20000722 Ver 1_Complete File_20000417 (2)

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STONE MOUNTAIN STATE PARK ==
Stream Restoration on the East Prong Roaring River ;
Prepared By:
NC Stream Restoration Institute
and
Stone Mountain Stream Restoration Steering Committee nn {?
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NC Wetland Restoration Program
April 17, 2000
STONE MOUNTAIN STATE PARK
Stream Restoration on the East Prong Roaring River
f'reparec! RY:
NC Stream Restoration Institute
and
Stone Mountain Stream Restoration Steering Committee
For the
NC Wetland Restoration Program
April 17. 2(N)O

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Stone Mountain State Park
Stream Restoration Steering Committee
Funding
The NC Department of Environment and Natural Resources, Wetland Restoration
Program funded this project.
Steering Committee Members
Cherri Smith, Division of Parks and Recreation
Dani Wise, NC Stream Restoration Institute
Edward Pharr, Stone Mountain Park
Gray Hauser, NC Division of Land Quality/ Land Resources
Greg Jennings, NC Stream Restoration Institute
Jeff Jurek, NC Wetland Restoration Program
Joe Mickey, NC Wildlife Resources Commission
Karen Hall, NC Stream Restoration Institute
Kevin Tweedy, NC Stream Restoration Institute
Lea Beazley, Division of Parks and Recreation
Madelyn Martinez, NC Wildlife Resources Commission
Mark Cantrell, US fish and Wildlife Service
Marshal Ellis, Division of Parks and Recreation
Meg Short, Stone Mountain State Park
Periann Russell, NC Stream Restoration Institute
Rachel Smith, NC Stream Restoration Institute
Richard Everhart, NC Stream Restoration Institute
Susan Regier, Division of Parks and Recreation
Tom Drake, NC State University
Will Harman, NC Stream Restoration Institute

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List of Figures
List of Tables
List of Appendices
Introduction
Goals and Objectives
Existing Condition Survey
Historical Land Use
Reach 1
Reach 2
Reach 2a
Reach 3
Reach 4
Bankfull Verification
Reference Reach Analyses
Natural Channel Design
Sediment Transport
Monitoring and Evaluation
References
Table of Contents
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LIST OF APPENDICES
Appendix 1 Existing Condition Surveys, Cross Sections
Figure 1.1 -Reach 1, Cross Section 1
Figure 1.2 - Reach 2, Cross Section 1
Figure 1.3 - Reach 2, Cross Section 2
Figure 1.4 - Reach 2, Longitudinal Profile of Unnamed Tributary
Figure 1.5 - Reach 2, Cross Section 3
Figure 1.6 - Reach 3, Cross Section 1
Figure 1.7 - Reach 4, Cross Section 1
Figure 1.8 - Reach 4, Cross Section 2
Figure 1.9 - Reach 4, Cross Section 3
Appendix 2 Existing Condition Surveys, Pebble Counts
Figure 2.1 - Pebble Count for Reach 1
Figure 2.2 - Reach 1, Riffle/Pool Cumulative Percent Finer
Figure 2.3 - Pebble Count Reach 1, Cross Section 1
Figure 2.4 - Pebble Count for Reach 2
Figure 2.5 - Reach 2, Riffle/Pool Cumulative Percent Finer
Figure 2.6 - Pebble Count Reach 2, Cross Section 1
Figure 2.7 - Pebble Count Reach 2 Cross Section 3
Figure 2.8 - Project Pebble Count Summary
Figure 2.9 - Pebble Count for Reach 3
Figure 2.10 - Reach 3, Riffle/Pool Cumulative Percent Finer
Figure 2.11- Pebble Count for Reach 3, Cross Section 1
Figure 2.12 - Pebble Count for Reach 4
Figure 2.13 - Reach 4, Riffle/Pool Cumulative Percent Finer
Figure 2.14 - Pebble Count for Reach 4, Cross Section 1
Appendix 3 Streambank Erosion Assessment
Appendix 4 Mountain Regional Curve
Appendix 5 Reference Reach Survey and Natural Channel Design
Appendix 6 In-Stream Structure Design, Cut-Fill Estimates, and Specifications
Appendix 7 Construction Sequence and Sediment and Erosion Control Plan
Appendix 8 Hydrology and Sediment Transport Assessment
Appendix 9 Wetland Delineation Sheets

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Introduction

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The Stone Mountain State Park stream restoration project is a collaborative effort
between the NC Wetlands Restoration Program, NC Division of Parks and Recreation,
and the NC Stream Restoration Institute. The project includes nearly 2 miles of stream
restoration within the boundaries of the Stone Mountain State Park. The watershed area
is approximately 22 square miles, and is shown in Figure 1. This document is designed
to layout the existing condition of the project area, including the stream channel and
adjacent floodplain area, present the natural channel design, and provide the necessary
documentation associated with this design.
Goals and Objectives
The goals of the stream restoration project on the East Prong Roaring River at Stone
Mountain State Park are as follows:
1. Improve water quality degraded by sedimentation by returning the East Prong
Roaring River to a stable dimension, pattern, and profile.
2. Restore the aquatic and terrestrial habitat of the stream corridor.
3. Restore floodplain and wetland functionality.
4. Improve the natural aesthetics of the river corridor.
These goals will be met by implementing the following specific objectives for each
stream reach. The stream reaches are discussed in detail under the existing condition
survey and design sections, and are presented in Figures 2 and 3.
Reach 1
1. Re-introduce large woody debris and boulder clusters to improve aquatic habitat.
Reach 2
2. Re-establish a stable dimension, pattern, and profile by constructing a new bankfull
channel.
Reach 3
3. Re-introduce large woody debris and boulder clusters to improve aquatic habitat.
Reach 4
4. Re-establish a stable dimension, pattern, and profile by constructing a new bankfull
channel.
Physical Setting
Stone Mountain State Park consists of two types of rocks, metamorphic and intrusive
igneous. Stone Mountain itself is made up of quartz diorite to granodiorite rocks and are
the youngest in the park aged at approximately 400 MY (Burt et.al. 1985). These rocks
were formed from magma generated beneath the earth's surface and then slowly cooled.
The rock surrounding the granite dome is much older (approximately 570-900 MY)
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gneiss formed by metamorphoses of igneous rocks. Both of these rock types are
relatively competent and fairly resistant to erosion as suggested by their longevity in the
landscape. Due to their strength, both rock types tend to support steep, dissected slopes
in the headwater areas of the Roaring River and Big Sandy River. When granite and
gneiss are eroded from the surface, they produce fine-grained sand that breaks down to
silt and clay. Faulting and jointing of the rocks allow for production of gravel, cobble
and boulders, which may also be exposed to weathering and further production of the
finer fraction of sediments. Transport of these sediments from hillslopes in conjunction
with stream flow, generally contributed to the formation of the alluvial valleys of the
Roaring and Big Sandy Rivers.
Historical Land Use
Stone Mountain State Park was purchased by the state of North Carolina in the early
1960s. Prior to this purchase, all the streams in the alluvial valley portion of the park
were modified to improve agricultural production. Field observations suggest that
tributary streams in the alluvial valley were straightened. A large portion of Reach 4 was
used for gravel mining. As part of this operation, the East Prong was channelized,
impounded and moved several times, resulting in destabilization of the channel. Aerial
' photos (1999) and the 1968 USGS Glade Valley quadrangle indicates locations of the
historic channel (Figures 4 and 5). The results of past land uses on each Reach are
discussed below.
Existing Condition Survey
The project is divided into four reaches as shown on Figure 2. The drainage area for the
entire project is 22 mil. The pre and post restoration length of each stream reach is shown
below in Table 1. Appendix 5 provides a summary of the existing condition survey.
Table 1: Pre and Post Restoration Stream Lengths
Reach ID Pre-Restoration Length Post-Restoration Length
(Feet) (Feet)
Reach 1 936 936
Reach 2 2,238 2,996
Reach 3 1,640 1,640
Reach 4 3,522 4,300
' Total 8,336 10,622
Reach 1- East Prong Roaring River from Garden Creek to the Group Camp
' Bridge.
Reach 1 begins at the confluence of Garden Creek and the East Prong Roaring River and
ends upstream of the footbridge to the group camping area. The stream type is a Rosgen
B4c (Rosgen, 1996). Steep riffles and some deep pools dominate the upper part of this

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Stone Mountain State Park
Stream Restoration
East Prong Roaring River
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reach. The stream corridor is confined on both sides by steep hillslopes. Progressing
downstream, the valley widens and becomes more alluvial.
Channel Dimension
The cross section representing Reach 1 (RIXsec1) is shown as Figure 1.1 in Appendix 1.
The bankfull cross sectional area, width, depth, and entrenchment ratio are typical for this
Rosgen stream type and drainage area. However, the bank height ratio of 1' .8 is high
(stable range: 1.0-1.3) for this stream type when compared to reference reaches of the
same stream type in the same type of valley. The channel carries nearly three times the
bankfull discharge. The bankfull shear stress is 1.4 pounds per square foot (psf) as
compared to the top of bank shear stress of 2.2 psf. The high banks decrease the
functionality of the floodplain by not allowing flood flows to access the floodplains
except during large storm events.
Channel Pattern
Channel pattern is appropriate for this stream type. The sinuosity is 1. 1, typical of a B4c
confined by valley walls. Stream power is primarily dissipated through the bedform
features, e.g. riffles and pools. The longitudinal profile is controlled by bedrock
knickpoints.
Channel Profile
The lower half of Reach 1 is characterized by long runs with minimal large wood or
variability in flow patterns. The biological diversity was rated much lower than reference
reaches of the same stream type. The substrate analyses consisted of the following
Wolman type Pebble Counts: 1) 100 samples taken reach wide stratified by riffles and
pools, and 2) 100 samples taken at the permanent cross section. The results are shown in
Appendix 2. Figure 2.1 shows that the median grain size (D50) for this reach is
approximately 30 mm, medium size gravel. The histogram on the same figure shows a
well distributed range of grain sizes from silt to boulders, although there is an abundance
of sand and bedrock. Figure 2.2 shows the substrate comparison of riffles and pools. The
D50 is similar for both features; however, larger particles are present in the riffle, as
expected. Although there is a high percentage of sand found in this reach, they are not
filling the pools. The percentage of fines is approximately the same in the riffle and pool.
This implies that the fines are effectively being transported through this reach, e.g. they
are not accumulating in the pools. Figure 2.3 shows the pebble count results from
R1Xsecl.
1 Floodplain Assessment
Reach 1 is characterized by steep valley walls that form a narrow floodplain valley, as
shown in Figure 6. Valley widths for this reach range from approximately 75 feet to 200
feet. Soils on the floodplain are primarily of the Rosman-Reddies and Chestnut-Ashe
complexes, indicating that both alluvial processes and the weathering of parent material
have influenced the formation of the floodplain. As the stream has become more incised
over time, alluvial sediment which was once deposited on the floodplain is now
transported in-channel to the downstream reaches. No wetland systems were identified
for this stream reach.

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Stone Mountain State Park
Stream Restoration
East Prong Roaring River
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The terrestrial plant community type is Rich Cove Forest (Schafale and Weakley 1990).
' The upper canopy consists of tulip-poplar (Liriodendron tulipifera), red maple (Acer
rubrum), Virginia pine (Pinus virginiana), white pine (Pinus strobus), and Canada
hemlock (Tsuga canadensis). The understory is mostly a dense thicket of Rhododendron
t (Rhododendron maximum) with scattered mountain laurel (Kalmia latifolia), dogwood
(Corpus florida), and Canada hemlock seedlings.
The herb layer and seedling layer is sparse in this reach, as well as in the other reaches
due to over-browsing by deer.
Reach 2 - East Prong Roaring River between the group camp to the Confluence
with Reach 2a.
' Reach 2 begins 500 feet upstream of the footbridge to the group camping area and ends at
t the confluence of the unnamed tributary, Reach 2a. The valley is much wider in Reach 2
than in Reach 1. The maximum valley width is almost 500 feet. The stream type in this
reach is a C4 but is trending towards a D4. The reasons for this trend are described
below.
' Channel Dimension
The classification cross sections (R2Xsec1, R2Xsec2, and R2Xsec3) are shown as
Figures 1.2, 1.3, and 1.5 in Appendix 1. The bankfull channel has a width/depth (w/d)
ratio of 23, which is much higher than the stable C4 reference reach w/d ratio of 16. The
results of a bank erosion assessment are shown in Appendix 3. Thirty percent of the total
project length erosion is coming from Reach 2, producing approximately 134 tons per
year of sediment. The rate of bank erosion is 75 lbs./ft/yr. This is the highest rate of
bank erosion of all the evaluated reaches With a well-vegetated floodplain, it is unlikely
that this reach will ever widen to a D4; however, the instability is causing adverse water
quality impacts through increased sedimentation from eroding streambanks. The quality
' of the aquatic habitats is poor.
The channel is moderately incised with a bank height to bankfull height ratio of 1.8.
Therefore, the channel is carrying well more than the bankfull flow, increasing shear
stress and stream power. The top of bank shear stress and velocity is 2.2 psf and 9.6 ft/sec
respectively. Additional hydrological information is provided in Appendix 8.
Channel Pattern
Among other factors, the increase in channel width has created a large chute cutoff across
' the inside of a meander bend. This is often a result of channel widening. As the channel
width increases, the sinuosity decreases, and the average slope increases. This creates an
imbalance in the sediment supply and size versus stream power and causes the channel to
remain unstable.

