20030368 Ver 1_Complete File_20030320

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ELLERBE CREEK STREAM RESTORATION - Project #127
Second Annua onitoring Report - February 2007 - Final
Designed by:
Stantec. Consulting Services; Inc =.s i
Suite 300,: 801 Jones Franklin Raa&.':< :. ,
Raleigh, North Carolina 27606L,-'- .1
Submitted to: 1: a'•
North Carolina 41ment of Environment and
Natural Resourcessi.x,t,6i
Ecosystem Enhancement Program
_ stein 1652 Mail Service.Center
;F Raleigh, NC 2760 65f'
.'cif ..
A
Table of Contents
-I. Executive Summary .......................................... .......................................... 4
11. Project Background .................. 4
. .............................
A. Location and.Setting .. .. ......... ... ........ 4
B. Structure and Olziectives . ......... 5
....................... ....................
C. History and-Background ......... ..............................
.......... ................................... 7
III. Project Conditions. and Monitoring Results .... ...: ..... ......... ::..:... 10
A: Vegetation Assessment
................................................ 10
A. Soil Data .::..::..:::....:..
.............................................................:.................... 10
2. Vegetation Problem Areas ................................................................................... 10
2.1. Hillsborough Reach ...................................................................................... 11
2.2. Croasdaile Reach .
2.3. Hillai dale Reach ..................................
2.4. -Albany Reacfi :...........................................................:......... ..................... 11
3. Stem Counts:,;:: ` ...............: -
.......................:...............:.......:........ ......... ............ 12
4. Vegetation Plot Photos ......................................................................................... 14
B. Stream Assessment ................................................................................................... 14
C. Wetland Assessment . ........................... ............................::............. ....
26
LIST OF FIGURES'..
Figure 1 Vicinity Map .........................................................................................................6
Figure 2 Monitoring Plan View ......................................................................................:.10
Figure 3. USGS Stream gauge data for Ellerbe Creek .....................................................17
Tables
Exhibit Table I. Proj ect. Mitigation Structure and Objectives ,.._..:: :..... I ....................... 7
Exhibit Table.II. Project Activity and Reporting History.... .,.... , :.............................. 7
Exhibit Table III. Project Contact Table ....................................... ........ ..................... 8
Exhibit Table.IV. Project-Background Table ...................:.. ,..:. .,.:...................:........: 8
Exhibit Table V. Pret rn 4ary Soil Data .........10
Exhibit Table VI. Vegetative Problem Areas .......:. ......... .......... ......................... 10
Exhibit Table VI_I Stem- Counts for Each Species Arranged by Plot.,... . ............................. 13
Exhibit Table VIII. Verification of Bankfull Events ......................................................... 15
Exhibit Table X. StreaniTioblem Areas .................................................. ....,.................16
Exhibit Table XI.. Categorical Stream Feature Visual Stability Assessment .................... 20
Exhibit Table XII. Baseline Morphology and Hydraulic Summary ................................. 19
Exhibit Table XIII., Morphology and Hydraulic Monitoring Summary ........................... 21
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 2

APPENDICES
Appendix A Vegetation Raw Data
A-1 Vegetation Problem Area Plan View
A-2 Vegetation Problem Area Photo
A-3 Vegetation Survey Summary Data
A-4 Vegetation Monitoring Plot Photos
A-5 Vegetation Raw Data
Appendix B Geomorphologic Raw Data
B-1 Exhibit -Problem Areas Plan View
B-2 Representative Stream Problem Area Photos
B-3 Stream Photo-station-Photos
B-4 Table B.1 Qualitative Visual Stability Assessment
B-5 Cross section Plots and Raw Data Tables
B-6 Longitudinal Plots and Raw Data Tables
B-7 Pebble Counts
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 3
.
1. Executive Summary
The Ellerbe Creek stream restoration a project is located on the Hillandale Golf Course in
Durham; -North Carolina just east the intersection of U.S 151501 and Interstate 85 (1-
85). The project has restore 6,279 linear fee of the perennial stream in the Neuse River
Basin (USES HUC 03020201050010). The drainage area for the site covers approximately
5,635 acres. Several unnamed tributaries enter Ellerbe Creek upstream of the restoration site.
Project construction began in January 2004 and was completed in December of the same
year. First year monitoring was done in the fall of 2005. Second year monitoring was
completed in November 2006.
As-built' qualitative evaluation was conducted by RJG&A during early February 2006.
Subsequent qualitative evaluation was conducted during early March, late June,
September, and October 2006. The second annual vegetation monitoring data were
collected during September 2006. The second annual geomorphological monitoring data
were collected during October and December 2006.
