20070623 Ver 1_Restoration Plan_20070409 (83)

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Little White Oak Stream Restoration Site
Polk County, North Carolina
CONTRACT # D06027-B
Prepared For: ~" Ecosystem Enhancement Program
Department of Env' t and Natural Resources
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RESTORATION PLAN
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LITTLE WHITE OAK CREEK STREAM RESTORATION SITE
` RESTORATION PLAN
Executive Summary 1
1.0 Project Site Identification and Location 2
1.1 Directions to Project Site
1.2 USGS Hydrologic Unit Code and NCDWQ River Basin Designation 2
2.0 Watershed Characterization 3
2.1 Drainage Area 3
2.2 Surface Water Classification/Water Quality 3
2.3 Physiography, Geology, and Soils 4
2.4 Historical Land Use and Development Trends 4
2.5 Endangered/Threatened Species 5
2.5.1 Federally Protected Species 5
2.5.1.1 Dwarf-flowered heartleaf 5
2.5.1.2 Small-whorled pogonia 5
2.5.1.3 White irisette 6
2.5.2 Federal Designated Critical Habitat 7
2.5.3 Federal Species of Concern and State Listed Species 7
2.6 Cultural Resources 9
2.7 Potential Concerns 9
• 2.7.1 Property Ownership and Boundary 9
2.7.2 Site Access 9
2.7.3 Utilities 10
2.7.4 FEMA/Hydrologic Trespass 10
3.0 Proiect Site Streams (Existing Conditions) 10
3.1 Channel Classification 11
3.2 Discharge 12
3.3 Channel Morphology (Pattern, Dimension, and Profile) 12
3.4 Channel Stability Assessment 12
3.5 Bankfull Verification 13
3.6 Vegetation 13
4.0 Reference Stream 14
4.1 Watershed Characterization 14
4.2 Channel Classification 14
4.3 Discharge 14
4.4 Channel Morphology (Pattern, Dimension, and Profile) 14
4.5 Channel Stability Assessment 15
4.6 Bankfull Verification ~ 15
4.7 Vegetation 15
5.0 Project Site Restoration Plan 15
5.1 Restoration Project Goals and Objectives 15
5.1.1 Design Channel Classification 16
5.1.2 Target Buffer Communities 17
5.2 Sediment Transport Analysis 18

5.2.1 Methodology 18
5.2.2 Calculations and Discussions 19
5.3 HEC-RAS Analysis 19
5.3.1 No-rise, LOMR, CLOMR 19
5.3.2 Hydrologic Trespass 19
5.4 Stormwater Best Management Practices 20
5.4.1 Narrative of Site Specific Stormwater Concerns 20
5.4.2 Device Description and Applications 20
5.5 Soil Restoration 20
5.5.1 Soil Preparation and Amendment 20
5.6 Natural Plant Community Restoration 20
5.6.1 Plant Community Restoration 21
5.6.2 On-site Invasive Species Management 21
6.0 Performance Criteria 21
6.1 Streams 21
6.2 Vegetation 22
6.3 Schedule/Reporting 22
7.0 References 23
8.0 Tables
Table 1 Structure and Objectives
Table 2 Drainage Areas
v~ Table 3 Land Use
~ Table 4 Morphological Tables
Table 5 BEHUNBS and Sediment Export for Project Stream Site
Table 6 BEHI/NBS and Sediment Export for Reference Stream Site
Table 7 Pfankuch Summary
Table 8 Design Vegetative Communities
9.0 Figures
Figure 1 Vicinity Map
Figure 2 Watershed Map
Figure 3 Soils Map
Figure 4 Existing Hydrologic Features
Figure 5 Reference Site Vicinity Map
Figure 6 Reference Site Watershed Map
Figure 7 Reference Site Soils Map
Figure 8 Reference Site Vegetative Communities
10.0 Design Sheets
11.0 Appendices
Appendix 1 Site Photographs
Appendix 2 NCDWQ Stream Classification Forms
Appendix 3 Reference Site Photographs
Appendix 4 Reference Site Stream Classification Forms
Appendix 5 HEC-RAS Analysis
Appendix 6 Bankfull Verification
Appendix 7 Sediment Transport

• profile will reduce sedimentation to the stream by preventing the mass wasting of stream banks currently
prevalent at the Site. All of the stream restoration design and construction will follow methodologies
consistent with natural channel design. Our proposed restoration plan includes re-establishing a floodplain
and forested riparian buffer which will both provide an area of filtration for surface and ground water
from the adjacent, heavily grazed pastures. The floodplain will be re-established by raising the existing
streambed elevation in order to reconnect the streams to their historic floodplains, or in the cases where
this is not feasible due to site constraints, through the construction of bankfull benches. By reconnecting
the streams to their original floodplains or by creating improved floodplains through bankfull bench
construction, the streams are provided a much larger area to attenuate flood flows. The sections of
abandoned channel that will be left open and modified to create vernal pools, off channel ponds, or
riparian wetlands will also provide additional flood storage.
The second goal will be to enhance instream and terrestrial wildlife habitat and will be achieved by
increasing the amount and quality of habitat within the stream and within the riparian buffer. The existing
condition of the streams and riparian buffers at the site provide limited available habitat for aquatic and
terrestrial species in and around the stream. The objective is to utilize the proposed restoration site to
enhance habitat within the stream by restoring natural channel stability and through the introduction of in-
stream boulder and wood structures. The restoration of a forested riparian buffer will also provide stream
shading, as well as cover areas and travel corridors that are vital for traveling, foraging, loafmg and
nesting for many wildlife species. The Site provides an excellent opportunity to restore and preserve a
substantial riparian zone on lands that are currently being used for pasture. The riparian buffers, at least
50 feet in width, will be established along both sides of all of the streams at the Site. These buffers will
be fenced to prevent future cattle intrusion.
• Amount of existing and designed stream
Mulkey has acquired 55.3 acres of conservation easement for the State of North Carolina to provide
buffer for the stream site. The existing stream footage within the Site totaled 16,2781inear feet. A design
has been completed using parameters from reference reach data which anticipated 18,200 linear feet of
potential restoration. Mulkey anticipates that this project will generate a minimum of 18,200 Stream
Mitigation Units (SMUs). The SMUs are determined by using the formula [SMU = (Restoration/1.0) +
(Enhancement Level U1.5) + (Enhancement Level IU2.5) + (Preservation/5.0)] as noted in the EEP RFP.
1.0 Project Site Identification and Location
The Little White Oak Creek Stream Restoration Site is located in Polk County approximately 2.5 miles
east/southeast from the Community of Mill Springs along NC Highway 9 South, and approximately 0.5
mile northwest from the intersection of NC Highway 9 South and US Highway 74. The Site is situated
in the Broad River Basin 8-digit cataloging unit of 03050105 and the 14-digit cataloging unit
03050105030010. Mulkey has purchased an easement covering 55.3 acres, which will encompass the
streams and associated buffers at the Site. (Figure 1)
1.1 Directions to Project Site
The Little White Oak Site is located 0.6 mile north of Exit 167 at the intersection of NC Highway 9 and
US 74. The Site is approximately 78 miles from Charlotte and approximately 47 miles from Asheville.
1.2 USGS Hydrologic Unit Code and NCDWQ River Basin Designations
The Little White Oak Creek Stream Restoration Site is located within the Broad River Basin, 8-digit
cataloging unit of 03050105 and the 14-digit cataloging unit 03050105030010. The Site is also within the
2

• NC Division of Water Quality Subbasin 03-08-02. The Little White Oak Creek Stream Restoration Site
consists of first, second, third, and fourth order streams which generally flow eastward across the Site and
exit the Site as the main channel of Little White Oak Creek. This Site is not located in a water supply
watershed. (Figure 2)
2.0 Watershed Characterization
It is estimated that 78% of the land cover within the watershed is forest or wetland. Although
urbanization is dramatically increasing in the area, it is estimated there is currently 2% of urbanized
(impervious) area in the watershed. The remaining land cover is pasture and cultivated cropland.
Topography at the Site consists of gently sloping hills and valleys along with broad, flat floodplain areas
adjacent to the South Fork Little White Oak Creek and Little White Oak Creek. The elevations of the Site
range 885 feet above mean sea level to approximately 875 feet above mean sea level on the Little White
Oak Creek and South Branch Little White Oak Creek and the tributaries range from 905 feet above mean
sea level and 875 feet above mean sea level.
The Site is located within the Southern Inner Piedmont Ecoregion. This ecoregion is denoted as dissected
irregular plains, some low to high hills, ridges, and isolated monadnocks; low to moderate gradient
streams with mostly cobble, gravel, and sandy substrates.
2.1 Drainage Area
The two main streams at the Site are third order streams, Little White Oak Creek at the north end of the
Site and South Branch Little White Oak Creek at the south end of the Site. These two streams converge
at the center of the Site as Little White Oak Creek to form a fourth order stream. The. Site also includes
one second order unnamed tributary and five first order unnamed tributaries. The headwaters of the Little
White Oak Creek are located southeast of Lake Adger and north and east of Little White Oak Mountain
then flow in an easterly direction through the project site. The drainage area of Little White Oak Creek as
it enters the project area is approximately 3,400 acres (5.3 square miles). The headwaters of the South
Branch Little White Oak Creek are located north and east of Fox Mountain and flow east to its confluence
with Little White Oak Creek. The drainage area of the South Branch of the Little White Oak Creek as it
enters the project area is approximately 2,560 acres (4.0 square miles). The overall drainage area of the
project is 7,124 acres (11.1 square miles). (Figure 2)
2.2 Surface Water Classification /Water Quality
Little White Oak Creek has been identified by the Division of Water Quality as use classification C which
denotes uses for fresh water aquatic life, secondary recreation. Little White Oak Creek flows into White
Oak Creek approximately four miles downstream of the Site which is also classified as class C waters.
The 2003 Broad River Basin Water Quality Plan (Basinwide Plan) identifies water quality parameters for
White Oak Creek as supporting its designates uses from its source to its confluence with the Green River.
The Basinwide Plan noted habitat degradation as problem parameters and identified agricultural and
urban runoff and storm sewers as potential impairment sources. A Benthic Monitoring Station (Station
B-8) is located near the confluence of the Green River and White Oak Creek. The Basinwide Plan notes a
bioclassification of Good-Fair at this station in 2000. The Little White Oak Creek Stream Restoration
Site is not a 303 (d) listed waterbody (NCDWQ, 2004b).
•
3

2.3 Physiography, Geology and Soils
The Site is located within the Outer Piedmont Belt portion of the Piedmont physiographic region of North
Carolina. The geologic composition of the project site is magmatitic granitic gneiss which consists of
foliated to massive, granitic to quartz dioritic, biotite gneiss, and amphibolite common. (NCDLR, 1985)
According to the Soil Survey of Polk County, soils within the project area are nearly level or gently
sloping soils on floodplains and stream terraces. Most of these areas are found within the western
Piedmont region of the county adjacent to major rivers and creeks (Figure 3).
Riverview loam, 0 to 2 percent, (RvA) underlies the majority of the stream channels and floodplain within
the Site. Chewacla loam, 0 to 2 percent (ChA), Skyuka clay loam, 2 to 8% eroded (SkB2), and Dogue-
Roanoke Complex, 0 to 6%, occurs along several of the floodplain areas and stream terraces. Grover
Loam, 25 to 45% slopes is mapped along some of the hillslope areas within the project boundary.
Riverview loam is identified as a hydric soil according to the North Carolina Hydric Soils List, August,
2005.
Riverview loam soil series is classified as fine-loamy, mixed, thermic Fluventic Dystrochrepts. These are
nearly level, very deep, well drained soils with moderate permeability. Riverview loam soils experience
occasional flooding for brief periods.
Chewacla loam soils series is classified as fine-loamy, mixed, thermic Fluaquentic Dystrocrepts. These
are nearly level, very deep, somewhat poorly drained soils with moderate permeability. Chewacla loam
soils experience occasional flooding for brief periods. Chewacla loam soils are identified as class B
hydric soils.
Skyuka clay loam soil series is classified as fine, mixed, thermic Ultic Hapludalfs. These are gently
sloping, very deep, well drained soils with moderate permeability. Skyuka clay loam have generally have
no flooding potential.
Within the Dogue-Roanoke Complex, the Douge soil series is classified as clayey, mixed, thermic Auqic
Hapludults. The Roanoke soil series is classified as clayey, mixed, thermic Typic Endoaquults. Theses
soils are nearly level to sloping, very deep, moderately well drained to poorly drained soils with
moderately slow to slow permeability. Soils within this complex rarely experience flooding. The Dogue-
Roanoke Complex is listed as a hydric soil according to the North Carolina Hydric Soils List, August,
2005.
The Grover Loam soil series is classified as afine-loamy, micaceous, thermic Typic Hapludult. These
soils are steep, very deep, well drained soils with moderate permeability. Due to the steepness of these
soils, there is no potential of flooding (Keenan, et al, 1998).
2.4 Historical Land Use and Development Trends
The Site has been used as a pasture for cattle for the past 50 years. There are approximately 200 grazing
cattle and horses currently utilizing the pastures. The livestock have not been fenced from the streams at
any location within the Site. This continual livestock access to the streams has resulted in substantial
erosion along the stream banks, incision of the channels, channel widening in some areas, and poor bed
form diversity throughout the Site, as well as reduced water quality due to the introduction of fecal matter
into the stream system. The property owner explained that many of the streams at the Site, particularly
the smaller tributaries, were historically maintained through channelization, dredging, and clearing of the
riparian buffer. Fecal and nutrient contamination to streams within the Site is currently a concern.
4

• Polk County is located in the mountain foothills known as the "Thermal Belt", where warm air settles and
moderates the temperature. The county's location in relation to the mountains also is a large attraction for
newcomers and tourist. Development within the county has increased steadily in the last 5 to 10 years.
There are multiple equestrian estates, vacation homes, new homes for retirees, subdivisions, and golf
courses being built in the vicinity of the LWO Site.
2.5 Endangered /Threatened Species
According to the US Fish and Wildlife Service (USFWS), there are three federally protected species,
dwarf flowered heartleaf (Hexastylis nan~ora), small-whorled pagonia (Isotria medeoloides), and white
irisette (Sisyrinchium dichotomum), along with eleven federal species of concern potentially occurring in
Polk County (USFWS, 2003). Mulkey performed a review of mapping for compliance with ESA as well
as an in-field survey for the listed species.
2.5.1 Federally Protected Species
As of the March 8, 2006 list, the USFWS identified two Threatened (T) species and one Endangered (E)
species as occurring in Polk County. North Carolina National Heritage Program maps (updated July,
2006) were reviewed to determine if any protected species have been identified near the project area.
This map review confirmed that no federally protected species and no designated critical habitat areas are
known to occur within an one-mile radius of the study area. A description of habitat requirements and a
biological conclusion is provided for these species in the following sections.
2.5.1.1 Dwarf-flowered heartleaf (Hexastvlis nani ora
Federal Status: Threatened
State Status: Threatened
The dwarf-flowered heartleaf has the smallest flower of any North American Hexastylis. Most flowers
are less that 0.4 inch long, with narrow sepal tubes (never more than 0.28 inch wide). The jug-shaped
flowers range from beige to dark brown, sometimes greenish or purplish. Leathery evergreen leaves are
dark green and heart-shaped. Dwarf-flowered heartleaf commonly occurs in areas of acidic sandy loam
soils found along bluffs and nearby slopes, hillsides and ravines, and in boggy areas adjacent to
creekheads and streams. Soil type is the most important habitat requirement (Pacolet, Madison, or
Musella types). Abundant sunlight in early spring is necessary for maximum flowering and seed
production. Flowering generally occurs between mid-March and early June.
Biological Conclusion: No Effect
Appropriate habitat for dwarf-flowered heartleaf consisting of acidic sandy loam soils (specifically
Madison and Pacolet types) is not present within the study site but is present within the property
encompassing the study site. A review of NCNHP records showed no occurrence of dwarf-flowered
heartleaf within aone-mile radius of the project site. In addition, a pedestrian survey was conducted by
qualified biologists from Mulkey on July 17, 2006. No occurrence of dwarf-flowered heartleaf was found
on-site during the plant-by-plant survey. Therefore, project construction will have No Effect on this
species.
2.5.1.2 Small-whorled po og nia (Isotr^ia medeoloidesl
Federal Status: Threatened
State Status: Endangered

Small-whorled pogonia is a small perennial member of the Orchidaceae with long, pubescent roots and a
smooth, hollow stem 3.8 to 10 inches (9.5 to 25 centimeters) tall terminating in a whorl of 5 or 6 light
green, elliptical leaves that are somewhat pointed and measure up to 1.6 to 3.2 inches (8 by 4
centimeters). It is distinguishable from similar species such as purple fiveleaf orchid (I. verticillata) and
Indian cucumber-root (Medeola virginiana) by its hollow stem. These plants arise from long slender
roots with hollow stems terminating in a whorl of five or six light green leaves. The single flower is
approximately 1 inch (2.5 centimeters) long, with yellowish-green to white petals and three longer green
sepals. This orchid blooms in late spring from mid-May to mid-June. This plant is believed to be self-
pollinating by mechanical processes. Populations of this plant are reported to have extended periods of
dormancy and to bloom sporadically. This small spring ephemeral orchid is not observable outside of the
spring growing season.
The small-whorled pogonia grows in young as well as maturing (second- or third-growth) forests, but
typically grows in open, dry deciduous woods and areas along stream-with acidic soils. It also grows in
rich, mesic woods in association with white pine and rhododendron. Habitat is characterized by sparse to
moderate ground cover, open understory canopy, and proximity to clearings such as roads, streams or
canopy gaps. When it occurs in habitat where there is relatively high shrub coverage or high sapling
density, flowering appears to be inhibited. Decaying organic matter such as wood litter from fallen limbs
and trees, leaves, bark or stumps may be important for plant growth as various types of decaying
vegetation are found in habitat of extant populations (von Oettingen, 1992).
Biological Conclusion: No Effect
Suitable habitat for the small-whorled pogonia is not present in the project study area. For this reason, no
survey for this species was conducted. NCNHP does not list any occurrences of the small-whorled
pogonia within a 1-mile radius of the project site. Therefore, project construction will have No Effect on
this species.
2 5 1 3 White irisette (Sisyrinchium dichotomuml
Federal Status: Endangered
State Status: Endangered
The white irisette is a small perennial herb that grows in adichotomously-branching pattern, reaching
heights of approximately 4.3 to 7.9 inches (11 to 20 centimeters). The basal leaves, usually pale to bluish
green, are from one-third to one-half the height of the plant. They are long-attenuate, with an acuminate
apex. The tiny white flowers are 0.3 inches (0.75 centimeters) long and appear from late May through
July in clusters of four to six at the ends of winged stems. The stems have from three to five nodes, each
with one to three winged peduncles 1.6 to 2.8 inches (4 to 7 centimeters) long and 0.02 to 0.04 inches
(0.06 to 0.09 centimeters) wide. There are successively shorter internodes between the dichotomous
branches. Individual plants may have 10 or more stems arising from the fibrous roots. The fruit is a
round, pale to medium brown capsule containing three to six round or elliptical black seeds. The
dichotomous branching pattern and white flowers combine to distinguish this herb from other species
within the genus (Feil, 1995).
White irisette closely resembles narrow-leaved blue-eyed grass (Sisyrinchium angustifolium). It is
distinguished by the branching from the first node, with plant parts becoming noticeably smaller above.
Blue-eyed grass usually has one node, with no noticeable reduction in the top of the plant. This species
occurs on rich, basic soils probably weathered from amphibolite. It grows in clearings and the edges of
upland woods where the canopy is thin and often where down-slope runoff has removed much of the deep
litter layer ordinarily present on these sites. It is found on mid-elevation mountain slopes with a southeast
to southwest aspect and shallow soils due to rockiness or steep terrain. The irisette is dependent on some

form of disturbance to maintain the open quality of its habitat. It is also grows in open disturbed sites
such as woodland edges, power line easements, and roadsides (Feil, 1995).
Biological Conclusion: No Effect
Suitable habitat for the white irisette consisting of clearings and the edges of upland woods where the
canopy is thin is present in the project study area. A pedestrian was conducted by qualified biologists
from Mulkey on July 17, 2006. No occurrence of white irisette was found on-site during the plant-by-
plant survey. In addition, NCNHP does not list any occurrences of white irisette within a 1-mile radius of
the project site. Therefore, project construction will have No Effect on this species.
2.5.2 Federal Designated Critical Habitat
In addition to species listed as endangered or threatened, areas designated as Critical Habitat are also
recorded under Section 4 of the ESA. As defined by USFWS, critical habitat is "specific geographic
areas, whether occupied by a listed species or not, that are essential for their conservation and that have
been formally designated by rule published in the Federal Register" (USFWS, 2005). As of the March 8,
2006 list, no critical habitat areas are listed by USFWS as occurring in Polk County.
2.5.3 Federal Species of Concern and State Listed Species
Federal Species of Concern (FSC) are not legally protected under the Endangered Species Act and are not
subject to any of its provisions, including Section 7. Species designated as FSC are defined as taxa which
may or may not be listed in the future. These species were formerly Candidate 2 (C2) species or species
under consideration for listing for which there is insufficient information to support listing.
In addition to the federally listed species referred to above, the USFWS lists 11 FSC as occurring in Polk
County as of the January 29, 2007 protected species list. In addition, the NCNHP list (dated July 2006)
included 18 species as receiving protection under state laws. Natural Heritage Program maps were
reviewed to determine if any FSC or state protected species have been identified near the project area.
This map review confirmed that no FSC or state species are known to occur within anone-mile radius of
the study area.

•
Common Name Scientific name Federal Status Record Status
Vertebrate:
Cerulean warbler Dendroica cerulea FSC Current
Green salamander Aneides aeneus FSC Current
Southern Appalachian
eastern woodrat Neotoma floridana
haematoreia FSC Current
Invertebrate:
Diana fritillary (butterfly) Speyeria diana FSC Current
Grizzled skipper Pyrgus wyandot FSC Historic
Vascular Plant:
Big-leaf scurfpea Orbexilum
macrophyllum FSC Historic
Blue Ridge Ragwort Packers millefolium FSC Current
Butternut Juglans cinerea FSC Current
Dwarf-flowered heartleaf Hexastylis naniflora T Current
French Broad heartleaf Hexastylis
rhombiformis FSC Current
Large-flowered
barbara's-buttons Marshal/ia grandiflora FSC Historic
Small whorled pogonia Isotria medeoloides T Probable/potential
Sweet pinesap Monotropsis odorata FSC Historic
White irisette Sisyrinchium
dichotomum E Current
Nonvascular plant:
Lichen:
a lichen Canoparmelia amabilis FSC Historic
Definitions of Federal Status Codes:
~~•
E = endangered. A taxon in danger of extinction throughout all or a significant portion of its range."
T = threatened. A taxon "likely to become endangered within the foreseeable future throughout all or a
significant portion of its range."
P = proposed. A taxon proposed for official listing as endangered or
threatened.
C = candidate. A taxon under consideration for official listing for which there is sufficient information to support
listing. (Formerly "C1" candidate species.)
FSC =federal species of concern.
T(S/A) =threatened due to similarity of appearance.
EXP =experimental population.
Definitions of "Record Status" qualifiers:
Current -the species has been observed in the county within the last 50 years.
Historic -the species was last observed in the county more than 50 years ago.
Obscure -the date and/or location of observation is uncertain.
Incidental/migrant -the species was observed outside of its normal range or habitat.
Probable/potential -the species is considered likely to occur in this county based on the proximity of known
records (in adjacent counties), the presence of potentially suitable habitat, or both.
8

2.6 Cultural Resources
The LWO project is located in a county listed as territory of the Eastern Band of Cherokee Indians
(EBCI). Concurrence letters were sent to the State Historic Preservation Office (SHPO) on July 7, 2006,
and to the EBCI on August 2, 2006. Mulkey received a letter of response dated August 3, 2006, from the
SHPO office which recommended a comprehensive survey of the project area. Mulkey also received a
letter of response from the EBCI dated August 29, 2006, that recommended a Phase I Archaeological
Survey. On September 5, 2006, Mulkey subcontracted with Edwards-Pitman Environmental, Inc.
(Edwards-Pitman) to complete an archaeological Phase I in a manner that would proceed to Phase II in
order to determine eligibility if necessary. The field assessment of the Phase I archaeological survey was
completed on September 15, 2006. There were no eligible sites identified within the Area of Potential
Effects (APE). Edwards-Pitman completed a report detailing the process of the assessment and stated that
there were no eligible sites identified within the APE.
2.7 Potential Constraints
Polk Central Elementary School had, in past years, a permitted discharge to Reach R1A of the South
Branch of Little White Oak Creek. The Polk Board of Education owned an easement on this portion of
the project to ensure it could continue this discharge. The school system was required by the DWQ to
abandon their discharge into the Reach R1A in the mid 1990's and discharge directly into the South
Branch of Little White Oak Creek. A 3" PVC pipe was installed from the school sand filtration system
through the Walker Property and discharged into the South Branch of Little White Oak Creek.. The
school system never negotiated a new easement for the new discharge, nor was the old discharge
easement extinguished. Mulkey worked with the Polk Board of Education to extinguish the easement on
Reach lA and establish and easement along the existing discharge pipe. The conservation easement
abuts, but does not enter into the sewer easement. Construction egress and ingress will have to consider
the piping as the Site is constructed.
There are multiple utilities that have been considered throughout the design of the LWO Site. The
location of these utilities was considered in the design and will not adversely impact the restored stream.
2.7.1 Property Ownership and Boundary
The project area for the Little White Oak Creek Stream Restoration is currently owned by the Walker
Family Trust, 2255 Smith Waldrop Road, Mill Springs, North Carolina 27856. The Site is located on two
parcels owned by the family: the first covering a 312 acre parcel (PIN No. P83-4) and the second
covering a 62.9 acre parcel (PIN No. P94-1). The Walker Family has sold a conservation easement for
55.3 acres of land in order to restore the streams within the farm and protect the riparian areas in
perpetuity. Acquisition of easement occurred on December 12, 2006.
2.7.2 Site Access
The Site is accessible from state maintained roadways along NC Highway 9 and Thompson Road State
Road (SR) 1324. Entry to the conservation easement areas is located along state maintained roads.
Pedestrian easements were acquired through each of the crossings to ensure access for inspection of the
easement from the corridor for perpetuity.
9

• 2.7.3 Utilities
A point source discharge which is piped from the sewer system of Polk Central Elementary School and
drains to Little White Oak Creek lies near to Reach lA. The conservation easement abuts, but does not
enter into the sewer easement.
The PSNC Energy (PSNC) owns a 50 foot right of way which crosses Reaches R2B and R2C. The
conservation easement for the LWO Site abuts, but does not enter into the right of way. Stream
construction will be limited within this PSNC right of way area.
The Rutherford Electric Membership Corporation also has a right of way located adjacent to SR1334 and
also crosses the upper area of Reach R2C at the PSNC Right of Way. The conservation easement for the
LWO Site abuts, but does not enter into the right of way. Stream construction will be limited within this
right of way area.
The North Carolina Department of Transportation (NCDOT) owns right of ways which cross the Little
White Oak Creek and the South Branch of the Little White Oak Creek. NC Highway 9 and SR 1334 are
bridged as they cross the project site.
Utilities located throughout the Site were not considered in stream footage calculated for the proposed
SMUs nor were the utility right of ways included in any of the conservation easements.
2.7.4 FEMA /Hydrologic Trespass
The reaches of South Branch Little White Oak Creek and Little White Oak Creek at the Little White Oak
Creek Stream Restoration Site are located in Zone A as shown on Flood Insurance Rate Map (FIRM) for
Polk County, North Carolina (Unincorporated Areas), Page 4 of 5, Community Panel Number 370194
0004 A, Map Revised: May 19, 1978, Converted by Letter Effective 01/01/87 (Figure 4). Zone A is
defined as a Special Flood Hazard Area. Zone A is the flood insurance rate zone that corresponds to 1-
percent annual chance floodplains that are determined in the Flood Insurance Study by approximate
methods of analysis. Because detailed hydraulic analyses are not performed for such areas, no base flood
elevations or depths are shown within this zone. Mandatory flood insurance purchase requirements apply.
The areas that the other unnamed tributaries at the Site are located in are not defined on the said mapping.
A HEC/RAS analysis was completed and it was determined that the proposed restoration will result in a
"no-rise" of the streams within the project area. Mulkey does not anticipate any hydrologic trespass
issues during or after restoration of the Site.
3.0 Proiect Site Streams (Existing Conditions)
Reach Rl is the South Branch Little White Oak Creek at the Site. This reach flows eastward from the
southwestern end of the Site, under NC Highway 9, to its confluence with Little White Oak Creek at the
center of the Site. Reach Rl was divided into two sub-reaches for the existing conditions survey and
study: the reach upstream of NC Highway 9 (Rl upstream) and the reach downstream of NC Highway 9
(Rl downstream). Both appeared to be of the same stream type and condition, but were divided into sub-
reaches for ease of study due to the difference in drainage area between the two.
Two unnamed tributaries drain to the sub-reach of Reach Rl upstream of NC Highway 9. The first is
Reach R1A which is the unnamed tributary that enters the Site from a culvert under NC Highway 9 at the
Polk Central School. This stream flows southeastward from the culvert to its confluence with the
upstream sub-reach of Reach Rl at the western end of the Site. The second unnamed tributary, Reach
10