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April 17, 2000
Stone Mountain State Park
Reach 2a 150'
Stream Restoration
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East Prong Roaring River
Plan View Map for Reach 2 Design
Figure 7.

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Channel Profile
The riffle / pool sequence is fairly good in Reach 2. The reach wide pebble count data are
shown in Appendix 2. The grain sizes are well sorted; however, there is a large shift
towards the fines in the pools as shown in Figure 2.5. This indicates that the pools are
filling with fines. produced by bank erosion. The increases in the w/d ratio and the
subsequent decrease in sediment transport capacity compound the problem.
Tributary
An unnamed tributary enters the East Prong Roaring River at the Group Camping Area.
The tributary is a G4c because the East Prong is moderately incised and a headcut is
migrating up the tributary. The tributary is less incised above the headcut near the edge of
the valley. The cross section (R2Xsec2) and longitudinal profile are shown as Figures 1.3
and 1.4 in Appendix 1.
Floodplain Assessment
Reach 2 begins where the floodplain for the East Prong of the Roaring River begins to
widen into a more alluvial valley. Valley widths for Reach 2 range from approximately
100 to 500 feet. Soils in this valley are dominated by the Rosman-Reddies complex,
indicating their alluvial origin. Throughout the floodplain valley there are scars which
were most likely the result of agricultural practices and stream channel migration. In
several areas there appear to be remnants of surface ditches which most likely provided
drainage for the valle during agricultural production. One floodplain pool habitat
approximately 700 Fin size was identified during site assessment and is shown in Figure
7. It appears that this pool was formed in an abandoned drainage ditch where over time
fine sediments settled out and formed a barrier to drainage. Several other wet,
depressional areas were identified, but none appeared to support wetland functions. In
addition to the tributary described above, a smaller tributary enters near the middle of the
reach on the right side of the channel.
The floodplain community is classified as a Mountain Bottomland Forest. (Schafale and
Weakley 1990). The canopy is dominated by sycamore (Platanus occidentalis), black
walnut (Juglans nigra), and tulip-poplar. Scattered persimmon (Diospyros virginiana) is
located throughout the floodplain. The understory consists of spicebush (Lindera
benzoin) and tag alder (Alnus serrulata). Muscadine (Vitis rotundifolia) is abundant
throughout.
Reach 2a - Unnamed Tributary entering the East Prong at the end of Reach 2
Reach 2a is described below as part of the existing condition survey. However, a design
for Reach 2a is not included in this report. A natural channel design will be prepared for
Reach 2a in the fall of 2000, permitted in spring of 2001, and constructed in the summer
of 2001. Reach 2a is included in these analyses because of its impact on Reach 3.
Reach 2a is an unnamed tributary entering the East Prong at the end of Reach 2. The
tributary enters the East Prong in a tight bedrock controlled bend, called a "hammer
head" pool. These pools are typically very deep because of the sharp radius of curvature
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and strong secondary currents. In this case; however, the pool is almost completed filled
with sand from the eroding tributary.

Channel Dimension
The stream type is an unstable E5. Overall, the channel dimension for the unnamed
tributary is stable. The w/d ratio of 3 and bankfull cross sectional area of 10 are
appropriate for this stream type and drainage area.
Channel Pattern
The sinuosity for Reach 2a is 1.2, which is low for a stable E5 stream type. It is likely
that this stream was straightened in the past because it is directly adjacent to the hillslope.
The stream is trying to recreate a sinuous path by eroding the streambanks. It is estimated
that 15.5 percent of the streambanks in this reach are eroding and that 82 tons per year of
sediment are being exported from the watershed into the East Prong. More details on
streambank erosion are provided in Appendix 3
.
Channel Profile
Since the stream was straightened, the percentage of pools has been drastically decreased.
Floodplain Assessment
i The floodplain valley for Reach 2a, where the stream is characterized as an E5, ranges
from approximately 100 feet wide at the upstream end to 500 feet wide where the
floodplain merges with the floodplain for Reach 2. Soils in the downstream portion of the
reach are alluvial in nature (Rosman-Reddies complex), while soils in the upstream
portion of the reach were formed by a combination of colluvial and alluvial processes
(Tate-Cullowhee complex). An area of hydric soils was identified near the upstream
' portion of the reach. This area may have once been a functioning mountain bog, but it
now appears that the site is too dry to support a diverse bog community. The restoration
design for this reach will include plans to enhance the hydrological and ecological
functions of this wetland area.
The plant community is Mountain/Bottomland Hardwood Forest (Schafale and Weakley
1990). See the Floodplain Assessment for Reach 2 for a complete description of this
community. Deer browse is a problem along this reach as well.
Reach 3 - Confined Reach from Reach 2a to Below Low Water Bridge
Reach 3 begins at the confluence of Reach 2a with the East Prong Roaring River and
ends downstream of the low water bridge to a Ranger's home. The reach is confined on
the left by a steep hillslope and the right by the park road.

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Channel Dimension
The stream type for this reach is a 134c. The bankfull cross sectional area for this reach is
slightly lower than would be expected for the size drainage area because the entire right
bank of the cross section is bedrock. The cross section (R3XsecI) is shown in Appendix
1 as Figure 1.6. Overall, the dimension is stable in this reach. There is only one section,
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50 feet long, of eroding bank that is producing an estimated 14 tons per year of sediment
to the reach. Only 1.8 percent of the streambanks is eroding. The bank height ratios are
high (1.8) in this reach because of the influence of the hillslope and park road. The
bankfull shear stress and velocity are 2.63 psf and 8.9 ft/sec, respectively.
Channel Pattern
The sinuosity in reach 3 is 1. 1, which is appropriate for a 134c.
Channel Profile
The bedform in this reach consists of bedrock-controlled riffles and deep pools. However,
the heavy sediment load from tributary 2a, upstream bank erosion in the East Prong, and
low channel slope have caused the entire grain size distribution to shift left as shown in
Figure 2.8. In addition, the pools are filling in with sand and silt as shown in Figure 2.9.
The reach wide pebble count data are shown in Figure 2.10. The R3Xsec1 pebble count
data are shown in Figure 2.11.
Floodplain Assessment
Floodplain characteristics for Reach 3 are similar to those described for Reach 1. Valley
widths range from approximately 70 feet on the upstream portions of the reach to 175
feet near the end of the reach.
The plant community is Rich Cove Forest (Schafale and Weakley 1990). See the
Floodplain Assessment for Reach 1 for a complete description of this community.
Reach 4 East Prong Roaring River from Below Low Water Bridge to Project End
Reach 4 begins below the low water bridge, continues past the horse trailer parking lot
and the old gravel mine to the end of the project. The end of the project is a large
knickpoint at the park boundary.
Channel Dimension
The cross sections for Reach 4 are shown in Appendix 1 as Figures 1.7, 1.8 and 1.9. The
stream type is a C4 moving towards a D4. The bankfull channel width varies from 55 feet
(w/d =18) to 107 feet (w/d = 50). The w/d ratio for stable C4 stream types varies from 12
to 18. The channel is moderately incised with bank height ratios ranging from 1.0 to 1.7.
Streambank erosion is most severe in this reach with over 53.7% of the total erosion from
all reaches (tons/year) coming from this reach. Bankfull shear stress ranges from 0.56 to
0.66 psf. These low shear stress values are in part due to the high width to depth ratios.
The result is a loss in sediment transport capacity.
Channel Pattern
The pattern in Reach 4 has been heavily modified during the mining operation. The aerial
photograph in Figure 3 shows evidence that the stream was moved several times, back
and forth across the floodplain. Currently, the stream is cutting into a large terrace on the
left bank. The existing radiuses of curvatures and meander wavelengths do not match
reference reach conditions.
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Channel Profile
The pebble count data are shown in Appendix 2. As with the other reaches, much of the
fine sediment is being deposited in the pools, indicating an imbalance between the
sediment supply and the sediment transport capacity.
Floodplain Assessment
Reach 4 is characterized by a broad alluvial valley with widths ranging from 150 to over
1000 feet. Rosman-Reddies complex soils are evident, however a large portion of the
floodplain contains soils of the Ostin series. These cobble rich soils were where much of
the mining operations were focused years ago. As a result,. the floodplain landscape is
very irregular, with many depressions and mounds left behind by the mining operations.
Some of the depressions appear to be old stream channels where the stream was moved
several times during mining. Three small tributaries enter the stream within Reach 4, two
near the middle of the reach and the third near the end of the reach. Within the vicinity of
the old mining operations exists a small wetland area. Delineation information for this
wetland is included in Appendix 9.
The plant community is Mountain Bottomland Hardwood Forest (Schafale and Weakley
1990). See the Floodplain Assessment for Reach 2 for a complete listing of plants for
this community. The predominant vegetation in many areas of this floodplain are
thickets of tag alder and spicebush.
Exotic species include Japanese honeysuckle, Japanese grass, and kudzu (Pueraria
lobata). Fescue exists in open floodplain areas, as well.
Like the other areas, excessive deer browse limits growth of herbaceous species and mid-
story development.
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Bankfull Verification
The North Carolina Mountain regional curves were used to verify the bankfull stage
identified in the field. The regional curves are provided in Appendix 4.
Reference Reach Analyses

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Basin Creek, a C4 stream type, was used for the design ratios for Reach 2 and 4. Basin
Creek was also used as a. large woody debris reference for Reach 1 and 3. Basin Creek
was cross-referenced with summary data from other C4 stream types in the mountains
and foothills to determine the final ratios. The reference reach analyses is included in
Appendix 5.
Natural Channel Design
Reach 1- East Prong Roaring River from Garden Creek to the Group Camp
Bridge.
Log vanes, root wads, and boulder clusters will be used to restore the bed features
(profile) and improve aquatic habitat. Rock and log specifications are provided in
Appendix 6. Figure 6 shows the plan view drawing for Reach 1. It is not feasible to
decrease the bank height ratios in Reach 1. Therefore, it is imperative that a well-
vegetated floodplain is maintained.
Floodplain Restoration
A combination of native seeding; planting, and staking will be performed on this reach of
the project. Vegetation to be utilized includes, but is not limited to, orchard grass
(Dactylis glomerata), deer-tongue grass (Panicum spp.), rye-grain, sycamore seedlings,
silky dogwood stakes (Cornus amomum), and black willow stakes (Betula nigra). Newly
planted trees will be protected against predators through a combination of repellant and
tree guards. Vegetation will be obtained from local nurseries where applicable.
Reach 2 - East Prong Roaring River between the group camp to the Confluence
with Reach 2a.
Two cross vanes will be installed in the upper part of Reach 2 to decrease the bankfull
width from 64 feet to 52 feet. This will reduce the bankfull w/d ratio from 23 to 15 and
improve sediment transport capacity. The existing versus design cross sections are shown
in Figures 1.2, 1.3, and 1.5. In order to restore the remaining portion of Reach 2, a new
channel with a stable dimension, pattern, and profile will be constructed as shown in
Figure 7. Cross vanes will be used to raise the bed elevations in the riffles and decrease
the bank height ratio to 1.0. This will allow all flows greater than a 1.5 year storm to
access the 1470 foot wide floodplain. J-hook rock vanes, root wads, and logs will be used
to stabilize streambanks and improve aquatic habitats.
14

Floodplain Restoration
The floodplain pool habitat identified during site assessment will be preserved and not
impacted by this restoration design. Several additional floodplain pool type habitats will
be established in the area to increase biological diversity and breeding habitat for
amphibians. These pools will be created in wooded areas at the toe of the hillslope by
excavating several shallow depressions with a compacted clay bottom. One riparian pool
habitat will be enhanced by deepening an existing depression located near the stream
channel. This pool will hold water year round and will be susceptible to stream flooding.
In order to provide fill for the old stream channel, one pond, approximately .25 acres in
size, will be created by excavating the floodplain on the right side of the channel near the
existing chute cutoff. No dams will be constructed for these ponds. These ponds will
receive flow from the small tributary that currently drains directly to the stream. A small
stable meandering channel will be constructed to carry flow from the upstream pond to
the downstream pond, and then on to the new stream channel as shown on Figure 7.
r A combination of native seeding, planting, staking, and transplant installation will be
performed on this section of the project. Vegetation to be utilized includes, but is not
limited to, orchard grass, deer-tongue grass, rye-grain, sycamore seedlings, black walnut
r seedlings, persimmon seedlings, silky dogwood stakes, and black willow stakes.
Salvaged vegetation will primarily be placed along the new channel. The floodplain will
be planted with hardwood species, especially mast producers such as walnut and
persimmon.
Created pond perimeters as well as floodplain pools will be enhanced with native wetland
and aquatic vegetation. Species will be selected depending on availability and habitat
value.
Newly planted trees will be protected against predators through a combination of
repellant and tree guards. Vegetation will be obtained from local nurseries where
applicable. Exotic and invasive species, particularly tree-of-heaven, and fescue, will be
controlled in these areas.
Reach 3 - Confined Reach from Reach 2a to Below Low Water Bridge
Log vanes, root wads, and boulder clusters will be used to restore the bed features
(profile) and improve aquatic habitat. Rock and log specifications are provided in
Appendix 6. Figure 8 shows the plan view drawing for Reach 3.

