 Bottom Size Distribution Distribution shift light. Stable material 50-80%. 8
14 Scouring and Deposition 5-30% affected. Scour at constrictions and where grades steepen. Some deposition in pools. 12
15 Aquatic Vegetation Common. Algae forms in low velocity and pool areas. Moss here too. 2
TOTAL 26
CATEGORY FAIR
UPPER 1 Landform Slope Bank slope gradient 40-60% 6
BANKS 2 Mass Wasting Frequent or large, causing sediment nearly year long. 9
3 Debris Jam Potential Moderate to heavy amounts, mostly larger sizes. 6
4 Vegetative Bank Protection <50-700/ density. Lower vigor and fewer species from a shallow, discontinuous root mass. 9
LOWER 5 Channel Capacity Barely contains present peaks. Occasional overbank floods. W/D ratio 15 to 25. 3
BANKS 6 Bank Rock Content 20-401/o with most in the 3-6" diameter class. 6
7 Obstructions to Flow Moder. Frequent, unstable obstructions move with high flows causing bank cutting and pool idling. 6
8 Cutting Significant. Cuts 12-24" high. Root mat overhangs and sloughing evident. 12
9 Deposition Moderatedeposition of new gravel and course sand on old and some new ban. 12
BOTTOM 10 Rock Angularity Comers and edges well rounded in two dimensions. 3
11 Brightness Mixture dull and bright, Le. 35-650.0 mixture range. 3
12 Consolidation of Particles Mostly loose assortment with no apparent overlap. 6
13 Bottom Size Distribution Moderate change in sizes. Stable materials 20-500/a 12
14 Scouring and Deposition 30-50% affected. Deposits & scour at obstructions, constructions, and bends. Some filling of pools. 18
15 Aquatic Vegetation Present butspotty, mostly in backwater. Seasonal algae growth makes rocks slick. 3
TOTAL 3
CATEGORY POOR
UPPER I Landform Slope Bank slope gradient 600/6+ 8
BANKS 2 Mass Wasting Frequent or large, causing sediment nearly year long or imminent danger of same. 12
3 Debris Jam Potential Moderate to heavy amounts, prcdom. larger sizes. 8
4 Vegetative Bank Protection <5fr16 density. Fewer species and less vigor indicate poor, discontinuous and shallow root mass, 9
LOWER 5 Channel Capacity Inadequate. Ovcrbank flows common. W/D ratio >25 4
BANKS 6 Bank Rock Content <200/16 rock fragments ofgravel sizes, 1-3" or less. 8
7 Obstructions to Flow Frequent obstructions cause erosion year-long Sediment traps full, channel migration occurring. 8
8 Cutting Almost continuous cuts, some over 24" high. Failure of overhangs frequent. 16
9 Deposition Extensive de sits of redominatcl fin articles. Accelerated bar development. 16
BOTTOM 10 Rock Angularity Well rounded in all dimensions, surfaces smooth. 4
11 Brightness Predominately bright, 65%+ exposed or scoured surfaces. 4
12 Consolidation of Particles No packing evident. Loose assortment easily moved. 8
13 Bottom Size Distribution Marker) distribution change. Stable materials 0-20%. 16
14 Scouring and Deposition More than 50% of the bottom is a state of flux or change nearly year-long 24
15 Aquatic Vegetation Perennial types scarce or absent. Yellow-green, short term bloom may be resent. 4
TOTAL 8
Stream Type C5 Sum of Totals for Excellent, Good, Fair, and Poor Ratings 59
Reach Condition Table for C5 Stream T
I-pc Reach Condition Good
GOOD 70 - 90
FAIR 91-110 Remarks:
POOR I l 1 +
? I
I
Fm

Very Low
Stream: Rockv Branch Reach/Station: Upper Cross Section: Date: 3/2/2005 Crew: T. Barrett
Erodibility Variable/Value Index Bank Erosion
Potential
Bank Height/BankfmII Height
Bank Height Bankfull A/B
(ft) A Height (ft) B 2.3 8.5
4.5 2.0 2.3
Root Depth Bank Heigbi
3
m
Root Depth C/A
(%) C 0.2 6.5
.o
1.0 0.2 0
W
Root Density D*(C/A)
(%) D 11.1 8.5
50.0 11.1
Bank Angle
(degrees)
90.0 7.9
90.0
Snrfare Protection
Surface
Protection
1/0) 15.0 3.9
60.0
Materia/r.• Upper-sandy loam. Lower-
0.0
gravel with sand matrix
Stratificalion. Boundary between sandy
loam and gravel 0.0
L
TOTAL SCORE: ; 35.3 High
Bank Height/ Value 1.0-1.1
Bankfull Height Index 1.0 -1.9
Root Depth/ Value 1.0-0.9
Bank Height index 1.0-1.9
Weighted Value 100 - 80
Root Density Index 1.0-1.9
Bank Angle Value 0-20
Index 1.0-1.9
Value 100 - 80
Surface Protection
Index 1.0-1.9
M
Bank Erosion Potential
Low Moderate High Very High Extreme
1.11-1.19 1.2-1.5 1.6-20 21-28 >2.8
20 - 3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
0.89-0.5 0.49-0.3 0.29-0.15 0.14-0.05 <0.05
10-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
79-55 54-30 29-15 14-5.0 <5.0
20-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
21-60 61-80 81-90 91-119 >119
2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
79 - 55 54 - 30 29 - 15 14 - 10 <10
2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Bank Materials 1.
Bedrock (Bedrock banks have very low bank erosion potential)
Boulders (Banks composed of boulders have low bank erosion potential)
Cobble (Subtract 10 points. If sand/gravel matrix greater than 50% of bank material, then do not adjust)
Gravel (Add 5-10 points depending on percentage of bank material that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
Silt/Clay (+ 0: no adjustment)
Stratification
Add 5-10 points depending on position of unstable layers in relation to bankfull stage.
Total Score
Very Lnm
Low
Malerute
High
Very High E.xtrcax
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50

Stream: Rocky Branch Reach/Station: Middle Reach Cross Section: Date: 3/2/2005 Crew T Barrett
Erodibility Variable/Value Index Bank Erosion
Potential
Bank Heipbt/Bank(u/1 Heirbt
Bank I Ieight Bankfull A/B
(ft) A Height (ft) B
2 7.9
4 2 2
1SOOl Ueprht Bank Height
Root Depth C/`,
(%) C t.
0.25 7
1 0.25 c
W
Root
C1.) 1 Density 6.25 8.8
25 6.25
Bank Angle
(degrees) 100 8.5
100
Surface Protection
Surface
Protection
1/0) 10 9
10
Materials: Upper-sandy loam. Lower- 0
gravel with sand matrix
Stratification: Boundary bet-ween sandy 0
loam and gravel
TOTAL SCORE: i 41.2 i Very High
Bank Erosion Potential
Very Low Low Moderate High Very I Iigh Extreme
Bank Height/ Value 1.0-1.1 1.11-1.19 1.2-1.5 1.6-2.0 21 - 28 >28
Bankfull Height Index 1.0-1.9 20 - 3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Root Depth/ Value 1.0-0.9 0.89-0.5 0.49-0.3 0.29-0.15 0.14-0.05 <0.05
Bank Height Index 1.0-1.9 20 - 3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Weighted Value 100 - 80 79 - 55 54 - 30 29 - 15 14 - 5.0 <5.0
Root Density Index 1.0-1.9 2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Bank Angle Value 0-20 21 - 60 61 - 80 81 - 90 91-119 >119
Index 1.0-1.9 20-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
Value
Surface Protection 100 - 80 79 - 55 54 - 30 29 - 15 14 - 10 <10
Index 1.0-1.9 20-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
ck (Bedrock banks have very low bank erosion potential)
lers (Banks composed of boulders have low bank erosion potential)
le (Subtract 10 points. If sand/gravel matrix greater than 501/6 of bank material, then do not adjust)
el (Add 5-10 points depending on percentage of bank material that is composed of sand)
(Add 10 points if sand is exposed to erosional processes)
.lav (+ 0: no adiustment)
Stratification
Add 5-10 points depending on position of unstable layers in relation to bankfull stage.
Vag Low Lnm Moderau Higb Very High Extreme
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50

Stream: Rockv Branch Reach/Station: Upper Cross Section: Date: 3/2/2005 Crew: '1 Barrett
Erodibility Variable/Value Index Bank Erosion
Potential
Bark Height/Bank/all Heivbt
Bank I Icight Bankfull \/B
(ft) A Ileight (ft) B
2.5 8.5
5 2 2.5
Very I,OW
Bank I Icight/ Value LO - 1.1
Bankfull I Icight Index 1.0-1.9
a Root
Depth/
Value
Lu - 0.9
Bank I Icight Index to - 19
Weighted Value 1(i) - 80

.n Root Density Index 1.0-1.9
o Bank Anl;lc Value 0 - 20
1:d Index L0 -19
Surface Protection Value 100 - 80
Index 1.0-1.9
Bank Erosion Potential
Low Moderate I Iigh Very I Iigh fixtrcme
1.11-1.19 12-1.5 1.6-20 21-28 >28
20-3.9 4.0-5.9 6.0-79 8.0-9.0 10
0.89-0.5 0.49-0.3 0.29-0.15 0.14-0.05 <0.05
20-3.9 4.0-5.9 6.0-7.9 8.0-20 10
79 - 55 54 - 30 29 - 15 14 - 5.0 <5.0
20-39 4.0-5.9 6.0-7.9 8.0-9.0 10
21-60 61-80 81-90 91-119 >119
20-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
79-55 54-30 29-15 14-10 <10
20-3.9 4.0-5.9 6.0-7.9 80-9.0 10
u1 -IV"/ U(///A: I IC/Y/J{

Root Depth
C/`\
(%) C
1 0.2
lvuydtea tcoot Uen.ttt?