• R1B, flows to the upstream sub-reach of Reach R1 just south of the NC Highway 9 Bridge. This stream
begins at the toe of the slope at the southern edge of the Site and flows northeastward to its confluence
with the upstream sub-reach of Reach Rl just south of the NC Highway 9 Bridge. Restoration work or
further study along Reach R1B is not being considered as originally proposed because the other project
stream reaches provide the total amount of SMU's proposed by Mulkey for this project.
Reach R2 is the reach of Little White Oak Creek at the Site. This reach flows eastward from the
northwest end of the Site to its confluence with Reach Rl at the center of the Site. After this confluence,
Reach R2 continues to flow eastward, under SR 1324, to the eastern end of the Site, where Little White
Oak Creek leaves the Site. Reach R2 was divided into three sub-reaches for the existing conditions
survey and study: The reach upstream of the confluence with Reach Rl, the reach between the
confluence with Reach Rl and the SR 1324 bridge, and the reach from the SR 1324 bridge and the eastern
end of the Site at the property line.
Four unnamed tributaries drain to Reach R2 at the Site. Three of the unnamed tributaries flow into the
sub-reaches of Reach R2 upstream of the confluence with Reach Rl. The fourth unnamed tributary
drains into the sub-reach of Reach R2 downstream of the SR 1324 bridge. The three unnamed tributaries
that flow into the sub-reach of Reach R2 is reach R2A, R2B, and reach R2C. Reach R2A which enters
from off-site at the northwest end of the Site and flows southward to its confluence with Reach R2.
Reach R2B emanates north of the Site and flows south until it reaches the confluence with R2 at the
middle of the property. The headwaters of Reach R2C originate on the north end of the Site and the
stream flows southward across the Site to its confluence with R2 at the middle of the property.
Restoration work or further study along Reach R2C is not being considered as originally proposed
because the other project stream reaches provide the total amount of SMU's proposed by Mulkey for this
project. The unnamed tributary. that flows into the sub-reach of Reach R2 downstream of the SR 1324
~ bridge is Reach R2D. This stream flows from a culvert under SR 1330 northeastward to its confluence
with Reach R2 at the eastern end of the Site. (Figure 4)
3.1 Channel Classification
The Reach Rl classifies as a degraded ES stream type according to Rosgen Classification Methodologies.
The existing riparian buffers for Reach Rl range from almost non-existent to a very narrow buffer of
scattered trees. Cattle have direct access to the stream and buffer in these areas. Cattle intrusion and the
lack of adequate riparian buffer to provide sufficient bank stability have resulted in severe bank erosion,
heavy sedimentation, and loss of riparian vegetation along both sub-reaches. Heavy sedimentation is also
contributing to the lack of the natural bedform diversity that is expected in stable stream types.
Reach R1A classifies as degraded B6c stream types. Levees or spoil piles were observed along both
banks of stream which provides an indication that the streams have been channelized and straightened in
the past. This evidence was confirmed by the properly owner as he explained that many of the streams at
the Site, particularly the smaller tributaries, were historically maintained through channelization,
dredging, and clearing of the riparian buffer. Reach R1A is nearly entrenched along much of its length as
a result of the historic maintenance practices employed along these streams. The existing riparian buffers
for Reach R1A are narrow and consist mainly of shrubs and herbaceous vegetation. Cattle have direct
access to the stream and buffer along the entire length of the reach. Bank erosion was not observed to be
as severe along some sections of these reaches, likely due to the root mass associated with the thick stand
of briars and shrubs adjacent to the streams. A distinct lack of natural dimension, pattern, and profile was
observed along the entire length of Reach R1A.
Both sub-reaches of R2 (R2 Upper and R2 Lower) appeared to be of the same stream type and condition,
but were divided into sub-reaches for ease of study due to the difference in drainage area between the
11

three. Both of these sub-reach R2 classified as Rosgen degraded ES stream types. These sub-reaches are
incised with a mean low bank height ratios in excess of 1.75.
Reach R2B classifies as Rosgen GSc stream type. Reach 1Z2A is classified as a degraded E4 and Reach
R2D also classified as degraded E4. Levees or spoil piles were observed along both banks of these sub-
reaches, indicating that these streams have been channelized and likely straightened in the past. This
evidence was confirmed by the property owner as he explained that many of the streams at the Site,
particularly the smaller tributaries, were historically maintained through channelization, dredging, and
clearing of the riparian buffer. The upstream reach of sub-reach R2B is entrenched along much of their
length as a result of the historic maintenance practices employed along these streams. R2A and R2D are
close to becoming entrenched along their reaches.
3.2 Discharge
Mulkey surveyed representative stream cross sections and calculated drainage areas for each for the
project stream reaches. This data was used to determine various bankfull parameters, including cross
sectional area, width, mean depth and discharge. These parameters for the project stream reaches were
compared to the North Carolina Regional Curves for the Piedmont and Mountain Physiographic Regions
compiled by SRI. In each case, the data fell within the 95% confidence intervals for the Piedmont and
Mountain Curves.
Although 78% of the project watershed is forested, development within the watershed is increasing. As
development continues to escalate, impervious and storm water discharges will inevitably increase. This
trend would suggest a change in bankfull over time.
3.3 Channel Morphology (Pattern, Dimension, and Profile)
The LWO Site lies within two parcels that have historically been used for pasture and forest land. Cattle
intrusion and other land uses have resulted in substantial degradation to the stream throughout the Site for
the past 50 years. This continual livestock access to the streams has resulted in substantial erosion along
the stream banks, incision of the channels, channel widening in some areas, and poor bed form diversity
throughout the Site. The property owner explained that many of the streams at the Site, particularly the
smaller tributaries, were historically maintained through channelization, dredging, and clearing of the
riparian buffer. These landuse practices have significantly impacted the channel morphology of much of
the stream reaches at the Site. In conjunction with the conversation with the land owner about the land
use practices employed at the site, a research of historical photography seems to indicate the site was
timbered prior to 1939, and may have been channelized and dredged periodically since it was initially
dredged. Substantial variance from natural channel morphology is evident in the comparison of the
existing conditions morphological data from the project stream reaches versus that from the reference
reach.
3.4 Channel Stability Assessment
Stream stability assessment methodology included the use of Pfankuch, Bank Height Erosion Index
(BEHI), and Near Bank Stress (NBS) evaluation processes. Assessments were completed at locations
within the reaches representative of the majority of the stream footage within the specific reach.
Mulkey completed the Pfankuch assessment for each reach of the LWO Site. The sediment supply
category is designed to assess the availability of sediment based on the observed deposition, transport,
and storage within a stream reach. The sediment supply for all reaches was high, with the exception of
R2A which was moderate and R2B which was rated as very high. Stream bed stability category
12

documents locations of aggradation and degradation within the stream reach. The stream bed stability was
identified as degrading. The width to depth ratio indicates normal or abnormal channel width conditions.
Width-to-depth condition was rated as high, with the exception of R2A which rated as normal. Using the
system outlined by Rosgen (1996), the stream conditions were determined to be poor for all reaches.
The BEHI assessment methodology was utilized to develop streambank erodibility ratings. This
assessment evaluates the bank/bankfull height ratio, rooting depth, root density, bank angle, and the
percent of the bank protected by vegetation. The BEHI ratings for the LWO reaches were rated as
extreme, with the exception of Rl being rated as very high and R2B rated as high. The combined total
estimated sediment loss for the LWO Site is at 2,209 tons/year.
The NBS methodology is used to develop a quantitative prediction of stream bank erosion rates and their
relative contribution to the total bedload transported by a stream. The NBS adjective rating was
determined using NBS Method No. 5 for each reach. The NBS adjective ratings were identified as low
for most of the reaches. The exceptions were RlA and R2D which were rated as high and R1B rated as
moderate.
3.5 Bankfull Verification
Prior to surveying the existing channel, Mulkey used the North Carolina Regional Curves developed by
the Stream Restoration Institute (SRI) to predict the approximate stream dimensions for each reach.
Because the Site is located in the mountains physiographic province, but very near the border between the
Mountains and Piedmont physiographic province, the regional curves for both were used for bankfull
verification. During the establishment of cross section locations, Mulkey utilized stream dimensions and
field observations to verify bankfull parameters for each reach. Following field surveys of the existing
• channel, data for each cross section was computed and plotted against the North Carolina Regional
Curves for the Piedmont and Mountain Physiographic Regions. In each case, the data fell within the
95% confidence interval for the Piedmont and Mountain curves.
3.6 Vegetation
The existing riparian buffers for the LWO Site range from almost non-existent to a very narrow buffer of
scattered trees. There are isolated locations along this reach where the riparian buffer is somewhat wider,
but direct access for cattle remains available throughout most of the entire reach of this stream. Cattle
intrusion and the lack of adequate riparian buffer to provide sufficient bank stability have resulted in
severe bank erosion and associated sedimentation and loss of riparian vegetation along each of the sub-
reaches.
The vegetation within the proposed conservation easement areas at the Site is separated into two major
groupings. These groupings are based primarily on topographical position and current land use. The first
grouping covers the sparsely distributed riparian vegetation found adjacent to the existing streams at the
Site.
The dominant species in these areas includes tulip poplar (Liriodendron tulipifera), American sycamore
(Platanus occidentalis), river birch (Betula nigra), red maple (Ater rubrum), tag alder (Alms serrulata),
silky dogwood (Corms amomum), hackberry (Celtis laevigata), eastern red cedar (Juniperus virginiana),
black walnut (Juglans nigra), honey locust (Gleditsia triacanthos), green ash (Fraxinus pennsylvanica),
sweetgum (Liquidambar styraciflua), blackberry (Rubus spp.), giant cane (Arundinaria gigantea), black
willow (Salix nigra), elderberry (Sambucus canadensis), greenbrier (Smilax spp.), honeysuckle (Lonicera
japonica), and multiflora rose (Rosa mult~ora).
13

The second grouping includes areas within the open pastures at the Site. The dominant species in these
areas includes fescue (Festuca spp.), broomsedge (Andropogon virginicus), multiflora rose (Rosa
multiflora); greenbrier (Smilax spp.), blackberry (Rubus spp.), and various other grasses and forbs.
Wetter areas in the existing pastures were dominated by various rushes (Juncus spp.) and sedges (Carex
spp•)
4.0 Reference Stream
Using topographic software, Mulkey staff identified multiple streams within a 7 to 12 mile radius from
the Site. Onsite visits were made to approximately 50 stream reaches. Of the 50 reaches examined,
Mulkey identified one stream approximately 5 miles northwest of the Site suitable to be used as a
reference reach for the LWO Site. The Unnamed Tributary to Ostin Creek (CTT to Ostin Creek) is located
north of White Oak Mountain and obtains its watershed from Piney Mountain. (Figure 5)
4.1 Watershed Characterization
The watershed for the UT to Ostin Creek appears to be more than 90% forested with the remaining 20%
in open land. It appears that the open land may be a result of a recent timber harvest within the
watershed. While the majority of the watershed appears to be mature stands of timber, there are some
indications in the stream condition itself that may indicate timbering within the watershed could have
occurred in the past. For instance, while the stream data collected does indicate stream stability, remnant
bank features indicate the potential for stream transition in the past. The measured drainage area for the
reference reach section evaluated is 554.88 acres (0.87 square miles). (Figure 6)
4.2 Channel Classification
Ostin Creek is classified as a C 4/1 according to Rosgen classification of natural rivers (Rosgen, 1994,
1996). The bankfull width was calculated at 20.6 feet with a mean depth of 1.62 feet. The width-to-depth
ratio was calculated to be 12.72 and the entrenchment ratio was determined to be 3.53. The UT to Ostin
Creek reach was determined to have a moderate to high sinuosity which was calculated to be 1.46.
4.3 Discharge (Bankfull, Trends)
Mulkey surveyed representative stream cross sections and calculated drainage areas for each for the
reference reach stream. This data was used to determine various bankfull parameters, including cross
sectional area, width, mean depth and discharge. These parameters for the reference reach were
compared to the North Carolina Regional Curves for the Piedmont and Mountain Physiographic Regions
compiled by SRI. In each case, the data fell within the 95% confidence intervals for the Piedmont and
Mountain Curves.
4.4 Channel Morphology (Pattern, Dimension, and Profile)
Reference reach quality streams are very limited in this area. Development, timber management, and
agricultural practices have impacted many of the once stable stream systems. Many of the streams
evaluated exhibited characteristics of aggradation, lack of channel bed diversity, and bank instability.
The UT to Ostin Creek stream channel exhibited expected natural bed features, including deep pools in
bends and wide shallow riffles within straightway areas. The reference reach was surrounded by a mature
hardwood buffer and exhibited a wide range of horizontal geometric features, including radii of curvature,
belt width, and meander wavelength.
14

4.5 Channel Stability Assessment
Stream stability assessment methodology included the use of Pfankuch, BEHI, and NBS evaluation
processes. Assessments were completed at a location within the reach, which most represented the
majority of the stream footage within the reach.
Mulkey completed the Pfankuch assessment for the UT to Ostin Creek site. The sediment supply
assessment was rated as low. The stream bed stability was identified as stable. Width to depth condition
was rated as normal. Using the guidelines provided, the overall stream condition was noted as good for
the evaluated reach.
The BEHI assessment methodology was utilized to develop streambank erodibility ratings. This
assessment evaluates the bank/bankfull height ratio, rooting depth, root density, bank angle, and the
percent of the bank protected by vegetation. The BEHI ratings for the UT to Ostin Creek were moderate.
The combined total sediment loss for the reference reach site is estimated at 41.3 tons/year.
The NBS methodology is used to develop a quantitative prediction of stream bank erosion rates and their
relative contribution to the total bedload transported by a stream. The NBS adjective rating was
determined as high for the reference stream using NBS Method No. 5.
4.6 Bankfull Verification
During field investigations, Mulkey compared the surveyed bankfull parameters with the North Carolina
Regional Curves for the Piedmont and Mountain Physiographic Regions for verification of correct
bankfull identification. Following field investigations, Mulkey rechecked the collected data against the
North Carolina Regional Curves for the Piedmont and Mountain Physiographic Regions and found each
surveyed bankfull cross sectional area fell within the 95% confidence interval for the Piedmont and
Mountain Regional Curve.
4.7 Vegetation
During the reference reach survey, vegetative species within the riparian area were noted. The buffer
consisted of Eastern white pine (Pinus strobus), red maple (Ater rubrum), American beech (Fagus
grandifolia), white oak (Quercus alba), tulip tree (Liriodendron tulipifera), yellowroot (Xanthorhizza
simplicissima), sourwood (Oxydendrum arboretum), hazel nut (Corylus americana), Virginia pine (Pinus
virginiana), green ash (Fraxinus pennsylvanica), hickory (Carya sp.), bigleaf snowbell (Styrax
grandifolius), Eastern red cedar (Juniperus virginiana), American hornbeam (Carpinus caroliniana),
American sycamore (Platanus occidentalis), small carpgrass (Arthraxon hispidus), river birch (Betula
nigra), common persimmon (Diospyros virginiana), and eastern hemlock (Tsuga canadensis). The
understory consisted primarily of giant cane (Arundinaria gigantea), highland doghobble (Leucothoe
fontanesiana), and greenbrier (Smilax spp). (Figure 8)
5.0 Project Site Restoration Plan
5.1 Restoration Project Goals and Objectives
The goal of the Little White Oak Creek Stream Restoration Site are as follows:
• To improve water quality for the project stream reaches, as well as downstream reaches
• To reduce the rate of bank erosion along the project stream reaches
• To better attenuate flood flows
15

• To enhance wildlife habitat at the project site
Theses goal will be met through the following objectives:
• By using natural channel design to restore stable pattern, dimension, and profile for the project
stream reaches
• By reestablishing a flood plain or connecting the stream back to its historic floodplain, or a
combination of both, for each project stream reach
• By creating or restoring floodplain features such as vernal pools, off channel ponds, or riparian
wetlands
• By increasing the amount of instream habitation through the addition of rock and wood
structures, the
• By re-establishing a more natural riparian buffer, thereby reintroducing shading, cover areas, and
travel corridors.
How these goals will be met through the described objectives are discussed in more detail in the
following paragraphs.
The goal of improving water quality will be accomplished by meeting two objectives: first, by reducing
sedimentation, and second by restoring riparian buffers. Restoring stable stream pattern, dimension, and
profile will reduce sedimentation to the stream by preventing the mass wasting of stream banks currently
prevalent at the Site. All of the stream restoration design and construction will follow methodologies
consistent with natural channel design. Our proposed restoration plan includes re-establishing a floodplain
and forested riparian buffer which will both provide an area of filtration for surface and ground water
from the adjacent, heavily grazed pastures. The floodplain will be re-established by raising the existing
streambed elevation in order to reconnect the streams to their historic floodplains, or in the cases where
this is not feasible due to site constraints, through the construction of bankfull benches. By reconnecting
the streams to their original floodplains or by creating improved floodplains through bankfull bench
construction, the streams are provided a much larger area to attenuate flood flows. The sections of
abandoned channel that will be left open and modified to create vernal pools, off channel ponds, or
riparian wetlands will also provide additional flood storage.
The second goal will be to enhance instream and terrestrial wildlife habitat and will be achieved by
increasing the amount and quality of habitat within the stream and within the riparian buffer. The existing
condition of the streams and riparian buffers at the site provide limited available habitat for aquatic and
terrestrial species in and around the stream. The objective is to utilize the proposed restoration site to
enhance habitat within the stream by restoring natural channel stability and through the introduction of in-
stream boulder and wood structures. The restoration of a forested riparian buffer will also provide stream
shading, as well as cover areas and travel corridors that are vital for traveling, foraging, loafing and
nesting for many wildlife species. The Site provides an excellent opportunity to restore and preserve a
substantial riparian zone on lands that are currently being used for pasture. The riparian buffers, at least
50 feet in width, will be established along both sides of all of the streams at the Site. These buffers will
be fenced to prevent future cattle intrusion.
5.1.1 Designed Channel Classification
The Ostin Creek reference reach was used to design each of the project stream reaches. This reference
reach classifies as a C 4/1 stream type according to Rosgen classification of natural rivers (Rosgen, 1994,
1996). The design of each project stream reach was based on the dimensionless ratios developed from the
morphological data collected for the reference reach. This resulted in each project stream reach being
16

designed as a C stream type. Entrenchment ratios proposed for each project stream reach exceed 2.2 in all
instances. An average width to depth ratio of 12.7 was used for each reach. The design for each stream
reach was developed with a target sinuosity of 1.3, lower than the reference reach sinuosity of 1.46. The
proposed slope for each project stream reach varied from reach to reach, dependant upon various valley
and site constraints, ranging from 0.149 percent to 1.14 percent. The ends of the unnamed tributaries
have transition slopes of nearly 2 percent where they tie back into the main channels at their downstream
ends. All of the above parameters are typical of those associated with C stream types.
All of this data is summarized for each project stream reach in the included morphological tables. The
bankfull width was calculated at 20.6 feet with a mean depth of 1.62 feet. The width-to-depth ratio was
calculated to be 12.72 and the entrenchment ratio was determined to be 3.53. The UT to Ostin Creek
reach was determined to have a moderate to high sinuosity which was calculated to be 1.46.
5.1.2 Target Buffer Communities
The target buffer communities will be comprised of plants that naturally occur in this physiographic
province and within a specific hydrologic setting. The target community will be indicative of the
Piedmont/Low Mountain Alluvial Forest described by Shafale and Weakley (1990). The Little White
Oak Stream Restoration Planting Plan will include the following:
Zone 1
Stream Banks (6)
Silky dogwood (Corms amomum)
Silky willow (Salix sericea)
Black willow (Salix nigra)
Buttonbush (Cephalanthus occidentalis )
Tag alder (Alms serrulata)
Cottonwood (Populus deltoides)
Zone 3
Wetland Species (6)
Silky dogwood (Corms amomum)
Silky willow (Salix sericea)
Black willow (Salix nigra)
Buttonbush (Cephalanthus occidentalis )
Tag alder (Alms serrulata)
Elderberry (Sambucus canadensis)
Zone 2
Riparian Species (13)
American elm (Ulmus americana)
White ash (Fraxinus americana)
Silky dogwood (Corms amomum)
Ironwood (Carpinus caroliniana)
Buttonbush (Cephalanthus occidentalis )
Spicebush (Lindera benzoin)
Tag alder (Alms serrulata)
Sycamore (Plantanus occidentalis)
River birch (Betula nigra)
Cottonwood (Populus deltoides)
American hazelnut (Corylus americana)
Swamp chestnut oak (Quercus michauxii)
Elderberry (Sambucus canadensis)
Zone 4
Upland species (15)
Eastern white pine (Pines strobes)
Shortleaf pine (Pines echinata),
Virginia Pine (Pines virginiana)
White oak (Quercus alba)
Southern red oak (Quercus falcata)
Post oak (Quercus stellata)
Eastern red cedar (Juniperus virginiana),
Common persimmon (Diospyros virginiana),
Black walnut (Juglans nigra)
Mockernut hickory (Carya tomentosa)
Pignut hickory (Carya glabra)
American holly (Ilex opaca)
Flowering dogwood (Corms florida)
Black walnut (Juglans nigra)
American beech (Fagus grandifolia)
17

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 are 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/ft2). 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. A
competence analysis was conducted for the project stream reaches, where reliable measurements and
sampling could be conducted, to ensure that the designed stream beds do not aggrade or degrade during
bankfull conditions. Brief description of the analyses conducted for the project is presented in the
following sub-section.
5.2.1 Methodology
The critical dimensionless shear stress (i* ~;) 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.
ti*~; = 0.0834 (dildso) "°s~z where, i*~, =critical dimensionless shear stress
(lbs/ft2)
d~ =median particle size of riffle bed
surface (mm)
dso =median particle size of subsurface
sample (mm)
Note that d~ and dso values were empirically determined by in situ measurements.

Based on the reach classification pebble counts, each of the project stream reaches classified as sand bed
streams (d50 of the stream bed material between 0,062 mm and 2.0 mm), except for reach R2A, which
classified as a gravel bed stream (d50 of the bed material between 2.0 mm and 64 mm). We expect that
the bed materials for each of the streams will coarsen as a result of the reduction of fine sediment as the
rate of bank erosion is significantly reduced by the restoration project. Although the above-described
project stream reaches classified as sand bed streams, each of the reaches had representative riffles with
gravel material where pavement and subpavement samples could be taken. Each of these riffles had
medium to large gravel particles on the surface. These gravel particles are presumably moved during
banlcfull events, meaning that using the results of a pavement and subpavment sample from these riffles to
conduct an entrainment analyses is a legitamate analyses of sediment competency.
18

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 the Modified Shield's curve to determine the
approximate size of particles that will be moved (Rosgen, 2001).
5.2.2 Calculations and Discussion
Existing and proposed entrainment calculations for each reach are included in Appendix 5. Calculations
of critical depth and slope are required and are included in these calculations. Each of the existing project
stream reaches exhibited excessive shear, and thus are considered degrading systems. The proposed
designs for each reach were developed with the goal of reducing shear stress within the parameters of the
reference reach data and the site constraints. Driven by this goal, the slope of each reach was flattened by
increasing the sinuosity, and thus the length. In conjunction with changing the slope of each reach, the
dimension was also corrected, within the limits dictated by the proposed width to depth ratio, for each to
better match that expected for a stable stream. Although it was not possible to completely reduce the
shear stresses to the desired value for each reach, significant reduction of the existing shear stress was
made in each case. 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 establishment of riparian vegetation
will further enhance the long term stability of the entire system.
5.3 HEC-RAS Analysis
5.3.1 No-rise, LOMR, CLOMR
Polk County is one of the areas within the State of North Carolina undergoing the remapping process by
the North Carolina Floodplain Mapping Program. Therefore, the current effective map for The Little
White Oak Creek Site is the Flood Hazard Boundary Map, Community-Panel Number 370194 0004 A
dated May 19, 1978 (see appendix). As depicted by this map, the Little White Oak Creek Site falls within
a FEMA Zone A designation meaning the area is subject to the 100-year flood but no Base Flood
Elevations (BFEs) or floodways have been determined. Given this Zone Adesignation, a No-Rise
Certification is sufficient in providing evidence for a no rise event of the 100-year storm event associated
with the restoration of Little White Oak Creek and it's tributaries.
The approximate limits of flooding for the existing and proposed channels were determined using the
Hydrologic Engineering Center's River Analysis System (HEC-RAS) software, version 3.1.3, provided
by the US Army Corps of Engineers. Water surface profiles for existing and proposed conditions during
the 10-year, 50-year, 100-year, and 500-year storm events were computed and compared as shown in
Appendix 5. The tables are arranged to show the discharge (Q) and the comparison of existing and
proposed water surface elevations at each cross section with a positive difference indicating a water
surface drop from existing to proposed conditions. The 100-year event demonstrates an average drop of
1.26ft, ranging from O.OOft to 3.41ft. These values for the 100-year event are within the acceptable limits
of the No Rise Certification given the Zone A designation.
5.3.2 Hydrologic Trespass
HEC/RAS analysis was completed and it was determined that the proposed restoration will result in a
"no-rise" of the streams within the project area. Based upon the modeling that Mulkey has reviewed, it is
not anticipate any hydrologic trespass issues during or after restoration of the Site.

19

5.4 Stormwater Best Management Practices
5.4.1 Narrative of Site-Specific Stormwater Concerns
Adjacent land uses to the conservation easement at the LWO Site include pasture, forest land, and NC
DOT Right of Ways. Mulkey will identify areas of potential concentrated flow from areas of the adjacent
to the easement that enter the project area. These areas will be addressed through multiple measures
depending on the Site specific conditions.
5.4.2 Device Description and Application
Vernal pools and/or oxbow ponds will be used to capture concentrated overland flow and provide energy
dissipation and treatment of Stormwater prior to entering the stream. These pools will serve as small
wetland pockets which will also provide additional habitat for amphibians.
When feasible and agreeable with the landowner, Mulkey will eliminate concentrated flow areas by
filling and regarding to provide sheet flow into the riparian buffer. Soil excavated from the restoration
channel will be used in these areas and stabilized. These efforts will also provide some valley restoration
for the streams being restored. There are currently areas in which hydrology has been removed from
historic berming of the channel and rutting within the pasture areas.
5.5 Soil Restoration
The majority of the stream restoration activities to be completed within the Little White Oak project will
be accomplished by utilizing Priority 2 stream methodologies. This methodology creates a floodplain at
the bankfull elevation which is below existing grade. Once the floodplain bench is graded, the remaining
subsoil will require amendments and cultural practices to encourage plant growth. To enhance the soil
medium to be planted, topsoil previously removed from the construction area will be spread throughout
the floodplain. Through ripping or disking topsoil will be incorporated along with soil amendments to
prepare the planting medium.
5.5.1 Soil Preparation and Amendment
Prior to excavation of the channel and floodplain areas, topsoil will be stripped to the depths that are
encountered to prevent intermingling with underlying subsoil or other waste materials. Prior to stripping
the topsoil, sod and grass will be removed. Topsoil will be stockpiled away from the edge of excavations.
Measures will be taken to control potential erosion from stockpile areas. Once final grading has been
completed, excavated areas will be scarified to a depth of at least 6" to loosen the soil. Salvaged topsoil
will be placed and spread evenly to a depth of at least 3"of topsoil materials. Prior to completing final
grade, lime and fertilizer will be added to the soil as an amendment to enhance the soil medium to a level
suitable for plant growth and development.
5.6 Natural Plant Community Restoration
Within the LWO Site, much of the riparian zone has been denuded by livestock, dredging, and bank
erosion. Restoration of the natural plant community will be four fold: 1) implementing a stream design
while remaining cognizant of existing trees and retaining existing trees when possible; 2) establishing
woody vegetation within the riparian corridor to restore the buffer; 3) eliminating invasive species; and 4)
fencing livestock from all restored areas to eliminate their impact within the riparian zone.
20

S 5.6.1 Plant Community Restoration
Mulkey has evaluated multiple plant communities within stream corridors near the Site, including the
plant community within the buffer of the Ostin Creek reference reach and has used these evaluations in
the development of the planting plan for the Site. The planting plan for the riparian and upland buffers of
the LWO 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/Mountain
physiographic province and the LWO Site. Native species plants will be used exclusively for all Site
plantings. Plants within the floodplain will be flood tolerant species to 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.
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 in
conjunction with the 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 stream stability.
Shrubs will be planted in staggered rows on the upslope of random eight-foot centers. Trees will be
planted as bare root stock on random eight-foot centers at a frequency of 680 stems per acre. Planting of
species will utilize dormant plant stock and will be performed to the extent practicable between December
1 and March 15.
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
the 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), and Zone 4 (Upland Buffers). A list of species in
each Zone can be found in Table 7.
5.6.2 On-site Invasive Species Management
Invasive and exotic species will be identified and removed during clearing and grubbing of the Site.
These species will be destroyed in a manner which will not allow propagation from the parent plant.
Further control of the invasive and exotic species will be done on an as-needed basis following
construction with either herbicide application and/or through mechanical removal.
6.0 Performance Criteria
6.1 Streams
Success criteria for stream mitigation sites are based on guidelines established by the USACE, US
Environmental Protection Agency (USEPA), NC Wildlife Resources Commission (NCWRC) and the
NCDWQ (USACE et. al, 2003). These guidelines establish criteria for both hydrologic conditions and
vegetation survival.
Stream channel monitoring will determine the degree of success a mitigation project has achieved in
meeting the objectives of providing proper channel function and increased habitat quality. Monitoring
will be performed each year for the 5-year monitoring period and no less than two bankfull flow events
must be documented within the monitoring period, with each of the bankfull events occurring during
21

separate monitoring years. In the event that the required bankfull events do not occur during the 5-year
period, consultation with EEP and other resource agencies will be conducted. The monitoring will
include reference photos and channel stability analyses, as specified in the Ecosystem Enhancement
Program "Content, Format and Data Requirements for EEP Monitoring Reports, Version 1.1, and dated
09/15/05.
The Mulkey Team will evaluate the restored sections of the Site 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, 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.
Monitoring of the Little White Oak Creek Stream Restoration Site will be performed until success criteria
are met up to a period of five years. Monitoring is proposed for hydrology stream stability and
vegetation. The monitoring plan will be designed in accordance with Stream Mitigation Guidelines
(USAGE et. al, 2003) and in coordination with EEP. Results will be documented on an annual basis, with
the associated reports submitted to EEP as evidence that goals are being achieved.
6.2 Vegetation
Vegetation success at the mitigation site will be measured for survivability over a five year monitoring
period. Survivability will be based on achieving at least 320 stems per acre after three years and 260
stems per acre after five years. A survey of vegetation during the growing season (mid-March to early
November) will be conducted annually over the five year monitoring period in order to verify
survivability of the installed plantings. This survey will track the total mortality on an annual basis and
be used to calculate survivability at the end of three and five years. Survivability of less than 320
stems/acre at the end of three years and less than 260 stems/acre at the end of five years may require the
installation of additional plantings as replacement for the mortality. Vegetation monitoring protocols will
be included in the restoration plans and will be developed through on-going coordination with EEP.
6.3 Schedule /Reporting
Mulkey will initiate requests for permits from the USAGE, DWQ, and Land Quality Section to begin
construction of the Site once this restoration plan is approved by NCEEP. As soon as permits are issued,
Mulkey will begin construction of the proposed stream.
It is anticipated that it will take approximately 1 year to complete the stream restoration activities and
planting. Mulkey anticipates completion by June 2008.

22

7.0 References
Daniels, R.B., Buol, S.W., Kleiss, H.J. and C.A. Ditzler. 1999. Soil Systems in North Carolina.
North Carolina State University, Soil Science Deparhnent. Raleigh, NC. Technical Bulletin 314.
January 1999.
FEMA. 1990. FIRM. Insurance Rate Map. Polk County, North Carolina and incorporated
areas. Pane1370194-A. 01/1/1987.
Griffith, G.E., Omernik, J.M., Comstock, J.A., Schafale, M.P., McNab, W.H., Lenat, D.R.,
MacPherson, T.F., Glover, J.B., and V.B. Shelburne. 2002. Ecoregions of North Carolina and
South Carolina, (color poster with map, descriptive text, summary tables, and photographs):
Reston, Virginia, USGS (map scale 1:1,500,000).
Keenan, Scott, J. Craig Harris and L. Lee Mallard. 1998. Soil Survey of Polk County, North Carolina.
US Deparhnent of Agriculture, Natural Resources Conservation Service.
NCDWQ. 2003. Basin Wide Assessment Report, Broad River Basin. North Carolina Deparhnent
of Environment and Natural Resources. Division of Water Quality. Raleigh, NC.
NCDWQ. 2004a. North Carolina Waterbodies Reports. Basinwide Information Management
System. North Carolina Department of Environment and Natural Resources. Division of Water
Quality. Raleigh, NC. Classification 02/21/2006.
http://h2o.enr.state.nc.us/bims/Reports/reportsWB.html
NCDWQ. 2004b. North Carolina Water Quality Assessment and Impaired Waters List (2004
Integrated 305(b) and 303(d) Report). Public Review Draft. North Carolina Department
of Environment and Natural Resources. Division of Water Quality. Raleigh, NC.
NCNHP. 2005. North Carolina Natural Heritage Program. Element Occurrence
Search. Polk County. http://www.ncsparks.net/nhp/elements2.fin. December, 2005.
NRCS. 2005. Hydric Soil Series Lists, Hydric Soils of North Carolina. United States
Department of Agriculture, Natural Resources Conservation Service.
ftn://ftp-fc. sc. egov.usda. gov/NS S C/Hydric~S oils/Lists/no,xls.
Rosgen, David. 1996. Applied River Morphology. Wildland Hydrology, Pagosa Springs
Colorado.
Rosgen, David. 1994. A Classification of Natural Rivers. Catena 22 (169-199). Elsevier Science,
Amsterdam, The Netherlands.
USACE, USEPA, NCWRC, and NCDWQ. 2003. Stream Mitigation Guidelines. Apri12003.
USFWS. 2003. United States Fish and Wildlife Service. Polk County Endangered
Species, Threatened Species, and Federal Species of Concern.
http://web.ncusfws.or es/cntylist/polk.html. Updated 03/08/2006.
r
23

o7~os2a
Table 1. Project Restoration Structure and Objectives
Project Number D06027-B (Little White Oak Creek Stream Restoration)
Res o a'~o " "`~ ~, " ,
S nt1 atio Ran es oration T ~ ~ 'ori ~ s > '[n ~~ a `
~~w ~~ ~ ~r ~~r~~~p roach ge ~ o a Wom n
Restore pattern, dimension, and
Rl 0+00-76+43 Restoration P2 6530 7643
rofile throu the reach.
Restore pattern, dimension, and
R1A 0+00-12+25 Restoration P1/P2 906 1225 rofile throu the reach.
Restore pattern, dimension, and
R2 Upper 0+00-51+46 Restoration P2 3982 5146 rofile throu h the reach.
Restore pattern, dimension, and
R2 Lower 51+46-73+37 Restoration P2 1996 2191 rofile throu the reach.
Restore pattern, dimension, and
R2A 0+00-3+79 Restoration P2 287 379 rofile throu the reach.
Restore pattern, dimension, and
R2B 0+00-16+54 Restoration P1/P2 1237 1654 rofile throu h the reach.
Restore pattern, dimension, and
R2D 0+00-8+60 Restoration P1/P2 549 860 rofile throu the reach.
*This measurement includes permanent stream crossings not counted in the total footage for mitigation.