The restoration project has met its design goals. No significant geomorphologic changes
have occurred during the second monitoring year. Aquatic and semi-aquatic organisms
have colonized most of the restoration area and the average woody stem density (942 per
acre) has exceeded the vegetation restoration goal.
II. Project Background
A. Location and Setting
The Ellerbe Creek restoration is located in the City of Durham on the Hillandale Golf
Course. 'The: golf course and restoration area are located approximately 1,500 feet east of
the I-85/U.S. 151501 intersection, on the east and west sides of Hillandale Road. To
access the site from I-85, travel south on exit 17a (Hillandale Road). Ellerbe Creek is at
the bottom of the first hill. The restoration site begins where Ellerbe Creek emerges from
a double box culvert under I-85, continues east under Belleview Avenue and Hillandale
Road, and terminates approximately 300 west of Albany Street. Sprunt Avenue parallels
most of the site to the south. Indian Trail parallels the Albany reach to the north (Figure
1). The Croasdaile reach is along an unnamed tributary to Ellerbe Creek that emerges
from a double box culvert under I-85. It is paralleled by Belleview Avenue to the east.
Maintenance of the immediately surrounding golf course, channel straightening, and the
.large amount of impervious surface in the surrounding urban watershed were primarily
responsible-for the-stream's instability. The golf course had intensively managed the
vegetation adjacent to the stream and only a grass buffer existed along the banks. The
result was an entrenched stream with low sinuosity. The channel was incised four to six
feet and erosion and slumping affected large portions of the banks.
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 4
A Structure and Objectives
A Priority 2 stream restoration was used for the most of project's length to establish a
new floodplain, improve sediment transport capability, restore wildlife habitat, and
improve water quality. Some stream enhancement was done in the Croasdaile,
Hillandale, and Albany reaches, where utility rights-of-way were present. The Albany
reach also included preservation. The project involved channel dimension adjustments,
pattern alterations, in-stream structure (root wads, rock vanes, and woody debris)
installation to provide grade control and channel stability, and riparian buffer restoration.
(woody vegetation planting and stock exclusion).
The areas where site constraints related to the golf course and utility rights-of-way are
detailed.in the As-Built Report.
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 5

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Elierbe Creek Stream Restoration Site

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Figure 1. Ellerbe Creek Stream
Restoration - Durham County, NC A
source: NCDOT Data Distribution -Tile 78 Feet
wwwaedoLorg/it/gisiDalaDistribt6ont Durharn County " 0 1,500
ii J ?.\11
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 6
Exhibit Table I. Project Objectives Table (from Ellerbe Creek Year One Monitoring Report)
Ellerbe Creek Stream Restoration - Project #127
Reach ID Mitigation Type Linear Feet or
Acreage Comment
Hillsborough Restoration 1663 LF Changed dimension, pattern, and profile
Croasdaile Restoration 199 LF Changed dimension, pattern, and profile
Croasdaile Enhancement 504 LF Changed dimension and profile
Hillandale Restoration 1321 LF Changed dimension, pattern, and profile
Hillandale Enhancement 618 LF Changed dimension and profile
Alban Restoration 1207 LF Changed dimension, pattern, and profile
Alban Enhancement 391 LF Changed dimension and profile
Alban Preservation 376 LF Protected existing stream
Buffer Restoration 17.41 AC Restored buffer area
Stormwater Wetland Creation 0.15 AC Created wetlands
Pocket Wetlands Creation 0.23 AC Created wetlands
'-I,cAYUAA QUA-..? 1u?? -EvC Can C? , loin
C. History and Background
Exhibit Table H. Activity and Reporting History
Ellerbe Creek Stream Restoration - Project #127
Activity or Report Calendar Year of
Completion or
Planned Completion Actual Completion
Date
Restoration Plan 2003 March 2003
Construction 2005 March 2005
Temporary S&E mix applied 2004 December 2004
Permanent seed mix applied 2004 December 2004
Bare Root Planting 2004 January 2004
Mitigation Plan 2005 May 2005
As-built 2004 May 2005
Year 1 Monitoring 2005 October 2005
Year 2 Monitoring
Vegetation 2006 September 2006
Geomo holo ical 2006 October 2006
Report 2006 December 2006
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 7
Exhibit Table III. Project Contacts
Ellerbe Creek Stream Restoration - Project #127
Design:
Stantec Consulting, Inc.
801 Jones Franklin Road, Suite 300
Raleigh, North Carolina 27606
Mr. Brad Fairley
919 851-6866
Construction Contractor:
SEI Environmental, Inc.