Root Density D*(C/I\)
(%) D
30 6
0.2 7
G 8.8
natu rln,le
Bank Anglc
(degrees)
95 8.2
95
Surface Protection
Surface
Protection
1/0) 15 7.9
15
Materials. Upper-sandy loam. Lower- 0
gravel kith sand matrLx
Stratification: Boundary between sandy 0
loam and gravel
TOTAL. SCORE: i 40.4 i Very High
Bank biaterial>
Bedrock (Bedrock banks have very low bank erosion potential)
Boulders (Banks composed of boulders have low bank erosion potential)
Cobble (Subtract 10 points. If sand/gravel matrix greater than 504 of bank material, then do not adjust)
Gravel (Add 5-10 points depending on percentage of bank material that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
Silt/Clay (+ 0: no adjustment)
Stratification
Add 5-10 points depending on position of unstable lavers in relation to bankfull stage.
Total Score
Veg Lxz, LX:r Alrtilerrle I1{fib L'eg II{,b `.virmve
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50
t M
Stream: 1'ributarv 1 Reach/Station: Cross Section: #1 Date: 3/2/2005 Crew: T. Barrett
Erodibility Variable/Value Index Bank Erosion
Potential
Bank Heizht/Bankfull Heiebl
Bank I Icight 13ankfull `\/B
(ft) A [ Ici} ht (ft) B
1.3 4.5
2.5 2.0 1.3
rwar rlepujlalaoh ne(Qiv

Root Depth C/A
(1/a) C
2.0 0.8
Wet,/.'led t{aat Uensrly
toot Density (%) D 1)"(C/,\)
80.0
I3ank Anglc
(degrees)
55.0
Surface Prolec7ion
70.0
M
0.8 3.0
;o
0
0
L•a
64.0 3.0
55.0 3.8
15.0 1 3.0
60.0
Afaleiials. Uppcr-sandy loam. Lower- 5.0
gravel N6th sand matrix
Dratificatian: Boundary between sandy 5.0
loam and gravel
TOTAL SCORE: ; 27.3 i 'Moderate
Vcry Lou
Bank I Icight/ Value 1.0 -1.1
Bankfull I lcight Index 1.0-1.9
Root Dcpdt/ Value 1.0-0.9
Bank 1 Icight Index 1.0-1.9
Wcighted Value tat - 80
Root Density Index 1.0-1.9
Bank Angle Value 0 - 20
Index 1.0-1.9
Surface Protection Value 1 U0 - 80
Index 1.0-1.9
Bank Erosion Potential
Low Moderate I Iigh Vcry 1 filth lixtrcTnc
1.11-1.19 1.2-1.5 1.6-2A 2.1-28 >z8
2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
0.89-0.5 0.49-0.3 0.29-0.15 0.14-0.05 <0.05
2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
79-55 54-30 29-15 14-5.0 <5.0
2.0-3.9 4.0-5.9 6A-7.9 8.0-20 l0
21-60 61-80 81-90 91-119 >119
2.0-3.9 4.0-5.9 6.0-7.9 8.0-9.0 10
79-55 54-30 29-t5 14-10 <10
20-3.9 4.0-5.9 6.0-7.9 8.0-20 10
Bank M-itcrials - _-
Bedrock (Bedrock banks have very low bank erosion potential)
Boulders (Banks composed of boulders have low bank erosion potential)
Cobble (Subtract 10 points. If sand/gravel matrix I,Tcatcr than 50",. of bank material, then do not adjust)
Gravel (Add 5-10 points depending on percentage of bank mucrial that is composed of sand)
Sand (Add 10 points if sand is exposed to erosional processes)
Silt/Clay (+ 0: no adjustment)
Stratification
Add 5-10 points de ending; on osi6on of unstable lavers in relation to bankfull stai?c.
Total Score
I/eg Lox Lain Makr le II L Ve9 11r;15 E im;ve
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50
DATA FORt1I
ROUTINE WETLAND DETERINIINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Rocky Branch Stream Restoration Date: 9/14/2004
Applicant/Owner: Ecosystem Enhancement Program County: Yadkin
Investigator(s): Thomas Barrett State: NC

?
Yes Communit ID: Wetland: Spring fed
y
Do Normal Circumstances exist on the site
Is the site significantly disturbed (Atypical Situation)? Yes No
TransectlD: WA
Yes No Plot ID: Wet -- Middle of Wetland
Is this area a potential Problem Area?
(If needed, explain on reverse)
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Peltandra virginica Herb OBL 9.
2. Polygonum saeittatum Herb OBL 10.
3. Juncus effusus Rush FACW 11.
4. Salix ni a Tree _ OBL 12.
5. Solidago gigantea Herb FACW 13.
6. Cvperus esculentus Sedge _ FAC 14.
15.
7.
16.
8.
Percent of Dominant Species that are OBL, FACW, or FAC (excluding FAC-). 100%
Remarks:

111 Ll\VLV v i
X Recorded Data (Describe in Remarks)
Stream, Lake, or tide Gauge
Aerial Photographs
Other
No Recorded Data Available
Field Observations:
Depth of Surface Water: 2 (in.)
Depth to Free Water in Pit: 0 (in.)
Depth to Saturated Soil: 0 (in.)
Wetland Hydrology Indicators:
Primary Indicators:
_Inundated
X Saturated in Upper 12 Inches
_ Water Marks
_ Drift Lines
Sediment Deposits
X Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
X Oxidized Root Channels in Upper 12 Inches
_ Water-Stained Leaves
Local Soil Survey Data
_FAC-Neutral Test
Other (Explain in Remarks)
Remarks:
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Rocky Branch Stream Restoration
Applicant/Owner: Ecosystem Enhancement Program
Investigator(s): Thomas Barrett
Do Normal Circumstances exist on the site? Yes No
is the site significantly disturbed (Atypical Situation)? Yes No
Is this area a potential Problem Area? Yes No
(If needed, explain on reverse)
Date: 9/14/2004
County: Yadkin
State: NC
Community ID: Pasture
TransectID: WA
Plot ID: Upland Pt.

vL' VTi lt111v11
Dominant Plant SneciPS Stratum Indicator
1. Festuca spp. Grass NI 9.
2. Trifolium repens Herb FACU 10.
3. Anthemis spp. Herb NI 11.
4. Phytolacca amcricana Herb FACU+ 12.
13.
5.
14.
6.
15,
7.
16
8
Percent of Dominant Species that are OBL, FACW, or FAC (excluding FAC-).
Remarks:
Dominant Plant Species Stratum Indicator
1
i
0%

Lll lJ1?VLV V a
_ Recorded Data (Describe in Remarks)
Stream, Lake, or tide Gauge
Aerial Photographs
Other
X No Recorded Data Available
Field Observations:
Depth of Surface Water: N/A (in.)
Depth to Free Water in Pit: 20 (in.)
Depth to Saturated Soil: 17 (in_)
Wetland Hydrology Indicators:
Primary Indicators:
_ Inundated
_Saturated in Upper 12 Inches
Water Marks
_ Drift Lines
_ Sediment Deposits
_Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
Oxidized Root Channels in Upper 12 Inches
_ Water-Stained Leaves
_Local Soil Survey Data
_FAC-Neutral Test
Other (Explain in Remarks)
Remarks
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Rocky Branch Stream Restoration Date: 9/14/2004
Applicant/Owner: Ecosystem Enhancement Program County: Yadkin
State: NC
Investigator(s): Thomas Barrett

i
?
Yes
No Communit ID:
y Wetland
te
Do Normal Circumstances exist on the s
is the site significantly disturbed (Atypical Situation)? Yes No
Transect ID:
WB
Yes No Plot ID: WB - 46
Is this area a potential Problem Area?
(If needed, explain on reverse)
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
I. Betula nicra Tree FACW 9. Impatiens capensis Herb FACW
2. Acer rubrum Tree OBL 10.
3. Liriodendron tulipifera Tree FAC 11.
4. Ilex opaca Tree FAC 12.
5. Platanus occidentalis Tree FACW- 13.
6. Lvcopus virginicus Herb OBL 14.
7. Microsteeium virmineum Grass FAC+ 15.
8. Boehmeria cylindrica Herb FACW 16.
Percent of Dominant Species that are OBL, FACW, or FAC (excluding FA C-).
>75%
Remarks
HYDROLOGY
Recorded Data (Describe in Remarks) Wetland Hydrology Indicators:
Lake, or tide Gauge
Stream Primary Indicators:
,
Aerial Photographs Inundated
X Saturated in Upper 12 Inches
Other
X No Recorded Data Available X Water Marks
- X Drift Lines
Sediment Deposits
X Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
X Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: 0 (in.)
X Water-Stained Leaves
Depth to Free Water in Pit: 6 (in.) -Local Soil Survey Data
FAC-Neutral Test
Depth to Saturated Soil: 6 (in.) _
-Other (Explain in Remarks)
Remarks:

DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Rocky Branch Stream Restoration
Applicant/Owner: Ecosystem Enhancement Program
Investigator(s): Thomas Barrett
Do Normal Circumstances exist on the site? Yes No
is the site significantly disturbed (Atypical Situation)? Yes No
Is this area a potential Problem Area? Yes No
(If needed explain on reverse)
Date: 9/14/2004
County: Yadkin
State: NC
Community ID: Upland data point
Transect ID: WB
Plot ID: B/W stream + WB46
TT.'?. r, m A TilIAT
. a.va,...???..
Dominant Plant Species Stratum Indicator
1 Acer rubrum Tree FAC 9•
.
2 Lieustrum sinense Shrub FAC 10.
.
3 Betula nigra Tree FACW 11.
.
4 Liriodendron tulipifera Tree FAC 12.
.
5 Faeus grandifolia Tree FACU 13.
.
6 14.

15.