•

0 7 0 62 3
n
Table II. Drainage Areas
Pro'ect Number D06027-B (Little White Oak Creek Stream Restoration)

~~~;Reach j~ ~. ~ ~~b~. '{- ~~ ~Dra~na e~Area', Ac~es'~~~'
R1 U er 2785.00
R1 Lower 2852.68
R1 A 67.39
R1 B 32.80
R2 U er 3966.91
R2 Lower 6944.59
R2A 345.04
R2B 74.05
R2C 63.83
R2D 31.65
,r,To~'"alst' '~~ ~ -~,~:~.<<,~, _ ~ t ~~ „F':~ .6944'.59 ~~~~ ,}x W~..a~,~:

Table III. Land Use of Watershed
Project Number D06027-B (Little White Oak Stream Restoration)
LandUs , ., ~. ;., ` Ac'irea e P ce
~..[i'.
Transitional 8 1.3%
Deciduous Forest 3 0.4%
Ever reen Forest 99 15.3%
Mixed Forest 298 46.1
Pasture/Ha 238 36.7%
Row Cro s 2 0.2%
•

07'0623
•
I
•
Table FV. Morphological Table
Project I.D. No. D06027-B (Little White Oak Stream Restoration Project)
Evsting Channel Proposed Reach Reference Reach
Variables NAME Rl Rl UT to Ostin Creek
1. Stream Type Degraded ES CS C4/1
2. Drainage Area, sq. mi(acres) 4.46(2654.4) 4.46(2854.4) 0.867(554.9)
3. Banldull Width, ft (WbkfJ Mean: 18.43 Mean: 18.52
Mtnimum: 16.55 Mean: 25.70 Mnimum: 15.97
Ma~dmum: 20.31 Maximum: 20.60
4. Bankfull Mean Depth, ft (dbkt) Mean: 3.32 Mean: 1.64
Minimum: 3.20 Mean: 2.02 Minimum: 1.58
Maximum: 3.43 Maximum: 1.72
5. Widtb/Depth Ratio (Wbkf/dbl~ Mean: 5.55 Mean: 11.34
Minimum: 5.17 Mean: 12.70 Minimum: 9.28
Maximum: 5.92 Maximum: 12.72
6. Bankfull Cross-Sectional Area, sq ft Mean: 61.33 Mean: 30.25
(Ably Minimum: 52.94 Mean: 52.00 Minimum: 27.41
Maximum: 69.72 Maximum: 33.37
7. Bankfull Mean Velocity, fps (Vbkf)
Mean: 4.4 Mean: 5.2 Mean: 4.2
8. BanMull Discharge, cfs (Qbl~
Mean: 271 Mean: 271 Mean: 128
9. Maximum Banldull Depth, ft (dmbl~ Mean: 3.69 Mean: 2.34 Mean: 1.90
Minimum: 2.37 IvHnimum: 1.90 Minimum: 1.54
Maximum: 5.00 Maximum: 2.91 Maximum: 2.36
10. Maximum Riffle Depth/Mean Riffie Mean: 1.11 Mean: 1.16 Mean: 1.16
Depth (dmbld7dbkf) Minimum: 0.71 Minimum: 0.94 Minimum: 0.94
Maximum: 1.51 Maximum: 1.44 Maximum: 1.44
11. Ratio of Low Bank Height to Maximum Mean: 2.20 Mean: 1.00 Mean: 1.23
Bankfiill Depth (LBH/dmbl~ Minimum: 1.52 Minimum: 1.00 Minimum: I.Ol
Maximum: 2.95 Maximum: 1.00 Maximum: 1.42
12. Width of Flood Prone Area, ft (Wfpa) Mean: 94.09 Mean: 98.41 Mean: 70.18
Minimum: 69.59 Minimum: 90.79 Minvnum: 67.15
Maximum: 118.58 Maximum: ] 13.62 Maximum: 72.78
13. Entrenchment Ratio (Wfpa/Wbl~ Mean: 5.02 Mean: 3.83 Mean: 3.83
Minhnum: 4.20 Minimum: 3.53 Minimum: 3.53
Maximum: 5.84 Maximum: 4.42 Maximum: 4.42
14. MeanderLength,ft (I.m) Mean: 135.70 Mean: 130.41 Mean: 94.00
Minimum: 107.00 Minimum: 45.78 Minimum: 33.00
Maximum: 189.30 Maximum: 215.04 Maximum: 155.00
15. Meander Length Ratio Mean: 7.36 Mean: 5.07 Mean: 5.07
(Lm/Wbl~ Minimum: 5.81 Minimum: 1.78 Minimum: 1.78
Maximum: 10.27 Maximum: 8.37 Maximum: 8.37
16. Radius of Curvature, ft (Rc) ~ Mean: 37.70 Mean: 67.98 Mean: 49.00
Minimum: 23.40 Mutimum: 26.36 Minimum: 19.00
Maximum: 63.80 Maximum: 159.54 Maximum: 115.00
17. Ratio of Radius of Curvature to BanMull Mean: 2.05 Mean: 2.65 Mean: 2.65
Width (Rc/Wbl~ Minimum: 1.27 Muilmum: 1.03 Minimum: 1.03
Maximum: 3.46 ~ Maximum: 6.21 Maximum: 6.21
18. Belt Width, ft (Wbl[) Mean: 39.80 Mean: 92.95 Mean: 67.00
Minimum: 22.00 Minimum: 49.94 Minimum: 36.00
Maximum: 61.60 Maximum: 208.10 Maximum: 150.00
19. Meander Width Ratio (VVbli/lVblcf) Mean: 2.16 Mean: 3.62 Mean: 3.62
Minimum: 1.19 Minimum: 1.94 Minimum: 1.94
Maximum: 3.34 Maximum: 8.10 Maximum: 8.10
20. Low Bank Height, ft (LBH)~ Mean: 7.68 Mean: 2.34 Mean: 2.30
Minimum: 6.32 Minimum: 1.90 Minimum: 2.09
Maximum: 8.90 Maximum: 2.91 Maxvnum: 2.67
21. Sinuosity (I{)
Mean: 1.16 Mean: 1.17 Mean: 1.46
22 Valley Slope (VS)
Mean: 0.00330 Mean: 0.00330 Mean: 0.01310
23. Average Water Surface Slope (S) _
(VS/K) Mean: 0.00284 Mean: 0.00282 Mean: 0.00897
24. Pool Slope (Sp) Mean: 0.00168 Mean: 0.00038 Mean: 0.00120
Mutimum: 0.00000 Minimum: 0.00000 Minimum: 0.00000
Maximum: 0.00548 Maximum: 0.00136 Manimum: 0.00433
26. Ratio of Pool Slope to Average Water Mean: 0.59 Mean: 0.13 Mean: 0.13
Slope (Sp/S) Minimum: 0.00 Minimum: 0.00 Minimum: 0.00
Maximum: 1.93 Maximum: 0.48 Maximum: 0.46

Table IV. Morphological Table
Project LD. No. D06027-B (Little White Oak Stream Restoration Project)
Variables Existing Channel Proposed Reach Reference Reach
NAME Rl Rl UT to Ostin Creek
26. Riffie Slope (water surface facet slope) Mean: 0.01046 Mean: 0.00892 Mean: 0.02837
(S~ Minimum: 0.00123 Minimum: 0.00199 Minimum: 0.00632
Maximum: 0.11709 Maximum: 0.02059 Maximum: 0.06551
27. Ratio of Ri81e Slope to Average Water Mean: 3.66 Mean: 3.16 Mean: 3.16
Slope (SriflS) Minimum: 0.43 Minhnum: 0.70 Minimum: 0.70
Maximum: 41.16 Maximum: 7.30 Maximum: 7.30
28. Run Slope (water surface facet slope) Mean: 0.00433 Mean: 0.00762 Mean: 0.02423
(Born) Minhnum: 0.00051 Murimum: 0.00284 Minimum: 0.00903
Maximum: 0.01120 Maximum: 0.02484 Maximum: 0.07902
29. Ratio Run Slope/Average Water Surface Mean: 1.52 ~ Mean: 2.70 Mean: 2.70
Slope (Srun/S) Minhnum: 0.18 Minimum: 1.01 Minimum: 1.01
Maximum: 3.94 Maxvnum: 6.81 Maxunum: 8.81
30. Slope of Glide (water surface facet Mean: 0.00371 Mean: 0.00102 Mean: 0.00325
slope) (Sg) Minimum: 0.00179 Murimum: 0.00000 Minimum: 0.00000
Maximum: 0.00585 Maximum: 0.00410 Maximum: 0.01304
31. Ratio Glide Slope/Average Water Mean: 1.30 Mean: 0.36 Mean: 0.36
Surface Slope (Sg/S) Minimum: 0.63 Minimum: 0.00 Minimum: 0.00
Maximum: 2.06 Maximum: 1.45 Maximum: 1.45
32. Maxunum Pool Depth, ft (dpool) Mean: 4.70 Mean: 3.55 Mean: 2.88
Minimum: 3.50 Minimum: 2.68 Minimum: 2.17
Maximum: 6.60 Maximum: 4.10 Maxnnum: 3.32
33. Ratio of Maximum Pool Depth to Mean: 1.42 Mean: 1.76 Mean: 1.76
Mean Depth (dpooVdbl~ Mutimum: 1.06 Minimum: 1.32 Murimum: 1.32
Maximum: 1.99 Maximum: 2.02 Maximum: 2.02
34. Max Run Depth, ft (drun) Mean: 4.13 Mean: 2.89 Mean: 2.34
Minimum: 2.69 Minimum: 2.73 Minimum: 2.21
Maximum: 5.79 Maximum: 3.36 Me~dmum: 2.72
35. Ratio Max Run DepthBankfull Mean Mean: 1.25 Mean: 1.43 Mean: 1.43
Depth (drun/dbl~ Minimum: 0.81 Minimum: 1.35 Minimum: 1.35
Maximum: 1.75 Maximum: 1.66 Maximum: 1.66
36. Maximum Glide Depth, ft (dg) Mean: 4.20 Mean: 2.59 Mean: 2.10
Minimum: 2.72 Minimum: 2.09 Minimum: 1.69
Maximum: 5.48 Maximum: 3.13 Maximum: 2.54
37. Ratio of Max Glide Depth/Banldull Mean: 1.27 Mean: 1.28 Mean: 1.28
Mean Depth (dg/dbl~ Minimum: 0.82 Minimum: 1.03 Minimum: 1.03
Maximum: 1.65 Maximum: 1.55 Maximum: 1.55
38. Pool Width, ft (Wbkfp) Mean: 25.56 Mean: 21.26 Mean: 15.33
Minimum: 25.37 Minimum: 16.80 Minimum: 12.11
Maximum: 25.74 Maximum: 26.22 Maximum: 18.90
39. Ratio of Poo] Width to Bankfull Width Mean: 1.39 Mean: 0.83 Mean: 0.83
(N'b~P~~ Minimum: 1.38 Minimum: 0.65 Minimum: 0.65
Maximum: 1.40 Maximum: 1.02 Maximum: 1.02
40. Pool Cross Sectional Area, sq ft (Apool) Mean: ~ 86.54 Mean: 49.16 Mean: 28.59
Minimum: 70.48 Minimum: 36.58 Minimum: 21.28
Maximum: 102.59 Maximum: 66.74 Maximum: 36.82
41. Ratio of Pool Area to Banldull Riffle Mean: 1.41 Mean: 0.95 Mean: 0.95
Area (ApooUAbkf) Minimum: 1.15 Minimum: 0.70 Muwnum: 0.70
Maximum: 1.67 Maximum: 1.28 Maximum: 1.28
42. Pool to Poo] Spacing, ft (p-p) Mean: 140.94 Mean: 109.41 Mean: 78.86
Minimum: 50.62 Muvmum: 69.78 Minimum: 50.30
Maximum: 402.57 Maximum: 146.84 Maximum: 105.84
43. Ratio of p-p Spacing to Banldhll Width Mean: 7.65 Mean: 4.26 Mean: 4.26
(P-P~~ Minimum: 2.75 Minimum: 2.72 Minimum: 2.72
Maximum: 21.84 Maximum: 5.71 Maximum: 5.71
44. Pool Length, ft (Lp) Mean: 39.34 Mean: 46.71 Mean: 35.11
Ivfitrimum: ~ 11.35 Muumum: 25.44 Minimum: 18.34
Maximum: 87.94 Maximum: 87.22 Maximum: 62.87
45. Ratio of Pool Length to Bavkfull Width Mean: 2.13 Mean: 1.90 Mean: 1.90
(Lp/Wbkfj Minimum: 0.62 Minimum: 0.99 Minimum: 0.99
Maximum: 4.77 Maximum: 3.39 Maximum: 3.39

•

r:

•
Table IV. Morphological Table
Project I.D. No. D06027-B (L.ittle White Oak Stream Restoration Project)
Existing Channel Proposed Reach Reference Reach
Variables NAME R1A R1A UT to Ostin Creek
1. Stream T e De tied BGc CS C4/1
3. Drama Area, s . mi acres 0.11 0.4 0.11 0.4 0.867 554.9
3. Bankfull Width, ft (Wbkf) Mean: 7.72 Mean: 18.52
Minimum: 4.51 Mean: 7.97 Minimum: 15.97
Mavmum: 10.93 Masirnum: 30.60
4. Bankfull Mean Depth, ft (dbkf) Mean: 0.45 Mean: 1.64
Minimum: 0.36 Mean: 0.63 Minimum; 1.58
Maximum: 0.54 Maximum: 1.72
5. Width/Depth Ratio (Wbkf/dbkf) Mean: 16.38 Mean: 11.34
Minimum: 12.53 Mean: 13.70 Minimum: 9.2g
Maximum: 20.24 Maximum: 12.72
G. Bankfull Cross-Sectional Area, sq ft Mean: 3.74 Mean: 3025
(AbkE) Minimum: 1.62 Mean: 5.00 Minimum: 37.41
Mzeimum: 5.85 Maximum: 33.37
7. Bankfull Mean Velocity, fps (Vbkf)
Mean: 5.3 Mean: 3.9 Mean: 4.2
8. Bankfull Dischazge, cfs (Qbkf)
Mean: 20 Mean: 30 Mean: 138
9. Maximum Bankfull Depth, ft (dmbkf) Mean: 0.86 Mean: 0.73 Mean: 1.90
Minimum: 0.54 Minimum: 0.59 Minimum: 1.54
Maximum: 1.18 Maximum: 0.90 Maximum: 2.36
10. Maximum Riffle Depth/Mean Riffle Mean: 1.91 Mean: 1.16 Mean: 1.16
Depth (dmbkf/dbkf) Minimum: 1 20 Minimum: 0.94 Minimum: 0.94
Maximum: 2.62 Maximum: 1.43 Maximum: 1.44
11. Ratio of Low Bank Height to Mean: 3.70 Mean: 1.00 Mean: 1.23
Maximum Bankfull Depth Minimum: 3.11 Minuntlm: 1.00 Minimum: 1.01
(LBH/dmbkf) Maximum: 4.30 Maximum: 1.00 Maximum: 1.42
12. Width of Flood Prone Area, ft (WFpa) Mean: 13.83 Mean: 30.52 Mean: 70.18
Minitnvm: 8.58 Minimum: 28.15 Minimum: 67.15
Maximum: 19.07 Maximum: 35 23 Maximum: 72.78
13. Entrenchment Ratio (Wfpa/Wbkf) Mean: 1.82 Mean: 3.83 Mean: 3.83
Minimum: 1.74 Minimum: 3.53 Minimum: 3.53
Maximum: 1.90 Maximum: 4.42 Maximum: 3.42
14. Meander Length, ft (Lm) Mean: 0.00 Mean: 40.44 Mean: 93.00
Minimum: 0.00 Minimum: 1320 Minimum: 33.00
Maximum: 0.00 ~ Maximum: 66.68 Maximum: 155.00
15. Meander Length Ratio Mean: 0.00 Mean: 5.07 Mean: 5.07
(Lm/WbkE) Minimum: 0.00 Minunum: 1.78 Minimum: 1.78
Maximum: 0.00 Maximum: 8.37 Maximum: 8.37
16. Radius of Cunztvre, $ (Rc) Mean: 0.00 Mean: 21.08 Mean: 39.00
Minunvm: 0.00 Minimum: 8.17 Minunum: 19.00
Maximum: 0.00 Masimvm: 39.37 Maximum: 115.00
17. Ratio of Radius of Curvature [o Mean: 0.00 Mean: 2.65 Mean: 2.65
Width (Rc/Wbkf) Minimum: 0.00 Minimum: 1.03 Minunum: 1.03
Maximum: 0.00 Maximum: 621 Maximum: 6 21
18. Belt Width, & (Wblt) Mean: 0.00 Mean: 28.82 Mean: 67.00
Minimum: 0.00 Minimum: 15.49 Minimum: 36.00
Maximum: 0.00 Maximum: 63.53 Maximum: 150.00
19. Meander Width Ratio (lVbh/Wbkf) Mean: 0.00 Mean: 3.62 Mean: 3.62
Minimum: 0.00 Minimum: 1.94 Minimum: 1.93
Maximum: 0.00 Maximum: 8.10 Maximum: 8.10
20. Low Bank Height, ft (L.BI-~ Mean: 3.00 Mean: 0.73 Mean: 2.30
Minimum: 2.32 Minunum: 0.59 Minimum: 2.09
Mavmum: 3.67 Masimvm: 0.90 Maximum: 2.67
~l. Sinuosity (IC)
Mean: 1.06 Mean: 1.35 Mean: l.iG
22 Valley Slope (VS)
Mean: 0.01290 Mean: 0.01290 Mean: 0.01310
33. Average Water Surface Slope (S) _
(VS/I~ Mean: O.OL17 Mean: 0.00956 Mean: 0.00897
23. Pool Slope (Sp) Mean: 0.00000 Mean: 0.00128 Mean: 0.00130
Minimum: 0.00000 Minimum: 0.00000 Minimum: 0.00000
Maximum: 0.00000 Mavrnum: 0.00361 Maximum: 0.00333
25. Ratio of Pool Slope to Average Water Mean: 0.00 Mean: 0.13 Mean: 0.13
Slope (Sp/S) Minimum: 0.00 Minimum: 0.00 Minimum: D.00
Mzcimum 0.00 Maximum: 0.38 Maximum: 0.48

Table IV. Morphological Table
Project I.D. No. D06027-B (Little White Oak Stream Restoration Project)
Variables Existing Channel Proposed Reach Reference Reach
NAME RIA RIA UT to Ostin Creek
26. Riffle Slope (water surface facet slope) Mean: 0.00000 Mean: 0.03021 Mean: 0.02837
(Sr+~ Minimum: 0.00000 Minimum: 0.00673 Minimum: 0.00632
Masinum 0.00000 Muimum: 0.06977 Mavmum 0.06551
27. Ratio of Riffle Slope to Average Mean: 0.00 Mean: 3.16 Mean: 3.16
Water Slope (Srif/S) Minimum: 0.00 Minimum: 0.70 Minimum: 0.70
Maximum: 0.00 Maximum: 7.30 Masunum: 7.30
38. Run Slope (water surface facet slope) Mean: 0.00000 Mean: 0.02580 Mean: 0.02423
(Smn) Minunum: 0.00000 Minimum: 0.00963 Minimum: 0.00903
Maximum: 0.00000 Maximum: 0.08415 Mavmum: 0.07902
29. Ratio Run Slope/Average Water Mean: 0.00 Mean: 2.70 Mean: 3.70
Surface Slope (Brun/S) Minimum: 0.00 Minimum: 1.01 Minunum: 1.01
Maximum: 0.00 Maximum: 8.81 Maximum: 8.81
30. Slope of Glide (water surface facet Mean: 0.00000 Mean: 0.00346 Mean: 0.00325
slope) (Sg) Minimum: 0.00000 Minimum 0.00000 Minimum: 0.00000
Maximum: 0.00000 Maximum: 0.01389 Maximum: 0.01304
31. Ratio Glide Slope/Average Water Mean: 0.00 Mean: 0.36 Mean: 0.36
Surface Slope (Sg/S) Minimum: 0.00 Minimum: 0.00 Minimum: O.OD
Maximum: 0.00 Maximum: 1.45 Maximum: 1.45
32. Maximum Pool Depth, ft (dpool) Mean: 1.38 Mean: 1.10 Mean: 2.88
Minimum: 1.11 Minimum: 0.83 Minunum: 2.17
Maximum: 1.64 Maximum: 1.27 Maximum: 3.33
33. Ratio of Maximum Pool Depth to Mean: 3.07 Mean: 1.76 Mean: 1.76
Mean Depth (dpool/dbkf) Minunum: 2.47 Minimum; 1.32 Minimum: 1.33
Maximum: 3.64 Maximum: 2.02 Maximum: 2.03
34. Max Run Depth, ft (drun) Mean: 0.00 Mean: 0.90 Mean: 2.34
Minimum 0.00 Mininum: 0.85 Minunum: 2 21
Maxmum: 0.00 Maximum: 1.04 Maximum: 2.72
35. Ratio Mas Run Depth/Bankfiill Mean Mean: 0.00 Mean: 1.43 Mean: 1.43
Depth (drun/dbkf) Minimum 0.00 Minimum; 1.35 Minimum 1.35
Maximum 0.00 Maximum: 1.66 Maximum: 1.66
36. Maximum Glide Depth, ft (dg) Mean: 0.00 Mean: 0.80 Mean: 2.10
Minimum: 0.00 Minimum 0.65 Minunum: 1.69
Maximum: 0.00 Maximum 0.97 Maximum: 2.54
37. Ratio of Mas Glide Depth/Bankfull Mean: 0.00 Mean: 1 28 Mean: 1.28
Mean Depth (dg/dbkf) Minimum: 0.00 Minimum 1.03 Minimum: 1.03
Maximum: 0.00 Maximum: 185 Maximum: 1.55
38. Pool Width, ft (Wbk£p) Mean: 5.22 Mean: 6.59 Mean: 15.33
Minimum: 3.64 Mininnum: 5 21 Minimum: L.11
Maximum: 6.79 Maximum: 8.13 Maximum 18.90
39. Ratio of Pool Width to Bankfull Mean: 0.68 Mean: 0.83 Mean: 0.83
Width (Whkfp/Wbkf) Minimum: 0.47 Minimum: 0.65 Minimum O.GS
Maximum: 0.88 Maximum: 1.03 Maximum: 1.02
40. Pool Cross Sectional Area, sq ft Mean: 4.66 Mean: 4.73 Mean: 38.59
(Apool) Minimum: 4.62 Minimum: 3.52 Minimum 21.28
Maximum: 4.70 Maximum: 6.42 Maximum 38.83
41. Ratio of Pool Area to Bankfull Riffle Mean: 1 25 Mean: 0.95 Mean: 0.95
Area (Apool/Abkf) Minimum 1.24 Minimuin: 0.70 Minimum: 0.70
Maximum: 126 Maximum: 128 Maximum: 128
42. Pool to Pool Spacing, ft (p-p) Mean: 0.00 Mean: 33.93 Mean: 78.86
Minimum: 0.00 Minimum: 21.64 Minimum 50.30
Maximum: 0.00 Maximum: 45.53 Maximum: 105.84
43, Ratio of p-p Spacing to Bankfiill Mean: 0.00 Mean: 4.26 Mean: 426
Width (p-p/Wbkf) Minimum: 0.00 Minunum: 2.72 Minimum: 2.72
Maximum: 0.00 Maximum: 5.71 Maximum: 5.71
44. Pool Length, ft (Lp) Mean: 0.00 Mean: 15.10 Mean: 35.11
Minimum: 0.00 Minimum: 7.89 Minimum: 18.34
Maximum: 0.00 Maximum: 27.05 Maximum: 62.87
45. Ratio of Pool Length to Bankfull Mean: 0.00 Mean: 1.90 Mean: 1.90
(Lp/Wbkf) Minimum: 0.00 Minimum: 0.99 Minimum 0.99
Maximum: 0.00 Maximum: 3.39 Maximum 3.39
•

•

Table IV. Morphological Table
Project I.D. No. D06027-B (Little White Oak Stream Restoration Project)
Existing Channel Proposed Reach Reference Reach
Variables NAME R2 U ex R2 U er UT to Ostin Creek
1. Stream T e De aded ES CS C;/1
2. Dxaina Area, s . mi (acres 620(3966.91 6 20 3966.91 0.867 55;.9
3, Bankfull Width, ft (Wbkf) Mean: 24.39 Mean: 18.52
M;nimum: 24.27 Mean: 31.07 Minimum 15.97
Maximum: 34.50 Maxunum: 20.60
;, Bankfvll Mean Depth, ft (dbkf) Mean: 3.1; Mean: 1.64
Minimum 3.13 Mean: 2.45 ~ Minimum 1.58
Maximum: 3.1; Maximum: 1.72
5, Width/Depth Ratio(Wbkf/dbkf) Mean: 7.78 Mean: 11.3;
Minimum: 7.73 Mean: 12.70 Minimum: 9.28
Maximum: 7.83 Maximum: 12.72
G. Bankfull Cross-Sectional Area, sq ft Mean: 76.43 Mean: 3025
(Abkf) Minimum: 76.13 Mean: 76.00 Minimum: 27.;1
Maximum 76.73 Maximum: 33.37
7. Bankfull Mean Velocity, fps (Vbkf)
Mean: 4.4 Mean: 4.5 Mean: i.2
g, Bank£ull Discharge, cfs (Qbkf)
Mean: 340 Mean: 340 Mean: 138
9. Maximum Bankfull Depth, ft (dmbkf) Mean: 4.10 Mean: 2.83 Mean: 1.90
Minimum: 3.61 Minimum: 2.30 Minimum: 1.54
Maximum: 4.9; Maximum: 3.52 Maximum: 3.36
10. Maximum Riffle Depth/Mean Riffle Mean: 1.31 Mean: 1.16 Mean: 1.16
Depth (dmbkf/dbkf) Minimum: 1.15 Minimum: 0.94 Minimum: 0.94
Maximum: 158 Mazimum: 1.4; Maximum: 1.4;
11. Ratio of Low Bank Height to Mean: 1.8; Mean: 1.00 Mean: 123
Maximum Bankfvll Depth Minimum: 1.;7 Minimum: 1.00 Minunum: 1.01
(LBH/dmbkf) Maximum: 2.1; Maximum: 1.00 Maximum: 1.;2
12. Width of Flood Prone Area, & (Wfpa) Mean: 16;.03 Mean: 118.98 Mean: 70.18
Minunum: 77.05 Minimum: 109.76 Minunum: 67.15
Maximum: 251.00 Maximum: 137.36 Mavmvm: 72.78
13. Entrenchment Ratio (Wlpa/Wbkf) Mean: G.7; Mean: 3.83 Mean: 3.83
Minimum: 3.1; Minimum: 3.53 Minimum: 3.53
Maximum: 10.3; Maximum: ;.42 Maximum: ;.;2
1;. Meander Length, ft (Lm) Mean: 118.20 Mean: 157.66 Mean: 94.00
Minimum: 85.80 Minimum: 55.35 Minimum 33.00
Maximum: 165.10 Maximum: 259.97 Maximum: 155.00
li. Meander Length Ratio Mean: 4.85 Mean: 5.07 Mean: 5.07
(I.m/Wbkf) Minimum: 3.52 Minimum: 1.78 Mirumvm: 1.78
Maximum: 6.77 Maximum: 8.37 Mavmum: 8.37
16. Radius of Curvature, ft (Rc) Mean: 45.80 Mean: 82.18 Mean: 49.00
Mixvmum 19.70 Minimum: 31.87 Minimum: 19.00
Maximum: L;.40 Mazimum: 192.88 Mazimum: 115.00
17. Ratio of Radius of Curvature to Mean: 1.88 Mean: 2.65 Mean: 2.65
Width (Rc/Wbkf) Minunum: 0.81 Minimum 1.03 Minimum: 1.03
Maximum: 5.10 Maximum: 621 Maximum: 621
18. Belt Width, ft (Wblt) Mean: 32.80 Mean: 112.37 Mean: 67.00
Minimum: 1520 Minimum: 60.38 Minimum: 36.00
Maximum: 48.70 Maximum: 251.58 Maximum: 150.00
19. Meander Width Ratio (Wbh/Wbkf) Mean: 1.35 Mean: 3.62 Mean: 3.62
Minimum: 0.62 Minimum: 1.9; Minimum: 1.9;
Maximum 2.00 Maximum 8.10 Maximum: 8.10
20. Low Bank Height, ft (I,BH) Mean: 753 Mean: 2.83 Mean: 2.30
Minimum: 5.9; Minimum: 2.30 Minimum: 2.09
Maximum: 8.93 Maximum: 352 Maximum: 2.67
~l. Sinuosity (I~
Mean: 1.1; Mean: 129 Mean: 1.;G
~2 Valley Slope (VS)
Mean: 0.002;0 Mean: 0.00?;0 Mean: 0.01310
~3. Average Water Stuface Slope (S) _
(VS/I~ Mean: 0.00211 Mean: 0.00186 Mean: 0.00897
2;. Pool Slope (Sp) Mean: 0.00067 Mean: 0.00025 Mean: 0.00120
Minunum: 0.00000 Minimum: 0.00000 Minimum: 0.00000
Maximum: 0.00178 Ma_eimum: 0.00090 Maximum: 0.00;33
25. Ratio of Pool Slope to Average Water Mean: 0.33 Mean: 0.13 Mean: 0.13
Slope (Sp/S) Minimum 0.00 Minunum: 0.00 Minimum: 0.00
Maximum 0.85 Maximum: 0.;8 Maximum: 0.48

Table IV. Morphological Table
Project I.D. No. 006027-B (Little White Oak Stream Restoration Project)
Variables Existing Channel Proposed Reach Reference Reach
NAME R3 U er R2 U ex UT to Ostin Creek
26. Riffle Slope (water surface facet slope) Mean: 0.00349 Mean: 0.00588 Mean: 0.02837
(S~ Minimum: 0.00093 Minimum: 0.00131 Minimum: 0.00632
Maximum 0.00821 Maximum 0.01358 Maximum: 0.06551
27. Ratio of Riffle Slope to Average Mean: 1.66 Mean: 3.16 Mean: 3.16
Water Slope (Srif/S) Minimum: p.{{ IVlinunum: 0.70 Minimum: 0.70
Maximum: 3.90 Maximum: 7.30 Maximum: 7.30
28. Run Slope (water surface facet slope) Mean: 0.00279 Mean: 0.00502 Mean: 0.02{23
(S~) Minimum: 0.00089 Minimum: 0.00187 Minimum: 0.00903
Maximum: 0.00486 Maximum: 0.01638 Maximum: 0.07902
29. Ratio Run Slope/Average Water Mean: 1.33 Mean: 2.70 Mean: 2.70
Surface Slope (Sxun/S) Minitnum: 0.43 Minimum: 1.01 Minimum: 1.01
Maximum: 2.31 Maximum: 8.81 Maximum: 8.81
30. Slope of Glide (water surface facet Mean: 0.00351 Mean: 0.00067 Mean: 0.00335
slope) (Sg) Minimum 0.00118 Minimum: 0.00000 Minimum: 0.00000
Maximum: 0.00674 Maximum 0.00270 Maximum: 0.01304
31. Ratio Glide Slope/Average Water Mean: 1.67 Mean: 0.36 Mean: 0.36
Surface Slope (Sg/S) Minimum: 0.56 Minimum: 0.00 Minimum: 0.00
Maximum: 3.20 Maximum 1.{5 Maximum: 1.45
32. Maximum Pool Depth, ft (dpool) Mean: 538 Mean: {30 Mean: 2.88
Minimum: 4.61 Minimum: 324 Minimum 3.17
Maximum: 639 Mzximum: 4.95 Maximum: 3.32
33. Ratio of Maximum Pool Depth to Mean: 1.68 Mean: 1.76 Mean: 1.76
Mean Depth (dpool/dbkf) Minimum: 1.47 Minimum: 1.32 Minunum: 1.32
Maximum: 2.01 Maximum: 2.03 Maximum: 2.02
34. Mas Run Depth, ft (drop) Mean: 4.44 Mean: 3.{9 Mean: 2.34
Minimum: 3.91 Minimum: 3.30 Minimum: 2.31
Maximum: 5.53 Masunum {,OG Maximum: 2.72
35. Ratio Mas Run Depth/Bankfull Mean Mean: 1.42 Mean: 1.43 Mean: 1.43
Depth (drun/dbkf) Minimum: 1.35 Minimum: 1.35 Minimum: 1.35
Maximum: 1.76 Maximum: 1.66 Maximum: 1.66
36. Maximum Glide Depth, ft (dg) Mean: 4.44 Mean: 3.13 Mean: 2.10
Minimum: 3.91 Minimum: 2.52 Minimum: 1.69
Masunum: 5.53 Maximum: 3.79 Maximum: 2.54
37. Ratio of Mas Glide Depth/Bankfvll Mean: 1.}2 Mean: 1.28 Mean: 1.38
Mean Depth (dg/dbkf) Minimum: 135 Minimum: 1.03 Minimum 1.03
Maximum: 1.76 Maximum 1.55 Maximum: 1.55
38.. Pool Width, ft (Wbkfp) Mean: 31.13 Mean: 35.71 Mean: 15.33
Minimum: 30.96 Minunum: 20.31 Minimum: 12.11
Maximum: 31.30 Maximum 31.70 Maximum: 18.90
39. Ratio of Pool Width to Bankfull Mean: 1.38 Mean: 0.83 Mean: 0.83
Width (Wbkfp/Wbkf) Minunum 1.37 Minitnvm: 0.65 Minitnum: 0.65
Maximum: 138 Maxmum: 1.02 Maximum: 1.02
40. Pool Cross Sectional Area, sq ft Mean: 85.30 Mean: 71.85 Mean: 2859
(Apool) Minimum: 7635 Minimum: 53A7 Minimum: 2128
Maximum: 94.35 Maximum: 97.54 Maximum: 38.83
41. Ratio of Pool Area to Bankfull Riffle Mean: 1.12 Mean: 0.95 Mean: 0.95
Area (Apool/Abkf) Minimum 1.00 Minunum: 0.70 Minimum: 0.70
Maximum: 123 Ma_eimum: 128 Maximum: 128
43. Pool to Pool Spacing, ft (p-p) Mean: 205.68 Mean: 13237 Mean: 78.86
Minimum: 38.69 Minimum: 84.36 Minimum: 50.30
Maximum {{2.{.{ Maximum 177.52 Maximum: 105.84
43. Ratio of p-p Spacing to Bankfull Mean: 8.43 Mean: {,26 Mean: 4.26
Width (p-p/Wbkf) Minimum: 1.59 Minimum: 2.72 Minunum: 2.72
Maximum: 18.14 Maximum: 5.71 Maximum 5.71
44. Pool length, ft (Lp) Mean: {2.00 Mean: 58.89 Mean: 35.11
Minimum: 8.52 Minunum: 30.76 Minimum: 18.34
Maximum: 137.06 Maximum: 105.45 Maximum: 62.87
45. Ratio of Pool Length to Bankfull Mean: 1.72 Mean: 1.90 Mean: 1.90
(Lp/Wbkf) Minunum: 0.35 Minunum: 0.99 Minunum: 0.99
Masunum: 5.62 Masimvm: 3.39 Maximum: 3.39
•
C

•

Table IV. Morphological Table
Project I.D. No. 006027-B (L,ittle White Oak Stream Restoration Project) ,
Existing Channel Proposed Reach Reference Reach
Variables NAME R2 Lower R2 Lower UT to Ostin Creek
1. Stream T e De tied ES CS C4/1
2. Dxaina a Area, s . mi acres 10.85 6943.9 10.85(6943.9 0.867 554.9
3. Bankfvll Width, ft (Wbkf) Mean: 30.36 Mean: 18.52
Minimum: 28.53 Mean: 35.64 Mininum: 15.97
Maximum: 32.18 Maximum: 20.60
4. Bankfull Mean Depth, ft (dbkf) Mean: 3.40 Mean: 1.64
Minimum: 3.31 Mean: 2.81 Minimum: 1.58
Maximum: 3.49 Masunvm: 1.72
5. Width/Depth Ratio (Wbkf/dbkf) Mean: 8.95 Mean: 11.34
Minmum: 8.17 Mean: 12.70 Minimum 9.28
Maximum: 9.72 Maximum 12.72
G. Bankfvll Cross-Sectional Area, sq ft Mean: 103.14 Mean: 3025
(Abkf) Minimum: 99.68 Mean: 100.00 Minimum: 37.41
Maximum: 106.59 Maximum: 33.37
7. Bankfull Mean Velocity, fps (Vhkf)
Mean: 4.7 Mean: 4.9 Mean: 42
8. Bankfull Discharge, cfs (Qbkf)
Mean: 489 Mean: 489 Mean: 128
9. Maximum Bankfull Depth, ft (dmbkf) Mean: 3.95 Mean: 3.25 Mean: 1.90
Minimum: 3.69 Minimum: 2.63 Mininum: 154
Maximum: 4.20 Maximum: 4.04 Maximum: 2.36
10. Maximum Riffle Depth/Mean Riffle Mean: 1.16 Mean: 1.16 Mean: 1.16
Depth (dmbkf/dbkf) Minunvm: 1.09 Minimum: 0.94 Minimum: 0.94
Maximum: 1.24 Maximum: 1.44 Maximum: 1.4-4
11. Ratio of Low Bank Height to Mean: 1.75 Mean: 1.00 Mean: 1.23
Maximum Bankfi,ll Depth Minimum: 1.48 Minimum 1.00 Minimum 1.01
(LBH/dmbkf) Masimvm: 1.95 Maximum: 1.00 Maximum 1.42
12. Width of Flood Prone Area, ft (Wlpa) Mean: 134.56 Mean: 136.47 Mean: 70.18
Minimum: 89.48 Minimum: 125.91 Minimum 67.15
Maximum: 159.64 Maximum: 157.57 Maximum: 72.78
13. EntrenchmentRaio (W£pa/Wbkf) Mean: 4.05 Mean: 3.83 Mean: 3.83
Minimum: 3.14 Minimum: 3.53 Minimum: 3.53
Maximum: 4.96 Maximum: 4.42 Maximum: 4.42
14. Meander Length, ft (Lm) Mean: 216.40 Mean: 180.85 Mean: 94.00
Minimum: 196.40 Minimum: 63.49 Minimum: 33.00
Maximum: 236.30 Maximum: 398.20 Maximum: 155.00
15. Meander Length Ratio Mean: 7.13 Mean: 5.07 Mean: 5.07
(Lm/Wbkf) Minimum: 6.47 Minunum: 1.78 Minimum 1.78
Maximum: 7.78 Ma_vmum: 8.37 Maximum 8.37
16. Radius of Curvature, ft (Rc) Mean: 57.00 Mean: 94.27 Mean: 49.00
Minimum: 30.00 Minimum: 3655 Minimum 19.00
Maximum 7950 Maximum: 321.25 Maximum: 115.00
17. Ratio of Radius of Curv~atuxe to Mean: 1.88 Mean: 2.65 Mean: 2.65
Width (Rc/Wbkf) Minimum 0.99 Minimum: 1.03 Minimum 1.03
Maximum: 2.62 Maximum: 6.21 Maximum: 6.21
18. Belt Width, ft (Wblt) Mean: 42.30 Mean: 128.90 Mean: 67.00
Minimum: 16.20 Minimum: 69 26 Minimum 36.00
Maximum: 69.50 Maximum: 288.59 Maximum: 150.00
19. Meander Width Ratio (Wbh/Wbkf) Mean: 1.39 Mean: 3.62 Mean: 3.62
Minimum: 0.53 Minimum: 1.94 Minimum 1.94
Maximum: 229 Ma_eunum: 8.10 Maximum: 8.10
20. Low Bank Height, ft (LBH) Mean: 6.91 Mean: 3 25 Mean: 2.30
Minunum: 6.04 Minimum: 2.63 Mininnum: 2.09
Maximum: 8.17 Maximum: 4.04 Maximum: 2.67
21. Smuoslty (K)
Mean: 1.11 Mean: 1.10 Mean: 1.46
23 Valley Slope (VS)
Mean: 0.00210 Mean: 0.00310 Mean: 0.01310
33. Average Water Surface Slope (S) _
(VS/I~ Mean: 0.00189 Mean: 0.00191 Mean: 0.00897
2;. Pool Slope (Sp) Mean: 0.00203 Mean: 0.00026 Mean: 0.00120
Minimum 0.0001 G Minimum: 0.00000 Mininum: 0.00000
Maximum: 0.00491 Maximum: 0.00092 Maximum: 0.00333
25. Ratio of Pool Slope to Average Water Mean: 1.07 Mean: 0.13 Mean: 0.13
Slope (Sp/S) 1~4inixnum: 0.08 Minimum: 0.00 Minimum: 0.00
Maximum: 2.60 Maximum: 0.48 Maximum: 0.48

Table IV. Morphological Table
Project I.D. No. D0G027-B (Little White Oak Stream Restoration Project)
Variables Existing Channel Proposed Reach Reference Reach
NAME R2 Lower R2 Lower UT to Ostin Creek
2G. Riffle Slope (water surface facet slope) Mean: 0.00663 Mean: 0.00604 Mean: 0.0?837
(S~ Minimum: 0.00080 Minimum: 0.00134 Minimum: 0.00632
Maximum: 0.02367 Maximum: 0.01394 Maximum: 0.06551
27. Ratio of Riffle Slope to Average Mean: 3.10 Mean: 3.16 Mean: 3.16
Water Slope (Srif/S) Minimum: 0.42 Minimum: 0.70 Minimum: 0.70
Maximum: 12.51 Maximum 7.30 Maximum: 7.30
28. Run Slope (water surface facet slope) Mean: 0.00755 Mean: 0.00116 Mean: 0.02423
(Snm) Minimum: 0.00074 Minunum: 0.00192 Minimum: 0.00903
Maximum: 0.01919 Maximum: 0.01681 Maximum: 0.07902
29. Ratio Run Slope/Average Water Mean: 3.99 Mean: 2.70 Mean: 2.70
Surface Slope (Brun/S) Minimum: 0.39 Minimum 1.01 Minimum: 1.01
Maximum: 10.14 Maximum: 8.81 Maximum: 8.81
30. Slope of Glide (water surface facet Mean: 0.00344 Mean: 0.00069 Mean: 0.00321