130 Penmarc Drive
Raleigh, NC 27603-2470
Ms. Jackie Utley
919)832-2535
Monitoring Performers:
RJG&A
1221 Corporation Parkway, Suite 100
Raleigh, NC 27616
Mr. Ward Marotti
919 872-1174
Exhibit Table IV. Project Background - Ellerbe Creek Stream Restoration - Project #127
County Durham
Drainage Area Hillsborough Reach - 1,140 Acres 1.78 s q. miles
Hillandale Reach -1,810 Acres 2.83 s q. miles
Alban Reach - 2,150 Acres 3.36 s q. miles
Croasdaile Reach - 535 Acres 0.84 s q. miles
Drainage Impervious Cover Estimate % 80% impervious; 20% forest and residential
Stream Order Third Order
Ph sio a hic Region Piedmont
Ecore ion Triassic Basins
Ros en Classification of As-built C4
Dominant Soil Types Carteca , Chewacla, and Congaree
Reference Site ID SCO#010551001A
USGS HUC for Project and Reference Ellerbe: 03020201; Cabin Branch: 03020201;
Tributary to Marks Creek: 03020201
NCDWQ Sub-basin for Project and Reference Ellerbe: 03-04-01; Cabin Branch: 03-04-01; Tributary
to Marks Creek: 03-04-02
NCDWQ Classification for Project and
Reference Ellerbe: Impaired; Cabin Branch: Not Rated;
Tributary to Marks Creek: Excellent
An portion of the project segment 303d listed? Yes
Any portion of the project segment upstream of
a 303d listed segment? Yes
Reasons for 303d Listing or Stressor Urban runoff/storm sewers
% of Project Easement Fenced 0% None
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 8
Figure 2. Monitoring Plan View
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 9
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III. Project Conditions and Monitoring Results
The site was initially evaluated in early February 2006 and appeared to be functioning as
designed. Subsequent evaluations in March, June, September, and October 2006 also
revealed relatively complete design compliance, with a few minor exceptions, detailed
below.
A. Vegetation Assessment
1. Soil Data
Exhibit Table V. Preliminary Soil Data - Ellerbe Creek Stream Restoration -
Project #127
Series Max Depth
in. % Clay on
Surface K T OM%
Altavista silt
loam 41 12 to 27 0.24 5 1.75
Cartecay 80 12 to 27 0.32 5 2.50
Chewacla 60 12 to 27 0.28 5 2.50
Wahee 65 8 to 27 0.37 2 2.50
White Store 60 11.3 0.28 3 1.25
2. Vegetation Problem Areas
Overall, planted woody vegetation appeared to be successful when evaluated during
September 2006, with only a few minor problem areas.
Exhibit Table VI. Vegetation Problem Areas - Ellerbe Creek Stream
Restoration - Project #127

Feature/Issue Station/Range Probable Cause Photo #
Bare soil/eroded slopes 1110-1260 Compated soil/high
runoff from golf course VP 1,
VP2
Bare soil/eroded slopes 1800-1975 Compated soil/high
runoff from golf course VP1,
VP2
Bare soil/eroded slopes 1850-2020 Compated soil/high
runoff from golf course VP 1,
VP2
Beaver browsing 2880-2910 Beaver dams in area VP3
Bare soil/eroded slopes 3490-3560 Compated soil/high
runoff from golf course VP 1,
VP2
Bare soil/eroded slopes 6235-6470 Compated soil/high
runoff from golf course VP 1,
VP2
Beaver browsing 6355-6490 Beaver dams in area VP3
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 10
2.1. Hillsborough Reach
Three vegetation problem areas were observed in the Hillsborough reach during the
second growing season. Two of them are on the slopes between the terrace and the golf
course. They are likely to have resulted from rill and gully erosion in compacted subsoil.
The third, and largest, vegetation problem area is the result of beaver damage to planted
woody stems in the floodplain and lower terrace, immediately adjacent to the beaver
ponds.
Replanting, mulching, and installation of erosion control devices (e.g. coir matting) in the
rill and gully areas is recommended. During the June qualitative evaluation, a beaver
?l dam was observed. Several more dams were observed during the September evaluation
and vegetation monitoring and planted woody stems appeared have been harvested. The
beaver on the site was reported to have been killed by an automobile during late
November 2006 (Roy Clark, Greenskeeper, Hillandale Golf Course, personal
communication). The dams were subsequently removed by an EEP subcontractor.