16.
8.
Percent of Dominant Species that are OBL, FACW, or FAC (excluding FAC-).
Remarks:
<50%
I
YYXT llT 1-%1-
1L 1 LL?v a+v v +
Recorded Data (Describe in Remarks)
Stream, Lake, or tide Gauge
Aerial Photographs
Other
X No Recorded Data Available
Field Observations:
Depth of Surface Water: 0 (in.)
Depth to Free Water in Pit: 18 (in.)
Depth to Saturated Soil: 16 (in.)
Dominant Plant Snccies Stratum Indicator
Wetland Hydrology Indicators:
Primary Indicators:
_ Inundated
Saturated in Upper 12 Inches
_ Water Marks
Drift Lines
Sediment Deposits
_ Drainage Patterns in Wetlands
Secondary Indicators (2 or more required):
Oxidized Root Channels in Upper 12 Inches
_ Water-Stained Leaves
_ Local Soil Survey Data
_FAC-Neutral Test
Other (Explain in Remarks)
Remarks
DATA FORA'1
ROUTINE WETLAND DETERn'IINATION
(1987 COE Wetlands Delineation manual)
Project/Site: Rocky Branch Stream Restoration Date: 9/14/2004
Applicant/Owner: Ecosystem Enhancement Program County: Yadkin
Investigator(s): Thomas Barrett State: NC
Do Normal Circumstances exist on the site? Yes No Community ID: Wetland
is the site significantly disturbed (Atypical Situation)? Yes No Transect ID: WC
Yes No
Plot ID: WC - 10
Is this area a potential Problem Area?
(If needed, explain on reverse)
V'Lk7L' 1E111V1l
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Cyperus stieosus Sedge FACW 9.
2. Polveonum persicaria Herb FACW 10.
3. Arthraxon hispidus Grass FACU+ 11.
4. Juncus effusus Rush FACW 12.
5. Eleocharisobtusa Sedge OBL 13.
6. Alnus serrulata Shrub FACW 14.
7. Salix nigra Tree OBL 15.
16.
8
Percent of Dominant Species that are OBL, FACW, or FAC (excluding FAC-).
>75%
Remarks:
n 11i1?v1.vv i
_ Recorded Data (Describe in Remarks)
Stream, Lake, or tide Gauge
Aerial Photographs
Other
X No Recorded Data Available
Wetland Hydrology Indicators:
Primary Indicators:
Inundated
X Saturated in Upper 12 Inches
-Water Marks
Drift Lines
Sediment Deposits
X Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
Depth of Surface Water: N/A (in.) -Oxidized Root Channels in Upper 12 Inches
Water-Stained Leaves
Depth to Free Water in Pit: 12 (in.) _
-Local Soil Survey Data
FAC-Neutral Test
Depth to Saturated Soil: 12 (in.) _
-Other (Explain in Remarks)
Remarks:
e
e
e
8
D
D
D
e
a
a
a
e
a
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Rocky Branch Stream Restoration
Applicant/Owner: Ecosystem Enhancement Program
Investigator(s): Thomas Barrett
Do Normal Circumstances exist on the site? Yes No
is the site significantly disturbed (Atypical Situation)? Yes No
Is this area a potential Problem Area? Yes No
(If needed, explain on reverse)
Date: 9/14/2004
County: Yadkin
State: NC
Community ID: Upland data point
TransectID: WC
Plot ID: Upland
N r- ! TT 1 TT rNXT
? a iva. acaa?.....
Dominant Plant Species Stratum Indicator
1 Festuca spp Grass NI 9.
. .
2 Rumex verticillatus Herb FACW+ 10.
.
3 tolacca americana
Ph Herb FACU+ 11.
. y
4 Trifolium repens Herb FACU+ 12.
.
5 13.
.
6 14.
.
7 15.
.
8 16

Percent of Dominant Species that are OBL, FACW, or F AC (excluding FAC-).
Remarks
Dominant Plant Species Stratum
<25%
Indicator
111 Ll\VLV V 1
_ Recorded Data (Describe in Remarks)
Stream, Lake, or tide Gauge
Aerial Photographs
Other
X No Recorded Data Available
Wetland Hydrology Indicators:
Primary Indicators:
-Inundated
_Saturated in Upper 12 Inches
_ Water Marks
-Drift Lines
-Sediment Deposits
Drainage Patterns in Wetlands
Field Observations: _
Secondary Indicators (2 or more required):
Depth of Surface Water: N/A (in.) _Oxidized Root Channels in Upper 12 Inches
Water-Stained Leaves
Depth to Free Water in Pit: 40 (in.) _
-Local Soil Survey Data
FAC-Neutral Test
Depth to Saturated Soil: 28 (in.) _
-Other (Explain in Remarks)
Remarks:
C
Entrainment Calculation Form
Project: Rocky Branch Stream Restoration Location: Yadkin County, NC
Stream: Rocky Branch Reach: Upper - Existing
Date: 12/1/2004 Observers: Mulkey
Note: Dimension data extracted from XS1-Rifflp R Mntarial nntn frnm Xt;1-VVnttnrf Pnrimntor
s
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)^-0.072
Value Variable Definition
75.0 di mm D50 from Riffle or Pavement' 'Choose
6.3 d50 mm D50 from Bar Sample or Sub Pavement' One
0.0096 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'1.65'Di)/Se 1.65 = submerged specific weight of sediment
63 mm Largest Bar Sample Particle in mm
0.21 Di ft Largest Bar Sample Particle in ft
0.0155 Se ft/ft Bankfull Water Surface Slope
0.21 dr ft Bankfull Mean Depth Required
1.49 de ft Bankfull Mean Depth (From Rifffle Cross Section)
de/dr= 7.08 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'l.65'Di)lde 1.65 = submerged specific weight of sediment
0.21 Di ft Largest Bar Sample Particle
1.49 deft Bankfull Mean Depth (From Rifffle Cross Section)
0.0022 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 7.08 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 Ibs/cu It Densit of water
1.25 R=A/W
27.5 A sq ft Bankfull Cross-Sectional Area
22 Wp Wetted parameter
0.0155 S it/ft Bankfull Water Surface Slope
1.20822 Tc Ib/s r ft Tc = RS
63 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size (mm) at Bankfull Shear Stress
100-200 mm' predicted b the Sheilds diagram, Red field book: p.190; Blue: p.238

0.2-0.5
Ib/ft2' Predicted Shear Stress Required to move Di (Ib/ft2)
predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238
rvivwiicu oiucFUS l,u[vc uaLa iivin nvsyen evv i
Entrainment Calculation Form
Entrainment Calculation Form
Project: Rocky Branch Location: Yadkin County, NC
Stream: Main Channel Reach: Upper - Proposed
Date: 12/1/2004 Observers: Mulkey
Station 0+00 to 3+20
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)^-0.872
Value Variable Definition
48 di mm D50 from Riffle or Pavement* "Choose
6.3 d50 mm D50 from Bar Sample or Sub Pavement' One
0.0142 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'1.65'Di)/Se 1.65 = submerged specific weight of sediment
63 mm Largest Bar Sample Particle in mm
0.21 Di ft Largest Bar Sample Particle in ft
0.0109 Se ft/ft Bankfull Water Surface Slope
0.44 dr ft Bankfulll Mean Depth Required
1.30 de ft Bankfull Mean Depth (From Riffflo Cross Section)
de/dr= 2.94 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65'Di)/de 1.65 = submerged specific weight of sediment
0.21 Di ft Largest Bar Sample Particle
1.30 deft Bankfull Mean Depth (From Rifffle Cross Section)
0.0037 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 2.94 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc=yRS
62.4 Ibs/cu it Density of water
1.17 R=A/Wp
30 A s it Bankfull Cross-Sectional Area
25.6 Wp Wetted perimeter
0.0109 S ft/ft Bankfull Water Surface Slope
0.799841 To Ib/sqr ft To = RS
63 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size mm at Bankfull Shear Stress
60-100 mm' predicted b the Sheilds diagram, Red field book: p.190; Blue: p.238

0.2-0.5
Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238

Entrainment Calculation Form
Entrainment Calculation Form
Project: Rocky Branch Stream Restoration Location:
Stream: Main Channel Reach:
Date: 12/1/2004 Observers:
Yadkin County, NC
Middle - Existing
Mulkey
Critical Dimensionless Shear Stress:
Tci = 0.0834(dl/d50)^-0.872
Value Variable Definition
48.0 di mm D50 from Riffle or Pavement' 'Choose
6.3 d50 mm D50 from Bar Sample or Sub Pavement One
0.0141 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'1.65'Di)/Se 1.65 = submerged specific weight of sediment
63 mm Largest Bar Sample Particle in mm
0.21 Di it Largest Bar Sample Particle in it
0.0053 Se Wit Bankfull Water Surface Slope
0.92 dr it Bankfull Mean Depth Required
1.39 de it Bankfull Mean Depth (From Rifffle Cross Section)
de/dr= 1.52 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65'Di)/do 1.65 = submerged specific weight of sediment
0.21 Di it Largest Bar Sample Particle
1.39 de it Bankfull Mean Depth (From Rifffle Cross Section)
0.0035 Sr Wit Bankfull Water Surface Slope Required
Se/Sr= 1.52 if= 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
To = yRS
62.4 Ibs/cu it Density of water
1.39 R=A/Wp
35.34 A sq it Bankfull Cross-Sectional Area
25.5 Wp Wetted parameter
0.0053 S Wit Bankfull Water Surface Slope
0.454015 To Ib/s r it To = RS
63 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size (mm) at Bankfull Shear Stress
40-100 mm' predicted b the Sheilds diagram, Red field book: p.190; Blue: p.238