slope) (Sg) Minimum: 0.00120 Minimum: 0.00000 Minunum: O.OOD00
Maximum: 0.01026 Maximum: 0.00377 Maximum: 0.01304
31. Ratio Glide Slope/Average Water Mean: 1.82 Mean: 0.36 Mean: 0.36
Surface Slope (Sg/S) Minimum: 0.63 Minimum: 0.00 Minunum: 0.00
Maximum 1.}2 Mzximum: 1.{i Maximum: 1.{5
32. Maximum Pool Depth, ft (dpool) Mean: 4.97 Mean: 4.93 Mean: 2.88
Minimum: 3.72 Minimum 3.71 Minimum: 2.17
Maximum: 1.96 Maximum: 5.68 Maximum 3.32
33. Ratio of Maximum Pool Depth to Mean: 1.46 Mean: 1.76 Mean: 1.76
Mean Depth (dpool/dbkf) Minimum: 1.09 Minimum: 1.32 Minimum: 1.33
Maximum: 1.71 Maximum: 2.02 Maxunum: 2.02
34. Mas Run Depth, ft (drug) Mean: 4.11 Mean: ;.00 Mean: 2.31
Minunum: 3.36 Minimum 3.78 Minimum: 2.21
Maximum: 4.62 Maximum: {.Gi Maximum: 2.72
31. Ratio Max Rvn Depth/Bankfull Mean Mean: 1.22 Mean: 1.43 Mean: 1.43
Depth (d.,,.,/dbkf) Minimum: 0.99 Minimum: 1.31 Minimum: 1.31
Maximum: 1.36 Maximum 1.GG Maximum 1.66
36. Maximum Glide Depth, ft (dg) Mean: {.35 Mean: 3.59 Mean: 3.10
Minunum: 3.81 Minimum: 3.89 Minimum: 1.69
Maximum: 4.93 Maximum: 4.31 Maximum: 3.14
37. Ratio of Max Glide Depth/Bankfull Mean: 1.38 Mean: 1 28 Mean: 1 28
Mean Depth (dg/dbkf) Minimum: 1.1? Minimum: 1.03 Minimum: 1.03
Maximum: 1.45 Maximum: 1.11 Maximum: 1.55
38. Pool Width, ft (Wbkfp) Mean: 4420 Mean: 29.49 Mean: 15.33
Minimum: 31.70 Minitnvm: 23.30 Minimum: 12.11
Maximum: 13.70 Maximum: 36.36 Maximum: 18.90
39. Ratio of Pool Width to Bankfi,ll Mean: 1.}6 Mean: 0.83 Mean: 0.83
Width (Wbkfp/Wbkf) Minimum: 1.14 bfinimum: 0.65 Minimum: 0.65
Maximum: 1.77 Maximum: 1.02 Maximum 1.02
i0. Pool Crass Sectional Area, sq ft Mean: 112.20 Mean: 9}.13 Mean: 28.59
(Apool) Minimum 127.99 Minimum: 70.35 Minunum: 2128
Maximum 176.40 Maximum: 128.34 Maximum: 38.82
41. Ratio of Pool Area to Bankfull Riffle Mean: 1.48 Mean: 0.91 Mean: 0.91
Area (Apool/Abkf) Minimum 124 Minimum: 0.70 Minimum: 0.70
Maximum: 1.71 Maximum: 128 Maximum: 128
43. Pool to Pool Spacing, ft (p-p) Mean: 149.76 Mean: 151.72 Mean: 78.86
Minunum: G4.G7 Minimum: 96.77 Minimum: 10.30
Maximum: 29254 Maximum: 203.63 Maximum: 105.84
43. Ratio of p-p Spacing to Bankfull Mean: 4.93 Mean: 4.26 Mean: 4.26
Width (p-P/Wbkf) Minimum: 2.13 Minunum: 2.72 Minimum: 2.72
Maximum: 9.64 Maximum: 1.71 Maximum: 5.71
{}. Pool Length, ft (Lp) Mean: }g.i9 Mean: 67.11 Mean: 31.11
Minimum: 30.13 Minitnum: 31.38 Minimum: 18.34
Maximum: 84.01 Maxmum 120.96 Maxmum: 62.87
41. Ratio of Pool Length to Bankfull Mean: 1.60 Mean: 1.90 Mean: 1.90
(Lp/Wbkf) Minunum: 0.68 Minimum: 0.99 Minimum: 0.99
Maximum: 2.77 Maximum: 3.39 Maximum 3.39

•
Table N. Morphological Table
Project LD. No. D06027-B (Little White Oak Sueam Restoration Project)
Existing Channel Proposed Reach Reference Reach
Variables NAME R2A R?A UT to Ostin Creek
1. Stream T e De tied E4 C4 C4/1
3. Drain a Area, s . mi acres 0.5}(354.6 054(354.6 0.867 554.9
3. Bankfiill Width, ft (Wbkf) Mean: 11.19 Mean: 18.52
Minimum: 11.18 Mean: 11.73 Minimum: 15.97
Mzeimum: 11.30 Maximum: 20.60
}, Bankfull Mean Depth, ft (dbkf) Mean: 1.24 Mean: 1.64
Minimum: 0.97 Mean: 0.94 Minimum: 1.58
Maximum 1.50 Maximum: 1.72
5. Width/Depth Ratio (Wbkf/dbkf) Mean: 9.50 Mean: 11.34
Minunum: 7.}7 Mean: 12.50 Minimum: 9.28
Mzeunum: 1153 Maximum: 12.72
6. Bankfi,ll Cross-Sectional Area, sq ft Mean: 13.80 Mean: 3025
(Abkf) Minimum: 10.82 Mean: 11.00 Minimum: 27.41
Maximum: 16.78 Maximum: 33.37
7. Bankfull Mean Velocity, fps (Vbkf)
Mean: 3.2 Mean: 4.0 Mean: 4.2
8. Bankfull Dischazge, cfs (Qbkf)
Mean: }} Mean: 44 Mean: 128
9. Maximum Bankfull Depth, ft (dmbkt) Mean: 1.}8 Mean: 1.09 Mean: 1.90
Minimum: 0.95 Minimum: 0.88 Minimum: 154
Maximum: 2.23 Maximum: 1.35 Maximum: 2.36
10. Maximum Riffle Depth/Mean Riffle Mean: 1.20 Mean: 1.16 Mean: 1.16
Depth (dmbkf/dbkf) Minimum: 0.77 Minunum: 0.94 Minimum: 0.94
Maximum: 1.81 Maximum: 1.}} Maximum: 1.44
11. Ratio of Low Bank Height to Mean: 427 Mean: 1.00 Mean: 123
Maximum Bankfull Depth Minimum: 228 Minimum: 1.00 Minimum: 1.01
(LBH/dmbkf) Maximum: 6.82 Maximum: 1.00 Maximum: 1.42
13. Width of Flood Prone Area, ft (Wfpa) Mean: 17.52 Mean: 44.91 Mean: 70.18
Minunum: 15.99 Minimum: 41.43 Minunum 67.15
Maximum: 19.05 Maximum: 51.85 Maximum: 72.78
13. Entrenchment Ratio (Wfpa/WbkE) Mean: 157 Mean: 3.83 Mean: 3.83
Minimum: 1.43 Minimum: 3.53 Minunum: 3.53
Maximum: 1.70 Maximum: }.}2 Maximum: }.42
1}. Meander Length, ft (L.m) Mean: 76.70 Mean: 59.51 Mean: 94.00
Minimum: 76.70 Minimum: 30.89 Minimum: 33.00
Maximum: 76.70 Maximum: 98.12 Maximum: 155.00
15. Meander Length Ratio Mean: 6.85 Mean: 5.07 Mean: 5.07
(Lm/Wbkf) Minimum: ~ 6.85 Minimum: 1.78 Minimum: 1.78
Ma_Qimum: 6.85 Masimvm: 8.37 Maximum: 8.37
16. Radius of Curvature, ft (Rc) Mean: 21.10 Mean: 31.03 Mean: 49.00
Minimum: 8.80 Minimum: 12.03 Minimum: 19.00
Maximum: 31.40 Maximum: 72.80 Maximum: 115.00
17. Ratio of Radius of Curvature to Mean: 1.89 Mean: 3.65 Mean: 2.65
Width (Rc/Wbkf) Minimum 0.79 Minimum: 1.03 Minimum: 1.03
Maximum: 2.81 Maximum: 631 Maximum: 621
18. Belt Width, ft (Wblt) Mean: 3020 Mean: 42.41 Mean: 67.00
Minimum: 20.30 Minunum: 22.79 Minimum: 36.00
Maxunum: 2020 Maximum: 9},96 Maximum: 150.00
12 Meander Width Ratio (\~Ublt/Wbkf) Mean: 1.81 Mean: 3.62 Mean: 3.63
Minimum: 1.81 Minimum: 1.94 Minimum: 1.94
Maximum: 1.81 Maximum: 8.10 Maximum: 8.10
20. Low Bank Height, ft (LBH) Mean: 5.64 Mean: 1.09 Mean: 2.30
Minimum: }21 Minimum: 0.88 Minimum: 2.09
Masanvm: 6.68 Maximum 1.35 Maximum: 3.67

Mean: 1.13 Mean: 1.32 Mean: 1.46
22 Valley Slope (VS)
Mean: 0.01200 Mean: 0.01200 Mean: 0.01310
33. Average Water Surface Slope (S) _
(VS/I~ Mean: 0.01071 Mean: 0.00909 Mean: 0.00897
2}, Pool Slope (Sp) Mean: 0.00260 Mean: 0.00133 Mean: 0.00120
Minimum: 0.00000 Minunum: 0.00000 Minimum: 0.00000
Maximum: 0.00891 Maximum: 0.00439 Maximum: 0.00433
25. Ratio of Pool Slope to Average Water Mean: 0.24 Mean: 0.13 Mean: 0.13
Slope (Sp/S) Minimum: 0.00 Minimum: 0.00 Minimum: 0.00
Maximum: 0.83 Maximum: 0.48 Maximum: 0.48

Table IV. Morphological Table
Project I.D. No. D06027-B (Little Wlrite Oak Stream Restoration Project)
Variables Existing Channel Proposed Reach Reference Reach
NAME R2A R?A UT to Ostin Creek
36. Riffle Slope (water surface facet slope) Mean: 0.01067 Mean: 0.02874 Mean: 0.02837
(Sxif) Minimum: 0.00423 Minunum: 0.00640 Minimum 0.00632
Mazimum: 0.02424 Mazimum: 0.06637 Maximum: 0.06551
27. Ratio of Riffle Slope to Average Mean: 1.00 Mean: 3.16 Mean: 3.16
Water Slope (Srif/S) Minimum 0.39 Minimum: 0.70 Minimum: 0.70
Maximum: 2.26 Masimvm 7.30 Maximum: 7.30
28. Run Slope (water surface facet slope) Mean: 0.00812 Mean: 0.02455 Mean: 0.02423
(Brun) Minssnum: 0.00315 Minunum: 0.00915 Minimum: 0.00903
Mazimum: 0.01367 Maximum: 0.08006 Mazimum: 0.07902
29. Ratio Run Slope/Average \X~ater Mean: 0.76 Mean: 2.70 Mean: 2.70
Surface Slope (Brun/S) Minimum: 0.29 Minimum: 1.01 Minimum: 1.01
Maximum: 1.28 Maximum 8.81 Maximum: 8.81
30. Slope of Glide (water surface facet Mean: 0.00817 Mean: 0.00329 Mean: 0.00325
slope) (Sg) Minimum: 0.00433 Minimum: 0.00000 Minimum: 0.00000
Ma_eimum: 0.01018 Maximum 0.01321 Maximum: O.D1304
31. Ratio Glide Slope/Average Water Mean: 0.76 Mean: 0.36 Mean: 0.36
Surface Slope (Sg/S) Minimum: 0.40 Minimum: 0.00 Minimum: 0.00
Maximum: 0.95 Maximum 1.45 Masunum: 1.45
32. Maximum Pool Depth, ft (dpool) Mean: 2.21 Mean: 1.65 Mean: 2.88
Minimum: 1.20 Minimum: 1.24 Minimum: 2.17
Masunum: 3.64 Maximum 1.90 Mavmum: 3.32
33. Ratio of Maximum Pool Depth to Mean: 1.79 Mean: 1.76 Mean: 1.76
Mean Depth (dpool/dbkf) Minimum: 0.97 Minimum 1.32 Minimum 1.32
Masunum: 2.95 Maximum: 2.02 Maximum 3.02
34. Max Run Depth, ft (drun) Mean: 1.78 Mean: 1.34 Mean: 2.34
Minimum: 1.04 Minunvm: 126 Minimum: 2.21
Maximum 3.65 Maximum: 1.56 Maximum: 3.73
35. Ratio Max Run Depth/Bankfiill Mean Mean: 1.44 Mean: 1.43 Mean: 1.43
Depth (drop/dbkf) Minunum: 0.84 Minimum: 1.35 Minimum: 1.35
Maximum: 2.15 Maximum: 1.66 Maximum: 1.66
3G. Maximum Glide Depth, ft (dg) Mean: 1.78 Mean: 1.20 Mean: 2.10
Minimum: 0.64 Minimum: 0.97 Minimum: 1.69
Maximum: 2.43 Maximum: 1.45 Maximum: 2.54
37. Rado of Max Glide Depth/Bankhtll Mean: 1.44 Mean: 1.28 Mean: 128
Mean Depth (dg/dbkf) Minimum: 0.52 Minimum: 1.03 Minimum: 1.03
- Maximum: 1.97 Maximum: 1.55 Maximum: 1.55
38. Pool Width, ft (Wbkfp) Mean: 11.15 Mean: 9.70 Mean: 15.33
Minimum ~ 7.68 Minimum: 7.67 Minunum: 12.11
Maximum: 14.61 Maximum 11.96 Maximum: 18.90
39. Ratio of Pool Width to Bankfull Mean: 1.00 Mean: 0.83 Mean: 0.83
Width (Wbkfp/Wbkf) Minimum: 0.69 Minimum: 0.65 Minunum: 0.65
Maximum: 1.31 Maximum 1.03 Maximum: 1.02
40. Pool Cross Sectional Area, sq ft Mean: 16.99 Mean: 10.40 Mean: 28.59
(Apool) Minimum: 10.43 Minimum: 7.74 Minimum: 21.28
Maximum: 23.55 Maximum: 14.12 Maximum: 38.82
il. Ratio of Pool Area to Baxilcfull Riffle Mean: 123 Mean: 0.95 Mean: 0.95
Area (Apool/Abkf) Minimum: 0.76 Minimum 0.70 Mirtimum: 0.70
Maximum: 1.71 Maximum: 128 Maximum: 1.38
42. Pool to Pool Spacing, ft (p-p) Mean: 11324 Mean: 49.92 Mean: 78.86
Minimum: 83.13 Minimum: 31.84 Minimum: 50.30
Maximum: 165.66 Maximum 67.00 Maximum: 105.84
i3. Ratio of p-p Spacing to Bankfiill Mean: 10.12 Mean: 426 Mean: 426
Width (p-p/Wbkf) Minimum: 7.43 Minimum 2.72 Minimum: 2.72
Maximum: 14.80 Maximum: 5.71 Maximum 5.71
44. Pool Length, ft (L.p) Mean: 31.82 Mean: 22.23 Mean: 35.11
Minunum: 17.15 Minunum: 11.61 Minimum: 18.34
Maximum 65.41 Maximum: 39.80 Maximum: 62.87
i5. Ratio of Pool Length to Bankfull Mean: 2.84 Mean: 1.90 Mean: 1.90
(Lp/Wbkf) Minunum: 1.53 Minimum: 0.99 Minimum: 0.99
Maximum: 5.85 Masirnum: 3.39 Maximum: 3.39

Table N. Morphological Table
Project I.D. No. D06027-B (Little White Oak Stream Restoration Project)
Existing Channel Proposed Reach Reference Reach
Variables NAME R3B R2B UT to Ostin Creek
1. StreamT e G5c C4 C4/1
2. Drain Area, s . mi acres 0.12 6.80 0.13 6.80 0.867 554.9
3. Bankfull Width, ft (Wbkf) Mean: 5.48 Mean: 18.52
Minimum: 4.51 Mean: 7.97 Minimum: 15.97
Masinum: 6.44 Maximum: 20.60
4. Bankfull Mean Depth, ft (dbk~ Mean: 1.33 Mean: 1.64
Minmum: 1.31 Mean: 0.63 Minimum: 1.58
Maximum: 1.35 Maximum: 1.72
5. Width/Depth Ratio (Wbkf/dbkE) Mean: 4.11. Mean: 11.34
Mininum: 3.44 Mean: 13.70 Minimum: 9.38
Maximum: 4.77 Maximum: 12.73
6. Bankfvll Cross-Sectional Area, sq ft Mean: 7.33 Mean: 30.25
(Abkf) Minimum: 5.92 Mean: 5.00 Minimum: 27.41
Maximum: 8.73 Maximum: 33.37
7. Bankfull Mean Veloury, fps (Vbkf)
Mean: 4.6 Mean: 6.8 Mean: 4.2
8. Bankfiill Dischazge, cfs (Qbkf)
Mean: 34 Mean: 34 Mean: 128
9. Maximum Bankfull Depth, ft (dmbkf) Mean: 1.75 Mean: 0.73 Mean: 1.90
Minimum: 1.70 Mininvm: 0.59 Mininum: 1.54
Masinum: 1.80 Ma_vmum: 0.90 Maximum: 2.36
10. Maximum Riffle Depth/Mean Riffle Mean: 1.32 Mean: 1.16 Mean:., 1.16
Depth (dmbkf/dbkf) Minimum: 138 Minirnvm: 0.94 Minimum: 0.94
Maximum: 1.35 Maximum 1.44 Maximum 1.44
11. Ratio of Low Bank Height to Mean: 2.63 Mean: 1.00 Mean: 1.23
Maximum Bankfull Depth Minimum: 1.-1-1 Minssnum: 1.00 Minssnum: 1.01
(I.BH/dmbkf] Maximum: 3.81 Maximum: 1.00 Maximum: 1.42
13. Width of Flood Prone Area, ft (Wfpa) Mean: 100.35 Mean: 30.52 Mean: 70.18
Mininum: 5.42 Minimum: 28.15 Minimum: 67.15
Maximum: 19538 Maxmum: 35.23 Maximum: 72.78
13. Entrenchment Ratio (Wfpa/Wbkf) Mean: 15.76 Mean: 3.83 Mean: 3.83
Minimum: 1.20 Mitnimum: 3.53 Minimum: 3.53
Maximum: 30.32 Maximum: 4.42 Maximum 4.43
14. Meander Length, ft (Lm) Mean: 0.00 Mean: 40.1-1 Mean: 94.00
Minimum: 0.00 Minimum: 1420 Minimum: 33.00
Maximum: 0.00 Maximum: 66.68 Maximum: 155.00
15. Meander Length Ratio Mean: 0.00 Mean: 5.07 Mean: 5.07
(Lm/Wbkf) Minimum: 0.00 Minimum: 1.78 Minimum 1.78
Maximum: 0.00 Maximum: 8.37 Maximum: 8.37
1G. Radius of Curvature, ft (Rc) Mean: 0.00 Mean: 21.08 Mean: 49.00
Minimum: 0.00 Minimum 8.17 Minimum: 19.00
Maximum: 0.00 Maximum: 19.47 Maximum: 115.00
17. Ratio of Radius of Curvature to Mean: 0.00 Mean: 2.65 Mean: 2.65
Width (Rc/Wbkf) Minimum: 0.00 Mininum: 1.03 Minmum: 1.03
Maximum: O.DO Maximum: 621 Maximum: 621
18. Belt Width, ft (Wblt) Mean: 0.00 Mean: 28.82 Mean: 67.00
Minimum: 0.00 Minimum: 15.49 Minimum: 36.00
Maximum: 0.00 Maximum: 64.53 Maximum: 150.00
19. Meander Width Ratio (Wblt/Wbkf) Mean: 0.00 Mean: 3.62 Mean: 3.62
Mininum: 0.00 Minimum: 1.94 Mininum: 1.94
Maximum: 0.00 Maximum: 8.10 Maximum 8.10
30. Low Bank Height, ft (I.BH) Mean: 4.54 Mean: 0.73 Mean: 2.30
Minimum: 2.60 Minimum: 0.59 Minimum: 2.09
Maximum: 6.47 Maximum: 0.90 Maximum: 3.67
~l. SmllO51ry (K)
Mean: 1.05 Mean: 1.34 Mean: 1.46
33 Valley Slope (VS)
Mean: 0.01520 Mean: 0.01520 Mean: 0.01310
23. Average Water Surface Slope (S) _
(VS/I~ Mean: 0.01-1-48 Mean: 0.01134 Mean: O.D0897
24. Pool Slope (Sp) Mean: 0.00000 Mean: 0.00152 Mean: O.OOLO
Minimum: 0.00000 Mininvm: 0.00000 Minimum: 0.00000
Maximum: 0.00000 Maximum: 0.00547 Matimum: 0.00433
25. Ratio of Pool Slope to Average Water Mean: 0.00 Mean: 0.73 Mean: 0.13
Slope (Sp/S) Minimum 0.00 Minimum: 0.00 Minimum: 0.00
Maximum: 0.00 Maximum: 0.48 Maximum: 0.48

Table IV. Morphological Table
Project I.D. No. D06027-B (L,ittle Wlti[e Oak Stream Restoration Project)
Variables Existing Charnel Proposed Reach Reference Reach
NAME R2B R2B UT to Ostin Creek
3G. Riffle Slope (water surface facet slope) Mean: 0.00000 Mean: 0.03587 Mean: 0.03837
(SxiE) Minimum: 0.00000 Minunum: 0.00799 Minimum: 0.00633
Masunum: 0.00000 Maximum: 0.08282 Maximum 0.06551
27, Ratio of Riffle Slope to Average Mean: 0.00 Mean: 3.16 Mean: 3.16
Water Slope (Srif/S) Minimum: 0.00 Minunum: 0.70 Minunum: 0.70
Maximum: 0.00 Maximum: 7.30 Maximum: 7.30
38. Run Slope (water surface facet slope) Mean: 0.00000 Mean: 0.03063 Mean: 0.02}23
(Brun) Minunum: 0.00000 I~4inimum: 0.01142 Minimum: 0.00903
Maximum: 0.00000 Maximum: 0.09990 Maximum: 0.07902
29. Ratio Run Slope/Average Water Mean: 0.00 Mean: 2.70 Mean: 2.70
Surface Slope (Brun/S) Minimum: 0.00 Minimum: 1.01 Minimum: 1.01
Maximum: 0.00 Maximum: 8.81 Maximum: 8.81
30. Slope of Glide (water surface facet Mean: 0.00000 Mean: 0.00411 Mean: 0.00325
slope) (Sg) Minimum: 0.00000 Minimum: 0.00000 Minimum: 0.00000
Maximum: 0.00000 Maximum 0.01619 Maximum: 0.01304
31. Ratio Glide Slope/Average Water Mean: 0.00 Mean: 0.36 Mean: 0.36
Surface Slope (Sg/S) Minimum: 0.00 Minimum 0.00 Minimum: 0.00
Maximum: 0.00 Maximum 1.}5 Ma-vmum: 1.}5
33. Maximum Pool Depth, ft (dpool) Mean: 0.00 Mean: 1.10 Mean: 2.88
Minimum: 0.00 Minimum: 0.83 Minimum: 2.17
Maximum: 0.00 Maximum 1.37 Maximum: 3.32
33. Ratio of Maximum Pool Depth to Mean: 0.00 Mean: 1.76 Mean: 1.76
Mean Depth (dpool/dbkf) Minimum 0.00 Minimum: 1.32 Minunum: 1.32
Maximum: 0.00 Maximum: 2.02 Maximum: 2.02
3}. Mas Run Depth, ft (drun) Mean: 0.00 Mean: 0.90 Mean: 2.3}
Minimum: 0.00 Muvmvm 0.85 Minimum: 2.21
Maximum: 0.00 Maximum: 1.0} Maximum: 3.72
35. Ratio Max Run Depth/Bankfull Mean Mean: 0.00 Mean: 1.43 Mean: 1.43
Depth (drun/dbkf) Minimum: 0.00 Minunum: 1.35 Minimum 1.35
Maximum: 0.00 Maximum: 1.66 Maximum: 1.66
36. Maximum Glide Depth, ft (dg) Mean: 0.00 Mean: 0.80 Mean: 2.10
Minunum: 0.00 Minunum: 0.65 Minimum: 1.69
Maximum: 0.00 Maximum: 0.97 Maximum: 2Si
37. Ratio of Mas Glide Depth/Bankfull Mean: 0.00 Mean: 1.28 Mean: 1.28
Mean Depth (dg/dbkf) Minimum: 0.00 Minimum: 1.03 Minimum: 1.03
Maximum: 0.00 Maximum: 1.55 Maximum: 1.55
38. Pool Width, ft (Wbkfp) Mean: 0.00 Mean: 6.59 Mean: 15.33
Minimum: 0.00 Minimum: 5.21 Minimum: 12.11
Maximum: 0.00 Maximum: 8.13 Maximum: 18.90
32 Ratio of Pool Width to Bankfull Mean: #DIV/0! Mean: 0.83 Mean: 0.83
Width (Wbkfp/Wbkf) Minimum: 0.00 Minimum: 0.65 Minimum: 0.65
Maximum: 0.00 Maximum: 1.03 Maximum: 1.02
40. Pool Cross Sectional Area, sq ft Mean: 0.00 Mean: }.73 Mean: 28.59
(Apool) Minimum: 0.00 Minimum: 3.52 Minunum: 31.38
Masunum: 0.00 Maximum: 6.42 Maximum: 38.82
}l. Ratio of Pool Area to Bankfull Riffle Mean: #DIV/0! Mean: 0.95 Mean: 0.95
Area (Apool/AbkE) Minimum: 0.00 Minimum 0.70 Minimum: 0.70
Maximum: 0.00 Maximum: 1.38 Maximum: 1.28
}2. Pool to Pool Spacing, ft (p-p) Mean: 0.00 Mean: 33.93 Mean: 78.86
Minimum: 0.00 Minunvm: 21.6} Minimum: 50.30
Maximum 0.00 Maximum: }5.53 Maximum: 105.8}
}3. Ratio of p-p Spacing to Bankfull Mean: 0.00 Mean: 4.26 Mean: }.26
Width (p-p/Wbkf) Minunum: 0.00 Minunum: 2.72 Minimum: 2.72
Maximum: 0.00 Maximum: 5.71 Maximum: 5.71
.}}, Pool Length, ft (Lp) Mean: 0.00 Mean: 15.10 Mean: 35.11
Minunvm: 0.00 Minimum: 7.89 Minimum: 18.34
Maximum: 0.00 Maximum: 27.05 Maximum: 62.87
}5. Ratio of Pool Length to Bankfull Mean: 0.00 Mean: 1.90 Mean: 1.90
(Lp/Wbkf) Minunum: 0.00 Minimum: 0.99 Minimum 0.99
Maximum: 0.00 Maximum: 3.39 Maximum: 3.39

•
Table IV. Morphological Table
Project I.D. No. 006027-B (Little White Oak Stream Restoration Project)
Existing Channel Proposed Reach Reference Reach
Variables NAME R?D R?D UT to Ostin Creek
1. Stream T e De aded EG CG C4/1
2. Drain e Area, s . mi acres ~ 0.05 (31.65 0.05 (31.65 0.867 554.9
3. Bankfull Width, ft (Wbk~ Mean: 5.50 Mean: 18.52
Minimum: 3.80 Mean: 7.97 Minimum: 15.97
Ma.simum: 7.20 Maximum 20.60
4. Bankfull Mean Depth, ft (dbkf) Mean: 0.75 Mean: 1.64
Minimum: 0.70 Mean: 0.63 Minimum: 1.58
Maximum: 0.80 Maximum: 1.72
5. Width/Depth Ratio (Wbkf/dbkf) Mean: 7.05 Mean: 11.34
Minimum: 5.26 Mean: 12.70 Minimum; 9 2g
Maximum 8.84 Maximum: 12.72
6. Bankfull Cross-Sectional Area, sq ft Mean: 425 Mean: 30.25
(Abkf) Minimum: 2.70 Mean: 5.00 Minimum: 27.41
Maximum: 5.80 Maximum 33.37
7. Bank£ull Mean Velocity, Ips (Vbkf)
Mean: 5.3 Mean: 4.5 Mean: 42
8. Bankfull Dischazge, cfs (Qbkf)
Mean: 32 Mean: 22 Mean: 138
9. Maximum Bankfull Depth, ft (dmbkf) Mean: 1.40 Mean: 0.73 Mean: 1.90
Minimum: 1.15 Minimum: 0.59 Minimum: 1S4
Maximum: 1.65 Maximum: 0.90 Maximum: 2.36
10. Maximum Riffle Depth/Mean Riffle Mean: 1.81 Mean: 1.16 Mean: 1.16
Depth (dmbkf/dbkf) Minimum: 1.49 Minimum: 0.94 Minimum: 0.94
Maximum: 2.14 Maximum: 1.44 Maximum: 1.44
11. Ratio of Low Bank Height to Mean: 323 Mean: 1.00 Mean: 1.23
Maximum Bankhill Depth Minimum: 2.47 Minssnum: 1.00 Minimum: 1.01
(LBH/dmbkf) Maximum: i.01 Ma_eimum: 1.00 Maximum: 1.42
12. Width of Flood Prone Area, ft (WLpa) Mean: 10.49 Mean: 30.52 Mean: 70.18
Minimum: 8.37 Minunum: 28.15 Minimum: 67.15
Maximum: 12.60 Maximum 35.23 Maximum: 72.78
13. Entrenchment Ratio (Wfpa/Wbkf) Mean: 1.99 Mean: 3.83 Mean: 3.83
Minimum 1.76 Minimum: 3S3 Minimum: 3.53
Maximum: 321 Maximum: 4.42 Maxunum: 4.42
14. Meander Length, ft (Lm) Mean: 0.00 Mean: 40.44 Mean: 94.00
Minunum: 0.00 Minimum: 14.30 Minimum: 33.00
Maximum 0.00 Maximum: 66.68 Maximum: 155.00
I5. Meander Length Ratio Mean: 0.00 Mean: 5.07 Mean: 5.07
(Lm/Wbkt) Minimum: 0.00 Minimum: 1.78 Mittimum: 1.75
Maximum: 0.00 Maximum: 8.37 Maximum: 8.37
16. Radius of Curvature, ft (Rc) Mean: 0.00 Mean: 21.08 Mean: 49.00
Minimum: 0.00 Minimum: 8.17 Minimum: 19.00
Maximum: 0.00 Maximum: 49.47 Maximum 115.00
17. Ratio of Radius of Curvature to Mean: 0.00 Mean: 2.65 Mean: 2.65
Width (Rc/WbkE) Minimum: 0.00 Minimum: 1.03 Minimum: 1.03
Maximum: 0.00 Maximum: 6.21 Maximum: 621
18. Belt Width, ft (Wbh) Mean: 0.00 Mean: 28.82 Mean: 67.00
Minimum: 0.00 Minimum 15.49 Minimum: 36.00
Maximum: 0.00 Maximum 64.53 Maximum: 150.00
19. Meander Width Ratio (Wbh/Wbkf) Mean: 0.00 Mean: 3.63 Mean: 3.62
Minimum: 0.00 Minimum: 1.94 Minimum: 1.94
Maximum: 0.00 Maximum: B.10 Maximum 8.10
30. Low Bank Height, ft (LBH) Mean: 4.34 Mean: 0.73 Mean: 2.30
Minimum: 4.07 Minimum: 0.59 Minimum: 2.09
Maximum 4.61 Maximum: 0.90 Maximum: 2.67
?l. Sinuosity (K)
Mean: 1.12 Mean: 1.57 Mean: 1.46
~2 Valley Slope (VS)
Mean: 0.01240 Mean: 0.01240 Mean: 0.01310
23. Average Water Surface Slope (S) _
(VS/I~ Mean: 0.01107 Mean: 0.00790 Mean: 0.00897
24. Pool Slope (Sp) Mean: 0.00000 Mean: 0.00106 Mean: 0.00130
Minimum: 0.00000 I~luumum: 0.00000 Minimum 0.00000
Maximum: 0.00000 Maximum: 0.00381 Maximum: 0.00-133
35. Ratio of Pool Slope to Average Watez Mean: 0.00 Mean: 0.13 Mean: 0.13
Slope (Sp/S) Minimum: 0.00 Minimum: O.OD Minimum: 0.00
Maximum: 0.00 Maximum: 0.48 Maximum: 0.48

Table N. Morphological Table
Project I.D. No. D06027-B (Little White Oak Stream Restoration Project)
Variables Existing Channel Proposed Reach Reference Reach
NAME R?D R?D UT to Ostin Creek
26. Riffle Slope (water surface facet slope) Mean: 0.00000 Mean: 0.02497 Mean: 0.03837
(SriE) Minimum: 0.00000 Minimum: 0.00556 Minimum: 0.00632
Maximum: 0.00000 Mzxunum: 0.05766 Maximum: 0.06551
27. Ratio of Riffle Slope to Average Mean: 0.00 Mean: 3.16 Mean: 3.16
Water Slope (Srif/S) Minimum: 0.00 Minimum: 0.70 Minimum: 0.70
Maximum 0.00 Maximum: 7.30 Maximum: 7.30
38. Run Slope (water surface facet slope) Mean: 0.00000 Mean: 0.02133 Mean: 0.02423
(Brun) Minimum: 0.00000 Minimum: 0.00795 Minimum: 0.00903
Maximum: 0.00000 Maximum: 0.06956 Maximum: 0.07902
29. Ratio Run Slope/Average Water Mean: 0.00 Mean: 2.70 Mean: 2.70
Surface Slope (Snm/S) Minimum: 0.00 Minimum: 1.01 Minimum: 1.01
Maximum: 0.00 Maximum: 8.81 Ma_eimum: 8.81
30. Slope of Glide (water surface facet Mean: 0.00000 Mean: 0.00286 Mean: 0.00325
slope) (Sg) Minimum: 0.00000 Minimum: 0.00000 Minimum: 0.00000
Maximum: 0.00000 Maximum: 0.01148 Masimvm: 0.01304
31. Ratio Glide Slope/Average Water Mean: 0.00 Mean: 0.36 Mean: 0.36
Surface Slope (Sg/S) Minimum 0.00 Minimum: 0.00 Minimum: 0.00
Maximum: 0.00 Maximum: 1.45 Maximum: 1.45
32. Maximum Pool Depth, ft (dpool) Mean: 0.00 Mean: 1.10 Mean: 2.88
Minunum: 0.00 Minimum: 0.83 Minunum: 2.17
Maximum: 0.00 Maximum: 1.27 Maximum: 3.32
33. Ratio of Maximum Pool Depth to Mean: O.OD Mean: 1.76 Mean: 1.76
Mean Depth (dpool/dbkf) Minimum: 0.00 Minimum: 1.32 Minunum: 1.33
Maximum: 0.00 Maximum: 3.02 Maximum: 2.02
34. Mas Run Depth, ft (drum) Mean: 0.00 Mean: 0.90 Mean: 2.34
Minimum: 0.00 Minimum: 0.85 Minimum: 2.21
Maximum: 0.00 Maximum: I.Oi Maximum: 3.72
35. Ratio Mas Run Depth/Bankfull Mean Mean: 0.00 Mean: 1.43 Mean: 1.43
Depth (dmn/dbkf) Minunum: 0.00 Minimum: 1.35 Minunum: 1.35
Maximum: 0.00 Maximum 1.66 Mavmum: 1.66
36. Maximum Glide Depth, ft (dg) Mean: 0.00 Mean: 0.80 Mean: 3.10
Minimum: 0.00 Minunum: 0.65 Minimum: 1.69
Maximum: 0.00 Maximum 0.97 Maximum: 2.54
37. Ratio of Mas Glide Depth/Bankfull Mean: 0.00 Mean: 1.28 Mean: 1.28
Mean Depth (dg/dbkf) Minimum: 0.00 Minimum: 1.03 Minimum: 1.03
Maximum: 0.00 Maximum: 1.55 Mavmum: 1.55
38. Pool Width, ft (Wbkfp) Mean: 0.00 Mean: 6.59 Mean: 15.33
Minimum: 0.00 Minitnum: 5.21 Minunum: 12.11
Maximum: 0.00 Maximum: 8.13 Maximum: 18.90
39. Ratio of Pool Width to Bankfull Mean: #DIV/0! Mean: 0.83 Mean: 0.83
Width (Wbkfp/Wbkf) Minimum 0.00 Minunum: 0.65 Minunum: 0.65
Maximum: 0.00 Maximum 1.02 Ma-eunum: 1.02
40. Pool Cross Sectional Area, sq ft Mean: 0.00 Mean: 4.73 Mean: 2859
(Apool) Minimum: 0.00 Minimum: 3.52 Minimum: 21.38
Maximum: 0.00 Maximum: 6.42 Maximum: 38.82
41. Ratio of Pool Area to Bankfull Riffle Mean: #DIV/0! Mean: 0.95 Mean: 0.95
.Brea (Apool/Abkf) Minimum: 0.00 Minimum 0.70 Minimum: 0.70
Maximum: 0.00 Maximum: 128 Maximum: 128
43. Pool to Pool Spacing, ft (p-p) Mean: 0.00 Mean: 33.93 Mean: 78.86
Minimum: 0.00 Minimum: 21.64 Minimum: 50.30
Masunum 0.00 Maximum 45.53 Maximum: 105.84
43. Ratio of p-p Spacing to Bankfull Mean: 0.00 Mean: 4.26 Mean: 4.26
Width (p-p/Wbkf) Minimum: 0.00 Minimum: 2.72 Minimum: 3.72
Maximum: 0.00 Maximum: 5.71 Maximum: 5.71
}}. Pool Length, ft (Lp) Mean: 0.00 Mean: 15.10 Mean: 35.11
Minimum: 0.00 Minunum: 7.89 Minunum: 18.34
Maximum: 0.00 Maximum: 27.05 Maximum: 62.87
45. Ratio of Pool Length to Barilcfull Mean: 0.00 Mean: 1.90 Mean: 1.90
(I,p/Wbkf) Minimum: 0.00 Minimum: 0.99 Minimum: 0.99
Maximum: 0.00 Maximum: 3.39 Maximum: 3.39
•

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Table 8. Designed Vegetative Communities
Project Number D06027-B (Little White Oak Creek Stream Restoration)
Recommended Pl ant S ecies*
Planting Zone Acres Zone Description Scientific Name Common Name
Cornus amomum Sil do ood
Salix sericea Sil willow
Salix ni ra Black willow
1 8.30 Stream Banks Ce halanthus occidentalis Buttonbush
Alnus serrulata Ta alder
q,
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~A+",V~%1r VT`~••:R' _4':".J"~~ti Po inus deltoides ~yt~~
1'S'NMi~AS~,
Ulmus americana Cottonwood
~i -
American elm
Fraxinus americana White ash
Cornus amomum sil do ood
Car inus caroliniana Ironwood
Ce halanthus occidentalis Buttonbush
Lindera benzoin S icebush
2 14.30 Riparian Buffer Alnus serrulata Ta alder
Plantanus occidentalis S camore
Betula ni ra River birch
Po inus deltoides Cottonwood
Co lus americana American hazelnut
uercus michauxii Swam chestnut oak

~, Sambucus canadensis elderbe
. ~'i
Cornus amomum Sil do ood
Salix sericea Sil willow
Solix ni ra Black willow
3 0.35 Wetland Pockets/Oxbows Ce halanthus occidentalis Buttonbush
Alnus serrulata Ta alder

...~ Sambucus canadensis elderbe
Pinus strobes Eastem white ine
Pinus echinata Shortleaf ine
Pinus vir iniana Vir inia Pine
uercus alba White oak.
uercus alcata Southern red oak
uercus stellata Post oak
Juni erus vir iniana Eastern red cedaz
4 32.50 Upland Buffer Dios ros vir iniana Common ersimmon
Ju lans ni ra Back walnut
Ca a tomentosa Mockernut hicko
Ca a labra Pi ut hicko
Ilex o aca American holl
Cornus orida Flowerin do ood
Ju lans ni ra Black walnut
Fa s randifolia American beech

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VICINITY MAP Figure
E;~°s~stt:i' LITTLE WHITE OAK STREAM RESTORATIO
~.~~~~~~ POLK COUNTY, NORTH CAROLINA
PROJECT NO. D06027-B January 31 , 2~~7

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WATERSHED MAP Figure
~'~°~~'~r~"' LITTLE WHITE OAK STREAM RESTORATION
-~~~~~ POLK COUNTY, NORTH CAROLINA 2
PROJECT NO. D06027-B January 31 , 2~~7

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kJY. '~ ;. a ~ a: ~ ~ '~ ~ ¢ ~~ q'F t~ ~ ~,{~ ~` v ~'~ ~ ~ O Chewacla Loam, D to 2 Percent Slopes, Occasionally Flooded
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~ t^~~F ~ ,' ', 4 +, ~ ,~' ~ ~ ,~~ R,+F, ~,t~ ~ ~x- `. ~ s~ ~ ~ Hiawassee Clay Loam, B to 15 Percent Slopes Eroded
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SOILS MAP Figure
~~~5~'stehlt LITTLE WHITE OAK STREAM RESTORATION
Mu~~c~~ POLK COUNTY, NORTH CAROLINA 3
PROJECT NO. D06027-B January 31, 2~~7