Because the impacted planted woody stems adjacent to the ponds were unlikely to have
been killed and may recover during the 2007 growing season, no remedial action is
recommended at this time. In addition to beaver harvest in this floodplain area, planted
woody stem vigor in this floodplain area was relatively low. Because of the low slope in
this floodplain area, the cause appears to be lack of and adequate growth medium (i.e. too
compact/not enough organic material/nutrients).
2.2. Croasdaile Reach
The only vegetation problem area observed in the Croasdaile reach was where the
NCDOT rip-rap spillway crosses the stream buffer. No remedial action is
recommended/possible at this time.
2.3. Hillandale Reach
A small rill and gully vegetation problem area was observed on the slope from the golf
coarse in the Hillandale reach, immediately downstream from cross section four. As
described above, this vegetation problem area is likely to be the result of the lack of an
adequate substrate.
Two small, relative narrow, beaver harvest areas were observed along both banks,
immediately downstream of the Croasdaile Bridge. Like the areas described above, the
impacted planted woody stems are unlikely to have been killed and, because of the
beaver's death and removal of the dams, they are likely to re-sprout during the 2007
growing season.
2.4. Albany Reach
Two vegetation problem areas were observed in the Albany Reach. Both are on the left
side of the stream, near the bottom (downstream end) of the restoration area. The rill and
gully problem area is on the slope between the course and the floodplain and is very
similar to those described above. The area that has resulted from beaver harvesting of
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 11
planted woody stems is immediately downhill (stream right) from the rill and gull site.
No beaver dams were observed in the Albany Reach. The lower portion of the Albany
reach has been "backwatered" since the June evaluation, presumably from downstream
beaver impoundments. Because the animals impacting this area are offsite, remedial
action in this area will be difficult.
3. Stem Counts
Prior to the first year of monitoring, eleven vegetation survey plots were installed at the
Ellerbe Creek restoration site. The Hillsborough, Hillandale, and Albany reaches each
contain three vegetation plots. The Croasdaile reach contains two. The length and width
of each plot varies due to site constraints, but all plots are 100 square meters. In
accordance with the vegetation monitoring methodology specified in the Restoration
Plan, and the First Annual Monitoring Report, the number of planted live stems was
recorded at each vegetation plot. Additionally, the height (cm) of each stem was
recorded, and diameter at breast height (dbh) was recorded for stems taller than 137 cm
(4.5 feet), and decimeter at decimeter height (ddh) was recorded for shorter stems.
The average live, planted woody stem density for all plots was 23.27 individuals per plot,
(942 stems per acre). This exceeds the required 320 stems per acre in the second
monitoring year by 290 percent, in spite of the 59.7 percent survival of planted woody
stems (Table 7).
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 12
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4. Vegetation Plot Photos
Vegetation plot photos are in Appendix A.
B. Stream Assessment
RJG&A staff evaluated the Ellerbe Creek Stream Restoration site during February,
March, June, September, and October 2006 and took photographs and notes regarding the
condition and success of the project. Overall, the site is maintaining its as-built
dimension, pattern, and profile, and planted woody stem density is high.
The RJG&A staff collected the second year monitoring quantitative geomorphological
data (14 cross sections and approximately 3,400 linear stream feet) during October and
November and December 2006, respectively. Photographs were taken at all cross
sections, vegetation monitoring plots, and at the 28 permanent photo locations.
As the quantitative data and qualitative evaluations indicate, after the second growing
season the structure and function of the entire restoration project very closely match the
as built conditions (i.e. very little change has occurred).
Most structural problems observed were caused by the occupation of the site by one or
more beavers. The constructed dams caused flooding throughout the restoration site.
This eliminated a normal sediment transport regime and caused impacts to vegetation
through flooded conditions and beaver harvest of planted woody stems. Other instream
problems observed were flooding/burying of cross-vanes, which was presumably
worsened by the presence of beaver dams causing excessive sediment collection in some
areas and low flows and minimal deposition in others. In one area where the dam had
failed, the stream was developing a new pattern by downcutting through the deposited
sediment.
As noted above, the beaver and its dams have since been removed from the restoration
site and therefore, immediate remedial action is not recommended.
A wetted perimeter bed material analysis was performed at each cross section. Silt and
clay are by far the dominant bed material throughout the entire restoration site.
No crest gauges are installed at this site to document bankfull events. Potential
occurrence was based on USGS stream gauge discharge data for Ellerbe Creek near
Gorman (USGS 02086849). This gauge is located approximately 10 miles downstream
of the restoration site and has a drainage area of 21.9 square miles. According to the
urban piedmont regional curve, a stream with a drainage area of 21.9 square miles would
reach a bankfull discharge at 2,144.5 cubic feet per second (cfs) (Doll et al., 2002).