0.2-0.5
Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238
muunw;u oiuCws %.iuivri uaia 11uM nusyun euu i
Entrainment Calculation Form
Project: Rocky Branch Stream Restoration Location:
Stream: Rocky Branch Reach:
Date: 12/1/2004 Observers:
Station 3+20 to 11+80
Yadkin County, NC
Middle - Proposed
Mulkey
Critical Dimensionless Shear Stress:
Tci = 0.0834(dild50)^-0.872
Value Variable Definition
48.0 di mm D50 from Riffle or Pavement' 'Choose
6.3 d50 mm D50 from Bar Sample or Sub Pavement' One
0.0141 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'1.65'Di)/Se 1.65 = submerged specific weight of sediment
63 mm Largest Bar Sample Particle in mm
0.21 Di ft Largest Bar Sample Particle in ft
0.0070 Se ft/ft Bankfull Water Surface Slope
0.69 dr ft Bankfull Mean Depth Required
1.52 de ft Bankfull Mean Depth (From Rifffle Cross Section)
de/dr= 2.21 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65'Di)/de 1.65 = submerged specific weight of sediment
0.21 Di ft Largest Bar Sample Particle
1.52 deft Bankfull Mean Depth (From Rifffle Cross Section)
0.0032 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 2.21 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc=yRS
62.4 Ibs/cu ft Density of water
1.34 R=A/Wp
35 A sq ft Bankfull Cross-Sectional Area
26.04 Wp Wetted parameter
0.0070 S ft/ft Bankfull Water Surface Slope
0.585168 Tc Ib/sqr ft To = RS
63 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size (mm) at Bankfull Shear Stress
65 mm' predicted b the Sheilds diagram, Red field book: p.190; Blue: p.238

0.2-0.5
Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238
rv U UU OUicFUa lJuivC uaia iiuiii nusyun cuu 1
a
t
e
t
s
t
t
s
e
s
e
s
s
Entrainment Calculation Form
Entrainment Calculation Form
Project: Rocky Branch Stream Restoration Location: Yadkin County, NC
Stream: Rocky Branch Reach: Lower - Existing
Date: 12/1/2004 Observers: Mulkey
Station 11+80 to End of Proinct
Critical Dimensionless Shear Stress:
Tci = 0.0834(dVd50)^-0.872
Value Variable Definition
48.0 di mm D50 from Riffle or Pavement' 'Choose
6.3 d50 mm D50 from Bar Samp"O or Sub Pavement' Ono
0.0141 Tci Critical Dimensionless Shear Stress
Bankfull Mtean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'1.65'Di)/Se 1.65 = submerged specific weight of sediment
63 mm Largest Bar Sample Particle in mm
0.21 Di ft Lar est Bar Sample Particle in ft
0.0036 Se ft/ft Bankfull Water Surface Slope
1.35 dr ft Bankfull Mean Depth Required
2.05 de ft Bankfull Mean Depth (From Riffflo Cross Section)
de/dr= 1.51 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65'Diyde 1.65 = submerged specific weight of sediment
0.21 Di ft Largest Bar Sample Particle
2.05 de ft Bankfull Mean Depth (From Rifffle Cross Section)
0.0023 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 1.51 if = 1 <1 >1
Choose one., Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 Ibs/cu ft Density of water
1.79 R=A/W
44.35 A sq ft Bankfull Cross-Sectional Area
24.721 W Wetted parameter
0.0036 S ft/ft Bankfull Water Surface Slope
0.397412 Tc Ib/sqr ft Tc = RS
63 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size (mm) at Bankfull Shear Stress
50-100 mm' predicted b the Sheilds diagram, Redfield book: p.190; Blue: p.238

0.2-0.5
Ib/ft2- Predicted Shear Stress Required to move Di (Ib/ft2)
predicted by the Sheilds diagram, Redfield book: p.190; Blue: p.238
?. n,.ni?a? u l u 0 vuIvc uaia nuns nuayan cvv i
u
L
Entrainment Calculation Form
Project: Rocky Branch
Stream: Rocky Branch
Date: 12/1 /2004
I
E
F -
LI
L
I.I
0
u
U-
Location: Yadkin County, NC
Reach: Lower - Proposed
Observers: Mulkey
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)^-0.872
Value Variable Definition
48.0 di mm D50 from Riffle or Pavement' 'Chooso
6.3 d50 mm D50 from BarSamplo or Sub Pavement' One
0.0141 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'l.65'Di)/Se 1.65 = submerged specific weight of sediment
63 mm Largest Bar Sample Particle in mm
0.21 Di ft Largest Bar Sample Particle in ft
0.0036 Se ft/ft Bankfull Water Surface Slope
1.33 dr It Bankfulll Mean Depth Required
1.96 de ft Bankfull Mean Depth (From Rifffle Cross Section)
de/dr= 1.48 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65'Di)/do 1.65 = submerged specific weight of sediment
0.21 Di ft Largest Bar Sample Particle
1.96 deft Bankfull Mean Depth (From Rifffle Cross Section)
0.0025 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 1.48 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 Ibs/cu ft Density of water
1.67 R=A/Wp
45 A s ft Bankfull Cross-Sectional Area
26.9 W Wetted parameter dmax = 2.2
0.0036 S ft/ft Bankfull Water Surface Slope
0.378209 To Ib/s r ft To = RS
63 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size (mm) at Bankfull Shear Stress
50-100 mm' predicted b the Sheilds diagram, Red field book: p.190; Blue: p.238

0.2-0.5
Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238
rviU I Uu of ucws %lurvu uaia uurn nusyun euu i
n
Entrainment Calculation Form
Project: Rocky Branch Stream Restoration Location:
Stream: LIT #1 Reach:
Date: 12/2/2004 Observers
Yadkin County, NC
ITT #1 - Existing
Mulkey
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)^-0.872
Value Variable Definition
1.5 di mm D50 from Riffle or Pavement' 'Choose
1.3 d50 mm D50 from Bar Samplo or Sub Pavement' One
0.0711 Tci Critical Dimensionless Shear Stress
Bankfull f.lean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'1.65`Di)/Se 1.65 = submerged specific weight of sediment
11.3 mm Largest Bar Sample Particle in mm
0.04 Di ft Largest Bar Sample Particle in ft
0.0135 Se ft/ft Bankfull Water Surface Slope
0.32 dr ft Bankfull Mean Depth Required
0.30 de ft Bankfull Mean Depth (From Rifffle Cross Section)
de/dr= 0.93 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Eankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65`Di)/do 1.65 = submerged specific weight of sediment
0.04 Di ft Largest Bar Sample Particle
0.30 deft Bankfull Mean Depth (From Riffflo Cross Section)
0.0145 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 0.93 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 Ibs/cu ft Density of water
0.30 R=A/Wp
3.2 A sq ft Bankfull Cross-Sectional Area
10.81 W Wetted perimeter
0.0135 S ft/ft Bankfull Water Surface Slope
0.249369 Tc Ib/sqr ft Tc = RS
11.3 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size (mm) at Bankfull Shear Stress
15 mm' predicted b the Sheilds diagram, Red field book: p.190; Blue: p.238

0.14
Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Redfield book: p.190; Blue: p.238
MUUMUU 0111ew5 Uurve oaEa from nosgen euu i

k-I
L-
1.
r?

0
n
0
L
F
E I
?I
L],
Entrainment Calculation Form
Project: Rocky Branch
Stream: UT #1
Date: 12/2/2004
Location: Yadkin County, NC
Reach: UT #1 - Proposed
Observers: TBB
Critical Dimensionless Shear Stress:
Tci = 0.0834(di/d50)^-0.872
Value Variable Definition
1.5 di mm D50 from Riffle or Pavement' 'Choose
1.3 d50 mm D50 from Bar Sample or Sub Pavement' One
0.0736 Tci Critical Dimensionless Shear Stress
Bankfull Mean Depth Required for Entrainment
of largest particle in Bar Sample:
dr = (Tci'1.65'Di)/So 1.65 = submerged specific weight of sediment
11.3 mm Largest Bar Sample Particle in mm
0.04 Di ft Largest Bar Sample Particle in ft
0.0039 Se Wit Bankfull Water Surface Slope
1.17 drft Bankfulll Mean Depth Required
0.75 de ft Bankfull Mean Depth (From Rifffle Cross Section)
0.64 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Bankfull Water Surface Slope Required for Entrainment
of largest particle in Bar Sample:
Sr = (Tci'1.65'Di)/de 1.65 = submerged specific weight of sediment
0.04 Di ft Largest Bar Sample Particle
0.75 deft Bankfull Mean Depth (From Rifffle Cross Section)
0.0060 Sr ft/ft Bankfull Water Surface Slope Required
Se/Sr= 0.64 if = 1 <1 >1
Choose one: Stable aggrading Degrading
Sediment Transport Validation - Bankfull Shear Stress
Tc = yRS
62.4 Ibs/cu It Density of water
0.60 R=A/Wp
4.5 A sq ft Bankfull Cross-Sectional Area
7.5 Wp Wetted perimeter
0.0039 S Wit Bankfull Water Surface Slope
0.144144 Tc Ib/sqr ft Tc = RS
11.3 Di mm Largest Bar Sample Particle (mm)
Moveable Particle size (mm) at Bankfull Shear Stress
11.3 mm' predicted b the Sheilds diagram, Red field book: p.190; Blue: p.238