` EXISTING Figure
r'~~"syst"" HYDROLOGIC FEATURES
;~,iuLyc~~ LITTLE WHITE OAK STREAM RESTORATION 4
POLK COUNTY, NORTH CAROLINA
PROJECT NO. D06027-B January 31 , 207

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Mill Spring 8 Cliffeld MT - _ C 1
Contour Interva140 Feet On Mill Sprang ~~ ' _- ; ~.N ~
8 20 Feet On Cliffeld MT ~, ~ ~ ~ ~~ ~ `
r REFERENCE SITE VICINITY MAP Figure
F'~~,5`~r"p UT TO OSTIN CREEK
~~~~~.~. LITTLE WHITE OAK STREAM RESTORATION 5
POLK COUNTY, NORTH CAROLINA
PROJECT N0. D06027-B
January 31, 2007

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Contour Interval 40 Feet On Mill Sprang "-•.. ~ r _ y x
8 20 Feet On Cliffeld MT ~ •*-,. » r ___ 5 .
I REFERENCE SITE WATERSHED MAP Figure
F~cosy,t~~tt, U T TO OST I N C R E E K
LITTLE WHITE OAK STREAM RESTORATION 6
n~r~r~~c ~~r
POLK COUNTY, NORTH CAROLINA
PROJECT NO. D06027-B January 31 , 2~~7

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Legend ~~'~~ .~ '~ ~ .{°
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Soils M ,p,
ChA = Chewacla Loam, 0 to 2 Percent Slopes, Occasionally flooded i § ~ ~ ~~'~„ ~;
EvE = Evard-Cowee complex, 30 to 50 percent slopes, stony ~ , ~~ >~ '. ° + w =`4' '
PaD2 = Pacolet sandy clay loam, 15 to 25 percent slopes, eroded ~"~ ~, ~ `~~¢~~
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~ REFERENCE SITE SOILS MAP Figure
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rtu~KE~ LITTLE WHITE OAK STREAM RESTORATION 7
POLK COUNTY, NORTH CAROLINA
PROJECT NO. D06027-B January 31 , 2007

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REFERENCE SITE VEGETATIVE Figure
~~~~~yst~»~ COMMUNITIES MAP
"~ UT TO OSTIN CREEK
" MtJLKE°~6' LITTLE WHITE OAK STREAM RESTORATION
PROJECT N0. D06027-B POLK COUNTY, NORTH CAROLINA
January 31, 2007

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..
I .~ ~ ao
i ~\ I ~ w
' / /
X ~
//'/ ` 1

•
•

•
•
•
Reach Rl and Tributaries ~ 4 6 2 ~
Photo facing downstream of Reach R1 at cross section 3.
Cattle exiting Reach R1.
Photo representative of the condition of R1A and was
taken upstream of the confluence with Rl.
Cattle crossing on R1A.
View of Reach R1A at a cross section location.

Reach R2 and Tributaries
•
•
•
Northwest portion of Reach R2 facing southeast.
Southeast portion of Reach R2 facing up stream.
Reach R2 Lower below the confluence of R2D.
Reach R2 Upper facing down stream, downstream of the
confluence with R2B.
Southern portion of Reach R2B facing north up stream.
Reach R2A upstream of the confluence with R2.

•
•
R2D facing down stream.
Northwest portion of R2B facing downstream.
R2D facing west perpendicular to the stream.

North Carolina Division of Water GZuality -Stream Identification Form; Version 3.1 7k~~ oc o, f ~ fi/, ;

Date: rf ~ ~~~ ~ Project: L , ~) c ~; ,~ ~ Latitude:
Evaluator: ~ ~ Site: ~ ~ Longitude:
Total Points:
Stream is at least intennit[ent ~ ~ ~
COUnty:
~ Other
e.g. Quad Name: /11 .• ~~ S ~, ,~ s
I ?19 or erennialif?30
r
•
A. Geomor holo Subtotal = I ~,.,-.= Absent Weak Moderate Strong
1a. Continuous bed and bank 0 1 2
2. Sinuosit 0 1 2
In-Channel structure: riffle- ool se uence
3 0 1 2
.
4. Soil texture or stream substrate sortin 0 2 3
5. Active/relic flood lain 0 1 2 3
6. De ositional bars or benches 0 2 3
7. Braided channel 0 1 2 3
8. Recent alluvial de osits 0 1 2
9a. Natural levees 0 1 3
10. Headcuts 0 1
11. Grade controls 0 0.5 1
12. Natural valle or draina ewa 0 0.5 1 1.
13. Second or greater order channel on existin
USGS or NRCS map or other documented No = 0 Yes = 3
evidence.
a Man-made ditches are not rated; see discussions in manual.
i
B H drolo Subtotal - ~ `~ Absent Weak Moderate Strong
14. Groundwater flow/dischar e 0 1 3
15. Water in channel and > 46 hrs. since rain, or 0 1 2
Water in channel - dr or rowin season
16. Leaflitter 1.5 0.5 0
17. Sediment on lants or debris 0 0.5 1 1.5
18. Or anic debris lines or Iles Wrack lines 0 0.5 1.5
19. Hvdric soils (redoximorphic features) present? o = 0 Yes = 1.5
r~
C. Biolo Subtotal = ~ Absent Weak Moderate Strong
20 . Fibrous roots in channel 3 1 0
21 . Rooted lants in channel 3
5
0 1
Q- 0
5
1
22. Cra ish 0 . .
23. Bivalves 0 1 2 3
24. Fish 0
0
5
0 1
1 1.5
~t9
25. Am hibians
26. Macrobenthos note diversit and abundance 0 .
~ 1 1.5
27. Filamentous al ae; eri h on 1 2 3
Iron Oxidizin bacteria/fun us
28 0.5 1.5
.
29 . Wetland plants in streambed A = • FACW=0.75; OBL=1.5; SAV=2.0;
Other=0
°.Items 20 and 21 focus on the presence of upland plants, Item 29 focuses on the presence or aquatic ~r wCUaiw
plants. ~°'K Cu}-~""°f
Notes: (Use back side of this form for additional notes.) Sketch: ~~'W~~ ~ g
~.__«~ .,n.._.------
~ ~' ~ ~
i
___~
__ ___...
r------__..__.~ (z I __.

North Carolina Division of Water Quality -Stream Identification Form; Version 3.1
•
Date: -7 ~ Zu ~ ~ ~~ Project: ~ ~,} ~ Latitude:
Evaluator: 'i~~1 ~ Site: ~ ~ Longitude:
Total Points: t~ ~
Stream is at feast intermittent ~ v! /'
County: ~ ( Other yN) ; (l
j'
e.g. Quad Name:
r ~ fl
~
I(?19 or erennial if?30 ,
' -

•
A. Geomor hold Subtotal = ~~" v~ ~ Absent Weak Moderate Strong
1 a. Continuous bed and bank 0 1 2
2. Sinuosit 0 1 3
3. In-Channel structure: riffle- ool se uence 0 2 3
4. Soil texture or stream substrate sortin 0 1 3
5. Active/relic flood lain 0 1 2
6. De ositional bars or benches 0 1 2 ~
7. Braided channel 1 2 3
8. Recent alluvial de osits 0 1 2 3
Natural levees
9a 0 1 2
.
10. Headcuts 0 1 2 G~
11. Grade controls 0 0.5 1 1.
12. Natural valle or draina ewa 0 0.5 1 1.5
13. Second or greater order channel on existin
USGS or NRCS map or other documented
evidence.
No = 0
es =
a Man-made ditches are not rated; see discussions in manual.
B H drolo Subtotal = ~ d ~ ~ ~ Absent Weak Moderate Strong
14. Groundwater flow/dischar e 0 1 2 3
15. Water in channel and > 48 hrs. since rain, or
Water in channel - dr or rowin season 0 1 2
16. Leaflitter 1.5 1 0.5
17. Sediment on lants or debris 0 0.5 1 1.
18. Or anic debris lines or files rack lines 0 0.5 1 1.
19. Hvdric soils (redoximorphic features) present? No = 0 es =
.Items 20 and 21 focus on the presence of upland plants, Item 29 focuses on the presence of aquatic or wetland
plants.
C. Biolo Subtotal - l ! ' ~ "~ Absent Weak Moderate Strong
20 . Fibrous roots in channel 2 1 0
21 . Rooted lants in channel 3 2 1 0
22. Cra fish 0 0.5 1 1.5
23. Bivalves 0 2 3
24. Fish 0 0.5 1 1
25. Am hibians 0 0.5 1
26. Macrobenthos note diversit and abundance 0 0.5 1.5
27. Filamentous al ae; eri h on 0 2 3
28. Iron Oxidizin bacteria/fun us 0 .5 1 1.5
29 . Wetland plants in streambed AC- ; FA =0.75; OBL=1.5; SAV=2.0;
Other=0
Notes: (Use back side of this form for additional notes.)
Sketch: ~~~ ~,
~~ i
/ J

_ - ,.
~ ~~~.