1 15
? ? r ? ? ? ? ? ? ? ? ? ? ? ? ? ? ? ?
1

Floodplain Restoration
A combination of native seeding, planting, and staking will be performed on this reach of
the project. Vegetation to be utilized includes, but is not limited to, orchard grass, deer-
tongue grass, rye-grain, sycamore seedlings, silky dogwood stakes, and black willow
stakes.
Newly planted trees will be protected against predators through a combination of
repellant and tree guards. Vegetation will be obtained from local nurseries where
applicable.
Reach 4 East Prong Roaring River from Below Low Water Bridge to Project End
In order to restore Reach 4, a new channel with a stable dimension, pattern, and profile
will be constructed as shown in Figure 9. Typical riffle and pool cross sections are shown
in Figures 1.1 and 1.9, respectively. Cross vanes will be used to raise the bed elevations
in the riffles and decrease the bank height ratio to 1.0. This will allow all flows greater
than a 1.5-year storm to access the 2014-foot wide floodplain. J-hook rock vanes, root
wads, and logs will be used to stabilize streambanks and improve aquatic habitats.
i Floodplain Restoration
Near the upper portion of Reach 4, a Swamp Forest-Bog complex (Schafale and Weakley
1990), approximately 1.43 acres in size, will be created on the floodplain. These systems
have become quite rare due primarily to drainage alterations. The creation of this type of
system will help to offset the !I i to the existing wetland due
to the new channel alignment. The addition of this community type will also help
mitigate the historic loss of these habitats, as well as provide the park with increased
biodiversity and environmental education opportunities. The swamp forest will be created
by the excavation of floodplain sediments to lower surface topography to within several
inches of the seasonal high water table. By varying excavation depths, depressions and
hummocks will be formed which promote variable hydrologic conditions and biological
diversity.
The two small tributaries located near the middle of this reach will be connected to the
Roaring River by establishing stable meandering channels. A pond, approximately .5
acres in size, will be created near the end of Reach 4 to provide fill for the old channel.
This pond will receive water from the small tributary near the end of the reach. A stable
meandering channel will be created to carry flow from the pond to the Roaring River.
A combination of native seeding, planting, staking, and transplant installation will be
1 performed on this reach of the project. Vegetation to be utilized includes, but is not
limited to, orchard grass, deer-tongue grass, rye-grain, spicebush, alder, sycamore
seedlings, black walnut seedlings, persimmon seedlings, silky dogwood stakes, and black
willow stakes. Salvaged vegetation will primarily be placed along the new channel. The
floodplain will be planted with hardwood species, especially mast producers such as
walnut and persimmon. The swamp forest will be planted with a combination of
1 16

salvaged transplants, black willow, spicebush, alder, and native herbs, depending on
availability.

Created pond perimeters will be enhanced with native wetland and aquatic vegetation.
Species will be selected depending on availability and habitat value.

Newly planted trees will be protected against predators through a combination of
repellant and tree guards. Vegetation will be obtained from local nurseries where
applicable. Exotic and invasive species, particularly kudzu and fescue, will be controlled
in these areas.
Sediment Transport
The critical shear stress for the proposed channel has to be sufficient to move the D84 of
the bed material or the largest size on the point bar. The critical shear stress estimates
were calculated for Reach 2 to represent sediment transport capacity for Reaches 2 and 4
since the grain size distributions and natural channel design are similar (refer to Figure
2.8). The critical dimensionless shear stress for R2Xsec1 is 0.11. The pavement and
subpavement cumulative frequency curves are shown in Appendix 8. The critical depth is
. 3.7 feet. This matches well with the design riffle depths of 3.5 to 4.2 feet. A critical depth
of 3.7 will move the largest particle size (120 mm) found on the well-developed point bar
in Reach 2.
The top of bank shear stress will be reduced from 2.2 to 1.4 psf. The top of bank velocity
will be reduced from 9.6 to 6.9 ft/s. Shield's curve predicts that a boundary shear stress of
1.4 psf will move a particle size greater than 120 mm. Therefore, the decrease in shear
stress will not decrease the sediment transport competency of the channel. Conversely,
the R2Xsec1 pebble count data shown in Figure 2.6 shows a range of cobble that should
not be moved by the design shear stress, implying that the stability of the riffle will
remain intact. Appendix 8 shows the hydraulic and shear stress calculations for the
existing and design channels.
t Stone Mountain Monitoring and Evaluation Plan
Environmental components monitored in this program will be those that allow an
evaluation of channel stability, floodplain functionality, and improvements to fish habitat.
Specifically we will evaluate the success of channel modification, erosion control,
shading, seeding, woody vegetation plantings and at some sites, the response of fish and
invertebrates. This will be accomplished using photo reference sites, measurements of air
and water temperature, measurements of stream shading, stream cross-sections, stream
longitudinal profiles, groundwater table depths, survival plots of planted vegetation. The
Division of Water Quality and Wildlife Resources Commission will collect samples of
1 invertebrate and fish populations.

1 17

F1
Photo Reference Sites
Photographs used to evaluate restored sites will be made with a 35-mm camera using
slide film. Reference sites should be photographed before construction and continued for
at least 5 years following construction. Reference photos should be taken twice a year, in
winter and summer. After construction has taken place, reference sites should be
permanently marked with stakes.
Longitudinal reference photos: The stream will be photographed longitudinally beginning
at the downstream end of the mitigation site and moving upstream to the end of the site.
Photographs will be taken looking upstream at delineated locations. Reference photo
locations should be marked and described for future reference. Points should be close
enough together to get an over all view of the reach. The angle of the shot will depend on
what angle provides the best view and should be noted and continued in future shots.
When modifications of stream position have to be made due to obstructions or other
reasons the position should be noted along with any landmarks and the same position
.. used in the future.
Lateral reference photos: Reference photo transects will be taken at each permanent cross
section. Photographs will be taken of both banks at each cross section. The survey tape
will be centered in the photographs of the bank. The water line will be located in the
lower edge of the frame and as much of the bank as possible included in each photo.
Photographers should make an effort to consistently maintain the same area in each photo
over time. Photos of areas that have been treated differently should also be included; for
example two different types of erosion control material used. This will allow for future
comparisons.
Success Criteria: Photographs will be used to subjectively evaluate channel aggradation
or degradation, bank erosion, success of riparian vegetation and effectiveness of erosion
control measures. Longitudinal photos should indicate the absences of developing bars
within the channel or an excessive increase in channel depth. Lateral photos should not
indicate excessive erosion or continuing degradation of the bank over time. A series of
photos over time should indicate successional maturation of riparian vegetation.
Vegetative succession should include initial herbaceous growth, followed by increasing
densities of woody vegetation and then ultimately a mature overstory with herbaceous
understory.
Shading and Temperature
One objective of the project is to increase the quantity of shade, through vegetative cover
of the stream. This will be accomplished by planting shrub and tree species along the
riparian zone. As this vegetation grows and matures the stream should become more and
more shaded and the air temperature along the stream corridor should become more
stable. We will evaluate this change by monitoring both temperature and shade.

Shading: The improvement in vegetative shading of the stream will be evaluated by
monitoring the change in light penetration to the stream over time. Light penetration will

1 18
D
L

1]
t
1
t

be evaluated at one riffle and pool cross section for each reach. A light meter will be used
to measure the foot-candles of light at the ground surface, and at 3 feet above the ground
and water surface along the transect. Measurements will be taken on both sides of the
stream at the edge of the valley, in the middle of the valley, at the top of the stream bank,
at the left edge of water, in the thalweg, and at the right edge of water.
Temperature: The ability of planted vegetation to thermally stabilize riparian zones will
be evaluated by monitoring both water temperature and air temperature. Water
temperature will be sampled using recording thermometers. These thermometers will be
placed in a pool at the beginning of each reach and at the end of each reach. They will be
set to record the water temperature every hour. They will be deployed by the 1St of June
each year to record the water temperature through September. Streams in Western North
Carolina usually are the warmest during these months and begin to cool by the end of
September. Water temperature will be recorded each year for the length of the project.
Air temperature will be recorded at each location that light penetration is measured and
each measurement will be taken 3 feet above the ground or water surface. Temperature
stability will be measured using recorders to measure air temperature in the shade for
same duration as water temperature measurements. This temperature stability
measurement will be done within the valley and at the top of the stream bank, both along
one of the established transect lines.
Success Criteria: Comparisons of air temperature and shading along a transect (from edge
of valley to mid-stream) should indicate a lower temperature and increased shading.
Water temperature should show a decreasing trend from the time of restoration until the
riparian area is mature.
Cross Sections
Permanent cross sections should be established at a minimum of one riffle and one pool
per reach for a minimum total of eight. These cross sections may be the same as ones
taken to develop construction plans or they may be new. New cross-sections should be
developed to monitor structures or other areas of the channel that are at an increased risk
of failure. Each cross section should be marked on both banks with permanent pins to
establish the exact transect used. A common benchmark should be used for cross-sections
and consistently used to facilitate easy comparison of year to year data. The annual cross
section survey should include points measured at all breaks in slope, including top of
bank, bankfull, inner berm, edge of water, and thalweg. Riffle cross sections should be
classified using the Rosgen stream classification system.
Success Criteria: There should be little or no change in as built cross-sections. If changes
do take place they should be evaluated to determine if they represent a movement toward
a more unstable condition (down-cutting, erosion) or are minor changes that represent an
increase in stability (settling, vegetative changes, deposition along the banks, decrease in
width/depth ratio).
19

1?
Longitudinal Profiles
A complete longitudinal profile should be completed once per year for Reaches 1 and 3.
One meander wavelength should be measured in Reach 2 and 4. Measurements should
include thalweg, water surface, inner berm, bankfull, and top of low bank. Each of these
measurements should be taken at the head of each feature, e.g. riffle, run, pool, and glide,
and the max pool depth. The survey should be tied to a permanent benchmark.
Success Criteria: The as-built longitudinal profiles should show that the bedform features
are remaining stable, e.g. they are not aggrading or degrading. The pools should remain
deep with flat water surface slopes and the riffles should remain steep and shallow.
Pebble Counts
Two types of pebble counts should be collected in each reach including 1) 100 counts
reach wide stratified by the percentage of riffles and pools, and 2) 100 counts from each
permanent cross section. The Wolman pebble count procedure will be used. Plots will be
made showing the cumulative frequency curve and histogram for each cross section and
reach wide. The pebble counts should be completed at the same time as the cross-
sections and longitudinal surveys.
Success Criteria: The pebble count data should show a coarsening of the entire frequency
distribution in Reach 3. In addition, the data should show a coarsening of the pools in
reaches 2, 3 and 4.
Bank Erosion Estimates
Permanent bank erosion pins and bank profiles should be made at each permanent cross
section. A bank toe pin should be installed close to the observed bank. The bank profile
toe pin should be tied to a station in the longitudinal profile. Measurements should be
made once per year at the same time the cross section is measured. A bank erodibility
hazard index (BEHI) score should also be made. An estimate of near bank shear stress
should be made by measuring the water surface slope along the observed bank length, as
' well as for the entire feature length, following the thalweg. Erosion rates for each cross
section should be calculated.
Success Criteria: The BEHI score should be low by the second year of restoration. Bank
erosion measurements should be less than 0.1 ft/year.
Scour Chains
Scour chains should be installed at each of the permanent cross sections. The chains
should be installed every 2 feet from left edge of water to right edge of water and located
by a cross section station. Chain length should equal 2 feet with 2 links exposed above
the bed after installation. The chains should be excavated once per year and after a
bankfull event. A bottomless bucket should be used to collect the substrate samples above
1 the chain and separated by pavement and subpavement samples. The samples should be
sieved in the lab.