0.14
Ib/ft2' Predicted Shear Stress Required to move Di (lb/ft2)
predicted by the Sheilds diagram, Red field book: p.190; Blue: p.238
rvwumeu onieius L urve rata from mosgen zuui
6
Velocity Comparison Form
Project: Rocky Branch Stream Restoration Location:
Stream: _Rocky Branch Reach:
Date: 12/1/2004 Observers:
Note: Material data obtained from XS1-Riffle (Wetted Perimeter)
Yadkin County, NC
Upper - Existing
Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area Abkf 27.5 s ft Bankfull Mean Depth Dbkf 1.49 ft
Bankfull Width Wbkf 19.02 it Wetted Parameter WP 22 ft
D84 (Riffle or pavement) 120 min D84 mm/304.8 0.39 ft
Bankfull Sloe S 0.0155 it/ft Hydraulic Radius R 1.25 it
Gravitational Accleration 32.2 fUs sec Dbkf/D84 use D84 in ft) 3.78 ft/ft
Bankfull Maximum Depth 1.79 ft. R/D84 (use D84 in ft) 3.18 ft/ft
Dbkf/D84, u/u', Mannin s n
u/u' (Using Dbkf/D84 Red Book: p188; Blue p233) 6.2 fUs/fUs
hlannings n (Red Book: p189; Blue :p236) 0.037
Velocity (From annings equation: u=1.4865 ' ^ 3 ^1 2 n 5.80 fUs
Q= 160
u/u'=2.83+5.7lo R/D84
U* u' _ (gRS)^.5 0.79 fUs
Velocity: u = u'(2.83+5.7 og 84 4.49 fUs
Q= 124
Mannin s n b StreamT e
Stream type B3c
hlannings n (Red Book: p187; Blue :p237) 0.04
Velocity (From Mann mgs equation: u=1.4865' ^ 3 1 2 n 5.37 fUs
Q = 148
Continuity Equation
Qbkf (cfs) original curve or stream gage hydraulic geometry 200 cfs
Velocity u= or from stream gage hydraulic geometry 7.27 ft/s
Dr. Richard He Method
Coefficient a a = 11(R/dmax)"-0.314 12.42479084
Friction Factor - f 1/f^1/2 = 2.03 log (aR/D84) 0.095263008
Velocity (From Arcy eis ac equation: u= 8'g' /)^1/2 7.24 fUs
Q = 199
Velocity Comparison Form
Project: Rocky Branch Stream Restoration Location:
Stream: Rocky Branch Reach:
Date: 72-/1/2004 Observers:
Station 0+00 to 3+20
Yadkin County, NC
Upper - Proposed
Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area Abkf 30 s ft Bankfull Mean Depth Dbkf 1.3 ft
Bankfull Width Wbkf 23 ft Wetted Perimeter WP 25.6 ft
D84 (Riffle or pavement) 100 mm D84 mm/304.8 0.33 ft
Bankfull Sloe S 0.0109 ft/ft Hydraulic Radius R 1.17 ft
Gravitational Accleration 32.2 fUs sec Dbkf/D84 use D84 in ft 3.98 ft/ft
Bankfull Maximum Depth 1.8 ft. R/D84 (use D84 in ft) 3.57 ft/it
DbkVD84, u/u', f4annin s n
u/u• (Using Dbkf/D84 Red Book: p188; Blue p233) 6.2 ft/s/ft/s
Mannings n (Red Book: p189; Blue :p236) 0.037
Velocity (From annings equation: u=1.4865' ^ 3 ^1 2 n 4.67 ft/s
Q 140.08
u/u'=2.83+5.71o R/D84
U* u' _ (gRS)^.5 0.64 ft/s
Velocity: u = u' 2.83+5.7 og 84 3.84 fUs
Q 115.25
Mannin s n b StreamT e
Stream type C4
Mannings n (Red Book: p187; Blue :p237) 0.018
Velocity (From annmgs equation: u=1.4865 ' ^ 3 ^1 2 n 9.60 ft/s
Q 287.94
Continuity Equation
Qbkf (cfs) original curve or stream gage hydraulic geometry 200 cfs
Velocity u= or from stream gage hydraulic geometry 6.67 ft/s
Dr. Richard He Method
Coefficient a a = 11(R/dmax),'0.314 12.70
Friction Factor - f 1/f^1/2 = 2.03 log (aR/D84) 0.09
Velocity (From D'Arcy eis ac equation: u= 8'g / ^1 2 6.11 fUs
Q 183.3
u
is
u
is
is
Velocity Comparison Form
Project: Rocky Branch Stream Restoration Location:
Stream: Rocky Branch Reach:
Date: 12/1/2004 Observers:
Yadkin County, NC
Middle - Existing
Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area Abkf 35.34 s ft Bankfull Mean Depth Dbkf 1.39 ft
Bankfull Width Wbki 25.5 ft Wetted Parameter WP 28.28 ft
D84 (Riffle or pavement) 100 mm b84 mm/304.8 0.33 ft
Bankfull Sloe S 0.0053 ft/ft Hydraulic Radius R 1.25 ft
Gravitational Accleration
I 32.2 fUs sec
I Dbkf/D84 (use D84 in ft) 4.24 ft/ft
Bankfull Maximum Depth 1.72 ft. R/D84 (use D84 in ft) 3.81 ft/ft
Dbkf/D84, u/u', Mannin s n
u/u* (Using Dbkf/D84 Red Book: p188; Blue p233) 6.3 ft/s/fUs
hlannings n (Red Book: p189; Blue :p236) 0.037
Velocity (From annings equation: u=1.4865 " ^ 3 ^1/2 n 3.38 fUs
Q 119
u/u'=2.83+5.7lo R/D84
u* u' _ (gRS)^.5 0.46 fUs
Velocity: u = u' 2.83+5.7 og 84 2.82 fUs
Q 100
Mannin s n b Stream T e
Stream type C4
Mannings n (Red Book: p187; Blue :p237) 0.018
Velocity (From ammngs equation: u=1.4865 ' ^ 3 ^1 2 n 6.94 ft/s
Q 245
Continuity Equation
Qbkf (cfs) original curve or stream gage hydraulic geometry 200 cfs
Velocity u= or from stream gage hydraulic geometry 5.66 ft/s
Dr. Richard He Method
Coefficient a a = 11(R/dmax)ti0.314 12.27122019
Friction Factor - f 1/f^1/2 = 2.03 log (aR/D84) 0.087043493
Velocity (From D'ArcyWeisbacheq-uation:u=(8*g*RS/t)AJ/2) 4.41 fUs
0 156
Velocity Comparison Form
Project: Rocky Branch Stream Restoration Location:
Stream: Rocky Branch Reach:
Date: 12/1/2004 Observers:
Station 3+20 to 11+80
Yadkin County, NC
.Middle - Proposed
Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area Abkf 35 s ft Bankfull Mean Depth Dbkf 1.52 ft
Bankfull Width Wbkf 23 ft Wetted Parameter WP 26.04 ft
D84 (Riffle or pavement) 100 mm D84 mm/304.8 0.33 it
Bankfull Sloe S 0.0070 ft/ft Hydraulic Radius R 1.34 it
Gravitational Accleration 32.2 fUs sec
I Dbkf/D84 use D84 in ft) 4.64 ft/ft
Bankfull Maximum Depth 2.00 ft. R/D84 (use D84 in ft) 4.10 ft/ft
Dbkf/D84, u/u*, Mannin s n
u/u* (Using Dbkf/D84 Red Book: p188; Blue p233) 6.7 ft/s/ft/s
Mannings n (Red Book: p189; Blue :p236) 0.035
Velocity (From annings equation: u=1.4865 ` ^ 3 ^1/2 n 4.32 fUs
Q 151
u/u*=2.83+5.71o R/D84
u' u* _ (gRS)^.5 0.55 ft/s
Velocity: u = u' 2.83+5.7 og 84 3.47 ft/s
Q 122
Mannin s n b Stream T e
Stream type C4
Mannings n (Red Book: p187; Blue :p237) 0.018
Velocity (From annmgs equation: u=1.4865 * ^ 3 ^1 2 n 8.40 it/s
Q 294
Continuity Equation
Qbkf (cfs) original curve or stream gage hydraulic geometry 200 cfs
Velocity u= or from stream gage hydraulic geometry 5.71 fUs
Dr. Richard He Method
Coefficient a a = 11(R/dmax)^ 0.314 12.58
Friction Factor- f 1/f^1/2 = 2.03 log (aR/D84)
- 0.08
Velocity (From D'Arcy e
E ac equation: u= 8*g` ^1 2 5.40 ft/s
Q 189
Velocity Comparison Form
Project: Rocky Branch Stream Restoration Location:
Stream: Rocky Branch Reach:
Date: 12/1/2004 Observers:
Station 11+80 to End of Project
Yadkin County, NC
Lower - Existing
Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area Abkf 44.35 s ft Bankfull Mean Depth Dbkf 2.05 it
Bankfull Width Wbkf 20.62 ft Wetted Parameter WP 24.72 ft
D84 (Riffle or pavement) 100 mm D84 mm/304.8 0.33 ft
Bankfull Sloe S 0.0036 it/ft H raulic Radius R 1.79 ft
Gravitational Accleration 32.2 fUs sec f/D84 use D84 in ft 6.25 fUft
Bankfull Maximum Depth 2.98 ft. (use D84 in ft) 5.47 ft/ft
Dbkf/D84, Wu`, Mannin. s n
u/u• (Using Dbkf/D84 Red Book: p188; Blue p233) 7.4 ft/s/ft/s
Mannings n (Red Book: p189; Blue :p236) 0.034
Velocity (From annings equation: u=1.4865 ` ^2/3 ^1 /2)/n) 3.85 ft/s
Q 171
u/u'=2.83+5.71o R/D84
U* u` _ (gRS)^.5 0.45 ft/s
Velocity: u = u' 2.83+5.7 og 84 3.19 fUs
Q 141
Mannin s n b Stream T e
Stream type C4
Mannings n (Red Book: p187; Blue :p237) 0.018
Velocity (From annings equation: u=1.4865 ' ^2/3 1 2 n 7.27 ft/s
Q 322
Continuity Equation
Qbkf (cfs) original curve or stream gage hydraulic geometry 200 cfs
Velocity u= A or from stream gage hydraulic geometry 4.51 ft/s
Dr. Richard He Method
Coefficient a a = 11(R/dmax)ti0.314 13.0
Friction Factor- f 1/f^1/2 = 2.03 log (aR/D84) 0.1
e ocity (From 'Arcy eis ac equation: u= 8'g' / ^t 2 4.82 ft/s
0 214
Velocity Comparison Form
Project: Rocky Branch Stream Restoration Location:
Stream: Rocky Branch Reach:
Date: 12/1/2004 Observers:
Station 11+80 to End of Restoration
Yadkin County, NC
Lower - Proposed
Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area Abkf 45 s ft Bankfull Mean Depth Dbkf 1.96 ft
Bankfull Width Wbkf 23 ft Wetted Parameter WP 26.91 ft
D84 (Riffle or pavement) 100 mm D84 mm/304.8 0.33 it
Bankfull Sloe S 0.00364 it/ft Hydraulic Radius R 1.67 ft
Gravitational Accleration
1 32.2 fUs sec
I Dbkf/D84 use D84 in ft 5.96 ft/ft
13ankfull Maximum Depth 3 ft. R/D84 (use D84 in ft) 5.10 ft/ft
Dbkf/D84, Wu`, Mannin s n
u/u* (Using Dbkf/D84 Red Book: p188; Blue p233) 7.3 fUs/f Us
Mannings n (Red Book: p189; Blue :p236) 0.033
Velocity (From Mann ings equation: u=1.4865 ` ^ 3 ^1 /2)/n) 3.83 fUs
Q 172
u/u*=2.83+5.7lo R/D84
u* u* _ (gRS)^.5 0.44 ft/s
Velocity: u = u' 2.83+5.7 og 84 3.04 fUs
Q 137
Mannin s n b StreamT e
Stream type C4
Mannings n (Red Book: p187; Bluo :p237) 0.018
Velocity (From annmgs equation: u=1.4865 " ^ 3 ^1 2 n 7.02 fUs
Q 316
Continuity Equation
Qbkf (cfs) original curve or stream age hydraulic geometry 200 cfs
Velocity u= or rom stream gage hydraulic geometry 4.44 ft/s
Dr. Richard He Method
Coefficient a a = 11(R/dmax)^-0.314 13.33640104
Friction Factor - f 1/f^1/2 = 2.03 log (aR/D84) 0.072279176
Velocity (From D'Arcy eis ac equation: u= 8`g" ^1 2 4.66 ft/s
Q 210
Velocity Comparison Form
Project: Rocky Branch Stream Restoration Location:
Stream: UT #1 Reach:
Date: 12/2/2004 Observers:
Yadkin County, NC
UT #1 - Existing
Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area Abkf 3.1 s it Bankfull Mean Depth Dbkf 0.30 ft
Bankfull Width Wbkf 10.2 ft Wetted Perimeter WP 10.81 ft
D84 (Riffle or pavement) 6 mm D84 mm/304.8 0.02 ft
Bankfull Sloe S 0.0135 ft/ft Hydraulic Radius R 0.29 ft
Gravitational Accleration 32.2 fUs sec Dbkf/D84 use D84 in ft 15.44 ft/ft
Bankfull Maximum Depth 0.72 It. R/D84 (use D84 in ft) 14.57 ft/ft
Dbkf/D84, u/u', Mannin s n
Wu' (Using Dbkf/D84 Red Book: p188; Blue p233) 9.5 fUs/ft/s
Mannings n (Red Book: p189; Blue :p236) 0.028
Velocity (From annings equation: u=1.4865 ' ^ 3 ( ^1 2 n 2.68 ft/s
Q 8
u/u'=2.83+5.7lo R/D84
U* u' _ (gRS)^.5 0.35 ft/s
Velocity: u = u' 2.83+5.7 og 84 3.34 ft/s
Q 10
Mannin s n b StreamT e
Stream type C4
Mannings n (Red Book: p187; Blue :p237) 0.018
Velocity (From annings equation: u=1.4865' ^ 3 ^1 2 n 4.17 ft/s
Q 13
Continuity Equation
Qbkf (cfs) original curve or stream gage hydraulic geometry 15 cfs
Velocity u= or from stream gage hydraulic geometry 4.84 ft/s
Dr. Richard He Method
Coefficient a a = 11(R/dmax)ti0.314 14.8
Friction Factor - f 1/f^1/2 = 2.03 log (aR/D84) 0.0
Velocity (From D'Arcy eis ac equation: u=(8'g' f ^1 2 4.73 fUs
Q 15
Velocity Comparison Form
i
Project: Rocky Branch Stream Restoration Location: Yadkin County, NC
Stream: UT #1 Reach: UT #1 - Proposed
Date: 12/2/2004 Observers: Mulkey
Input Variables Output Var iables
Bankfull X-Sec Area Abkf 4.5 s ft Bankfull Mean Depth Dbkf 0.75 ft
Bankfull Width Wbkf 6 ft Wetted Perimeter WP 7.50 ft
D84 (Riffle or pavement) 6 mm D84 mm/304.8 0.02 ft
Bankfull Sloe S 0.00385 fUft H draulic Radius R 0.60 ft
Gravitational Accleration
I 32.2 ft/s sec Dbkf/D84 use D84 in ft 38.10 It/ft
Bankfull Maximum Depth 1.20 ft. R/D84 (use D84 in ft) 30.48 ft/ft
Dbkf/D84, u/u", Mannin s n
u/u" (Using Dbkf/D84 Red Book: p188; Blue p233) 11.8 fUs/fUs
Mannings n (Red Book: p189; Blue :p236) 0.025
Velocity (From annings equation: u=1.4865 " ^ 3 ^1 /2)/n) 2.62 fUs
Q 12
u/u"=2.83+5.7lo R/D84
U* u" _ (gRS)^.5 0.27 fUs
Velocity: u = u' 2.83+5.7 og 84 3.08 fUs
Q 14
Mannin s n b StreamT e
Stream type E4
Mannings n (Red Book: p187; Blue :p237) 0.03
Velocity rom annings equation: u=1.4865 " ^ 3 ^1 2 n 2.19 fUs
Q 10
Continuity Equation
Qbkf (cfs) original curve or stream gage hydraulic geometry 15 cis
Velocity u= or from stream gage y rau is geometry 3.33 fUs
Dr. Richard He Method
Coefficient a a = 11(R/dmax)^ 0.314 13.80
Friction Factor - f 1/f^1/2 = 2.03 log (aR/D84) 0.04
Velocity (From D'Arcy eis ac equation: u= 8 g ^i 2 4.11 fUs
Q 18
C
r