~~h2c c7f~nY/~7
North Carolina Division of Water Quality -Stream Identification Form; Version 3.1
•
•
Date: `-~ ~ ~@~ Project: L. ~,,~
e Latitude:
Evaluator: ~ ~ Site: ~ ~ Longitude:
Total Points:
Stream is at feast intermittent ~r
COUnty
~ ~t
~ r ~., Other
~' r'
,
e.g. Quad Name: ~ ,.:
(F~
I(?19 or erenniat if?30 a ~
A. Geomor holo Subtotal - 2--' ~ ~ Absent Weak Moderate Strong
1 a. Continuous bed and bank 0 1 2
2. Sinuosit 0 1 2 3
3. In-Channel structure: riffle- oal se uence 0 1 3
4. Soil texture or stream substrate sortin 0 1 Q 3
5. Active/relic flood lain 0 1 2
6. De ositional bars or benches 0 1 3
7. Braided channel ~ 1 2 3
8. Recent alluvial de osits 0 1 3
9a. Natural levees 0 1 3
10. Headcuts 0 1 2 C
11. Grade controls 0 0.5 1
12. Natural valle or draina ewa 0 0.5 1
13. Second or greater order channel on existing
USGS or NRCS map or other documented
evidence.
No = 0
Yes = 3
a Man-made ditches are not rated; see discussions in manual.
B H drolo Subtotal - !~ ~ Absent Weak Moderate Strong
14. Groundwater flow/dischar e 0 1 2
15. Water in channel and > 48 hrs. since rain, or
Water in channel - dr or rowin season 0 1 2 3~
16. Leaflitter 1.5 1 0
17. Sediment on lants or debris 0 0.5 1.5
18. Or anic debris lines or Iles Wrack lines 0 0.5 1.5
19. Hvdric soils (redoximorphic features) present? No = 0 es =
C. Biolo Subtotal = ~ ~ -~ Absent Weak Moderate Strong
20 . Fibrous roots in channel 3 2 1 0
21 . Rooted lants in channel 3 2 1 0
22. Cra ish 0 0.5 1.5
23. Bivalves 1 2 3
24. Fish 0 0.5 1 1.
25. Am hibians 0 0.5 1
26. Macrobenthos note diversit and abundance 0 0.5 1.5
27. Filamentous al ae; eri h on 0 1 2 3
28. Iron Oxidizin bacteria/fun us 0 0. 1 1.5
29 . Wetland plants in streambed AC=O ; FAC =0.75; OBL=1.5; SAV=2.0;
Other=0
b.ltems 20 and 21 focus on the presence of upland plants, Item 29 focuses on the presence of aquauc or weuana
plants. ~~~
`'~.
Notes: (Use back side of this form for additional notes.) Sketch: ~'~~. 1~2t~
I
~'~-~
` ~-„
i
~<' ~

North Carolina Division of Water Quality -Stream Identification Form; Version 3.1

Dater ~ ~ ~ Project: ~„ W © Latitude:
Evaluator: -7 ~ ~ Site: ~ ~ ~ Longitude:
Total Points:
Slreaut is of least intenrriltent t,~ fJ ~
I `1
COUnty
~ ~~ ~~ Other /
~'~ ~ ~~r.~Y)s
e.g. Quad Name:
! ?79 or erenninl if~0
~

•
A. Geomor holo Subtotal = ~- 5 `~ Absent. Weak Moderate Strong
1a. Continuous bed and bank 0 1 2 3....
2. Sinuosit 0 Q~ 2 3
3. In-Channel structure: riffle- ool se uence 0 ~ 2 3
4. Soil texture or stream substrate sortin 0 1 3
5. Active/relic flood lain 0 1 ® 3
6. De ositional bars or benches 0 1 2 ~ .
7. Braided channel 1 2 3
8. Recent alluvial de osits 0 1 2
9a. Natural levees 0 1 3
10. Headcuts 0 1 2 c~
11. Grade controls 0 0.5 1
12. Natural valle or draina ewa 0 0.5 1 cS~S
13. Second or greater order channel on existin
USGS or NRCS map or other documented
evidence.
Yes = 3
° Man-made ditches are not rated; see dis ~Ssions in manual.
.~.
B H drolo Subtotal = ~ '~ Absent Weak Moderate Strong
14. Groundwater flow/dischar e 0 1 2 c~
15. Water in channel and > 48 hrs, since rain, or
Wafer in channel - dr or rowin season 0 1 2 3~
16. Leaflitter 1.5 0.5 0
17. Sediment on lants or debris 0 0.5 C~ 1.5
18. Or anic debris lines or files Wrack lines 0 0.5 1.5
19. H dric soils redoximor hic features resent? Yes =1.5

C. Biolo Subtotal = ~ ~ , ~ ~ Absent Weak Moderate Strong
20 . Fibrous roots in channel 2 1 0
21 . Rooted lants in channel 2 1 0
22. Cra fish 0 0.5 1.5
23. Bivalves ~ 1 2 3
24. Fish 0.5 1 1.5
25. Am hibians 0 0.5 1
26. Macrobenthos note diversit and abundance 0 1 1.5
27. Filamentous al ae; eri h on 0 1 C.~ 3
28. Iron Oxidizin bacteria/fun us 0 0.5 1.5
29 . Wetland plants in streambed = .5; FACW=0.75; OBL=1.5; SAV=2.0;
Other=0
".Items 20 and 21 focus on the presence of upland plants, Item 29 focuses on the presence of aquatic or wetland
plants. ~
Notes: (Use back side of this form for additional notes.) Sketch:
Z ~ ~ L~ ,~'~ t. ~
~ ~ 1 ~~-
~~

t.tG--; r t 1~ j.
,, ~_; .. I
North Carolina Division of Water Quality -Stream Identification Form; Version 3.1 "7-m 6 ~c ~t ~ ° ~~ ~
•
Date: ~ ~, (~ Project: ~, ~„~ (~ Latitude:
Evacuator: ~~ (~, Site: ~ ~ ~ Longitude:
Total Points:
Stream is ar least intermittenr2 ~~.5
~ r
County: ~ ~ Other /h~~~ S ~'~
e.g. Quad Name:
1 ?19 or erennial i f?30 .
/~
•
A. Geomor holo Subtotal = '~ Absent Weak Moderate Strong
1 a. Continuous bed and bank 0 1 2
2. Sinuosit 0 1 2 3
3. In-Channel structure: riffle- ool se uence 0 2 3
4. Soil texture or stream substrate sortin 0 1 3
5. Active/relic flood lain 0 1 3
6. De ositional bars or benches 0 2 3
7. Braided channel 1 2 3
8. Recent alluvial de osits 0 1 2 3
9a. Natural levees 0 1 3
10. Headcuts 0 1 3
11. Grade controls 0 0.5 1 1.5
12. Natural valle or draina ewa 0 0.5 1.5
13. Second or greater order channel on existin
USGS or NRCS map or other documented
evidence.
No =
Yes = 3
a Man-made ditches are not rated; see discussions in manual.
B H drolo Subtotal - ~ _.-- Absent Weak Moderate Strong
14. Groundwater flow/dischar e- 0 1 2 3
15. Water in channel and > 48 hrs. since rain, or
Water in channel - d or rowin season 0 1 2 /'`'1
C=/
16. Leaflitter 1.5 1 0 0
17. Sediment on lants or debris 0 0 1 1.5
18, Or anic debris lines or files Wrack lines 0 0. 1 1.5
19. Hvdric soils (redoximorphic features resent? No = 0 es =
~ ~
C. Biolo Subtotal = ~ , L ~ `~ Absent. Weak Moderate Strong
20 . Fibrous roots in channel 3 1 0
21 . Rooted lants in channel 3 ~ 0
22. Cra fish 0 0.5 1 1.
23. Bivalves 1 2 3
24. Fish 0 1 1.5
25. Am hibians 0 0.5 1
26. Macrobenthos note diversit and abundance 0 1 1.5
27. Filamentous al ae; eri h on 0 2 3
28. Iron Oxidizin bacteria/fun us 0 0 1 1.5
29 . Wetland plants in streambed FAC=0.5; ~'A ~ 0.75; BL=1.5; SAV=2.0;
ther=0
".Items 20 and z1 tocus on the presence or upiana plants, Item G~ IoCU5e5 vn utC NiCSnnuc vi ayuauc vi vvcuanu
plants.
Notes: (Use back side of this form for additional notes.)
Sketch:
a- -'~ ~
~~
R~-b

J(~
I
North Carolina Division of Water Quality -Stream Identification Form; Version 3.1
•
Date: ~ '~~ ~ ~ Project: L i~ Cc (,,)In;~-~c Qc-~ Latitude:
Evaluator: ~-?-~ ~ Site: Longitude:
Total Points:
Stream is at least intermittent ~-(( }
>
'fCOUnty: ~ j
~ t Other
e.g. Quad Name: /Li~~r+~ SPr'"gJ
I _
I9 or erennial if?i0 (~
n 11
•
A. Geomor holo Subtotal = •~- ~ '~ Absent Weak Moderate Strong
1a. Continuous bed and bank 0 1 2
2. Sinuosit 0 1 3
3. In-Channel structure: riffle- ool se uence 0 2 3
4. Soil texture or stream substrate sortin 0 1 3
5. Active/relic flood lain 0 1 2
6. De ositional bars or benches 0 1 2
7. Braided channel 1 2 3
8. Recent alluvial de osits 0 1 2 C3~
9a. Natural levees. 0 1 2
10. Headcuts 0 1 2 n3
11. Grade controls 0 0.5 1
12. Natural valle or draina ewa 0 0.5 1
13. Second or greater order channel on existin4
USGS or NI~CS map or other documented
evidence.
No = 0
es = 3
° Man-made ditches are not rated; see discussions in manual.
J'.
B FI drolo Subtotal = ~ ``y Absent -Weak Moderate Strong
14. Groundwater flow/dischar e 0 1 2 3
15. Water in channel and > 48 hrs. since rain, or
Water in channel - dr or rowin season 0 1 2 (3~
16. Leaflitter 1.5 1 0
17. Sediment on lants or debris 0 0.5 1
18. Or anic debris lines or files Wrack lines 0 0.5 1 1.
19. H dric soils redoximor hic features resent? No = 0 s =
C. Biolo Subtotal = S Absent Weak Moderate Strong
20 . Fibrous roots in channel 2 1 0
21 . Rooted lants in channel 2 1 0
22. Cra fish 0 0.5 1 1.
23. Bivalves 0 1 2 3
24. Fish 0 0.5 1 1.5
25. Am hibians 0 0.5 1
26. Macrobenthos note diversit and abundance 0 0.5 1) 1.5
27. Filamentous al ae; eri h on 0 2 3
28. Iron Oxidizin bacteria/fun us 0 0 1 1.5
29 . Wetland plants in streambed FAC= -; FACW=0.75; OBL=1.5; SAV=2.0;
Other=0
°.Items 20 and 21 focus on the presence of upland plants, Item 29 focuses on the presence of aquatic or wetland Z
plants. `'_ .~....-------~- -
Notes: (Use back side of this form for additional notes.) Sketch:
I I` .~
J``
r--~---~-~ 1 ~ ~
~~
~~

Reference Site Photographs
UT to Ostin Creek
•
UT to Ostin Creek approximately 172 linear feet from
the start of the reference reach survey.
Beginning of the surveyed reach of the UT to Ostin
Creek facing downstream.
Photo taken facing downstream at the end of the
reference reach survey approximately 590 linear feet
downstream of the start of the survey.
UT to Ostin Creek facing downstream approximately
400 feet from the start of reference reach survey.

?. ~ ~,
North Carolina Division of Water Quality -Stream Identification Form; Version 3.1 ~' ~'