1 20
1
Success Criteria: The data collected from the scour chain monitoring will be used to
evaluate the accuracy of the sediment transport and shear stress estimations used in the
design. The information collected will help improve future design estimations of shear
stress and the depth of scour around instream structures.
Survival Plots
Survival of planted vegetation will be evaluated using survival plots or counts. Seeded
areas will be subjectively evaluated using photographs of at least 6 staked survival plots.
Plots will be 1 meter square and photos will be taken of these plots every quarter for 2
years. If survival and growth are acceptable then these plots will continue to be
photographed at least twice a year, in winter and summer. If photos during the first 2
years do not show satisfactory survival and growth plans should be made to either sow
more seed, fertilize the site or both. Survival of live stakes will be evaluated using
enough plots or a size plot, that allows evaluating at least 100 live stakes. Evaluations of
live stake survival will continue for at least 3 years before success or failure are
determined. When stakes do not survive a determination should be made as to the need
for replacement; in general if greater than 25% die replacement should be done. All
rooted vegetation should be flagged and evaluated each spring for at least 3 years to
determine survival. At least 5 stake survival plots will be evaluated each spring. Plots
will be 100 meters square and all flagged stems will be counted in those plots. Success
will be defined as 320 stems per acre after 3 years. When rooted vegetation does not
survive, a determination should be made as to the need for replacement; in general, if
. greater than 25% die, replacement should be done.
Hydrology
A gage station will be installed near the end of Reach 4 to measure water level every 30
minutes. A stage/discharge relationship will be developed for the gage. The gage will be
used to relate the stream stability and sediment transport data to various discharges, e.g.
inner berm, bankfull, and peak.
Groundwater monitoring wells will be installed along several transects within reaches 2
and 4 to measure changes in local water table hydrology due to stream and wetland
restoration efforts. Transects in Reach 4 will be used to assess the hydrologic impact to
the existing wetland areas, and to evaluate the effectiveness of the swamp forest-bog
complex restoration. Each transect will consist of several manually read wells and one
recorder well, which will record water table depth every hour. Manual water table
measurements will be taken at least once per month.

11
I
1 21

I
REFERENCES
Burt, et.al., 1985. Geologic Map of North Carolina, North Carolina Geologic Survey.

I

1

1
C_

Clemmons, Micky. 1999. Draft Monitoring Guidelines for Stream Mitigation Sites. NC
Wildlife Resources Commission. Waynesville, North Carolina.
Harman, et. al., 1999. Bankfull Regional Curves for North Carolina Mountain Streams.
Knighton, David. 1984. Fluvial Forms and Processes. Routledge, Chapman and Hall, Inc.
New York, New York.
Rosgen, Dave. 1996. Applied River Morphology. Wildland Hydrology. Pagosa Springs,
Colorado.
Schafale, M.P. and A. S. Weakley. 1990. Classification of the Natural Communities of
North Carolina, Third Approximation. North Carolina Natural Heritage Program,
Division of Parks and Recreation, Department of the Environment, Health and Natural
Resources, Raleigh, NC.
1 22
1
? APPEN
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1

BANKFULL REGIONAL CURVES FOR NORTH CAROLINA MOUNTAIN STREAMS
W.A. Harman', D.E. Wise', M.A. Walker2, R. Morris3, M. A. Cantre114,
M. Clemmons5, G.D. Jennings', D. Clinton', and J. Patterson'
ABSTRACT: Bankfull hydraulic geometry relationships, also called regional curves, relate bankfull stream channel
dimensions and discharge to watershed drainage area. This paper describes preliminary results of bankfull regional curve
relationships developed for North Carolina Mountain streams. Gage stations were selected with a minimum of 10 years of
continuous or peak discharge measurements, no major impoundments, no significant change in land use over the past 10
years, and impervious cover ranges of <20%. To supplement data collected in gaged watersheds, stable reference reaches in
un-gaged watersheds were also included in the study. Cross-sectional and longitudinal surveys were measured at each study
reach to determine chahnel dimension, pattern, and profile information. Log-Pearson Type III distributions were used to
analyze annual peak discharge data for USGS gage station sites. Power function relationships were developed using
regression analyses for bankfull discharge, channel cross-sectional area, mean depth, and width as functions of watershed
drainage area. The bankfull return interval for the rural mountain gaged watersheds ranged from 1.1 to 1.7 years, with a mean
of 1.3 years. The mean bankfull return interval for rural North Carolina Piedmont gage stations was 1.4 years. Continuing
work will expand this database for the North Carolina Mountain Physiographic Region.
KEY TERMS: Hydraulic Geometry, Regional Curve, Bankfull,•Flood Frequency Analyses, Mountains
INTRODUCTION

i
1

Stream channel hydraulic geometry theory developed by Leopold and Maddock (1953) describes the interrelations
between dependent variables such as width, depth and area as functions of independent variables such as discharge.
Hydraulic geometry relationships are empirically derived and can be developed for streams in the same physiographic region
with similar rainfall/runoff relationships (FISRWG, 1998). Bankfull hydraulic geometry relationships, also called regional
curves, relate bankf ill channel dimensions to drainage area (Dunne and Leopold, 1978). Gage station analyses throughout the
United States have shown that the bankfull discharge has an average return interval of 1.5 years or 67% annual exceedence
probability (Dunne and Leopold, 1978; Leopold, 1994). A primary purpose for developing regional curves is to aid in
identifying bankfull stage and dimension in un-gaged watersheds and to help estimate the bankfull dimension and discharge
for natural channel designs (Rosgen, 1994). This paper describes the process used in North Carolina to develop hydraulic
geometry relationships at the bankfull stage. Preliminary results for rural watersheds in the Blue Ridge Mountain
physiographic region are presented.
NORTH CAROLINA MOUNTAIN STUDY AREAS
North Carolina contains three major physiographic provinces: the Mountains, Piedmont, and Coastal Plain. The
highest (100 inches) and the lowest (40 inches) mean annual precipitation in the Eastern U.S. is recorded in the North
Carolina Mountains, both within the project study area and within 50 miles of each other. The steep mountain topography is
also a factor in stream morphology, with the highest peak east of the Rocky Mountains at Mt. Mitchell (6,684 feet). In
general, watersheds are more than 50% forested. Land cover dominated by human influences is locally high, but is less than
40% overall. Because rainfall/runoff relationships vary by province and land cover, separate bankfull hydraulic geometry
relationships are being developed for rural and urban areas for each physiographic province. It may be necessary to further
' Extension Associate, Extension Associate, Associate Professor, Graduate Student, Graduate Student, respectively, NC State
University, Biological and Agricultural Engineering Department, Campus Box 7637, Raleigh, NC 27695, [phone],
[e-mail]
2 Resource Conservationist, USDA-Natural Resources Conservation Service
3 Engineering Technician, North Carolina Agricultural Cost Share Program
4 Biologist, U.S. Fish and Wildlife Service
5 Biologist, NC Wildlife Resources Commission

1 stratify the data for unique areas such as high rainfall areas in the Mountains and the Sandhills bordering the Piedmont and
Coastal Plain.
USGS gage stations were identified with at least 10 years of continuous or peak discharge measurements, no major
impoundments, no significant change in land use over the past 10 years, and impervious cover ranges of <20%. A geographic
information system was used to analyze Thematic Mapper (TM) 1996 data to select watersheds with less than 20%
impervious cover. To supplement data collected in gaged watersheds and provide points in smaller drainage areas, stable
reference reaches in un-gaged watersheds were also selected using the same criteria. Project study sites are shown in Figure
1.

Figure 1: North Carolina map showing physiographic provinces with Mountain study sites shown has dots.
Field Identification of Bankfull
Accurate identification of the bankfull stage in the field can be difficult and subjective (Williams, 1978; Knighton,
1984; and Johnson and Heil, 1996). Numerous definitions exist of bankfull stage and methods for its identification in the
field (Wolman and Leopold, 1957; Nixon, 1959; Schumm, 1960; Kilpatrick and Bames, 1964; and Williams 1978). The
identification of bankfull stage in the humid Southeast is especially difficult because of dense understory vegetation and long
history of channel modification and subsequent adjustment in channel morphology. It is generally accepted that bankfull
stage corresponds with the discharge that fills a channel to the elevation of the active floodplain. The bankf ill discharge is
considered to be the channel-forming agent that maintains channel dimension and transports the bulk of sediment over time.
Field indicators include the back of point bars, other significant breaks in slope, changes in vegetation type, the highest scour
i line, or the top of the bank (Leopold, 1994). The most consistent bankfull indicators for streams in North Carolina are the
highest scour line and the back of the point bar. It is rarely the top of the bank or the lowest scour or bench.
DATA COLLECTION AND ANALYSES
The following gage station records were obtained from the United States Geological Survey: 9-207 forms,
stage/discharge rating tables, annual peak discharges, and established reference marks. Bankfull stage was flagged upstream
and downstream of the gage station using the field indicators listed above. Once a consistent indicator was found, a cross-
sectional survey was completed at a riffle or run near the gage plate. Temporary pins were installed in the left and right
banks, looking downstream. The elevations from the survey were related to the elevation of a gage station reference mark.
Each cross section survey started at or beyond the top of the left bank. Moving left to right, morphological features were
surveyed including top of bank, bankfull stage, lower bench or scour, edge of water, thalweg, and channel bottom (Harrelson
et al., 1994). From the survey data, bankfull hydraulic geometry was calculated.
For each reach, a longitudinal survey was completed over a stream length approximately equal to 20 bankfull widths
(Leopold, 1994). Longitudinal stations were established at each bed feature (heads of riffles and pools, maximum pool depth,

I
1 scour holes, etc.). The following channel features were surveyed at each station: thalweg, water surface, low bench or scour,
bankfull stage, and top of the low bank. The longitudinal survey was carried through the gage plate to obtain the bankfull
stage. Using the current rating table and bankfull stage, the bankfull discharge was determined. Log-Pearson Type III
distributions were used to analyze annual peak discharge data for the USGS gage station sites (Harman et al., 1999).
Procedures outlined in USGS Bulletin #1713 Guidelines for Determining Flood Flow Frequency were followed (U.S.
Geological Survey, 1982). The bankfull discharge recurrence interval was then calculated from the flood frequency analyses.
The stream was classified using the Rosgen (1994) method.
Ungaged, stable streams were also surveyed to provide points in watersheds with relatively small drainage areas. A
stability analyses was completed before the stream was surveyed which included a bank erosion assessment, channel incision
measurements, floodplain assessments, and review of historical maps and aerial photographs. To obtain a bankfull discharge
(Q) estimate, at the stable ungaged watersheds, Manning's equation was used as:
Q = 1.4865 AR25 Stn/ n (1)
Where, R = hydraulic radius (ft), A = cross sectional area(ft ), S = average channel slope or energy slope (ft/ft), and n =
roughness coefficient estimated using the bankfull mean depth and channel bed materials. Flood frequency analyses was not
completed on ungaged streams.
RESULTS AND DISCUSSION
The regional curves for the rural Mountains of North Carolina are shown in Figures 2a, b, c, and d. These
relationships represent 9 USGS gage stations and 3 un-gaged reaches ranging in watershed area from 2.0 to 126 mil. The
power function regression equations and corresponding coefficients of determination for bankfull discharge, cross sectional
1 area, width, and mean depth are shown in Table 1.
Table 1: Power function regression equations for bankfull discharge and dimensions, where Qbkf = bankfull discharge (cfs),
AW = watershed drainage area (mi2), Abkf = bankfull cross sectional area (ft2), Wbkf = bankfull width(ft), and Dbkf = bankfull
1 mean depth (ft).
Parameter Power Function Coefficient of Determination
1 Equation R2
Bankfull Discharge Qbkf= 115.7AW ' 0.88
Bankfull Area Abkf= 22.1AW0'67 0.88
Bankfull Width Wbkf= 19.9AW0.36 0.81
Bankfull Depth Dbkf= 1.1AW0.31 0.79

11

Table 2 summarizes field measurements and hydraulic geometry. Table 3 summarizes bankfull discharge, flood
frequency, and mean annual rainfall analyses. The moderately high coefficients of determination indicate good agreement
between the measured data and the best-fit relationships. The vast range in mean annual precipitation (42 inches to 98 inches)
explains the large degree of variability. Other sources of variability include the age of the forest, topography, land cover, soil
type, runoff patterns, stream type and the natural variability of stream hydrology (Leopold, 1994). The bankfull return
interval ranged from 1.1 to 1.9 years, with an average of 1.5 years. The mean bankfull return interval for rural North Carolina
Piedmont gage stations was 1.4 years (Hannan et al., 1999). Dunne and Leoplod (1978) reported a bankfull return interval of
1.5 years from a national study.
CONCLUSION
Bankfull hydraulic geometry relationships are valuable to engineers, hydrologists, geomorphologists, and biologists
involved in stream restoration and protection. They can be used to assist in field identification of bankfull stage and
dimension in un-gaged watersheds. They can also be used to help evaluate the relative stability of a stream channel. Results
of this study indicate good fit for regression equations of hydraulic geometry relationships in the rural Mountains of North
Carolina. Further work is necessary to develop additional data points to further explain the variability.