k
;{
0
0
u
B
B
D
D
D
0
0
0
0
0
e
0
a
0
0
B
0
TYPICALS
NOT TO SCALE
ROCKY BRANCH - UPPER REACH (0+00 to 3+20)
NG I.0'?- 23.DD' NG
0:1 2:1 M- 2.30' 2:1 10:1
3:1 B.07' 3.1 1.80'
16:1 6:
TYPICAL RIFFLE
BANKFULL CROSS SECTIONAL AREA = 30.0 SO.FT.
NG 6.00' 30.00'
0:1
2.5T
3,00'
2:1
3:1
10:1
2:1 3.00'
TYPICAL POOL
BANKFULL CROSS SECTIONAL AREA = 38.5 SQ.FT.
ROCKY BRANCH - LOWER REACH (II+80 to 41+70)
. c 23 00' ur.
10:1
2:1
NG C
I0:1
4.00'
-4.83
3:1 4.67' - 3:1
2:1 12:1
TYPICAL RIFFLE
BANKFULL CROSS SECTIONAL AREA = 45.0 SQ.FT.
8.00'x{ 30.00'
4.50'-H i;l
2:1
J:I
TYPICAL POOL
BANKFULL CROSS SECTIONAL AREA = 52.5 SO.FT.
ROCKY BRANCH - MIDDLE REACH (3+20 to 11+80)
23.00'
!G LD'? NC
10:1 3.50' 10:1
2:1 21
3:1 7.00'--y 2.25'
J:I
12:1 ,
TYPICAL RIFFLE
BANKFULL CROSS SECTIONAL AREA = 35.0 SQ.FT.
10:1
3.50'
7.00'
3.00'
I B:I
3:1
TYPICAL POOL
BANKFULL CROSS SECTIONAL AREA = 46.0 SO.FT.
30.00'
NG
ROCKY BRANCH - TRIBUTARY I
10:1 2;1 ?-2.29' 0.30' ?IL2010:1
3:1 3:1
12:1 12:1
TYPICAL RIFFLE
BANKFULL CROSS SECTIONAL AREA = 4.5 SO.FT.
NC 3 00' OD' NG
OD'
10:1 10:1
1.7:1 Ll:l I' ?5?
NG
10:1
TYPICAL POOL
BANKFULL CROSS SECTIONAL AREA = 5.25 SO.FT.
v
e
A
8
8
D
1
1
A
B
e
8
1
1
1
DETAILS
NOT TO SCALE
ROCK VANE DETAILS
,s
-1
3yL/ p 1 rSHWU9 PLANTINGS SHRUB RANiNCSI
GE'gT?[XTAE ° J `
R.C
APMOX.2T ----------.._..;,..._.
_r
7 0.9 Emax
y
BOULDERS ?,.--FOOTER ROCKS
I
i
" SECTION B-B
L 1
sru
•'N 'N SHRUB PLANTINGS
SHRUB PLANTINGS
FLOW-?
- --------------------
0.9 G - - 2%-7"
H .1.'
NOTE: BOULDERS SHOULD BE NATIVE QUARRIED ROCK
OR LOCALLY SHOT ROCK, ANGULAR AND OBLONG WITH
THE FOLLOWING DIMENSION:
AVERAGE SIZE IS 4'K3'X2'(APPROX. 3600 LB)
ROCKS SHOULD FIT TIGHTLY WITH MINIMAL SPACES.
FOOTER ROCKS SHOULD BE A MINIMUM
OF 3 TIMES 'H'19 GRAVEL BED STREAMS.
GEOTEXTILE FABRIC SHOULD BE PLACED ON UPSTREAM
DE OF BOULDERS FA RI HOULD 6E OVERLAIN ON
PEE BOULDERS AN IJlEp TO A N''AUM
EPTH OF 2 FT.OR AS DIP'4CTED BY ON SITE ENGINEER.
FABRIC SHOULD EXTEEND UPSTREAM A M'N?MUM
LENGTH OF OF 6 FT.OR AS Di,ECTED BY ON SITE
ENGINEER. FABRIC SHOULD BE BACKFILLED WITH 3' STONE.
H = MIN. OF 0.3'
SECTION A-A
FLOW
EESKMALFAI WITH 2' Mill a?a
i STREAM BED
GEOTEATILE FABRIC
DETAIL OF GEOTEXTILE FABRIC
n-317
TYR.
OED-TEXTILE FABRIC
CROSS VANE ROCK WEIR DETAILS
PLAN VIEW
A
POOL
FOOTER ROCKS
ae
?? J??NB^ - HATNE PLANTINGS
SECTION B-B
1/3 BANKFUL 113 BANKFULL IXJ BANKFULL -
WIDTH T WIDTH T WIDTH
\ '•?\/ ?RS
9 USED T? E S
USED TO KEY INTO
STRAY BANK
y SECTION A-A
?Tt?'' E PLANTINGS
-`PRLECTEO TOP OF
VANE WING
H `SLOPE- 2 - T-Z
BOULDERS
t ? -------------
N.
O Q i \
p`
.12
GEO-TEXTIIE FAB.RK FOJTER HOCKS p
NOTCH -
,•?' ' BANKFUIL DEPTH
STREAM CHANNEL
OOTER ROCKS
NOTE: BOULDERS SHOULD BE NATIVE OUARR;EO ROCK
OR LOCALLY SHOT ROCK, ANGULAR AND OBLONG WITH
THE FOLLOWING DIMENSION:
AVERAGE SIZE IS 4'K3'M2'(APPROX. 3600 LB)
ROCKS SHOULD FIT TIGHTLY WITH MINIMAL SPACES.
FOOTER ROCKS SHOULD BE A M'A'MUM
OF 3 TIMES 'H' IN GRAVEL BED STREAMS.
CSIDE OFTIBOUL`DDDERSICDSULLLDCBEp 0 RLAINRONM
QEPTHEOF 2UfTT.E0S . SAASDBRDIRECTHEEOEDTBYA N S
OIiE M ENGINEER.
SEREIRIC SHOULD EXTEND UPSTREEAM A MINIMUM
ENGTH OF OF 6 FT OR AS DIRECTED BY ON SITE
NGINEER. FABRIC SHOULD BE BACKFILLED WITH 3' STONE.
H = MIN. OF 0.3'
ROOTWAD DETAILS
ANGLE ROOT WADS SO
UPSTREAM TOWARDS THE PL
ALq ROOT FAN
A
ROOT FANS SHALL LAP OVER
A MINIMUM OF 2 ft.
X12 ft
FOOTER LOG
(1.0 ft DIAJ
FOOTER LOG
(IO WL6A)
BOULDERS -
y ROOT WAD LOGS
(1.0 ft - 1.5 ft DIA.)
WHEN BACKFILLING OVER AND AROUND
BOTTOM FOOTER LOGS, ROOT WAD LOGS AND
ANCHOR LOGS IN BETWEEN ALL WADS TO FIRMLY
SECURE ALL COMPONENTS INCLUDING
JOINTS, CONNECTIONS AND CAPS.
ROOTWADS - PLAN VIEW
NATURAL FIBER
LIVE STAKES
RANKFULL
ELEVATION
I VARIES I
INVERT ELEV.
FOOTER LOG
(PLACE 2/J LVABELOW
INERT ELEV.)
SEE PLANTING PLAN FOR
STABILIZATION MEASURES
YIN.'YUY BORDER 6x Ix 7
ROOT WAD HORIZONTAL
TO INERT
-ANCHOR FOOTER LOS ROCKS TO BE
PLACED ON THE DOWNSTREAM ENO
OF EACH FOOTER LOG SO THAT R
15 LEANING AGAINST THE LOG ON
THE SIDE ANDY FROM THE CHANNEL
ROOTWADS - CROSS SECTION ( CUT )
2. THE PRFFERRM METHOD FOR INSTALLATION OF A ROOTWAD
IS TO DRIVE THE METHOD TRUNK OF THE ROOTCGWAD INTO C
THEISIt- ITSISKDEE ED NTT YPOSSIBLE TONDRIVENTH TRUUKUINFO
THE BANK.A TAANCH SHALL ?E DUG IN THE BANK AN? THE TRUNK
SHALL 6- PLACED IN HT TRENCH. THE TRENCH SHALL BE
9ACKFILL D ANDCC CCI PLLACTEEED.EE TTLL pp EE II?? 9
3 MATERALNUNLESSMOTAHEArISEtAPPPDVEDJBY THEUENIGPEE.
4. ALE MATERIALS FOR THIS STRUCTERE SHALL BE APPROVED BY
TH ENGINEER PRIOR TO INSTALLA ION.
5. STATIONING OF AOOTWA SHA L?E,? A ESHQwy 0.Y THE
SN5UUBER OF?ROOTwADE?NECOSaRY WILL DEPEND ON THE
SI?O AT pTIIDSSTIMELL OFFFgECONSTRUCTION?UAL CONDITION OF THE
6. SPPEAINCSROOiUSDYSTEMS NO TAPROOTSTAEES WITH
e
B
9
9
0
D
D
0
1
1
a
(}I
DETAILS
NOT TO SCALE
J-HOOK VANE DETAILS
II
M OFF
SILL
_.._.._.._ .._.._---- -F --- - -
rurcR
Rxx
SECTION A-A
CROSS SECTION VIEW
SHRUB PUNIM,'S SHRUB PLMTINCS-\
r
Y 0.9 d-
SECTION B-B
CROSS SECTION VIEW
SECTION C-C
PROFILE VIEW
E
FLAY -a
c °a
BED MATERIAL \CYIN STREAM BEO
GEOTEXTILE FABRIC
DETAIL OF GEOTEXTILE FABRIC
SHRUB PLANTINGS
FLOW
H
A FOR COBBLE1cRvEL
FOTfR ROCK- ?I -77G
SxUR
HxE
VANE LENGTH
(MX OEPH I ?
AT 0-9 OF VANE LEN,THL
SECTION D-D
PROFILE VIEW
NOTE: BOULDERS SHOULD BE NATIVE OUARRED ROCK
OR LOCALLY SHOT ROCK. ANGULAR AND OBLONG WITH
THE FOLLOWING DIMENSION:
AVERAGE SIZE IS 4'X3'X2' (APPROX. 3600 LE)
ROCKS SHOULD FIT TIGHTLY WITH MIMMAL SPACES.
FOOTER ROCKS SHOULD BE A MIN4NM
OF 3 TIMES 'H'IN GRAVEL BED STREAMS.
G E OTgF?OOULD?RS BABRICp SHOU DCBE OV ERLAINRON
SS BRIC M
R D SOUL FOR ASDDIHECBB0 BYAON APENGINEER.
EPTH OF F N TED SHOUI 2 _D EXTEND UPSTR AM A MINIMUM
LENGTH OF 0 6 FT.DR AS DI ECTEO BY ON SITE
ENGINEER. FABRIC SHOULD BE BACKFILLED WITH 3' STONE.
H = MIN. OF 0.3'
MATERIALS
C GELOTEXTILE FABRIC T E
0 EXCEEORTHE LFOLLOh,NGFSPAECCIFICAT0Y5r
THE ABOVE SPECIFICATIONS ARE CONSISTENT
WITH AMOCO BRAND STYLE 4551 A
POLYPROPYLENE NONWOVEN NE LE-
PUNCHED FAEEBRIC. SS LL
ENRINUSSE WITNOYANEOSTAUCTURppES. ORED FABRIC
PROPERTY MIN'MUM AVERAGE
ROLL VALUE
GRAB TENSILE 160 LBS.
GRAB ELONGATION 50%
MULLEN BURST 315 PSI
PUNCTURE 90 LBS.
TRAPEZOIDAL TEAR 65 LDS.
UV RESISTANCE 707. AT 500 HOURS
AOS 70 SIEVE
PERMITTIVITY 1.5 SEC.
FLOW RATE 110 CAL./MIN./FT.CLAY PLUG