Date: Z ~ ~ ~ Project: u7 ~ ~ ~; ^ ~,~ Latitude:
Evaluator: ~ y ~ Site: ~ ~ ~~~ Longitude:
Total Points:
Streane is a[ Least intermittent ~~ , ~
County: ~a (~ Other
e.g. Quad Name:
1 >_19 or erenniat if?i0
_ /7
•
A. Geomor holo Subtotal - rl-' ~ Absent Weak Moderate Strong
1a. Continuous bed and bank 0 1 2
2. Sinuosit 0 1 2
3. In-Channel structure: riffle- ool se uence 0 1 2 3
4. Soil texture or stream substrate sortin 0 1 2
5. Active/relic flood lain 0 1 2
6. De ositional bars or benches 0 1 2
7. Braided channel 1 2 3
8. Recent alluvial de osits 0 1 2 d
9a. Natural levees 0 1 3
10. Headcuts 0 T 2 3
11. Grade controls 0 0.5 1
12. Natural valle or drains ewa 0 0.5 1 1.5
13. Second or greater order channel on existing
USGS or NRCS map or other documented.
evidence.
No = -
Yes = 3
a Man-made ditches are not rated; see discussions in manual.
B H drolo Subtotal = 1 ~ ~ ~ Absent Weak Moderate Strong
14. Groundwaterflow/dischar e 0 1 2
15. Water in channel and > 48 hrs. since rain, or
Water in channel - d or rowin season 0 1 2 ~?
16. Leaflitter 1.5 1~ 0.5 0
17. Sediment on lants or debris 0 0.5 1 1.
18. Or attic debris lines or files Wrack lines 0 0.5 1
19. Hvdric soils. (redoximorphic features)~iresent? No = 0 es = 1.
C. Biolo Subtotal = f ~ Absent Weak Moderate Strong
20 . Fibrous roots in channel 2 1 0
21 . Rooted lants in channel 2 1 0
22. Cra fish 0.5 1
23. Bivalves 0 1 2 3
24. Fish 0 0.5 1
25. Am hibians 0 0.5 1
26. Macrobenthos note diversit and abundance 0 0.5 1
27. Filamentous al ae; eri h on 0 1 2 3
28. Iron Oxidizin bacteria/fun us 0 1 i.5
29 . Wetland plants in streambed AC=O ACW=0.75; OBL=1.5; SAV=2.0;
Other=0
°.Items 20 and 21 focus on the presence of upland plants, Item 29 focuses on the presence of aquatic or wet~ana
plants.
Notes: (Use back side of this form for additional notes.) Sketch:
_I ,~,I ~,
v
~~~~ ~~~~
_.....
~~
_ 1.4,-.-f'--
C~ S ~ ~,,~

®~
•
r~
•
Flood Analvsis for the 10 Year Event
Water Surface Elevations ( ft)

River
Reach
River Station Discharge
(cfs) Existing
Conditions Proposed
Conditions
Difference
SB Little White R1-1 240 1450 891.2 889.0 -2.2
SB Little White R1-1 230 838 890.1 887.5 -2.6
SB Little White R1-1 220 838 889.9 887.0 -2.9
SB Little White Rl-1 210 838 888.0 886.5 -1.5
SB Little White R1-1 200 838 887.1 885.6 -1.5
SB Little White R1-1 190 838 886.3 884.8 -1.5
SB Little White Rl-1 170 838 885.0 882.8 -2.2
SB Little White Rl-1 160 870 884.3 882.2 -2.1
SB Little White Rl-1 150 870 883.4 880.6 -2.7
SB Little White R1-1 140 870 881.8 879.8 -2.0
SB Little White Rl-1 130 870 881.5 879.3 -2.2
SB Little White Rl-1 120 870 881.7 878.9 -2.7
SB Little White Rl-1 110 884 881.5 878.6 -3.0
SB Little White R1-1 100 884 881.5 878.5 -3.0
SB Little White Rl-1 90 Bridge
SB Little White Rl-1 80 884 880.5 878.1 -2.4
SB Little White R1-1 70 884 879.9 878.0 -1.9
SB Little White R1-1 60 884 879.5 877.6 -1.9
SB Little White R1-1 50 884 877.9 875.3 -2.5
SB Little White Rl-1 40 884 877.6 875.6 -1.9
SB Little White R1-1 30 884 877.0 875.4 -1.6
SB Little White Rl-1 20 884 876.5 874.5 -2.0
SB Little White Rl-1 10 884 873.7 873.9 0.1
Little White Oak R2-1 260 1000 882.5 879.7 -2.8
Little White Oak R2-1 250 1000 881.9 879.5 -2.4
Little White Oak R2-1 240 1000 881.7 879.2 -2.5
Little White Oak R2-1 230 1000 881.1 878.6 -2.5
Little White Oak R2-1 220 1000 881.1 878.4 -2.7
Little White Oak R2-1 210 1000 879.5 877.7 -1.8
Little White Oak R2-1 200 1080 879.3 877.1 -2.2
Little White Oak R2-1 190 1080 878.1 876.6 -1.5
Little White Oak R2-1 180 1080 876.5 875.7 -0.8
Little White Oak RZ-1 170 1080 876.3 874.8 -1.5
Little White Oak R2-1 160 1080 873.9 874.2 0.3
Little White Oak R2-1 150 1100 874.6 873.8 -0.9
Little White Oak R2-1 140 1100 874.6 873.6 -1.0
Little White Oak R2-1 130 1100 874.6 873.5 -1.1
Little White Oak R2-1 120 1600 874.4 872.8 -1.6
Little White Oak R2-5 110 1600 874.3 872.5 -1.8
Little White Oak R2-5 100 1600 874.1 872.2 -1.9
Little White Oak R2-5 90 1600 873.6 871.8 -1.9
Little White Oak R2-5 80 1600 873.6 871.6 -1.9
Little White Oak R2-5 70 Bridge
Little White Oak R2-5 60 1600 873.2 871.0 -2.2
Little White Oak R2-5 50 1600 870.8 870.7 0.0
Little White Oak R2-5 40 1620 870.7 870.5 -0.2
Little White Oak R2-5 30 1620 870.5 870.4 -0.1
Little White Oak R2-5 10 1620 870.2 870.2 0.0

•
•
•
Flood Analysis for the 50 Year Event
Water Surface Elevations ( ft)

River
Reach
River Station Discharge
(cfs) Existing
Conditions Proposed
Conditions
Difference
SB Little White R1-1 240 1450 892.9 890.4 -2.5
SB Little White R1-1 230 1450 891.7 889.1 -2.6
SB Little White R1-1 220 1450 891.6 888.6 -2.9
SB Little White Rl-1 210 1450 889.3 888.2 -1.2
SB Little White R1-1 200 1450 888.5 887.2 -1.3
SB Little White R1-1 190 1450 887.0 886.4 -0.6
SB Little White Rl-1 170 1450 886.8 884.4 -2.4
SB Little White R1-1 160 1510 885.7 883.9 -1.8
SB Little White R1-1 150 1510 885.0 882.4 -2.6
SB Little White R1-1 140 1510 881.9 881.5 -0.4
SB Little White Rl-1 130 1510 882.6 880.9 -1.7
SB Little White R1-1 120 1510 882.6 880.6 -2.0
SB Little White Rl-1 110 1530 882.4 880.2 -2.3
SB Little White Rl-1 100 1530 882.4 880.1 -2.3
SB Little White R1-1 90 Bridge
SB Little White R1-1 80 1530 881.6 879.6 -2.0
SB Little White Rl-1 70 1530 881.1 879.5 -1.6
SB Little White Rl-1 60 1530 880.9 878.9 -2.0
SB Little White Rl-1 50 1530 879.1 876.8 -2.3
SB Little White Rl-1 40 1530 879.4 877.0 -2.4
SB Little White Rl-1 30 1530 879.1 876.8 -2.3
SB Little White Ri-1 20 1530 875.4 875.5 0.1
SB Little White R1-1 10 1530 875.9 875.2 -0.7
Little White Oak R2-1 260 1730 883.8 881.4 -2.4
Little White Oak R2-1 250 1730 882.4 881.3 -1.1
Little White Oak R2-1 240 1730 882.5 880.9- -1.6
Little White Oak R2-1 230 1730 881.9 880.4 -1.5
Little White Oak R2-1 220 1730 881.5 880.1 -1.4
Little White Oak R2-1 210 1730 880.3 879.2 -1.1
Little White Oak R2-1 200 1850 879.5 878.5 -1.0
Little White Oak R2-1 190 1850 878.4 877.9 -0.5
Little White Oak R2-1 180 1850 877.2 876.7 -0.5
Little White Oak R2-1 170 1850 876.0 875.6 -0.4
Little White Oak R2-1 160 1850 876.0 875.1 -0.9
Little White Oak R2-1 150 1890 876.0 875.0 -1.0
Little White Oak R2-1 140 1890 876.0 875.0 -1.0
Little White Oak R2-1 130 1890 876.0 874.9 -1.0
Little White Oak R2-1 120 2710 875.8 874.5 -1.3
Little White Oak R2-5 110 2710 875.7 874.3 -1.4
Little White Oak R2-5 100 2710 875.5 873.9 -1.6
Little White Oak R2-5 90 2710 874.9 873.1 -1.7
Little White Oak R2-5 80 2710 874.8 872.9 -1.8
Little White Oak R2-5 70 Bridge
Little White Oak R2-5 60 2710 873.1 872.0 -1.1
Little White Oak R2-5 50 2710 872.3 871.6 -0.8
Little White Oak R2-5 40 2740 871.5 871.4 -0.1
Little White Oak R2-5 30 2740 871.3 871.3 0.0
Little White Oak R2-5 10 2740 871.0 871.0 0.0

Flood Analysis for the 100 Year Event
•
Water Surface Elevations ( ft)

River
Reach
River Station Discharge
(cfs) Existing
Conditions Proposed
Conditions
Difference
SB Little White Rl-1 240 1770 893.5 891.0 -2.5
SB Little White Rl-1 230 1770 892.4 889.8 -2.6
SB Little White R1-1 220 1770 892.3 889.3 -3.0
SB Little White R1-1 210 1770 889.7 888.9 -0.8
SB Little White Rl-1 200 1770 889.1 888.0 -1.1
SB Little White Rl-1 190 1770 887.2 887.1 0.0
SB Little White R1-1 170 1770 886.6 885.1 -1.5
SB Little White R1-1 160 1840 886.2 884.6 -1.6
SB•Little White Rl-1 150 1840 884.5 883.0 -1.5
SB Little White Rl-1 140 1840 883.1 882.0 -1.1
SB Little White R1-1 130 1840 882.9 881.6 -1.3
SB Little White Rl-1 120 1840 882.8 881.3 -1.6
SB Little White Rl-1 110 1870 882.7 881.0 -1.7
SB Little White R1-1 100 1870 882.6 880.9 -1.7
SB Little White R1-1 90 Bridge
SB Little White RI-1 80 1870 881.9 880.3 -1.6
SB Little White R1-1 70 1870 881.2 880.2 -1.1
SB Little White R1-1 60 1870 881.0 879.6 -1.4
SB Little White Rl-1 50 1870 879.8 877.5 -2.3
SB Little White Rl-1 40 1870 879.7 877.8 -2.0
SB Little White Rl-1 30 1870 878.9 877.4 -1.5
SB Little White Rl-1 20 1870 876.7 875.8 -0.9
SB Little White Rl-1 10 1870 876.4 875.8 -0.6
Little White Oak R2-1 260 2110 884.5 882.1 -2.4
Little White Oak R2-1 250 2110 882.5 882.0 -0.4
Little White Oak R2-1 240 2110 882.9 881.7 -1.2
Little White Oak R2-1 230 2110 882.2 881.0 -1.2
Little White Oak R2-1 220 2110 881.7 880.7 -1.0
Little White Oak R2-1 210 2110 880.5 879.6 -0.9
Little White Oak R2-1 200 2250 879.7 878.9 -0.8
Little White Oak R2-1 190 2250 878.7 878.2 -0.5
Little White Oak R2-1 180 2250 877.4 877.1 -0.3
Little White Oak R2-1 170 2250 876.5 875.9 -0.6
Little White Oak R2-1 160 2250 876.5 875.7 -0.8
Little White Oak R2-1 150 2300 876.5 875.6 -0.9
Little White Oak R2-1 140 2300 876.4 875.6 -0.9
Little White Oak R2-1 130 2300 876.4 875.5 -0.9
Little White Oak R2-1 120 3280 876.3 875.2 -1.1
Little White Oak R2-5 110 3280 876.2 875.0 -1.2
Little White Oak R2-5 100 3280 876.0 874.5 -1.4
Little White Oak R2-5 90 3280 875.1 873.6 -1.5
Little White Oak R2-5 80 3280 875.0 873.4 -1.6
Little White Oak R2-5 70 Brid e
Little White Oak R2-5 60 3280 873.4 872.4 -1.0
Little White Oak R2-5 50 3280 872.5 871.9 -0.6
Little White Oak R2-5 40 3310 871.9 871.8 -0.1
Little White Oak R2-5 30 3310 871.6 871.6 0.0
Little White Oak R2-5 10 3310 871.4 871.4 0.0

•

Flood Analysis for the 500 Year Event
Water Surface Elevations ( ft)

River
Reach
River Station Discharge
(cfs) Existing
Conditions Proposed
Conditions
Difference
SB Little White R1-1 240 1450 894.6 893.2 -1.5
SB Little White RI-1 230 2690 893.3 891.3 -2.0
SB Little White Rl-1 220 2690 893.3 890.8 -2.5
SB Little White Rl-1 210 2690 891.5 890.3 -1.2
SB Little White R1-1 200 2690 890.4 889.0 -1.4
SB Little White R1-1 190 2690 887.3 888.4 1.1
SB Little White Rl-1 170 2690 887.0 886.3 -0.7
SB Little White Rl-1 -160 2780 886.8 886.0 -0.7
SB Little White R1-1 150 2780 885.1 884.1 -0.9
SB Little White R1-1 140 2780 883.5 883.5 0.0
SB Little White R1-1 130 2780 883.5 883.4 -0.1
SB Little White Rl-1 120 2780 883.5 883.4 -0.1
SB Little White Rl-1 110 2820 883.2 883.2 0.0
SB Little White R1-1 100 2820 883.1 883.1 0.0
SB Little White Rl-1 90 Bridge
SB Little White Rl-1 80 2820 882.7 881.5 -1.1
SB Little White R1-1 70 2820 882.2 881.4 -0.7
SB Little White R1-1 60 2820 881.9 881.1 -0.8
SB Little White R1-1 50 2820 880.5 878.2 -2.4
SB Little White R1-1 40 2820 880.5 878.7 -1.8
SB Little White Rl-1 30 2820 879.6 877.8 -1.9
SB Little White Rl-1 20 2820 878.1 878.2 0.1
SB Little White R1-1 10 2820 878.0 878.1 0.1
Little White Oak R2-1 260 3170 885.0 883.1 -1.9
Little White Oak R2-1 250 3170 883.7 883.1 -0.6
Little White Oak R2-1 240 3170 883.8 882.9 -0.9
Little White Oak R2-1 230 3170 883.2 882.0 -1.2
Little White Oak R2-1 220 3170 882.2 881.6 -0.6
Little White Oak R2-1 210 3170 881.1 880.4 -0.7
Little White Oak R2-1 200 3390 880.1 879.6 -0.5
Little White Oak R2-1 190 3390 879.2 879.0 -0.1
Little White Oak R2-1 180 3390 878.4 878.4 0.0
Little White Oak R2-1 170 3390 878.1 878.1 0.0
Little White Oak R2-1 160 3390 878.0 878.1 0.0
Little White Oak R2-1 150 3460 878.0 878.1 0.0
Little White Oak R2-1 140 3460 878.0 878.1 0.0
Little White Oak R2-1 130 3460 878.0 878.0 0.0
Little White Oak R2-1 120 4870 877.9 877.9 0.0
Little White Oak R2-5 110 4870 877.8 877.8 0.0
Little White Oak R2-5 100 4870 877.6 877.5 -0.1
Little White Oak R2-5 90 4870 876.8 876.9 0.2
Little White Oak R2-5 80 4870 876.6 876.6 0.0
Little White Oak R2-5 70 Bridge
Little White Oak R2-5 60 4870 874.0 873.1 -0.9
Little White Oak R2-5 50 4870 873.0 872.8 -0.2
Little White Oak R2-5 40 4910 872.8 872.7 -0.1
Little White Oak R2-5 30 4910 872.5 872.5 0.0
Little White Oak R2-5 10 4910 872.2 872.2 0.0

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•
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~ • •
Little White Oak Creek Stream Restoration
NC Piedmont Rural Regional Curve (Abkf)
10000.00 - _ - 1
1000.00 - - -- -
.-.
N
100.00 ~ - _
c~
v
.~
w
x
~ 10.00 _ - -- _
P~
1.00 - -
0.10
0.001 0.01 0.1 1 10 100 1000
Drainage Area (miZ)
-^-Trenclltne R1 R1A R2 Upper ^ R2 Lower R2A R2B ~ R2D Ut to Ostin Creck ~i

• • •
Little White Oak Creek Stream Restoration
NC Mountain Regional Curve (Abp)
loooo.oo -
1000.00 - - -
N
100.00 - - - -
~ _ -
¢'~
x
~ 10.00 _
Pa
-
1.00
- - --
0.10
0.1 1 10 100 1000
Drainage Area (miZ)
~I -}Trendline R1 R1A R2 Upper s R2 Lower R2A R2B ~ R2D Ut to Ostin Creek J

Entrainment Calculation Form Q T o ~, "~ ~
~^ .l
Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R1 ~iS #2 (Existing)
Date: 12/1/2006 Observers: EMP TMB
Value Variable Definition

~,~
Required Information for ntrainment alysie
7.87 DSO (mm) D;O from Riffle or Pavement# '~ Choose one
2.9 D^SO (mm) DSO from Bax Sample ox Subpavement#
27 D; (mm) Largest Particle from Bat Sample or Pavement#
0.089 D; (ft) Di (mm) / 304.8 (mm/ft)
0.00284 S (ft/ft) Bankfull Water Surface Slope
3.43 d (ft) Bankfull Mean Depth
69.72 A (ft~ Bankfull Cross Sectional Atea
25.36 WP (ft) Wetted Perimeter
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft3) Density of Water (62.4)
Calculation of ridcai ensionlcee hear Stress
2.71 Dso/D so Range 3-7 Use Equation 1:
ti..~ = 0.0834(DSO/D so)-ae7e
3.43 D;/DSO Range 1.3-3.0 Use Equation 2:
tiiu = 0.0384(D;/D^50) 0.887
x
0.035 ti u Critical Dimensionless Shear Stress Equation Used: 1
can ept~- Required fo >xtraiament of eet attic t
1.797 dr Required Bankfull Mean Depth (ft)
~ = ti*~~YsD~
S
1.909 d/dr Stability: Degrading

to atcr urfacc a gwred for arin~rtrnent of gas#'
0.001 Sr Requited Bankfull Water Surface Slope (ft/ft)
S = ti*uYsD~
r
d
1.909 S/S~ Stability: Degrading
ediment ransport ahdation - ankfull Shear Streae
2.75 R Hydraulic Radius (ft)
R = A/WP
0.487 ~~ Bankfull Shear Stress (lb/ft')
i~ = YRS
N Y ox N Is the Bed Material Homogeneous?
Determine from reach u~de pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~' Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & 1~Iillex 1964 Power-trendline.
Predicted Sheat Stress (lbs/ft~ Required To Move D;
N/A lb/ft'"
predicted by the Leopold, Wo1man, & Miller 1964 Power-trendline.
9U ~~ Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-tiendline.
0.095 lb/ft~y Predicted Shear Stress (ibs/ft~ Requited To Move D;
predicted by the Colorado Data Power-trendline.
+Taken from The A fe~~ence Ae,uh Field Book , 2005 by Rosgen and SIlvey

•
•
Entrainment Calculation Form
Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: ai zs tt? n~oPoSea ~a~m~t Destgned stoPe~
Date: 1/19/2007 Observers: EMP TMB
V„1„A V~.,~hlP T~rfinitinn
Required formation for ntratstsnent An yss
7.87 D;o (mm) D;o from Riffle ox Pavement# # Choose one
2.9 Dso (~) Dso from Bax Sample ox Subpavement#
27 D; (mm) Largest Particle from Bar Sample or Pavement#
0.089 D; (ft) Di (mm) / 304.8 (mm/ft)
0.00286 S (ft/ft) Bankfull Water Surface Slope
2 d (ft) Bankfull 1blean Depth
52 A (fta) Bankfull Cross Sectionall'lrea
29.7 WP (ft) Wetted Pedrnetex
.1.65 y5 Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft3) Density of Water (62.4)
Cakuladon of ntcal eneonleae 5liear stress
2.71 Dso/D^so Range 3-7 Use Equation 1:
ti~~; = 0.0834(Dso/D^so) 0.87?
3.43 D;/D;o Range 1.3-3.0 .Use Equation 2:
ti~~ = 0.0384(D;/D so) 0.887
0.035 tied Critical Dimensionless Shear Stress Equation Used: 1
1.785 d= Requited Bankfull Mean Depth (ft)
d = ~ dysDi
S
1.121 d/dr Stability: Degrading
0.003 St Required Bankfull Water Surface Slope (ft/ft)
S = ti+uY~i
d
1.121 S/Sr Stabiliry: Degrading
- --
Seduncnt ransport alidadon- Shcar Stress
1.75 R Hydraulic Radius (ft)
R = A/Wp
0.312 ti~ Bankfull Shear Stress (lb/ft~)
tic = Y~
N Y ox N Is the Bed Material Homogeneous?
Determine from reach aride pebble count distribution. IF homogeneous use "Leopold
et a1" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~' Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & IVlillex 1964 Power-uendline.
N/A lb/ftex Predicted Sheat Stress (lbs/fte) Requv ed To Move D;
predicted by the Leopold, Wolman, & l~Iillex 1964 Power-trendline.
65 ~~ Movable Panicle Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-trendline.
0.095 lb/ft" Predicted Shear Stress (lbs/ft~ Required To Move D;
predicted by the Colorado Data Power-trendline.
Taken from TGe Reference Reuch Field Book , 2005 by Rosgen and Silvey

Entrainment Calculatnon Form
. Project: 2006237.00 Location: Polk County
~ Stream: Little White Oak Creek Reach: R1 ~ #2 Proposed (iteration 1)
Date: 12/1/2006 Obseivexs: EMP TMB
Value Variable Definition

Rcquircd armadom for atraiatnu~ut alyss
7.87 Dso (~) Dso from Riffle ox Pavement# Choose one
2.9 D~;o (mm) Dso from Bar Sample ox Subpavement#
27 D; (mm) Largest Particle from Bar Sample ox Pavement#
0.089 D; (ft) Di (mm) / 304.8 (mm/ft)
0.0025 S (ft/ft) Bankfull Water Surface Slope
2.3 d (ft) Bankfull Mean Depth
61 A (ft~ Bankfull Cross Sectional Area
31.1 WP (ft) Wetted Perimeter
1.65 ` Y5 Submerged Specific Weight of Sediment (1.65)
62.4 Y (lbs/ft3) Density of Water (62.4)

atculation of ` rrtical it~easionlpse Shear aces
2.71

3.43

0.035 D;o/D~;o

D;/Dso

ti4a Range 3-7 Use Equation 1:
ti~~ = 0.0834(Dso/D so o.er_
Range 1.3-3.0 Use Equation 2:
0 887
Critical Dimensionless Shear Stress Equation Used: 1
Caculate Bankfull Mcan Depth Required far Entrainment of Largest Particle
2.042 ~ Required Bankfull Mean Depth (ft)
,7 = ~ riYsDi
'-4 S
1.127 d/dr Stability: Degrading
Calculate Bankfull Water Surface Slope Required for ntrainment of Largest Particle
0.002 S~ Required Bankfull Water Sw-face Slope (ft/ft)
S = ti} uYSD,
r
d
1.127 S/S= Stability: Degrading
~_,
Sedimennt raneport` alidation -Ban hear Stress
1.96 R Hydraulic Radius (ft)
R = ~~/Wp
0.306 ~~ Bankfull Shear Stress (lb/ft')
i~ = YRS
N Y ox N Is the Bed Material Homogeneous?
Deterxrune From reach ands pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~' Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, ~X/olman, & Miller 1964 Power-trendline.
N/A lb/ff{ Predicted Shear Stress (lbs/ft') Required To Move D;
predicted by the Leopold, Wolman, & 1bliller 1964 Power-trendline.
G4 ~` Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-ttendline.
0.093 lb/ff~ Predicted Shear Stress (lbs/ft~) Requited To Move D;
predicted by the Colorado Data Power-ttendline.
Taken from The Referznce Reach Field Book, 2005 by Rosgen and Silvey

Entrainment Calculation Form
• Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R1 ~S #2 Proposed (iteration 2)
Date: 12/1/2006 Observers: E1~IP TMB
~7,. t..e V„,.:„l.lo Tlrfinitinn
~~
- cited Tnfarmatlpn for ntratmment lysas
7.87 D;o (mm) D;o from Riffle ox Pavement# ~ Choose one
2.9 D~;o (mm) D;o from Bax Sample ox Subpavement#
27 D; (mm) Largest Particle from Bu Sample or Pavement#
0.089 D; (ft) Di (mm) / 304.8 (mm/ft)
0.0025 S (ft/ft) Bankfull Water Sw-face Slope
': 21: d (ft) Bankfull Mean Depth
52, A (ft~ Bankfull Cross Sectional w-ea
28.7 WP (ft) Wetted Perimeter
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft3) Density of Water (62.4)
a oration of Critical Dimensionless Shear StlCSB
2.71 D;o/DSO Range 3-7 Use Equation 1:
ti~ G = 0.0834mm /D~ o s7e
l'~-'S0 50)
3.43 D;/D;o Range 1.3-3.0 Use Equation 2:
ti+a = 0.0384(D;/D so) 0.887
0.035 ti~u Critical Dimensionless Shear Stress Equation Used: 1
2.042 dI Required Bankfull Mean Depth (ft)
tikuYSD~
~_
S
1.029 d/dr Stability: Degrading
0.002 S~ Required Bankfi,ll Water Surface Slope (ft/ft)
i+uYsD~
SI =
d
1.029 S/Sr Stability: Degrading
ediment raneport Va atzon - anktitll Shear.. tress
1.81 R Hydraulic Radius (ft)
R = A/WP
0.283 ~~ Bankfull Shear Suess (lb/ft')
i~ = Y~
N Y ox N Is the Bed Material Homogeneous?
Determine from reach untie pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Paxtide Size (mm) ~t Bankfull Shear Suess
predicted by the Leopold, Wolman, & Miller 1964 Power-uendline.
N/A lb/ft"~ Predicted Shear Stress (lbs/ff) Required To Move D;
predicted by the Leopold, Wolman, & 1bliller 1964 Power-trendline.
60 ~` Movable Particle Size (mm) At Bankfull Shear Suess
predicted by the Colorado Data Power-uendline.
0.095 lb/fte~ Predicted Shear Suess (ibs/ft~ Required To Z\Iove D;
predicted by the Colorado Data Power-uendline.
YTaken from The Refe~znce Reac'ii Field Book , 2005 by Rosgen and Silvey

•
•
~~
Entrainment Calculation Form
Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R1 XS #2 Proposed (iteration 3)
Date: 12/1/2006 Observers: EMP TMB
v.. i.. ,, cT,...:,,wte TIPf;.,;r;.,.,
Required Informadan far ntrainment AAaiysie
7.87 Dso (mm) Dso from Riffle ox Pavement# Choose one
2.9 Dso (mm) D;o from Bar Sample or Subpavement~
27 D; (mm) Largest Particle from Bax Sample or Pavement#
0.089 D; (ft) Di (mm) / 304.8 (mm/ft)
0.0025 S (ft/ft) Bankfull Water Surface Slope
2 : d (ft) Bankfull Mean Depth
52. A (ft~ Bankfull Cross Sectional Area
29.5 WP (ft) Wetted Perimeter
1.65. ys Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft~ Density of Water (62.4)
Calculation rf Critical Dsmeusio s Shear Stress
2.71 Dso/D^so Range 3-7 Use Equation 1:
Ted = 0.0834//~~ /D~ o.e~a
1'50 50)
3.43 D;/Dso Range 1.3-3.0 Use Equation 2:
t~ a = 0.0384(D;/D so)-o.as~
,:
0.035 ti u
Critical Dimensionless Shear Stress Equation Used: 1

Caculate Bankfull Mcan Depth Required for Entrainment of Largest Particle
2.042 dr Required Bankfull IV1ean Depth (ft)
_ ~ dys`~i
S
0.980 d/dr Stability: Aagrading
0.003 Sr Required Bankfull Water Surface Slope (ft/ft)
tixaYSDi
Sr =
d
0.980 S/Sz Stability: Aggrading
edimeat ransport Va dation - Ba Shcar Stress
1.76 R Hydraulic Radius (ft)
R = A/WP
0.275 i~ Bankfull Shear Sn-ess (lb/ft~)
ti~ = yRS
N Y ox N Is the Bed Material Homogeneous?
Determine from reach a7de pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~" Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
N/A lb/ft~+ Predicted Shear Stress (ibs/ff) Required To Move D;
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
59 ~. Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-uendline.
Predicted Shear Stress (lbs/ft~ Required To Move D;
0.095 lb/ft"~
predicted by the Colorado Data Power-trendline.
zTaken from Tlie Reference Aeac/: Field Book, 2005 by Rosgen and Silvey

Entrainment Calculation Form
i i Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R1A XS #4 (Existing)
Date: 12/4/2006 Observers: EMP TMB
Value Variable Definition
I •
•
Required reformation for ntraxament alysis
9.17 D;o (mm) D;o from Riffle ox Pavement# Choose one
0.1 D^so (~) Dso from Bax Sample ox Subpavement#
22 D; (mm) Largest Particle from Bar Sample or Pavement
0.072 D; (ft) Di (mm) / 304.8 (mm/ft)
0.01219 S (ft/ft) Bankfull Water Surface Slope
0.36 d (ft) Bankfull Mean Depth
1.62 A (ff) Bankfull Cross Sectional Area
4.72 WP (ft) Wetted Perimeter
1.65 yb Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft3) Density of Water (62.4)
akulation of Critica! imensionlees ear Stress
91.70 D;o/D ;o Range 3-7 Use Equation 1:
ti~ - 0.0834(Dso/D so o.s7a
~~ - )
2.40 D;/D;o Range 1.3-3.0 Use Equation 2:
i*~ = 0.0384(D;/D so) 0.867
0.018 tiy~ Critical Dimensionless Shear Stress Equation Used: 2
care cP quires for attainmeat of gcst azt}c e
0.173 dr Required Bankfull Mean Depth (ft)
~= ti~riYsDf
S
2.085 d/d~ Stability: Degrading
tic stet 5 - e ope aired far utrainment o eat
0.006 S~ Required Bankfull Water Surface Slope (ft/ft)
i ~YSD~
SI =
d
2.085 S/Sr Stability: Degrading
Sediment ransport alidation - $ Sear Stress
0.34 R Hydraulic Radius (ft)
R = A/WP
0.261 ti~ Bankfull Shear Stress (ib/ft~
t~ = Y~
N Y or N Is the Bed Material Homogeneous?
Determine from reach arise pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
N/A lb/fta" Predicted Shear Stress (lbs/ft~ Required To Move D;
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
57 ~,: Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-ttendline.
0.072 lb/ft'1 Predicted Shear Stress (lbs/ft~) Required To Move D;
predicted by the Colorado Data Power-ttendline.
Taken from The Reference Reach Field Book, 2005 by Rosgen and Silvey

•
•
l~
~.
Entrainment Calculation Form
Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R13 SS #4 Proposed (Acma(Designed Slope)
Date: 1/19/2007 Observers: EMP TMB
Vet„P Var;ahlr Definition
Rccjuired Information for ntraiament Anatyeis
9.17 Dso (~) Dso from Riffle ox Pavement# '~ Choose one
0.1 D^SO (mm) Dso from Box Sample ox Subpavement#
22 D; (mm) Largest Particle from Bar Sample ox Pavement
0.072 D; (ft) Di (mm) / 304.8 (mm/ft)
0.0196 S (ft/ft) Bankfull Water Surface Slope
0.63 d (ft) Bankfull Mean Depth
5 A (ft~ Bankfull Cross Sectional 9~-ea
9.3 Wp (ft) Wetted Perimeter
1.65 yb Submerged Specific Weight of Sediment (1.65)
62,4 y (lbs/ft3) Density of Water (62.4)
ti~u = 0.0834(Dso/D so)-os~a
2.40 D;/DSO Range 1.3-3.0 Use Equation 2:
tied = 0.0384(D;/DSO)-o.ss7
0.018 ti*d Critical Dimensionless Shear Stress Equation Used: 2
Calculation of Critical Uimcnsionlese Shear Stress
91.70 Dso/D^so Range 3-7 Use Equation 1:
Cacstilate din can Depth Required for Entrainment of Largest Particle
0.107 dr Required Bankfull Mean Depth (ft)

tir aYSDi
~_
S
5.868 d/dr Stability: Degrading

aleu}att Sanlcfull Water Surface Slope Acquired for Entrainment of Largest Particle
0.003 Sr Required Bankfull Water Surface Slope (ft/ft)

i ~YsD~
Sr =
d
5,86$ S/Sr Stability: Degrading
Sediment ransport Vail anon , anl#'nlt Sheaf Stress
0.54 R Hydraulic Radius (ft)
R = ~/Wp
0.658 ie Bankfull Shear Stress (lb/ft')
RS
tie= Y
N Y ox N Is the Bed Material Homogeneous?
Determine from reach adds pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-txendline.
N/A lb/ff< Predicted Shear Stress (lbs/ft~) Required To Move D;
predicted by the Leopold, Wolman, & Nlillex 1964 Power-txendline.
112 ~~ Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-tiendline.
0.072 lb/ft~t Predicted Shear Stress (lbs/ft~ Required To Move D;
predicted by the Colorado Data Power-trendline.
Taken from The Acferznce Reach Field Book, 2005 by Rosgen and Silvey

Entrainment Calculation Form
i Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R1A ~S #4 Proposed (iteration 1)
Date: 12/5/2006 Observers: EMP TMB
Value Variable Definition
•
r~
l
Required Information for attainment Analysis
9.17 Dso (~) Dso from Riffle or Pavement# ~ Choose one
0.1 DSO (mm) DSO from Bar Sample or Subpavement~
22 . D; (mm) Largest Particle from Bar Sample or Pavement
0.072 D; (ft) Di (mm) / 304.8 (mm/ft)
0.0099. S (ft/ft) Bankfull Water Surface Slope
0.66 d (ft) Bankfull Mean Depth
5 A (ft~ Bankfull Cross Sectional A_tea
8.92 WP (ft) Wetted Perimeter
' 1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4'' y (lbs/ft3) Density of Watex (62.4)
91.70 DSO/D SO Range 3-7 Use Equation 1:
~,. - 0.0834(Dsa/D^SO) 0.873
ci
2.40 D;/DSO Range 1.3-3.0 Use Equation 2:
tix~ = 0.0384(D;/D So) 0.887
0.018 ti*d Critical Dimensionless Shear Stress Equation Used: 2
curate Depth Required r Fattraiument of Lazgest erne e
0.213 dr Required Bankfull Mean Depth (ft)
~= i*aySDi
S
3.105 d/tit Stability: Degrading
te' ankfiill atef urfacG Tope q ttt~atuturtcnt o gear article
0.003 SL Required Bankfi~ll Water Surface Slope (ft/ft)
,:
S = t riYSDi
t
d
3.105 S/SL Stability: Degrading
Sediment Transport Validat-on - Scar Stress
0.56 R Hydraulic Radius (ft)
R = A/Wp
0.346 tit Bankfull Sheet Suess (lb/ft~
i~ = yRS
N Y or N Is the Bed Material Homogeneous?
Determine From reach wide pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Millet 1964 Power-trendline.
Predicted Sheet Suess (lbs/ft~ Requied To Move D;
N/A lb/ft3"
predicted by the Leopold, Wolman, & 1bliller 1964 Power-trendline.
70 ~, Movable Particle Size (mm) At Bankfull Shear Suess
predicted by the Colorado Data Power-uendline.
0.072 lb/ft"` Predicted Shear Suess (lbs/ft3) Requited To Move D;
predicted by the Colorado Data Power-uendline.
Taken from.TFie Aefe~znce Aeacb Field Book, 2005 by Rosgen and Silvey

Entrainment Calculation Form
'. Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R1A XS #4 Proposed (iteration 2)
Date: 12/5/2006 Observers: EMP TMB
[T..1..., [T,...:,.1-.le TlP~nitinn
`~
•
--- Required Information for ntrainment Auaiyaie
9.17 D50 (mm) D;o from Riffle or Pavement# ~ Choose one
0.1 D^so (~') Dso from Bar Sample or Subpavement#
22 D; (mm) Largest Pa~~tide from Bar Sample or Pavement#
0.072 D; (ft) Di (mm) / 304.8 (mm/ft)
0.0099 S (ft/ft) Bankfull Water Surface Slope
0.63 d (ft) Bankfull Mean Depth
5' A (ft~ Bankfull Cross Sectional Area
9.16 WP (ft) Wetted Perimeter
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft3) Density of Water (62.4)
elation of Critical I)iuiensonteas Shear Stress
91.70 D;o/D ;o Range 3-7 Use Equation 1:
i~u = 0.0834mm /D~ o.ar_
\'~50 So)
2.40 D;/D;o Range 1.3-3.0 Use Equation 2:
0 687
0.018 ti,a Ci7tical Dimensionless Shear Stress Equation Used: 2
0.213 dI Required Bankfull Mean Depth (ft)
T ciysDi
dr =
S
2.964 d/dt Stability: Degrading
0.003 S~ Required Bankfull Water Surface Slope (ft/ft)
~:
T dysDi
S~ _
d
2.964 S/S~ Stability: Degrading
cdiment Transport aIidation - $ Shear Stress ___
0.55 R Hydraulic Radius (ft)
R = A/Wp
0.337 ti~ Bankfull Shear Stress (lb/ft~
ti~ = Y~
N Y or N Is the Bed Material Homogeneous?
Determine from reach unde pebble count distribution. IE homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-tcendline.
N/A lb/ft" Predicted Shear Stress (lbs/ft~ Required To Move D;
predicted by the Leopold, Wolman, & NLiller 1964 Power-uendline.
68 ~` tl~Iovable Particle Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-uendline.
0.072 lb/ft" Predicted Shear Suess (lbs/ft~) Required To Dlove D;
predicted by the Colorado Data Power-trendline.
tTaken from The Aeferznce AeacG Field Book , 2005 by Rosgen and Silvey

Entrainment Calculation Form
• Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R2 Upper ~S #1 (Existing)
Date: 12/4/2006 Obseivexs: EMI' TMB
[T_f___ [T,...:,. i.le Tlnfinitinn
•

--- - Required Information for. utraiarnent alysie
13.9G DSO (mm) D;O from Riffle ox Pavement# ~ Choose one
3.87 D ;O (mm) DSO from Bar Sample or Subpavement~
37 D; (mm) Largest Partide from Bar Sample or Pavement#
0.121 D; (ft) Di (mm) / 304.8 (mm/ft)
0.00211 S (ft/ft) Bankfull Water Surface Slope
3.14 d (ft) Bankfull Mean Depth
76.12 A (ft's Bankfull Cross Sectional Area
28 WP (ft) Wetted Perimeter
1.65. ys Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft3) Density of Water (62.4)
c adon'of titieal Dunensianlcss Shear Stress
3.61 DSO/D~;O Range 3-7 Use Equation 1:
tied = 0.0834(Dso/D^SO)-os7s
2.65 D;/DSO Range 1.3-3.0 Use Equation 2:
0.027 titu Cfltical Dimensionless Shear Stiess Equation Used: 1
2.586 ~ Requited Bankfull Mean Depth (ft)
tiY aysDi
S
1.214 d/dt Stability: Degrading
alculatc $ankCull atcr Surface Slope Required far Entrainment of Largest Particle
0.002 SI Required Bankfull Water Surface Slope (ft/ft)
S = i*riYsDi
d
1.214 S/Sz 5tability: Degrading
6edimcnt Tranepprt ali adon =Ban hear Stress'
2.72 R Hydraulic Radius (ft)
R = A/WP
0.358 ti~ Bankfull Shear Stress (lb/fta)
it = y~
N Y ox N Is the Bed Mateflal Homogeneous?
Deteraune from reach wide pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A mm" Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-ttendline.
N/A lb/fta} Predicted Shear Stress (lbs/ft~) Requv ed To Move D;
predicted by the Leopold, ~~lolman, & Miller 1964 Power-uendline.
71 ~` Movable Particle Size (mm) ~1t Bankfull Shear Stress
predicted by the Colorado Data Power-trendline.
Predicted Shear Stress (lbs/ft~) Required To Nlove D;
0.146 lb /ff~
predicted by the Colorado Data Power-trendline.
?Taken from TGe Reference Reach Field Book, ?005 by Rosgen and Silvey

~~
Project: 2006237.00
•
Stream: Little White Oak Creek
Date: 1 /19/2007
V., 1.,o V~r;~hlP
Location: Polk Co
Reach: R2 Lipper Proposed (_~otual Designed Slope)
Observers: EMP TMB
T)r4-initinn
-- Regtttrtd rmatttln ox auumt~tt s
13.96 Dso (~) Dso from Riffle or Pavement# "Choose one
3.87. D ;o (mm) DSO from Bar Sample or Subpavement#
37 D; (mm) Lazgest Paztide from Baz Sample or Pavement#
0.121 D; (ft) Di (mm) / 304.8 (mm/ft)
0.00171 S (ft/ft) Bankfull Water Surface Slope
2.4 "' d (ft) Bankfull Mean Depth
76 A (ft~ Bankfull Cross Sectional Area
35,9 Wp (ft) Wetted Perimeter
1.65 . " YS Submerged Specific Weight of Sediment (1.65)
' 62:4 y (lbs/ft3) Density of Water (62.4)

' a attQA'Of Cntltt Gnei0IIle86 5hcar trefifi
3.61 Dso/D so Range 3-7 Use Equation 1:
tiYri = 0.0834(Dsa/D^sa o.s7z
2.65 D;/D;o Range 13-3.0 Use Equation 2:
t~~ = 0.0384(D;/D^50) 0.667
0.027 '~#~; Critical Dimensionless Shear Stress Equation Used: 1
ate aakfa2l Mean Depth Required fore ttts'ammeatt o ,gent article
3.191 d~ Required Bankfull Mean Depth (ft)
d = tix~;YSD;
S
0.752 d/d: Stability: Aggrading
Calcuiatc $ankfiill atet Surfact 51ope quired or ntrainment of Largest ardcle
0.002 S~ Required Bankfull Water Surface Slope (ft/ft)

t%a'YsD;
Sr =
d
0.752 S/Sx Stability: Aggrading

Se ' eat t'anaport al' soon - ear trees
2.12 R Hydraulic Radius (ft)
R = A/Wp
0.226 t~ Bankfull Shear Stress (lb/ft')