ACKNOWLEDGEMENTS
The NC Stream Restoration Institute is developing bankfull hydraulic geometry relationships for all three
physiographic regions in North Carolina. Special thanks go to Angela Jessup, Richard Everhart, Ben Pope, Ray Riley,
Sherman Biggerstaff, Kevin Tweedy, Jean Spooner, Carolyn Buckner, Barbara Doll, Rachel Smith, Louise Slate, and Brent
Burgess. The authors acknowledge the AWRA reviewers for their thorough review of this manuscript.

LITERATURE CITED
Dunne, T., and L.B. Leopold, 1978. Water in Environmental Planning. W.H. Freeman Co. San Francisco, CA.
Federal Interagency Stream Restoration Working Group (FISRWG), 1998. Stream Corridor Restoration: Principles,
Processes, and Practices.
Harman, W.A., G.D. Jennings, J.M. Patterson, D.R. Clinton, L.O. Slate, A.G. Jessup, J.R. Everhart, and R.E. Smith, 1999.
1 Bankfull Hydraulic Geometry Relationships for North Carolina Streams. Wildland Hydrology. AWRA Symposium
Proceedings. Edited by: D.S. Olsen and J.P. Potyondy. American Water Resources Association. June 30-July 2, 1999.
Bozeman, MT
Harrelson, C.C., J.P. Potyondy, C.L. Rawlins, 1994. Stream Channel Reference Sites: An Illustrated Guide to Field
Technique. General Technical Report RM-245. U.S. Department of Agriculture, forest Service, Fort collins, Colorado.
Johnson, P.A., and T.M. Heil, 1996. Uncertainty in Estimating Bankfull Conditions. Water Resources Bulletin. Journal of the
' American Water Resources Association 32(6):1283-1292.
Kilpatrick, F.A., and H.H. Barnes Jr. 1964, Channel Geometry of Piedmont Streams as Related to Frequency of Floods.
Professional Paper 422-E. US Geological Survey, Washington, DC.
Knighton, D, 1984. Fluvial Forms and Process. Edward Arnold; London.
' Leopold, L.B., 1994. A view of the River. Harvard University Press, Cambridge, Massachusetts.
Leopold, L.B., and T. Maddock Jr., 1953. The Hydraulic Geometry of Stream Channels and Some Physiographic
Implications. U.S. Geological Survey Professional Paper 252, 57 pp.
Nixon, M., 1959. A Study of Bankfull Discharges of Rivers in England and Wales. In Proceedings of the Institution of Civil
Engineers, vol. 12, pp. 157-175.
Rosgen, D.L., 1994. A Classification of Natural Rivers. Catena 22(1994):169-199.
Schumm, S.A., 1960. The Shape of Alluvial Channels in Relation to Sediment Type. U.S. Geological Survey Professional
1 Paper 352-B. U.S. Geological Survey, Washigton, DC.
U. S. Geological Survey, 1982. Guidelines for Determining Flood Flow Frequency. Bulletin # 17B of the Hydrology
Subcommittee. Reston, Virginia.
Williams, G.P., 1978. Bankfull Discharge of Rivers. Water Resources Research 14(6):1141-1154.
Wolman, M.G. and L.B. Leopold., 1957. River Floodplains: Some Observations on their Formation. USGS Professional
Paper 282-C. U.S. Geological Survey, Washigton, DC.

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APPENDIX 5
1 REFERENCE REACH
1
1 SURVEY and NATURAL
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Riffle Width / Mean Bkf Depth (Rw/Dr) 17.2 17.2 14.0 20.8
Max Pool Depth / Max Riffle Depth (Dp/Dr) 1.5 1.5 1.2 1.7
Pool Width / Riffle Width (Wp/Wr) 0.9 0.8 0.7 1.3
Pool Area / Riffle Area (Ap/Ar) 1.1 1.1 0.6 1.3
Max Pool Depth / Mean Bkf Depth (Dpmx/Dr) 2.1 2.2 1.7 2.7
Max Riffle Depth / Mean Bkf Depth (Dr,,x/Dr) 1.4 1.4 1.2 1.7
Lowest Bank Ht. / Max Bkf Depth (Bh,o,,,,/Drmx) 1.0

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Meander Width Ratio (MWR = Wblt/Wr) 3.7 2.7 1.5 8.0
Radius of Curvature / Bkf Width (Rc/Wr) 2.8 2.2 0.8 5.7
Meander Length / Bkf Width (LmNVr) 7.1 8.7 0.9 11.4
Sinuosity (K) 1.2

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Riffle Slope / Avg. Water Surface Slope 3.8 3.0 0.8 11.0
Pool Slope / Avg. Water Surface Slope 0.1 0.0 0.0 0.5
Run Slope / Avg. Water Surface Slope 0.7 0.7 0.0 3.7
Glide Slope / Avg. Water Surface Slope 0.2 0.0 0.0 0.6
Run Depth /Mean Bkf Depth (Dr) 1.3 1.3 1.0 1.7
Glide Depth / Mean Bkf Depth (Dr) 1.3 1.3 0.9 1.7
Pool Length / Bkf Width (PI / Wr) 2.1 2.2 0.2 4.4
Pool to Pool Spacing / Bkf Width (PPS / Wr) 5.9 6.3 1.9 9.7

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1 IN-STREAM STRUCTURE
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1 DESIGN, CUT-FILL
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? ESTIMATES, and
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APPENDIX 7
CONSTRUCTION
SEQUENCE and SEDIMENT
and EROSION CONTROL
PLAN

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Stone Mountain State Park
East Prong Roaring River, Stream Restoration Project
Wilkes County, North Carolina
Construction Sequence
The construction sequence for the stream restoration project on the East Prong Roaring
River in Stone Mountain State Park will take place in two phases. The first phase
includes Reaches 1 and 2 and the second phase includes Reaches 3 and 4 (Figure 2).
Construction activities include the following sequence. North Carolina State University,
Water Quality Group (NCSU) staff will provide onsite construction management and
layout.
Phase 1-- Reaches 1 and 2
1. Use the group camping parking lot for all staging activities related to Phase 1. The
General Contractor (GC) is required to properly and safely identify and secure the
parking lot and stream as a construction site. Park staff will close the parking lot
from the public. Prior to construction activities, the GC shall identify and mark
boundaries of the staging area as directed by NCSU staff. Acceptable materials
for identifying the staging area include highly visible tape, silt fence, or orange
boundary fencing.
2. Stockpile all construction materials, including rock boulders, root wads, riprap,
gravel, erosion control devices, etc. in the group camp staging area. Any soil
materials that are stockpiled shall have a silt fence properly installed to ensure
materials are contained. Silt fence installation specifications are provided in
Appendix 7.
3. Park all construction equipment, including trucks, trailers, and heavy equipment
in the group camp staging area.
4. To limit the disturbance of soils on site, the GC shall restrict the movement of all
construction equipment within the sensitive areas. Prior to construction activities,
the GC shall identify the boundaries of all sensitive areas by using a highly visible
tape, silt fencing, or orange boundary fencing, and will stake the limits of where
construction equipment is permitted to travel, as directed by NCSU staff.
5. Access Reach 1 using the existing stream crossing, located on Figure 6.
Equipment will only access the stream when absolutely necessary and when other
options are more destructive.
6. For Reach 1, equipment will cross the stream and then re-enter the stream
upstream of the footbridge. Install a new stream crossing on the left bank only
(looking downstream) per the specifications outlined in Appendix 7. The location
of the access is shown in Figure 6.
7. For the portion of Reach 2 below the footbridge, a short access road will be
constructed as shown in Figure 7. The road will be extended slightly passed the
1

new channel and used as a stock piling area for material excavated from the new
channel.
8. The GC will work in Reach 1 and 2 simultaneously.
9. Working in the stream, install log vanes, boulder clusters, and the cross vane (see
#10) in Reach 1 and Reach 2 (above footbridge) as shown on Figures 6 and 7 and
Appendix 6. Equipment is not allowed to remove streamside vegetation while
installing the structures.
10. Install rock cross vane and grade the streambanks in the tributary, as shown in
Figure 6 and Appendix 6, before installing cross vane in main channel above
bridge.
11. Once Reach 1 is completed, re-grade the access road upstream of the footbridge
and existing crossing to match the adjacent streambank. Seed and straw all
disturbed areas as specified in Appendix 7.

t 12. Begin clearing trees in the new channel for Reach 2. The new channel will be
accessed from the parking lot as shown in Figure 7. Trees will be pushed down,
rather than cut, in order to keep the root mass intact with the trunk. The trunk will
be cut at 15 ft from the ball (or length specified by NCSU), sharpened to a point
and stockpiled on the edge of the bank. The trees will be used later as root wads
and vanes.
13. Brush created from downed trees will be spread by hand on the adjacent
floodplain or buried in the abandoned channel away from stream crossings, e.g.
away from plugs. NCSU and Park staff will provide direction during construction.
14. Sod mats, shrubs, and trees less than 3" in diameter will be saved for transplanting
(using a loader) and stockpiled at the top of the bank. Plants that are to be
transplanted will be marked with highly visible tape.
15. The entire new channel will be cleared. The new channel will be used as the
construction road for heavy equipment and materials.
16. Build a stream crossing where the new channel crosses the existing channel
following the specifications in Appendix 7. Do not dam the existing channel. All
moving water should remain in the existing channel until the new channel is
completely finished. This includes structures, transplants and seeding.
17. Excavate the new channel, starting at the downstream end and working upstream,
per the specifications in Figures 7 and Appendix 7. Stockpile bed material
(everything below sod mat to the thalweg depth) in the stockpile areas shown on
Figure 7. The stockpiles must be placed above the top of bank, on the valley floor.
DO NOT excavate laterally beyond the top of the streambank.
18. Install instream structures as shown in Figure 7 and Appendix 6, starting
downstream and working upstream. Use boulders stockpiled in staging area and
along the edge of the existing channel. Use existing boulders (those along existing
streambank) for downstream portion and those in staging area for the upstream
' portion.
19. As a structure is completed, finish grading the streambed and replace sod mats
and transplants as directed by NCSU.
' 20. Once one-half of a meander wavelength has been completed, seed and straw all
disturbed downstream areas as specified in Appendix 7. Continue until the new
channel has been completed.