UNCOUPACTEO BYNFILL
s

FINISH GRADE 1.? (O ?
I I I 5MIrt NEW STREAMBANN
SHALL TREATED
? AS SPECIFIED IN PANS
F
W LKUPACTEO 1
11
SACK LL
.1
/r
i
IMPERVIOUS SELECT --/
MATERIAL (CLAS?SEIIA S I
ESMEETING THE REQUIREMENTS OF
RASSH OS.1I4SL FOR SOITLECILASSIFFII?pCASTION CLAYEY
501 OR
,I, MATERIALS WHICH MEET TH A ALAS LCITYANLEXHI II OF IESOHTHANt7A OASGREATER TIHAN 20?I Cod UMIiSILLIGPEATER2fHAN SOd A-7
N
CLAY PLUG MATERIAL MAY BE OBTAINED ON-SITE WITH APPROVAL OF ON-SITE ENGINEER
NOTES: CHANNEL PLBCS TO BE LOCATED AS SHOWN ON THE PLANS AND AT OTHER LOCATIONS
AS NOTED Y THE ENGINEER.
SIDE SLOPE THAT IS ADJACENT TO NEW CHANNEL NEEDS TO MATCH PROPOSED CROSS-
SECTION IN THAT LOCATION.
THIS STRUCTURE SHALL BE PLACED AS DIRECTED BY ENGINEER.
KEY THE CHANNEL PLUG INTO THE BED AND BANK A MINIMUM OF IFOOT.
PHYSICAL SPECIFICATION
i
W TLAND CR ATION
r.i ~ ithin Exis ing Channel)
~ t f' ; ~ "ri ~ _ r r t r- ) r f It J ,
1 a r WETLAND RESTORATION
( 1~ /fir ~ i6,1 .a • 'v ~ r / r 7r~ i t _ .1 ~ . I + ;
i 1 { I s . 7 l
WETLAND ENHANCEMENT
fi' : rr r 1 ~ . . 1 + _ t , r ~,F r. i~ - i - •~1.- .R f
( r r 'r , 's,f
Y s B a ; ,n \ f WETLAND PRESERVATION
r / .x`
TOT OF I TING C ANNEL
1 ~ f ~ .
F F F LL AREA
utside Existing Channel)
8r I 1 - `
1 + 1 ' VERNAL POOLS
a I ~ + ~ ! '
yi
1 + _ PROPOSED CHANNEL
1 ~ ~ ~ 1 ! ~ i 4~ _ ~
POND
i~ ~ t l ~ r ~ 1 \
( I b \ y - - - ROAD
r d 1 f + \ ~ 1 ~ \ 11
7 ~ ~ I z } t< ' ' 7 i
~ k, t ~ II i r _ s tk -W~B- WETLAND BOUNDARY
V
1; u ~ ~ , V r 4+ E ~ ~ n ~ - TREELINE
~ ~ .1
~~I I , - -
a' r I \ EXISTING WATERS EDGE
/ ' ~ f ~~.A~ A - rl ,
z ~ ~ is \ ; ~ EXISTING THALWEG
~ ' PI'kv~ ~ ('.j, i 1 f ' I ~ 1 . ,t`:. , ~ \ \ ~ ~ v-,! ',.2~' fit '~}c r y :
1. is }II-I t~. , r \ ~ , '1 \ , \ \ \ ;~r - _ + ~ ~ „ ~FC, - . ~ _
1 \ -.t it -TOP OF BERM
_ . .11 t? - _ _
I i - - - 7~,a~ f I ~ , j _ - i,s: ~+r. TOE OF SLOPE
h:~, r! i ; , _ . fit;!!;, ~ ~ _
( , +
~ PROPOSED EASEMENT