tip= Y~
N Y or N Is the Bed Material Homogeneous?
Determine from reach wide pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Cun~e Data.
` Movable Particle Size (mm) At Bankfull Sheaz Stress
N/A mm predicted by the Leopold, ~Alolman, & Miller 1964 Power-trendline.
~ Predicted Sheaf Stress (lbs/ft~ Requved To Move D;
N/A lb/ftZ predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
" Movable Particle Size (mm) At Bankfull Shear Stress
51 ~ predicted by the Colorado Data Power-trendline.

~ Predicted Shear Stress (lbs/ft~ Required To Move D;
0.146 lb/ftz predicted by the Colorado Data Power-trendline.
Taken from The Aefererrce AeacG Field Baok, 2005 by Rosgen and Sllvey
Entrainment Calculation Form

Entrainment Calculation Form

l~
Project: 2006237.00
Stream: Little White Oak Creek
Date: 12/4/2006
Reach: R2 Upper Proposed (iteration 1)
Observers: EMP TMB
Val„P Variahlr Definition
Require flrmation or mrauuncnt alysxe
13.96 D;O (mm) DSO from Riffle ox Pavement# ~ Choose one
3.87 D~;O (mm) D;O from Bar Sample ox Subpavement#
37 D; (mm) Largest Particle from Baz Sample ox Pavement#
0.121 D; (ft) Di (mm) / 304.8 (mm/ft)
0.0018 S (ft/ft) Bankfull Water Surface Slope
2.6 d (ft) Bankfull Mean Depth
76 A (ft~ Bankfull Cross Sectional Area
34.7 Wp (ft) Wetted Perimeter
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4 r (lbs/ft3) Density of Water (62.4)

Gal anon Grist citeionlese Shear tress.
3.61 Dso/D so Range 3-7 Use Equation 1:
S, - 0.0834//~~ /D"_ as7z
ci - \"50 ~D)
2.65 D;/DSO Range 1.3-3.0 Use Equation 2:
iY - 0.0384(D;/D so 0.867
ci - )
0.027 t d Ci7tical Dimensionless Shear Stress Equation Used: 1

actuate can Depth Required fot ntrainmcnt of Largest Particle
3.032 d~ Required Bankfull Mean Depth (ft)

T~aYsD;
d~ _
S
0.858 d/dr Stability: Aggrading

Calculate B Water Surface Slope Rcquucd or entrainment of Largest Par[iclc
0.002 S~ Requv ed Bankfull Water Surface Slope (ft/ft)
S = z aYsD,
d
0.858 S/S~ Stabiliry: Aggrading

Sediment ranspork atron ~ 5trtsa
2.19 R Hydraulic Radius (ft)
R= A/WP
0.246 ti~ Bankfi,ll Shear Stress (lb/ftz)
T = yRS
N Y ox N Is the Bed Material Homogeneous?
Detemune from reach wide pebble count distribution. If homogeneous use "Leopold
et al" Cuxee Data, if heterogeneous use "Colo=ado" Cun~e Data.
N/A ~" Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
z~ Predicted Shear Stress (lbs/ft's Required To Move D;
N/A lb/ft
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
54 ` Movable Particle Size (mm) At Bankfull Shear Stress
mm predicted by the Colorado Data Power-trendline.

~ Predicted Shear Stress (lbs/ft") Required To Move D;
0.146 lb/ft
predicted by the Colorado Data Power-ttrendline.
{Taken from TUe Reference React Field Book, 2005 by Rosgen and Sih*ey
Location: Polk Co

. Entrainment Calculation Form
Project: 2006237.00
Stream: Little White Oak Creek
Location: Polk Co
Reach: R2 Upper Proposed (iteration 2)
Observers: EMP TMB
Date: 12/4/2006
•
vat„P Variahlr Definition
quircd orniatron Qr ntrautment trts
13.96 Dso (~) Dso from Riffle or Pavement# "Choose one
3.87 Dso (~) Dso from Bar Sample ox Subpavement#
37 D; (mm) Lazgest Particle from Bar Sample or Pavement#
0.121 D; (ft) Di (mm) / 304.8 (mm/ft)
0.0018 S (ft/ft) Bankfull Water Surface Slope
2.5 d (ft) Bankfull Mean Depth
76 A (fr') Bankfi,ll Cross Sectional Area
35.8: WP (ft) Wetted Perimeter
1.65 rs Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/fr~ Density of Water (G2.4)

a cularion of ` nti smensionlese Shcat tress
3.61 D50/DSO Range 3-7 Use Equation 1:
ti~u = 0.0834(DSO/DSO o.s7z
2.65 D;/DSO Range 1.3-3.0 Use Equation 2:
ti~~; = 0.0384(D;/D~;o) 0.887
0.027 ti ~, Critical Dimensionless Shear Stress Equation Used: 1

Caculate .ankfull Mena Dcp cgtured for En+M**+*nent of Largest Particle
3.032 dr Required Bankfull Mean Depth (ft)
d = ti ~iY~D:
S
0.825 d/dr Stability: Aggrading
to B ater ace ope egnued for atrainmcat of argcst Particle
0.002 S~ Required Bankfull Water Stu'face Slope (fr/ft)
t.~~'YSD~
Sj -
d
p.g25 S/S~ Stability: Aggrading

Sedtment ra>YSport . even-B Sheet trees
2.12 R Hydraulic Radius (ft)
R = A/WP
0.238 i~ Bankfull Shear Stress (lb/ftz)
tic = yRS
N Y or N Is the Bed Material Homogeneous?
Determine from reach wide pebble count distribution. If homogeaeous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~' Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
's Predicted Shear Stress (lbs/ft's Requv ed To Move D;
N/A lb/ft
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
` Movable Paz-ticle Size (mm) At Bankfull Shear Stress
53 mm predicted by the Colorado Data Power-trendline.

zi Predicted Shear Stress (lbs/ftz) Required To Move D;
0.146 lb/ft
predicted by the Colorado Data Power-trendline.
YTaken from TGe Refe~znce AencG Field Book, 2005 by Rosgen and Silvey

Entrainment Calculation i~'orm
. Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R2 Lower ~S #4 (Existing)
Date: 12/4/2006 Observers: EMP TMB
v„l..o V~.:~hl.. T~Pfinitinn
•
l,~
~_
___
Rociuired nzmatinn. ax ntraistnncnx se
4.25 Dso (~) Dso from Riffle or Pavement# Choose one
0.1 D~;o (mm) D;o fiom Bax Sample or Subpavement#
21 " ` D; (mm) Largest Particle from Bax Sample or Pavement
0.069 D; (ft) Di (mm) / 304.8 (f17m/ft)
0.001889 S (ft/ft) Bankfull Water Surface Slope
3.49 " d (ft) Bankfull Mean Depth
99.68 A (ft~ Bankfull Cross Sectional Brea
32.87 WP (ft) Wetted Perimeter
"' 1.65 '' ys Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft3) Density of Water (62.4)
42.50 D;o/D ;o Range 3-7 Use Equation 1:
ti+"a = 0.0834(D;o/D~50 os7a
4.94 D;/D;o Range 1.3-3.0 Use Equation 2:
i~a = 0.0384(D;/D~;o)-osa7
0.009 ti+~ Critical Dimensionless Shear Stress Equation Used: 2
0,560 dL Required Bankfull Mean Depth (ft)
iµ ~YSD~
dr =
S
6.230 d/~ Stability: Degrading
0.000 Se Required Bankfull Water Surface Slope (ft/ft)
ti~ ~YsD~
S~ _
d
6.230 S/Sz Stability: Degrading
Sedimet ransport Validation - ankfull Shcar Stress
3.03 R Hydraulic Radius (ft)
R = ~`~/Wp
0.357 ti~ Bankfull Shear Stress (lb/ft'~
T~ = yRS
N Y or N Is the Bed Material Homogeneous?
Determine from reach uride pebble count distribution. IE homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
N/A lb/ft~~ Predicted Shear Stress (lbs/ft~) Requited To Move D;
predicted by the Leopold, Wolman, & Miller 1964 Power-ttendline.
71 ~, Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-trendluie.
Predicted Shear Stress (lbs/ft~) Required To Move D;
0.068 lb/fte~
predicted by the Colorado Data Power-trendline.
kTaken from Tfie I~feveisce Reach Fleld Book, 2005 by Rosgen and Silvey

t
•
Entrainment Calculation Form
Project: 2006237.00 Location: Polk Co
Stream: Little White Oak Creek Reach: Proposed R3 Lower (Actual Designed Slope)
Date: 1/19/2007 Observers: EMP TMB
Value Variable Definition
Required Information for ntraiximent Analysis
4.25 DSO (mm) D;O from Riffle ox Pavement# Choose one
0.1 D~;O (mm) DSO from Bas Sample ox Subpavement#
21- - D; (mm) Largest Particle from Bas Sample of Pavements
0.069 D; (ft) Di (mm) / 304.8 (mm/ft)
0.00149 S (ft/ft) Bankfull Water Surface Slope
2.8 d (ft) Bankfull Mean Depth
.100 A (ft~ Bankfull Cross Sectional Area
41.2 Wp (ft) Wetted Perimeter
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4 ; y (lbs/ft3) Density of Water (62.4)

Galculatwn of Cribiaal irncnaionlesa Shear tress.
42.50

4.94

N/A DSO/D~;O

D;/D;O

ti}u Range 3-7 Use Equation 1:
tixd = 0.0834(Dso/D so osr_
Range 1.3-3.0 Use Equation 2:
i~~; = 0.0384(D;/D so) 0.887
Critical Dimensionless Shear Stress Equation Used: N/A
aculate Banlditll Mean epth Regtured for Entrainment of Largest Particle
N/A d~ Required Bankfull Mean Depth (ft)
~ = i ~YSDi
S
N/A d/d~ Stability: N/A
N/A St Requited Bankfull Water Surface Slope (ft/ft)
S = ti}uYsDf
t
d
N/A S/Sr Stability: N/A
ediment ransport alidattan » ankfu Shear Strtss
2.43 R Hydraulic Radius (ft)
R = A/Wp
0.226 i~ Bankfull Shear Stress (lb/ft~
RS
i~ = Y
N Y or N Is the Bed Material Homogeneous?
Determine From teach odds pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` 1\'Iovable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
N/A lb/ffY Predicted Shear Stress (lbs/ft') Required To 11~Iove D;
predicted by the Leopold, Wolman, & 1~Iiller 1964 Power-trendline.
51 hull` Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-trendline.
m: Predicted Shear Stress (lbs/ft's Requv:ed To Move D;
0.068 lb/ft
predicted by the Colorado Data Power-trendline.
Taken from Tfie &ference Beach Field Book, 2005 by Rosgen and Silvey

Entrainment Calculation Form
Project: 2006237.00 Location: Polk Co
Stream: Little White Oak Creek Reach: Proposed R2 Lower (iteration 1)
Date: 12/4/2006 Observers: EMP TMB
Value Variable Definition

•
Required formation far ntrainment At:alysis
4.25 DSo (mm) DSO from Riffle ox Pavement# Choose one
0.1 DSO (mm) D;o from Bax Sample or Subpavement#
21 D; (mm) Largest Particle from Bax Sample or Pavement
0.069 Di (ft) Di (mm) / 304.8 (mm/ft)
0.0016 S (ft/ft) Bankfull Water Surface Slope
3 d (ft) Bankfull Mean Depth
105 A (ft~) Bankfull Cross Sectional Area
40.7 Wp (ft) Wetted Perimeter
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4. y (lbs/ft3) Density of Water (62.4)

Cale' adaa of rttzcal ; i:aeeaaianlese car ess
42.50

4.94

N/A D;o/D ;o

D;/D;o

ti+u Range 3-7 Use Equation 1:
ti~~; = 0.0834(Dso/D so)-as~a
Range 1.3-3.0 Use Equation 2:
t+a = 0.0384(0;/0 so)-osa~
Critical Dimensionless Shear Stress Equation Used: N/A
tc $anlduU Mean Depth Required for Entrainment of Largest Particle
N/A dL Requited Bankfull Mean Depth (ft)
tix aysDi
dr =
S
N/A d/~ Stability: N/A
N/A S= Required Bankfull Water Surface Slope (ft/ft)
~v riysDi
St -
d
N/A S/S= Stability: N/A
Sediment ranspart alp don - Bankfull hear tress
2.58 R Hydraulic Radius (ft)
R = A/WP
0.258 ~~ Bankfull Shear Stress (lb/ft-)
ti~ = Y~
N Y or N Is the Bed Material Homogeneous?
Determine Eiom reach wide pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Puticle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Millet 1964 Power-trendline.
N/A lb/ft'1 Predicted Shear Stress (lbs/ff) Requited To l~love D;
predicted by the Leopold, Wolman, & 1~Ii11er 1964 Power-trendline.
56 ~~ Movable Particee Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-uendline.
Predicted Shear Suess (lbs/ft~ Required To Nlove D;
0.068 lb/ft"
predicted by the Colorado Data Power-ttendline.
kTaken from T{ie Reference Reach Field Book, 2005 by Rosgen and Silvey

Entrainment Calculation Form
Project: 2006237.00 Location: Polk Co
Stream: Little White Oak Creek Reach: Proposed R2 Lower (iteration 2)
Date: 12/4/2006 Obseivexs: EMI' TMB
V,.7..e TT.,.:,,t.lo Tlrfinitinn
•
•
---- - Required formation for ate ent Analysis
4.25 D;o (mm) D;o from Riffle ox Pavement# '~ Choose one
0.1 D~;o (mm) D;o from Bar Sample or Subpavement~
21 D; (mm) Largest Particle fiom Bar Sample or Pavement#
0.069 D; (ft) Di (mm) / 304.8 (mm/ft)
0.0016 S (ft/ft) Bankfull Water Surface Slope
2.8 d (ft) Bankfull Mean Depth
100 A (ft~) Bankfull Cross Sectional Area
41 WP (ft) Wetted Perimeter
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft3) Density of Water (62.4)
Cale" anon aif C~tiealDimeneanlcaa Shear Stres~
42.50 D50/D^50 Range 3-7 Use Equation 1:
tiles = 0.0834m/~ /D~ os~a
`L50 50)
4.94 D;/D50 Range 1.3-3.0 Use Equation 2:
T*d = 0.0384(D;/D~;o)"oss7
N/A tad Critical Dimensionless Shear Stress Equation Used: N/A
Caculatc Banldul! Mead Depth Required for Entrainment of argest Particle ____
N/A ~ Requited Bankfull Mean Depth (ft)
d = i~aY~~
S
N/A d/dt Stabiliry: N/A
N/A S~ Required Bankfull Water Surface Slope (ft/ft)
S = i ~YSD~
d
N/A S/Sr Stabiliry: N/A
Sediment ranspart alidation - 8 Shear 5trese
2.44 R Hydraulic Radius (ft)
R = A/WP
0.244 T~ Bankfull Sheaf Suess (lb/ft')
i~ = yRS
N Y or N Is the Bed Material Homogeneous?
Determine from reach udde pebble count distribution. If homogeneous use "Leopold
et al" Cun*e Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
N/A lb/ft's Predicted Shear Suess (lbs/ff) Requv ed To Move D;
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
54 ~` Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-uendline.
Predicted Shear Stress (lbs/ft~ Requited To Move D;
O.OG8 lb/ft~+
predicted by the Colorado Data Power-trendline.
sTaken Erom The Reference React Field Book, 2005 by Rosgen and Silvey

•
•
l~
Entrainment Calculation Form
Project: 2006237.00 Location: Polk County
Stream: Little ~XThite Oak Creek Reach: R2A ~S #3 (Existing
Date: 12/4/2006 Observers: EMP TMB
V~1„P V~r;ahlP T~efinitinn
Requizad Information for nirain~acnt aia
20.68 D;0 (mm) D;0 from Riffle or Pavement Choose one
0.1 D^so (~) Dso from Bar Sample or Subpavement~
55 D; (mm) Largest Particle fiom Bar Sample or Pavement
0.180 D; (ft) Di (mm) / 304.8 (mm/ft)
0.01069 S (ft/ft) Bankfull Water Surface Slope
1.5 .`. _ d (ft) Bankfull Mean Depth
16.78 - A (ff) Bankfull Cross Sectional Atea
13.16 WP (ft) Wetted Perimeter
1.G5 ys Submerged Specific Weight of Sediment (1.65)
'' 62:4 y (lbs/ft3) Density of Water (62.4)
itu = 0.0834/I7i~~ /D - ° spa
\'-'S0 ~0)
2.66 D;/D50 Range 1.3-3.0 Use Equation Z:
o ss~
tix~; = 0.0384(D;/D 50)
0.016 tira Critical Dimensionless Shear Stress Equation Used: 2
Calculation t-f Critic Dimensionless Shear 5treas
206.80 D50/D ;0 Range 3-7 Use Equation 1:
Caculate $ Mean Depth Required for Entrai*+**+ent of Largest Particle
0.449 d~ Requited Bankfull Mean Depth (ft)
.l _ ~4 riysDi
`4 S
3.340 d/~ Stability: Degrading

Calculate $ankfull atet Surface Slope Required or Entrainment of Largest article
0.003 Sr Requited Bankfull Water Surface Slope (ft/ft)

ti` uYSDi
S~ _
d
3.340 S/Sz Stability: Degrading
edimerst Transport Validation - an- utl Shear Stress
1.28 R Hydraulic Radius (ft)
R = .S/Wp
0.851 ti~ Bankfull Shear Stiess (lb/ft's
ti~ = Y~
N Y or N Is the Bed 1~Iaterial Homogeneous?
Determine from reach ands pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Particle Size (mm) At Bankfull Sheat Stiess
predicted by the Leopold, Wolman, & Miller 1964 Power-ttendline.
N/A lb/ftai Predicted Shear Stress (lbs/ft~ Required To 1~Iove D;
predicted by the Leopold, Wolman, & 1blillex 1964 Power-ttendline.
135 ~, Movable Particle Size (nun) At Bankfull Shear Stress
predicted by the Colorado Data Power-ttendline.
0.251 lb/ft~~ Predicted Shear Stress (lbs/fte) Required To 1~Iove D;
predicted by the Colorado Data Power-ttendline.
Taken from Tfie Reference Aeacfi Field Book, 2005 by Rosgen and Silvey

•
(~
Entrainment Calculation Fotm
Project: 2006237.00
Stream: Little White Oak Creek
Date: 1 / 19/2007
V..l:.e V,. «:.. t.lo
Location: Polk County
Reach: R?a`.s.S#3 Proposed (Actual Designed Slope)
ObseLVers: EMP TMB
Tlrfinitinn
. ____
equred nformation or nt>rainrnent Aaaly*~is
20.68 D50 (mm) DSp from Riffle ox Pavement Choose one
0.1 D^SO (mm) DSO from Bar Sample ox Subpavement#
55 D; (mm) Largest Particle from Bar Sample ox Pavement#
0.180 D; (ft) Di (mm) / 304.8 (mm/ft)
0.011 S (ft/ft) Bankfull Water Surface Slope
0.94 d (ft) Bankfull Mean Depth
11 A (ft~ Bankfull Cross Sectional Area
13.6. Wp (ft) Wetted Perimeter
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft3) Density of Water (62.4)
Cal uon of 'ticat itncasionlese Shear Stress
206.80 DSO/D So Range 3-7 Use Equation 1:
Txd = 0.0834(Dso/D so 0 B7e
2.66 D;/DSO Range 1.3-3.0 Use Equation 2:
i~u = 0.0384(D;/D So 0.887
)
0.016 tied Critical Dimensionless Shear Suess Equation Used: 2
Caculatc Bauktt'ull Moan Depth Required for Entrainment of Largest Particle
0.436 dr Required Bankfull Mean Depth (ft)
~= ti*~YSDi
S
2.154 d/dr Stability: Degrading
Calculate Bankfull Water Surface Slaps Required for Entrainment of Largest Particle
0.005 Sr Required Bankfull Water Surface Slope (ft/ft)

tix ciysDi
SI =
d
2.154 S/S~ Stability: Degrading

Sodimtnt Transport Va 'lotion » an ll ]sear Stress
0.81 R Hydraulic Radius (ft)
R = A/Wp
0,585 tie Bankfull Shear Stress (lb/fte)

RS
tie= Y
N Y ox N Is die Bed Material Homogeneous?
Determine from reach aide pebble count distribution. ff homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & 1\~Iillex 1964 Power-uendline.
Predicted Shear Suess (lbs/ft') Required To lblove D;
N/A lb/ftm predicted by the Leopold, Wolman, & l~Lillex 1964 Power-uendline.
,: Niovable Particle Size (mm) 1`lt Bankfull Shear Stress
99 ~ predicted by the Colorado Data Power-uendline.

Y Predicted Shear Suess (lbs/ft~) Required To Move D;
0.251 lb/ft"
predicted by the Colorado Data Power-uendline.
Taken from Tiie &fevrnce AeacFi Field Book, 2005 by Rosgen and Silvey

Entrainment Calculation Foxm
. Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R2A ~S #3 Proposed (iteration 1)
Date: 12/5/2006 ObseLVers: EMP TMB
[T~l..e V., «:..4.1o Tlrfinitinn
•
(•
cgturcd Information for ntrai~ament Analysis
20.68 D;O (mm) D;O from Riffle or Pavement# '~ Choose one
0.1 D ;O (mm) D;O fiom Bar Sample or Subpavement~
55 D; (rrun) Largest Particle from Bar Sample or Pavement
0.180 D; (ft) Di (mm) / 304.8 (mm/ft)
0.0107 S (ft/ft) Bankfull Water Surface Slope
1.1 d (ft) Bankfi,ll Mean Depth
14 A (ft~ Bankfull Cross Sectionall`ltea
14.9 Wp (ft) Wetted Perimeter
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft3) Density of Water (62.4)
ti*~ = 0.0834(Dso/D so)-os~a
2.66 D;/D;O Range 1.3-3.0 Use Equation 2:
ti~~ = 0.0384(D;/D so)-oss~
0.016 tixu Critical Dimensionless Shear Stress Equation Used: 2
--
eulattion of -Critic imensionlese Shear Stress
206.80 DSO/D ;O Range 3-7 Use Equation 1:
0.449 ~ Required Bankfull Mean Dep7~th (ft)
d = ti~aysDi
S
2.451 d/~ Stability: Degrading
Cale to $anldull Water Stufacc Slope Regwire for Entrainment of argeat Particle
0.004 SI Required Bankfull Water Surface Slope (ft/ft)
fir. riysDi
S~ _
d
2.451 S/S~ Stability: Degrading
°diment Transport ~ldatinn - lI Shcar Stress
0.94 R Hydraulic Radius (ft)
R = A/Wp
0.627 ti~ Bankfull Shear Stress (lb/ft')
i~ = YRS
N Y or N Is the Bed Material Homogeneous?
Determine from reach ands pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Particle Size (mm) At Bankfull Sheu Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
N/A lb/fte~ Predicted Shear SU-ess (lbs/ft~ Required To Move D;
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
108 ~" Movable Pu-tide Size (mm) At Barikfull Shear Stress
predicted by the Colorado Data Powet-uendline.
,,: Predicted Shear Stress (lbs/ft~ Required To Move D;
0.251 lb/ft
predicted by the Colorado Data Power-trendline.
Taken from TGe Referenexe Reach Field Book, 2005 by Rosgen and Silvey

Entrainment Calculation Form
i Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R2A XS #3 Proposed (iteration 2)
Date: 12/5/2006 ObseLVers: ElbIP TMB
V.,h.P V~.;~t,lP T1Pfinitinn
~~
Required Infortuatton fox ntraittxncnt alyeia
20.68 D;o (mm) D;o from Riffle ox Pavement# Choose one
0.1 D ;o (mm) D;o from Bax Sample ox Subpavement#
55 D; (mm) Largest Putide from Bax Sample ox Pavement
0.180 D; (ft) Di (mm) / 304.8 (mm/ft)
0.0107 S (ft/ft) Bankfull Water Surface Slope
1.1 d (ft) Bankfull Mean Depth
14 A (ft~ Bankfull Cross Sectional Area
15.4 WP (ft) Wetted Perimeter
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft~ Density of Water (62.4)
` Calculation of" riti imensionlcss Shear Stress
206.80 D;o/D ;o Range 3-7 Use Equation L•
ti+a = 0.0834(Dso/D^so)-o.ar_
2.66 D;/D50 Range 1.3-3.0 Use Equation 2:
ti*d = 0.0384(D;/D~50) 0.867
0.016 ti{d Critical Dimensionless Shear Stress Equation Used: 2

Caculate $anWull Mean epth Required for Eatraintnent of Largest Particle
0.449 ~ Required Bankfull Mean Depth (ft)
~ = tit ~YsD~
S
2.451 d/d: Stabiliry: Degrading
to aakfull Water Surface Slope Required for ntrainmcnt of Largest Particle
0.004 S~ Required Bankfull Water Surface Slope (ft/ft)
ti4uYsD~
ST -
d
2,451 S/SI Stabiliry: Degrading
"Sediment sarapoa~t'Validadon- Shear Strtse
0.91 R Hydraulic Radius (ft)
R = A/WP
0.607 i~ Bankfull Shear Stress (lb/ft~
ti~ = y~
N Y or N Is the Bed Material Homogeneous?
Determine from teach u*ide pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Cun e Data.
N/A ~` 1~'Iovable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & ivliller 1964 Power-trendline.
N/A lb/ff+ Predicted Shear Suess (lbs/ff) Required To Nlove D;
predicted by the Leopold, Wolman, & 1\~Iillex 1964 Power-uendline.
105 ~~ n'Iovable Particle Size (mm) At Bankfull Shear Suess
predicted by the Colorado Data Power-uendline.
0.251 lb/ff~ Predicted Shear Suess (lbs/ff) Required To Move D;
predicted by the Colorado Data Power-uendline.
xTaken from T/~e Be~rznee Reach Field Book, 2005 by Rosgen and Silvey

Entrainment Calculation Form
• Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R2.A ~S #3 Proposed (iteration 3)
Date: 12/5/2006 Observers: EMP TMB
Valor Variahlr Definition
~~
~~
Required Informaixon for Entraixinneint Analp~,is
20.68 D;O (mm) DSO from Riffle ox Pavement Choose one
0.1 DSO (mm) DsO fiom Bar Sample or Subpavement#
55 D; (mm) Largest Particle from Bat Sample ox Pavement#
0.180 D; (ft) Di (mm) / 304.8 (mm/ft)
0.0107 S (ft/ft) Bankfull Water Surface Slope
0.9 d (ft) Bankfull Mean Depth
11 A (ft~ Bankfull Cross Sectional Area
13.5 WP (ft) Wetted Perimeter
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft3) Density of Water (62.4)
C Iation of Critical Dimensionless Shear trees
206.80 D;O/D SO Range 3-7 Use Equation 1:
t+~ = 0.0834(DSO/D So)_osr_
2.66 D;/DSO Range 1.3-3.0 Use Equation 2:
ti~~ = 0.0384(D;/D so)-o.ss~
0.016 ti*a Critical Dimensionless Shear Stress Equation Used: 2
aculate ankfull Mean Depth Required for Entrainment of Largest Particle
0.449 dr Required Bankfull Mean Depth (ft)
tiµciysDi
dr =
S
2.006 d/dr Stability: Degrading
Calenlatc ani£fuli atcr urface Slope Required for Entrainment of Largest Particle
0.005 Sr Required Bankfull Water Surface Slope (ft/ft)
k
ti riysDi
ST =
d
2.006 S/Sr Stability: Degrading
Sc ent Transport aiidation « Shear Stress
0.81 R Hydraulic Radius (ft)
R = A/WP
0.544 ~~ Bankfull Shear Stress (lb/ft~
ti~ = Y~
N Y ox N Is the Bed Material Homogeneous?
Deteunuie from reach u*ide pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, iE heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
,,: Predicted Shear Stress (lbs/ft~ Required To Move D;
N/A lb/ft
predicted by the Leopold, Wolman, & Nlillex 1964 Power-trendline.
97 ~~ Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-trendline.
0.251 lb/ft" Predicted Shear Stress (lbs/ft~ Requv ed To Move D;
predicted by the Colorado Data Power-txendline.
YTaken from TGe Aefenrue Aeuch Field Book, 2005 by Rosgen and Silvey

Entrainment Caflcuflation Form
• Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R2B XS# 1 (Existing)
Date: 12/4/2006 Observers: EMP TMB
Val„P V~,~;ahlP Tlrfinitinn
•

Required Information for nttaimutnt Analysis
24.98 DSO (mm) D;O from Riffle or Pavement# ~ Choose one
4.86 D ;O (mm) D;O from Bar Sample or Subpavement~
70 D; (mm) Largest Particle from Bar Sample or Pavement#
0.230 D; (ft) Di (mm) / 304.8 (mm/ft)
0.01443 S (ft/ft) Bankfull Water Surface Slope
1.31 d (ft) Bankfull Mean Depth
5.92 A (ft~ Bankfull Cross Sectional.'lrea
6.36 WP (ft) Wetted Perimeter
1:65 ys Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft3) Density of Water (62.4)
alculation of Critical imensioniess Shcar ~d _
5.14 D;O/D ;O Range 3-7 Use Equation 1:
i*~ = 0.0834(DSO/D so)_osr_
2.80 D;/DSO Range 1.3-3.0 Use Equation 2:
i'ti = 0.0384(D;/D so) 0.887
0.020 titd Critical Dimensionless Shear Stress Equation Used: 1
anlsfvll can tpttt qd r atrainmcnt of cst aracie
0.525 d~ Requved Bankfull Mean Depth (ft)
~* ciYsDi
dr =
S
2.493 d/dr Stability: Degrading
tc ater Su t S ope Requirt fot ntrainmtat o Largest article
0.006 Sr Required Bankfull Water Surface Slope (ft/ft)
ti~~YSDi
Sr =
d
2.493 S/Sr Stabiliry: Degrading
Sediment ransport Validation - Ba 11` ear trees
0.93 R Hydraulic Radius (ft)
R = A/Wp
0.838 ti~ Bankfull Shear Suess (lb/ft~)
RS
i~ = Y
N Y or N Is the Bed Material Homogeneous?
Determine from reach aide pebble count distribution. If homogeneous use "Leopold
et al" Can e Da[a, if heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Particle Size (mm) At Bankfull Shear Suess
predicted by the Leopold, Wo1man, & Miller 1964 Power-uendline.
N/A lb/ft" Predicted Shear Suess (lbs/ft~ Requited To Move D;
predicted by the Leopold, Wolman, & Miller 1964 Power-uendline.
134 ~< Llovable Particle Size (mm) At Bankfull Shear Suess
predicted by the Colorado Data Power-uendline.
0.348 lb/ft" Predicted Shear Stress (lbs/ft~) Requited To Move D;
predicted by the Colorado Data Power-trendline.
'Taken from The Aeferznce Reacli Field Book, 2005 by Rosgen and Silvey

Entrainment Calculation Form
• Project 2006237.00 Location: Polk County
Stream: Little ~X117ite Oak Creek Reach: R?s ss# i nroPosea ~acmat ne~;gr,ea s~oPel
Date: 1/19/2007 Observers: EMP TMB
Valor Variahlr Definition
•
Required reformation for Entrairtmtnt Aaalysxa
24.98 Dso (~) Dso from Riffle ox Pavement# ~ Choose one
4.86 D ;o (mm) D;o fiom Bar Sample ox Subpavement#
70 D; (mm) Largest Particle fiom Bax Sample or Pavement#
0.230 D; (ft) Di (mm) / 304.8 (mm/ft)
0.01142 S (ft/ft) Bankfull Water Surface Slope
0.63 d (ft) Bankfull Mean Depth
5 A (ff) Bankfull Cross Sectional Area
9.26 ~X1P (ft) Wetted Perimeter
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4 ' y (lbs/ft~ Density of Water (62.4)
Galculauoh o Gritca imeusionless Shear Suess
5.14 D;o/D ;o Range 3-7 Use Equation 1:
tits = 0.0834(Dio/D so)-os~a
2.80 D;/D;o Range 1.3-3.0 Use Equation 2:
o ss~
0.020 i~d Ci7tical Dimensionless Shear Stress Equation Used: 1
Caculate Mean Depth guircd for Entrainment of Largest Particle
0.664 ~ Required Bankfull Mean Depth (ft)
~= tikaYsDi
S
0,949 d/d~ Stability: A;grading
Calculate Ban ater Surface Slope Required for Entrainment of argent Particle
0.012 Sr Required Bankfull Water Surface Slope (ft/ft)
T ciysDi
Sr =
d
0.949 S/S~ Stability: Aggrading
,._. _ __
5edimen# ransport Validation - a ' Sheaf Stress
0.54 R Hydraulic Radius (ft)
R = .4/WP
0.385 ti~ Bankfull Shear Stress (lb/ft~
tc = Y~
N Y ox N Is the Bed Material Homogeneous?
Determine from reach aide pebble count distubution. IF homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A mm" Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
Predicted Shear Stress (lbs/ff) Requited To Nlove D;
N/A Ib/fte*
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
Movable Particle Size (mm) At Bankfull Shear Stress
75 ~`
predicted by the Colorado Data Power-trendline.
0.348 lb/ft~i Predicted Shear Stress (lbs/ft~ Required To Move D;
predicted by the Colorado Data Power-trendline.
Taken fiom TGe Aefe~rettce Aeac'b Field Book, 2005 by Rosgen and Silvey

l~
(~
Entrainment Calculation Form
Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R2B ~S# 1 Proposed (iteration 1)
Date: 12/4/2006 Observers: EMP TMB
Val„P V~.,~hlP llrfinitinn
Require Information for rrtrainmexrt sis
24.98 D;o (mm) D;o from Riffle or Pavement# Choose one
4.86 D ;o (mm) D;o from Bax Sample ox Subpavement#
70 D; (mm) Largest Particle fi"Om Bax Sample ox Pavement
0.230 D; (ft) Di (mm) / 304.8 (mm/ft)
0.012 S (ft/ft) Bankfull Water Surface Slope
0.78 d (ft) Bankfull Mean Depth
7 A (ft~ Bankfull Cross Sectional.9xea
10.56 WP (ft) Wetted Perimeter
1.65' ys Submerged Specific Weight of Sediment (1.65)
62.4' `: y (lbs/ft3) Density of Water (62.4)
~ lculatian of Gritioal imensio sae : ar trees - ,
5.14 Dso/D^so Range 3-7 Use Equation 1:
iYd = 0.0834(D;o/D~50)~o.8r_
2.80 D;/D;o Range 1.3-3.0 Use Equation 2:
ti~ a = 0.0384(D;/D so)-o.as~
0.020 i*u Critical Dimensionless Sheaf Stress Equation Used: 1
Caculate Banlduil-~Ican Depth Required for Entrainment of Largest Patrick
0.632 ~ Required Bankfull 1~Iean Depth (ft)
d = ti+aysDi
z
S
1.235 d/dr Stability: Degrading

Calculate ankfull Water Surface Slope Regwirod for ntrainmtnt of Lar est article
0.010 S= Required Bankfull Water Surface Slope (ft/ft)
T dysDi
S~ _
d
1.235 S/S~ Stability: Degrading
- --_
edimart Transport Validadon - Shear Stress
0.66 R Hydraulic Radius (ft)
R = A/WP
0.496 T~ Bankfull Shear Stress (lb/ft~
i~ = Y~
N - Y ox N Is the Bed Material Homogeneous?
Determine From reach xxdde pebble count distribution. ff homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Particle Size (mm) At Bankfull Sheet Stress
predicted by the Leopold, Wolman, & 1~Iiller 1964 Power-trendline.
N/A lb/fta} Predicted Shear Stress (lbs/ft~ Required To Move D;
predicted by the Leopold, Wolman, & Miller 1964 Power-trendline.
91 ~. Movable Particle Size (mm) At Bankfull Sheet Stress
predicted by the Colorado Data Power-ttendline.
0.348 lb/ft~* Predicted Shear Stress (lbs/ff) Required To Move D;
predicted by the Colorado Data Power-trendline.
#Taken from The Reference Beach Field Book, 2005 by Rosgen and Silvey

Entrainment Caficulation Fotm
Project: 2006237.00 Location: Polk County
SUeam: Little White Oak Creek Reach: R2B ~S# 1 Proposed (iteration 2)
Date: 12/4/2006 Observers: EMP TMB
Valnr Variahlr Definition
•
•
Required nformatiort for nfsaunment aiyse
24.98 D;O (mm) D;O from Riffle ox Pavement# # Choose one
4.86 D~;O (mm) D;O from Bas Sample ox Subpavement#
70 D; (mm) Largest Particle fiom Bax Sample ox Pavement#
0.230 D; (ft) Di (mm) / 304.8 (mm/ft)
0.012 S (ft/ft) Bankfull Water Surface Slope
0.75 d (ft) Bankfull Mean Depth
7 A (ft~ Bankfull Cross Sectional Urea
10.9 WP (ft) Wetted Pexunetex
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4 y (lbs/ft3) Density of Water (62.4)
Calculatoin of Critical-~~~unensionlcse Shear Stress
5.14 D;O/D SO Range 3-7 Use Equation 1:
ti*u = 0.0834(DSO/D so) o.s~a
2.80 D;/DSO Range 1.3-3.0 Use Equation 2:
ti+~; = 0.0384(D;/D sa)~a.sa~
0.020 tiYd Critical Dimensionless Shear Stress Equation Used: 1
Cacolatc Bankfull Mean Dcptlt Required for $ntrainment of Largcst article
0.632 dL Required Bankfull Mean Depth (ft)
~ = ti dysDi
S
1.187 d/dt Stability: Degrading
alctilate aakfitll Water Surface Slopc Required or Entrainment of Largest Particle
0.010 S~ Required Bankfull Water Surface Slope (ft/ft)
S = ~i~aysDi
z
d
1.187 S/S= Stability: Degrading
Sediment ransport aIi tion - a 5 ear Stress
0.64 R Hydraulic Radius (ft)
R = ~~/WP
0.481 ti~ Bankfull Shear Stress (lb/ft')
i~ = Y~
N Y ox N Is the Bed Material Homogeneous?
Determine fiom leach aide pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~` Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wo1man, & l~fillex 1964 Power-trendline.
,,: Predicted Shear Stress (ibs/ft's Required To Move D;
N/A lb/ft
predicted by the Leopold, Wolman, & Miller 1964 Power-ttendline.
89 ~t Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-ttendline.
Predicted Shear Stress (lbs/ft~ Requited To Move D;
0.348 lb/ft'i
predicted by the Colorado Data Power-txendline.
kTaken from TGe Reference Reach Field Book , 2005 by Rosgen and Silvey

' •
I•
Entrainment Calculation Form
Project: 2006237.00 Location: Polk County
Stream: Little White Oak Creek Reach: R2B ~iS# 1 Proposed (iteration 3)
Date: 12/4/2006 Observers: EMP TMB
Val„P Variahlr Definition
Required Information for ntrainment Analysis
24.98 D;o (mm) Dso from Riffle ox Pavement# Choose one
4.86 D~;o (mm) D50 from Bar Sample ox Subpavement#
70 D; (mm) Largest Particle from Bat Sample ox Pavement
0.230 D; (ft) Di (mm) / 304.8 (mm/ft)
0.012 S (ft/ft) Bankfull Water Surface Slope
0.63 d (ft) Bankfull Mean Depth
5 A (ft~ Bankfull Cross Sectionall'lrea
9.1G WP (ft) Wetted Perimeter
1.65 ys Submerged Specific Weight of Sediment (1.65)
62.4. y (lbs/ft3) Density of Water (62.4)
5.14 D;o/D ;o Range 3-7 Use Equation 1:
%~ = 0.0834(D;o/D ;o)-o.ar_
2.80 D;/D;o Range 1.3-3.0 Use Equation 2:
ti+~; = 0.0384(D;/D so) 0.867
0.020 tits Critical Dimensionless Shear Stress Equation Used: 1
0.632 tit Requited Bankfull Mean Depth (ft)
~i, ciYsDi
~_
S
0.997 d/d~ Stability: Aggrading
0.012 Sr Requited Bankfull Water Surface Slope (ft/ft)
ti, ciysDi
S~ _
d
0,997 S/S= Stability: Aggrading
Sediment ransport alidation ~ a Shear Stress
0.55 R Hydraulic Radius (ft)
R = A/WP
0.409 ti~ Bankfull Sheaf Stress (ib/ft~
ti~ = Y~
N Y or N Is the Bed Material Homogeneous?
Determine from reach a2de pebble count distribution. If homogeneous use "Leopold
et al" Curve Data, if heterogeneous use "Colorado" Curve Data.
N/A ~' Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Leopold, Wolman, & Miller 1964 Power-ttendline.
N/A lb/ft" Predicted Shear Stress (lbs/ff) Requited To Move D;
predicted by the Leopold, Wolman, & 1\~Iiller 1964 Power-trendline.
79 ~. Movable Particle Size (mm) At Bankfull Shear Stress
predicted by the Colorado Data Power-trendline.
0.348 lb/ff~ Predicted Shear Stress (lbs/ft~) Required To Move D;
predicted by the Colorado Data Power-trendline.
kTaken from The Refe~ance Reach Field Book, 2005 by Rosgen and Silvey