a

1

IJ

21. Once the new channel has been completely constructed and stabilized, install the
upstream root wad diversion as shown in Appendix 6. Use the soil/sediment from
the upstream most stockpile to fill behind the root wads.
22. Repeat step 20 at the next two crossings.
23. Once the water is diverted from the old channel to the new channel, several crews
with backpack electrofishing units and buckets will walk the old channel
collecting as many fish as possible and transferring them to the new channel. In
order to do this rather quickly, several backpack electrofishing crews should be
present. Each crew needs at least 5 people, 1 to run the electrofishing unit, two
dip netters, and two carrying buckets. It would be best to have at least 4-5
electrofishing units, which will be supplied by the Wildlife Resources
Commission. DWQ should have some also. Staff support will come from State
Parks, NCSU, WRC and volunteers. With 5 shockers there should be 25 folks
present to do the work. If fish have to be hauled a considerable distance (too far
for people to run from point A to point B with a bucket of water and fish in 5
minutes or less), WRC will provide a small, portable stocking tank carried on the
back of a pick-up truck.
24. Fill the existing channel with material from stockpiles and ponds. Compact with
track hoe, track loader, or bulldozer.
Reach 2 Ponds and Tributary Construction
25. After the stream in Reach 2 has been turned into the newly constructed channel,
construction of two floodplain ponds downstream of the Phase I staging area will
begin.
26. Create a temporary grass swale, reinforced with BN 125 erosion control matting
for tributary flow. The swale will direct flow from the tributary into the new
channel and around the area to be disturbed during construction of the ponds. Cut
material will be stockpiled along the downstream side of the swale and used to fill
the swale once construction of the ponds and new tributary channel are
completed.
27. Construct the downstream pond. Cut material from the pond excavation will be
used to fill in the old channel between the pond and the new channel.
28. After the downstream pond is completed, a small tributary channel will be
constructed to carry flow from the pond to the Roaring River. Natural channel
design concepts will be used to design this stream channel, and grade control
structures will be used to prevent downcutting of the stream.
29. Construct the upstream pond. Cut material from the pond excavation will be used
to fill the remaining areas of old channel.
30. A small channel will be constructed to carry flow from the upstream pond to the
downstream pond.
31. The tributary upstream of the ponds will be restored to a natural meandering
pattern and connected with the upstream pond.
32. Flow from the tributary will be turned into the new tributary channel and the
temporary swale will be backfilled, seeded, and covered with straw.

33. Sod mats and transplants will be used to stabilize tributary streambanks. All
disturbed areas will receive seed and straw as specified in Appendix 7.
34. Once construction is completed in Reaches 1 and 2, all construction equipment
and materials should be moved to the horse trailer parking lot. Any damages made
to the group camping parking lot will be repaired. The parking lot should be in the
same condition as when the project started.
Phase 2 - Reaches 3 and 4
35. The Horse Trailer parking lot (shown in Figure 8) will be used for all staging
activities related to Phase 2. The General Contractor (GC) is required to properly
identify and secure the parking lot as a construction site. Materials such as highly
visible tape, orange boundary fencing and/or silt fencing will be used to mark off
the staging area.
36. Another staging area will be established at the road pulloff as shown in Figure 9.
This staging area will be used to unload rock boulders delivered by dump trucks.
These boulders will be used for the instream structures downstream of this staging
area. The purpose of this staging area is to minimize the impact of the new
channel and upstream wetland area by decreasing equipment traffic. This staging
area will not be used to store equipment or other materials.
37. Prior to construction activities, the GC shall identify and mark the boundaries of
the staging areas, as directed by NCSU staff. All construction materials,
including rock boulders, root wads, riprap, gravel, erosion control devices, etc.
should be stock piled in the horse parking lot staging area. Any soil materials that
are stockpiled shall have a silt fence properly installed to ensure the materials are
contained.
38. All construction equipment, including trucks, trailers, and heavy equipment will
be parked in the staging area.
39. Begin clearing trees in the new channel for Reach 4. Trees will be pushed down,
rather than cut, in order to keep the root mass intact with the trunk. The trunk will
be cut at 15 ft from the ball (or length specified by NCSU), sharpened to a point
and stockpiled on the edge of the bank. The trees will be used later as root wads
and vanes.
40. Brush created from downed trees will be spread by hand on the adjacent
floodplain or buried in the abandoned channel away from stream crossings, e.g.
away from plugs. NCSU and Park staff will provide direction during construction.
41. Sod mats, shrubs, and trees less than 3" in diameter will be saved for transplanting
(using a loader) and stockpiled at the top of the bank.
42. The entire new channel will be cleared. The new channel will be used as the
construction road for heavy equipment and materials.
43. Build a stream crossing where the new channel crosses the existing channel
following the specifications in Appendix 7. Do not dam the existing channel. All
moving water should remain in the existing channel until the new channel is
completely finished. This includes structures, transplants and seeding.
44. At this point, construction can begin simultaneously in Reaches 3 and 4.

11

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45. For Reach 3, install the log vanes and boulder clusters as shown in Appendix 6.
46. Note: The GC is not responsible for the bioengineering in Reach 3. Project staff
will complete this section in Winter of 2000 using the bioengineering techniques
shown in Appendix
47. For Reach 4, excavate the new channel, starting at the downstream end and
working upstream, per the specifications in Figures 9. Stockpile bed material
(everything below sod mat to the thalweg depth) in the stockpile areas shown on
Figure 9. DO NOT excavate laterally beyond the top of the streambank.
48. Install instream structures as shown in Figures 9, starting downstream and
working upstream. Use boulders stockpiled in staging area.
49. As a structure is completed, finish grading the streambed and replace sod mats
and transplants as directed by NCSU.
50. Once one meander length has been completed, seed and straw all disturbed
downstream areas as specified in Appendix 7. Continue until the new channel has
been completed.
51. Once the new channel has been completely constructed and stabilized, install the
upstream root wad diversion as shown in Figure 9. Use the soil/sediment from the
upstream most stockpiles to fill behind the root wads.
52. Once the water is diverted from the old channel to the new channel, several crews
with backpack electrofishing units and buckets will walk the old channel
collecting as many fish as possible and transferring them to the new channel. In
order to do this rather quickly, several backpack electrofishing crews should be
present. Each crew needs at least 5 people, 1 to run the electrofishing unit, two
dip netters, and two carrying buckets. It would be best to have at least 4-5
electrofishing units, which will be supplied by the Wildlife Resources
Commission. DWQ should have some also. Staff support will come from State
Parks, NCSU, WRC and volunteers. With 5 shockers there should be 25 folks
present to do the work. If fish have to be hauled a considerable distance (too far
for people to run from point A to point B with a bucket of water and fish in 5
minutes or less), WRC will provide a small, portable stocking tank carried on the
back of a pick-up truck.
53. Repeat step 51 and 52 at the remaining crossings and new channel lengths.
54. Begin filling existing channel as shown in Figure 9.
Reach 4 Wetland and Pond Construction, Tributary Restoration
55. Prior to construction and excavation of the large wetland area in Reach 4, NCSU
personnel will identify specimen trees, and tree protection fences will be installed.
These trees will not be disturbed during construction.
56. Grade stakes will be placed by NCSU personnel and used to mark the locations
and depths for excavation of material on the floodplain.
57. Any shrubs or woody vegetation located in areas for excavation and suitable for
transplanting will be removed and stockpiled, to be replanted later. Remove larger
trees by pushing them down, rather than cutting, in order to keep the root mass

intact with the trunk. These trees will be stockpiled and used for instream
structures (root wads, log vanes, etc.).
58. Begin excavation of material from the floodplain in both the wetland and pond
areas. Material excavated from the wetland area will be used to fill the abandoned
stream channel in the upper part of Reach 4. Material excavated from the pond
will be used to fill the abandoned stream channel in the lower part of Reach 4.
59. Once excavation of the pond has been completed, begin cutting new stream
channel to carry flow from the pond to the Roaring River. Install grade control
structures, then sod mats and transplants to stabilize banks.
60. Cut new stream channel to connect existing tributary stream with the pond. Install
grade control structures, then sod mats and transplants to stabilize banks before
turning water into the new tributary channel.
61. Turn water into new tributary/pond system by installing earthen plug and root
wads. Backfill the abandoned tributary channel.
62. Plant transplants and nursery stock in the wetland area, and around the newly
created pond fringe.
63. Begin restoration of two tributary streams near the middle of Reach 4 by clearing
paths for new stream channels.
64. Cut new stream channels for tributaries, beginning at the Roaring River and
working upstream.
65. Install instream structures, sod mats, and transplants before turning water into the
new channels.
66. Turn water into the new channels using earthen plugs and root wads. Fill the
abandoned stream channels.
67. Begin excavation of pond at the end of Reach 4. Material excavated from the
pond area will be used to fill the abandoned stream channel in the lower part of
Reach 4.
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68. Once excavation of the pond has been completed, begin cutting new stream
channel to carry flow from the pond to the Roaring River. Install grade control
structures, then sod mats and transplants to stabilize banks.
69. Seed and straw will be spread on all disturbed areas as specified in Appendix 7.
70. Once construction is completed in Reaches 1 and 2, all construction equipment
and materials should be moved to the horse trailer parking lot. Any damages made
to the group camping parking lot will be repaired. The parking lot should be in the
same condition as when the project started.

1 Temporary Seeding Specifications
Temporary seeding will be used on all areas disturbed by construction activities,
including, but not limited to stream banks, access areas, and stockpile areas. Seeding will
take place immediately after construction activities are completed onsite. The work shall
consist of preparing the area, furnishing and placing seed, mulch, fertilizer, soil
amendments, and anchoring mulch in the designated areas as specified.
Seedbed Preparation
On sites where equipment can be operated safely, the seedbed shall be adequately
loosened. Disking may be needed in areas where soil is compacted. Steep banks my
require roughening, either by hand scarifying or by equipment, depending on site
conditions. NCSU personnel will determine condition needs onsite. If seeding is done
immediately following construction, seedbed preparation may not be required except on
compacted, polished or freshly cut areas.
t Fertilizing/Liming

1
Fertilizer and lime shall be evenly distributed over the area to be seeded. Fertilizer and
lime shall be uniformly mixed into the top 3 inches of soil. If site conditions are gravelly
or cobbled, not incorporation is required. Fertilizer and lime shall be applied at the
following rates:
10-10-10 Fertilizer
Lime
Seeding
10 lbs per 1,000 sq ft
50 lbs per 1,000 sq ft
Temporary seeding shall be used where needed for erosion control, when permanent
vegetation cannot be established due to planting season, and where temporary ground
I cover is needed to allow native or woody vegetation to become established. Apply the
following vegetation at the listed rates.
Rye grain 1 lb per 1,000 sq ft
Browntop Millet 1 lb per 1,000 sq ft
1 Mulching
Mulching should be performed within 48 hours of seeding.
applied on seeded areas at a rate of 3 bales per 1,000 sq ft.
Anchor with appropriate biodegradable netting.

1
Grain straw mulch should be
Apply mulch uniformly.
1

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Woody Vegetation Planting Specifications
Woody vegetation, including live stakes, transplants, and bare root vegetation shall be
used in all areas designated as "Floodplain Restoration Area". The work covered in this
section consists of furnishing, installing, maintaining, and replacing vegetation as shown
in the plans or in locations as directed by NCSU personnel.
Live Staking
Live stake materials should be dormant and gathered locally or purchased from a
reputable commercial supplier. Stakes should by Y2 to 2 inches in diameter and living
based on the presence of young buds and green bark. Stakes shall be angle on the bottom
and cut flush on the top with buds oriented upwards. All side branches shall be cleanly
trimmed so.the cutting is one single stem. Stakes should be kept cool and moist to
improve survival and to maintain dormancy.
Live staking plant material shall consist of a random assortment of materials selected
from the following:
Silky Dogwood
Black willow
Elderberry

1

(Corpus amomum)
(Salix nigra)
(Sambucus canadensis)
Other species may be substituted upon approval of NCSU personnel.
Planting shall take place in late fall. Stakes should be installed randomly 2 to 3 feet apart
using triangular spacing or at a density of 160 to 360 stakes per 1,000 sq ft along the
stream banks above bankfull elevation. Site variations may require slightly different
spacing. Stakes shall be driven into the ground using a rubber hammer or by creating a
hole and slipping the stake into it. The stakes should be tamped in at a right angle to the
slope with 4/5 of the stake installed below the ground surface. At least two buds (lateral
and/or terminal) shall remain above the ground surface. The soils shall be firmly packed
around the hole after installations. Split stakes shall not be installed. Stakes that split
during installations shall be replaced.
Bare Root Vegetation
Bare root vegetation to be planted along both sides of the new channel stream banks
above bankfull elevation and in the floodplain restoration area shall consist of a random
assortment of tree species including, but not limited to the following:
Common Name Scientific Name
Sycamore Platanus occidentalis
Black walnut Juglans nigra
Black cherry Prunus serotina
Silverbell Halesia carolina

Persimmon Diospyros virginiana
Blackgum Nyssa sylvatica
Witch-hazel Hamamelis virginiana
Spicebush Lindera benzoin
Tag alder Alnus serrulata
I
Planting shall take place in late fall. Immediately following delivery to the project site,
all plants with bare roots, if not promptly planted, shall be heeled-in in constantly moist
soil or sawdust in an acceptable manner corresponding to generally accepted horticultural
practices.