_ fir' i ~ \ ~
+ c - _ ~ _ ODD CONTOURS
; . _ _ - -
,zr ~ r• - ~ r ~ _ -aw__ mss!>' ~ _ ~ - i, 4 --~.-a~~...._. v%ia,. ,ter„{ ~i . rw.. -s:'"' ~ ~ ; t ~ ~ _ _ ~ - - - - - _ ;y EVEN CONTOURS
„;,r
- _
, . ' - , r. tiff. ~r. _ ~ ' . ~ ROCK VANE .
\ _
I Vii. t ~:1 ~ ~i i , ~ J- HOOK - -
• \ • • 1 ~ • • 1 ~ . _ __-r__ _ r. 1 _ b I 44 .'J 4 t
y _.o ~ , . • , • . . r ~ . . . . . . • . . ~ . .`yam i~-,_ ~ ~i i'r~_t. . . . ` . . . . . y f i ~ - ~
~ :'f .3- - _ ~ ~ ~ ~t, _ CROSS VANE • _
F -
1`~ ` ~ ~ • ~ - -1 ROOT WAD/ BOUDLER COMPLEX
t\ ~ • a vv . t _ . „
~~ti • ~ { • • a _ ,
~ e- - _ j" , _ , ~ PHOTO POINT .
~ ~ ? 'w + . - _
_ zv ' ! ~ , ,rti. - ~ a , _ % ~zy~ ® PERMANENT STREAM CROSSING
` r ti~ _ , _ _ \ by ~ ~fi, ~ , y _
. 1 r .k;.. ; . , , , ~ x ' ~i
, . K
_ ~ I , i. _ ' ~ ~
~ ! t . - a, _ _ w / ~ - - t t - / it ` , _
\ ,
`I - . \ ~ , - ..'mow-. \ ~ - k 7777 _ - ~ i~ ~ _ y~// / , ~ ` / • ~
~ . - , _._-,_,u.ti 1. ~a i ~ ~ ~ : _ _ Y, ! ~
~ ~ ~ - s , ~ ~ - a s
~ 'jp~ _ - _ - . s~, - . ~ ~ - a - ~ ~ .4 _ ~ .._`h~ ~ , ~ S}ti t•. \ ~ it Y` - .±t~, r' . t i' ` _ a er " _ ~ \ 1 w,: ~ -
, ,y~ _ \ \ l.~.1, _ - ~\\\t\`... `t1 ~ _ .4~ r '/r ~y c ~ Il+,, r' r, fJr, i a, - ~t. I.
r t ! @~ r ~ ~ \ b'r=~~ ~-a__..-.-""" - ~ fii,/:•'+, ~>-..r /°~5% ~ E ~ : i l~'f~/ :;~.'^,,~ti V` .~1, `A. ~ ~ 14 '~.r ~ - - - ~ _ , ,
- - ~-CS- \ •....---O,i~%;, -1.~ y. "'i:r~/ .r'~/i~% 1~'~ ,.}ail i t~'. i/F'~ ~~r' _
/ ~!A ~VA`. `t, ~ _ _'~•--'°'AJ:. - .1 iflf ~li ~1' `sri ;ri '`v. _ ~j' `t~ \ -t ~\11 tl\ t - t~'~'__ ~i i~ r./, _>'r r/,~-~\ } (f tj 1' 'r ,}y. ii ~'bc.
_ ~ "L ,`:v`. \ .t,4 a•. w,~ r /r /i r. /r~r.'.%6 /r/, \ ~~,E v B; `r ~ .~~fl',~r,.?~d _ - / '4q~ \ ` ~1,,' : ,1,`:,. ,v.;r....+,---~" / ? +~i' ~ /_.~1 t t 1 ~ of # ~ !f- i f„' it /r ~f~.,~--.-" - ~ - `1 ~ \ 1; ~ ~`6, - __....~.~'r'r ~~1.•i~ !i ~.a~ ,h!- `t if~ ~~ir ~l 1 dr' ,l,' ~i/./r - ~ ; ` ` #td~i ;1f1 vA. ~v, r A - > r,,/./,%: •,ILg ~n;lr 7r~Isr~ i / P/'i- - - jam.--.. ~~`\~'•;y'.~'\\'~.\ _ ~.:~~+''~'r~,\ 4t.-~~ ^5:~ t ~i~l t 1''`` I
I I I l\,•t ro -r A tt 5. _``-~1 ! i~,j1 r 7 1 l •1 r, ~1~'/, r + ` ; ~ ' - + _
_ ~
%i 1>S'.~}VA ~vY~ ,1 r ~yri _illlt' er~~" r ~r +'r I ~ 0111 ,'l si r~ i ro,, t tit t t I rri;, f f rr, f rr )r ~ + ~+I i { J 1 , ~ 1 1+ ,i Iii/ ~ / ~„~~~~S ` i l '~~t~1 t „/1/: i ;fl rr6 ,r~}I (i a ~r: ; i',/i~/i~':i /.'/%r%' -`~`h`.
%ll~...--"~ ~.,\,~•`4\?`.~ 4 \.t .F t\.- \ ~\~~•?~y,ilttl\1~.1i~~.y, r ? ? ~a%//>~U,
„41r ~ \ t 1.:'4'/~ , t it~ i~.- ri' 1 r ` f ;t~f'f::' ~ " l/ 'li' i \ _ ~ - ~ ` t s ~ ~ k C ~.f . r ~ / , ~ij/ r ~ ( l r !J- r f ~ fi j \ ~ \ '1 i ~ '
x `1? ~ t. i'" ~_//l~-l /i;• j.~ +it:/,~ /rr/j/.' i 1 I '..f ~:~/!!r 1./;: ~ ~ •
r% ,r. 'l. / .'//r/.', /i:f.~;~'.r j 1 r I ~ Ir1Il!. ,/i,.1..11~1ij !'i~" i` -w„ ~""~-w-\` , i a t~ \ t..,/g' '%r'r r~r~i r i,.• fi % .I til(il+r;~'(, Ili ;l~'1/.i..~~~r. 1 t ~ it ~ ~ ~ / r { i f r 1. . i fr`r/ f: • i 1 'tom ~ - ;~~:i. ' w ~ ~ • ~ .
. t r _ + ~.e i~.i i r'/ i /i - 1 r f (r?; rOr ~~ll~~i~ r/'r~!',,,/~~'1• r''1 ~i j•} '.A ~~t t i t}\ r., r/t ~~I,i.; ,if~/ ~ ~ ~Il~lll~i 111 ~+1i .111 is lrl i~ j V ' ! / l'" 1,,71 1 Lrl .I t ~ f rr.'',r ' , 1 ~ . ~ ~ 1 ~ \ \ ~ ~ \i„~ _ ~ ~ te'a` ` - ~ ~ a , ,
\ i t ~ \ ! ri, rr- / ~i.~f,. .r! r 1 rl~'l~r +`'~1 ( ~ ` tl l Fi. / i ~ , ,t ~ } i f 1 \ } l A V ~ _ - V A _ AA'` A i~~ F y, ~ I y
-
~ ~ ` , \ . \
v , ~ ~ ~
\ ~~t \ \ 4 ` !
,,~r ~ ~ ~ , \ ~ ~ f" ~s`1. \ tea, . \ ~ ~ l • - - ~ . • ~ _ , \1 \ 1
i ,y ~ t ~\l \ - - ti ~ ~ k` ~ I ~
_ _ _ } I j ~ ` \ _ 1, t '\~.i~ _ `
- 1 ~ ~ ~i •y
~ '
, ~ ~ ` ~ ,
.w - i i / 'ice a X
Pre ared For: "f,. ice. w. 1,.':~ ~ J. ~ r ¢
P ~ / ' / i
Y - 4 , r f / ! - 3_.. r r r / / ~ - / ~ ~ 1. ,r. / ~ Mi'_ S` s { ~ /G /ice's /
- . / r' / p' / 'h - ~ i f - I i
_ - -
:a , ~ f„
~..~ncvetPm r ~t b.
w vvv wvua ~ _ ,
r-anancement PROGRAM
Prepared By:
/ 1r'. ~ F a k : C
_ /r~r / 5% elf' r a t 1
+~MUUKE')r % a
ENGINEERS & CONSULTANTS i