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While plants with bare roots are being transported to and from heeling-in beds, or are
being distributed in planting beds, or are awaiting planting after distribution, the
contractor shall protect the plants from drying out by means of wet canvas, burlap, or
straw, or by other means acceptable to NCSU personnel and appropriate to weather
conditions and the length of time the roots will remain out of the ground.
Soil in the area of shrub and tree plantings shall be loosened to a depth of at least 5
inches. This is necessary only on compacted soil. Bare root vegetation may be planted in
hole made by a mattock, dibble, planting bar, or other means approved by NCSU
personnel. Rootstock shall be planted in a vertical position with the root collar
approximately %i inch below the soil surface. The planting trench or hole shall be deep
and wide enough to permit the roots to spread out and down without J-rooting. The plant
stem shall remain upright. Soil shall be replaced around the transplanted vegetation and
tamped around the shrub or tree firmly to eliminate air pockets.
The following spacing guidelines of rooted shrubs and trees are provided in the following
table.
Type Spacing # Per 1,000 sq ft
Shrubs (<10 ft tall) 3 to 6 ft 25 to 110
Shrubs and trees (10-25 ft) 6 to 8 ft 15 to 25
Trees (>25 ft tall) 8 to 15 ft 4 to 15
Shrub and Tree Transplants
Shrub and trees less than 3 inches in diameter shall be salvaged onsite in areas designated
for construction, access areas, and other sites that will necessarily be disturbed.
Vegetation to be transplanted will be identified by NCSU personnel. Transplanted
vegetation shall carefully be excavated with rootballs and surrounding soil remaining
intact. Care shall be given not to rip limbs or bark from the shrub and tree transplants.
Vegetation should be transplanted immediately, if possible. Otherwise, transplanted
vegetation shall be stored in designated stockpile areas until replanted. The rootballs of
transplanted stock shall adequately be protected by a soil or sawdust covering that is kept

u
moist constantly in an acceptable manner appropriate to weather or seasonal conditions.
The solidity of the plants shall be carefully preserved.
Installation of shrub and tree transplants shall be located in designated areas along the
stream bank above bankfull elevation or in floodplain restoration areas as directed by
NCSU personnel. Soil in the area of vegetation transplants shall be loosened to a depth
of at least 1 foot. This is only necessary on compacted soil. Transplants shall be
replanted to the same depth as they were originally growing. The planting trench or hole
shall be deep and wide enough to permit the roots to spread out and down without J-
rooting. The plant stem shall remain upright. Soil shall be replaced around the
transplanted vegetation and tamped around the shrub or tree firmly to eliminate air
pockets.
Spacing of vegetation transplants will be determined onsite by NCSU personnel.

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Permanent Seeding Specifications
Permanent seeding will be used in combination with woody plantings on the up-slope
side of the riparian areas and down to the bankfull elevation in Reaches 2 and 4.
Permanent seeding will occur in conjunction with temporary seeding where applicable.
This mixture will also be used in any terrestrial (areas not inundated) riparian area that
has been disturbed by construction, is designated as wetland and/or riparian
enhancement, or as directed by NCSU personnel. This mixture shall be planted in late
fall in combination with the temporary seeding operation and woody plant installations.
Seeding should be done evenly over the area using a mechanical or hand seeder. A drag
should be used to cover the seed with no more than '/2 inch of soils. Where a drag cannot
safely be utilized, the seed should be covered by hand raking.
Seedbed Preparation
On sites where equipment can be operated safely, the seedbed shall be adequately
loosened. Disking may be needed in areas where soil is compacted. Steep banks may
require roughening, either by hand scarifying or by equipment, depending on site
conditions. NCSU personnel will determine condition needs onsite. If seeding is done
immediately following construction, seedbed preparation may not be required except on
compacted, polished or freshly cut areas. If permanent seeding is performed in
conjunction with temporary seeding, seedbed preparation only needs to be executed once.
Fertilizing/Liming
Areas fertilized for temporary seeding shall be sufficiently fertilized for permanent
seeding; additional fertilizer is not required for permanent seeding.
Seeding
A riparian seed mix at the rate of 1/4 lb per 1,000 sq ft or 10 lbs per acre shall be used for
seeding. The following table lists herbaceous, permanent seed mixture labeled "riparian
seed mix"

Common Name Scientific Name
Rice Cut Grass Leersia oryzoides 10
Soft Rush Juncus effusus 10
Deertongue Panicum clandestinum 10
Switchgrass Panicum virgatum 5
Jack-in-the-Pulpit Arisaema triphyllum 5
Ironweed Vernonia noveboracensis 5
Three-square Bulrush Scirpus americanus 5
Woolgrass Scirpus cyperinus 5
Virginia Wildrye Elymus virginicus 5
Sensitive Fern Onoclea sensibilis 5

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Hop Sedge Carex lupilina 5
Fox Sedge Carex vulpinoidea 5
Swamp Sunflower Helianthus angustifolius 5
Joe Pye Weed Eupatorium fistulosum 5
Cinnamon Fern Osmunda cinnamomea 5
Cardinal Flower Lobelia cardinalis 5
Witch-hazel Hamamelis virginiana 5
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EROSION CONTROL INSTALLATION (BN 125)
A
'B c r
ti
ORMICA . K)INTS
A. 0VMlILAPS AND MUM
E. PROJECTED WATER LINE
SLOPE VERTICES

1. Prepare soil before installing blankets, including any necessary application on
lime, fertilizer, and seed.
2. Begin at the toe of the streambank by anchoring the blanket in a 6" (15 cm) deep
'
surface by
' placing staples/stakes in appropriate locations as shown in the staple pattern guide.
4. Place consecutive blankets end over end (shingle style) with a 4" - 6" (10 cm - 15
cm) overlap. Use a double row of staples staggered 4" (10 cm) apart and 4" (10 cm)
on center to secure blankets.
5. Full length edge of blankets at top of side slopes must be anchored with a row of
staples/stakes approximately 12" (30 cm) apart in a 6" (15 cm) deep X 6" (15 cm)
wide trench. Backfll and compact the trench after stapling.
6. Adjacent blankets must be overlapped approximately 2" - 5" (5 cm - 12.5 cm) and
stapled. To ensure proper seam alignment, place the edge of the overlapping
blanket (blanket being installed on top) on the blanket being overlapped.
beyond the up-slope portion of the trench. Anchor the blanket with a row of
'
staples/stakes approximately 12" (30 cm) apart in the bottom of the trench. appropriate Backsidefll
remaining 12" (30 cm) portion of blanket back over seed and compacted soil. Secure
X 3. 6" Roll (15 cm) blanket in wide trench direction of with water flow. approximately 12" Blankets (30 will cm) of unroll with blanket extended
blanket over compacted soil with a row of staples/stakes spaced approximately 12"
(30 cm) apart across the width of the blanket.
and against the compact soil the surface trench . All after blankets stapling. must Apply be seed to securely fastened compacted to soil soil and fold
7. A staple check slot is required at 30 to 40 foot (9m -12m) intervals. Use a double
row of staples staggered 4" (10 cm) apart and 4" (10 cm) on center over entire width
of the bank.
' 8. The terminal end of the blankets must be anchored with a row of staples/stakes
' approximately 12" (30 cm) apart in a 6" (15 cm) deep X 6" (15 cm) wide trench.
Backfill and compact the trench after stapling.
' notes : horizontal staple spacing should be altered if necessary to allow staples to
secure the critical points along the channel surface.
' in loose soil conditions, the use of staple or stake lengths greater than 6" (15 cm)
may be necessary to properly anchor the blankets.

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6.62
Purpose To retain sediment from small, sloping disturbed areas by reducing the
velocity of sheet flow (Figure 6.62a).
Figure 6.62a
Sediment trapped
behind well
supported
sediment fence.
Minimum ¦ Drainage area: limited to 1/4 acre per 100 ft offence. Area is further
Requirements restricted by slope steepness as shown in Table 6.62a.
Table 6.62a
Maximum Land
Slope and Distance
for Which
Sediment Fence
Is Applicable
6.62.1
Maximum Slope
Land Slope (%) Distance Above Fence (ft)'
< 2 100
2 to 5 75
5 to 10 50
10 to 20 25
> 20 15
'Slope distance may be increased If design is supported by appropriate runoff calcula-
tions.

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Sediment Fence (Silt Fence) 13
¦ Location: Fence should be nearly level and at least 10 ft from the toe
of slopes to provide a broad, shallow sediment pool (Figure 6.62b).
¦ Spacing of support posts: 8 ft maximum if fence is supported by wire,
6 ft maximum for extra-strength fabric without support-wire backing.
¦ Trench: bottom 1 ft of fence must be buried 8 inches deep minimum.
¦ Fence height: depth of impounded water should not exceed 1.5 ft at
any point along the fence.
¦ Support posts: 4-inch diameter pine or 1.331b/linear ft steel, buried
or driven to depth of 18 inches. Steel posts should have projections for
fastening fabric.
Table 6.62b
Specifications
for Sediment
Fence Fabric
¦ Support wire: wire fence (14 ga with 6-inch mesh) is required to sup-
port standard-strength fabric.
¦ Reinforced, stabilized outlets (Figure 6.62c): located to limit water
depth to 1.5 ft measured at lowest point along fenceline. Outlet allows
safe storm flow bypass.
Crest height -1 ft maximum
Width of splash pad-5 ft minimum
Length of splash pad-5 ft minimum
¦ Fence fabric: synthetic filter fabric conforming to specifications in
Table 6.62b, and containing UV inhibitors and stabilizers to provide a
life of 6 months minimum at temperatures from 00 to 1200 F. (Burlap
may be used for short periods, not exceeding 60 days.)
Physical Properties Minimum Requirements
Filtering efficiency 85%
Tensile strength at
20% (max) elongation:
Standard strength 30 Ib/linear inch
Extra strength 50 lb/linear Inch
Slurry flow rate 0.3 gpm/ft2

6.62.2

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6.62
Installation NOTE: Sediment fence captures sediment by backing up water to allow
deposition. It is relatively ineffective for filtration because it clogs too
rapidly. The sedimentation pool behind the fence is very effective and
may reduce the need for expensive sediment basins and traps.
To use sediment fence effectively, provide access to the locations where
sediment accumulates and provide reinforced, stabilized outlets for
emergency overflow (Figure 6.62c).
Sediment fence is most effective when used in conjunction with other
practices such as perimeter dikes or diversions.
Location Locate the fence at least 10 ft from the toe of steep slopes to provide sedi-
ment storage and access for cleanout (Figure 6.62b).
The fence line should be nearly level through most of its length to impound
a broad, temporary pool. Stabilized outlets are required for bypass flow,
unless fence is designed to retain all runoff from the 10-yr storm (Figure
6.62b).
The fence line may run slightly off level (grade less than 1961) if it terminates
in a level section with a stabilized outlet, diversion, basin, or sediment trap.
There must'be no gullying along the fence or at the ends. Sediment fence
should not be used as a diversion.
Figure 6.62b
Level fence line
with room for
temporary pool.
6.62.3

F

n.

IJ

1

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1
Sediment Fence (Silt Fence) 13
Reinforced, Any outlet where storm flow bypass occurs must be stabilized against
Stabilized erosion.
Outlets Set outlet elevation so that water depth cannot exceed 1.5 ft at the lowest
point along the fenceline (Figure 6.62c).
Set fabric height at 1 ft maximum between support posts spaced no more
than 4 ft apart. Install a horizontal brace between the support posts to serve
as an overflow weir and to support top of fabric. Provide a riprap splash pad
as shown in Figure 6.62c.
Excavate foundation for the splash pad a minimum 5 ft wide,1 ft deep, and
5 ft long on level grade. The finished surface of the riprap should blend with
surrounding area, allowing no overfall. The area around the pad must be
stable.

f- W min --0
tJy "k
t?1• .4 ? t•Iv .J/ ???
4 ,
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Place posts
at low points
1Y( tJ)
Figure 6.62c Perspective of reinforced, stabilized outlet for sediment fence.
Construction Dig a trench approximately 8 inches deep and 4 inches wide, or a V-trench,
in the line of the fence as shown in Figure 6.62d.
Drive posts securely, at least 18 inches into the ground, on the downslope
side of the trench. Space posts a maximum of 8 ft if fence is supported by
wire, 6 ft if extra-strength fabric is used without support wire. Adjust
spacing to place posts at low points along the fenceline.
Fasten support wire fence to upslope side of posts, extending 6 inches into
the trench as shown in Figure 6.62d.
Attach continuous length of fabric to upslope side of fence posts. Avoid
joints, particularly at low points in the fence line. Where joints are
necessary, fasten fabric securely to support posts and overlap to the next
post.
6.62.4

1
1
6.62
/ Support wire
Filter I
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V-trench
with gravel
Figure 6.62d Detail of sediment fe nce Installation.
Place the bottom 1 ft of fabric in 8-inch deep trench lapping toward the
upslope side. Backfill with compacted earth or gravel as shown in Figure
6.62d.
To reduce maintenance, excavate a shallow sediment storage area on
upslope side of fence where sedimentation is expected. Provide good access
to deposition areas for cleanout and maintenance.
Allow for safe bypass of storm flow to prevent overtopping failure of fence.
DO NOT install sediment fence across intermittent or permanent
streams, channels, or any location where concentrated flow is antici-
pated.
6.62.5
13
Sediment Fence (Silt Fence)

Common Fence sags or collapses-common causes are:
' Trouble ¦ drainage area too large,
Points 0 too much sediment accumulation allowed before cleanout,
¦ approach too steep, or
¦ fence not adequately supported.

' Fence fails from undercutting-common causes are:
¦ bottom of fence not buried at least 8 inches at all points,
¦ trench not backfilled with compacted earth or gravel,
¦ fence in
ll
t
d
s
a
e
on excessive slope, or
¦ fence located across drainageway.
t Fence is overtopped-common causes are:
¦ storage capacity inadequate, or
¦ no provision made for safe bypass of storm flow.
¦ Do not locate fence across drainage way.
Erosion occurs around end of fence-common causes are:
¦ fence terminates at elevation below the top of the temporary pool,
' ¦ fence terminates at unstabilized area, or
¦ f
l
ence
ocated on excessive slope.
Maintenance Sediment fence requires a great deal of maintenance. Inspect sediment
fences periodically and after each rainfall event.
Should fabric tear, decompose, or in any way become ineffective, replace
i
i
' t
mmediately. Replace burlap at least every 60 days.
Remove sediment deposits promptly to provide adequate storage volume for
thenextrain and toreducepressureon fence. Takecareto avoid undermining
' fence during clean out.
Remove all fencing materials and unstable sediment deposits after the
contributing drainage area has been properly stabilized, inspected, and
approved. Bring the disturbed area to grade and stabilize as shown in the
vegetation plan.
6.62.6 .

C
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i
APPENDIX 8
HYDROLOGY and
SEDIMENT TRANSPORT
ASSESSMENT

Sediment Transport
' A stable stream has the capacity to move its sediment load without aggrading or
degrading. The total load of sediment can be divided into bed load and suspended load.
Suspended load is normally composed of fine sands, silts and clay and transported in
suspension. Bed load is transported by rolling, sliding, or hopping (saltating) along the
bed. At higher discharges, some portion of the bed load can be suspended, especially if
there is a sand component in the bed load.
The movement of particles depends on their physical properties, notably size, shape and
density. Grain size has a direct influence on the mobility of a given particle. Critical
dimensionless shear stress (z *d) is a measure of the force required to move a given size
particle resting on the channel bed. It can be calculated using a surface and subsurface
particle sample from a representative riffle in the reach.
-0.872
z *c; = 0.0834 d
d50
Where,T*,;=critical dimensionless shear stress
di = d50 of riffle bed surface (mm)
d50 = subsurface d50 (MM)
' Note: Equation applies only to gravel bed streams
Critical dimensionless shear stress can then be used in the following equation to predict
the water depth required to move the largest particle found in the bar sample. The water
depth is calculated by:
' d = z *d ((Psa„a - Pwaler) / Pwnrer)D;
7

1

1
Y
Where, d = water depth (ft)
T*c;=critical dimensionless shear stress
Nand = denisty of sand (2.65 g/c3)
pwat,= density of water (1.0 g/c)
D; = largest particle found in the point bar sample (ft)
S = average riffle slope
Note: Equation applies only to gravel bed streams
If the design mean riffle depth is significantly larger or smaller than the depth needed to
move the largest particle, then the width to depth ratio may need to be adjusted up or
down, respectively, to correct the depth.

7
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Shear stress at the riffle should also be checked using Shield's Curve. The shear stress
placed on the sediment particles is the force that entrains and moves the particles, given
by:
z=yRs
Where, ti = shear stress (lb/ft2)
y = specific gravity of water (62.4 lb/ft3)
R = hydraulic radius (ft)
S = average riffle slope (ft/ft)
If the shear stress is determined from the Shield's diagram to move a particle size that is
significantly larger or smaller than the D84 of the Bar or Pavement sample, then the
sinuosity may need to be increased or decreased respectively, in order to decrease the
average channel slope, thus reducing the shear stress.
Field Measurement Procedures:
Pavement Sample: To sample the pavement of the stream, first locate a representative
riffle. Using a bottomless bucket, isolate a section of the riffle that is more depositional
than the rest for sampling. Carefully remove the top veneer of the deposition within the
sample area by picking the particles off the top, removing the smaller particles first.
Continue removing the small and then the large particles working from one side of the
sample area to the other. Measure the intermediate axis of the largest particle. Sieve the
sample and then, plot the results on a cumulative frequency curve. The D50 and D84
particle for the pavement sample can then be determined from the curve.
Sub-Pavement Sample: The Sub-Pavement Sample should be collected beneath the
Pavement sample. The material below the Pavement sample should be excavated and
removed to a depth equal to the intermediate axis of the largest particle that was collected
from the Pavement Sample. The bottomless bucket should continue to define the
boundaries of the sampling area. The sample should be sieved and the cumulative
frequency curve plotted from the results. The D50 and D84 particle for the Sub-Pavement
sample can then be determined from the curve.
Bar Sample: A Bar Sample should be collected from the lower (downstream) third of a
well-developed point bar in the stream. By scanning the lower third of the point bar,
collect the largest particle from the surface of the bar and measure the intermediate axis
of this particle. This length will determine the depth of excavation for the bar sample. A
bottomless bucket should be placed on the lower third of the bar half way between the
thalweg and the bankfull elevation. If significant bank erosion or watershed disturbance
has caused sedimentation of the lower third of the bar, then the middle of the bar should
be used for the sample. The depositional material within the sample area should be
excavated to a depth equal to the intermediate axis of the largest particle found on the
lower third of the bar. This material should be removed and sieved. The sieve results
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DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
vestigation: Karen Hall
o Normal Circumstances exist on the site? Yes x No
the site significantly disturbed (Atypical Situation)? Yes No x
the area a potential Problem Area? Yes No x
(If needed, explain in remarks.)
Date: 09/20%
County: Wilkes
State: NC
Community ID: Wetland
TransectID:
Plot ID:

VEGETATION

1

Dominant Plant S
ecies
Stratum
Indicator
Dominant Plant Species Stratum Indicator
Salix ni a Canopy QBL
Inus serrulata Shrub FACW+
Carex sp. Herb FACW
uncus a sus Herb FACW+
icroste 'um vimineum Herb FAC
anicum s p. Herb FAC
Festuca arundinacea Herb FAC-

Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC-) 86
Remarks:
HYDROLOGY

r
t

11
1
1
Recorded Data (Describe in Remarks:) Wetland Hydrology Indicators:
Stream, Lake or Tide Gauge Primary Indicators:
Aerial Photographs X Inundated
Other x Saturated in Upper 12 inches
x No Recorded Data Available x Water Marks
Drift Lines
Field Observations: Sediment Deposits
X Drainage Patterns in Wetlands
Depth of Surface Water: 0 (in.) Secondary Indicators (2 or more required):
x oxidized Root Channels in Upper 12 in.
Depth to Free Water in Pit: 0 (in.) x Water-Stained Leaves
Local Soil Survey Data
Depth to Saturated Soil: 0 (in.) FAC-Neutral Test
Other (Explain in Remarks)
Remarks:

Community ID:
Transcct ID:
' Plot ID:
SOILS
1
u

1

1
t
Wetland
Map Unit Name
(Series and Phase): Ostin

Taxonomy Subgroup: Drainage Class:
Confirm Mapped Type?
Yes
x No
Profile Description:
Depth Matrix Color Mottle Colors
inches Horizon unsell Moist unsell Moist
Mottle Texture, Concretions,
Abundance/Contrast Structure etc.
0-4 A 10 YR 312 silt loam
4-16 B 10 YR 412 san loam

Hydric Soil Indicators:
Histosol
Histic Epipedon
Sulfidic Odor
Aquic Moisture Regime
X Reducing Conditions
x Gleyed or Low-Chroma Colors
Concretions
High Organic Content in Surface Layer in Sandy Soils
Organic Streaking in Sandy Soils
Listed on Local Hydric Soils List
Listed on National Hydric Soils List
Other (Explain in Remarks)
Remarks: Oxydized Rhizospheres
WFTT.AN71 nFTFRMTNATTON
ydrophytic Vegetation Present? x Yes No
etland Hydrology Present? X Yes No
ydric Soils Present? x Yes No
this Sampling Point Within a Wetland? x Yes No
1

DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Stone Mountain
Investigation: Karen Hall
Do Normal Circumstances exist on the site? Yes x No
Is the site significantly disturbed (Atypical Situation)? Yes No x
Is the area a potential Problem Area? Yes No x
(If needed, explain in remarks.)
County: Wilkes
State: NC
Community ID:
Transect ID:
Plot ID:
' VEGETATION
1
1

Dominant Plant S ecies Stratum Indicator Dominant Plant Species Stratum Indicator
u laps ni a Canopy FACU
Prunus serotina Canopy FACU
Liriodendron tulipifera Canopy FAC
Cornus otVa Subcan. FACU
icroste 'um vtmineum Herb FAC
Lonicera 'a onica Vine FAC-
Vitis rotunda olia Vine FAC

Percent of Dominant Species that are OBL, FACW or FAC (excluding FAC-) 43
Remarks:
' HYDROLOGY
1

1

1
Recorded Data (Describe in Remarks:) Wetland Hydrology Indicators:
Stream, Lake or Tide Gauge Primary Indicators:
Aerial Photographs Inundated
Other Saturated in Upper 12 inches
x No Recorded Data Available Water Marks
Drift Lines
Field Observations: Sediment Deposits
Drainage Patterns in Wetlands
Depth of Surface Water: >12 (in.) Secondary Indicators (2 or more required):
Oxidized Root Channels in Upper 12 in.
Depth to Free Water in Pit: >12 (in.) Water-Stained Leaves
Local Soil Survey Data
Depth to Saturated Soil: >12 (in.) FAC Neutral Test
Other (Explain in Remarks)
Remarks:

Community ID: Upland
Transect ID:
' Plot ID:
I SOILS

1

11
1

1

Map Unit Name
(Series and Phase): Rosman Reddies Complex

Taxonomy Subgroup: Drainage Class:
Confirm Mapped Type?
x Yes
No
Profile Description:
Depth Matrix Color Mottle Colors
inches Horizon unsell Moist unsell Moist
Mottle Texture, Concretions,
Abundance/Contrast Structure etc.
1-16 A -B 7.5 YR 913 fine sandy silt loam

Hydric Soil Indicators:
Histosol
Histic Epipedon
Sulfidic Odor
Aquic Moisture Regime
Reducing Conditions
Gleyed or Low-Chroma Colors
Concretions
High Organic content in surface Layer in Sandy Soils
Organic Streaking in Sandy Soils
Listed on Local Hydric Soils List
Listed on National Hydric Soils List
Other (Explain in Remarks)
Remarks:
WFTT.ANiI nF.TF.112MTNATTnN
ydrophytic Vegetation Present? Yes x No
etland Hydrology Present? Yes x No
ydric Soils Present? Yes x No
this Sampling Point Within a Wetland? Yes x No
1