Based on USGS data for 2006 (Figure 3), there have been no bankfull events at this
gauge. The highest flow event during 2006 was 1080 cfs on November 22th', which is
less than half of the bankfull discharge predicted by the urban piedmont regional curve.
Using the rural piedmont regional curve, bankfull discharge is 819.7 cfs, making the high
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 14
flow event on November 22nd the only bankfull event of the year. Although, the
majority of the watershed upstream of this gauge is urban, the rural regional curve
appears to more accurately describe the potential for bankfull events.
Qualitative evaluation (rack
and drift lines, downed
herbaceous and woody
vegetation on the floodplain)
indicated at least three high
flow events during 2006
(April, June, and September
(left photo)).
Exhibit Table VIII. Verification of Bankfull Events - Ellerbe Creek Stream
Restoration - Pro'ect #127
Date of Data
Collection Date of Occurrence
(mm/dd/yy) Method Photo #
(if available)
30 April 2006 late-April 2006 On-site high water indicators observed NA
28 June 2006 mid-June 2006 On-site high water indicators NA
19 September 2006 early-September 2006 On-site high water indicators above
2006 11/22/06 Proximal USGS au e resource NA
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 15
Figure 3. USGS 2006 stream gauge discharge data for Ellerbe Creek near Gorman,
N.C.
"1141W 0
USES 02080949 ELLERBE CREEK NEAR GORMAN, MG
28DD.D _ _ .. ............... . . ..TTMT.::-
o -
__._...___._. __ _..... ..... ...........
-- .._................... _._
v .. .............. .... ...... _ .......... ................................ ._._._.._
a?
188.8 _......._..__.._.._.._ .................... ._.
v
as ... i ......_
0
J
N
0 1g'.?
Jan 81 Mar 81 May 81 Jul 81 Sep 81 Nov 81
2006 2006 2006 2886 2886 2886
---- Provisional Data Subject to Revision ----
Median daily statistic {9 years} - Daily nean discharge
Table IX BEHI and Sediment Export Estimates only apply to Monitoring year 5 and
were, therefore, not performed during 2006 (monitoring year 2).

Exhibit Table X. Stream Problem Areas Ellerbe Stream Restoration - Pro' ect #127

Feature/Issue Station Probable Cause Photo #
Bank undercut 1010.5 Rootwad needed SP6
Ag adation bar 1234 Unknown SP1
Rill and gully 1291 Insufficient growth medium SP5
A adation (pool) 1369.2 Beaverdam SP2
Rill and gully 1496.2 Insufficient growth medium SP5
Rill and gully 1596 Insufficient growth medium SP5
Beaver dam 1682 Colonization from downstream SP3,4
Rill and gully 1767 Insufficient growth medium SP3,4
A radation (pool) 1791 Beaverdam SP2
Rootwad undercut 1824 Unknown SP7
Beaverdam 1985 Colonization from downstream SP4
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 16
Exhibit Table X. Stream Problem Areas - Ellerbe Stream Restoration - Pro ject #127
Beaverdam 2189 Colonization from downstream SP4
Bank undercut 2195 Rootwad/armorin SP6
Bank undercut 2253 Insufficient rootwad/armorin SP6
Beaverdam 2367 Colonization from downstream SP3,4
A adation (bar) 2803 Unknown SP1
Beaverdam 2905 Colonization from downstream SP3,4
Bank undercut 2953 Insufficient rootwad/armorin SP6
Bank undercut 3240 Insufficient rootwad/armorin SP6
Bank undercut 3248 Insufficient rootwad/armorin SP6
Bank undercut 3303 Insufficient rootwad/armorin SP6
Vane undercut 3307 Insufficient coarse backfill SP8
A adation bar 3384 Unknown SP1
Vane undercut 3546 Insufficient coarse backfill SP8
Bank undercut 3567 Insufficient rootwad/armorin SP6
Bank undercut 3778 Insufficient rootwad/armorin SP6
Rill and gully 4226 Insufficient growth medium SP5
Bank undercut 4641 Insufficient rootwad/armorin SP6
Root wad undercut 4848 Unknown SP7
Bank undercut 4969 Insufficient rootwad/armorin SP6
Vane undercut 5476 Insufficient coarse backfill SP8
A adation bar 5675 Unknown SP1
Bank undercut 5946 Insufficient rootwad/armorin SP6
Bank undercut 6013 Insufficient rootwad/armorin SP6
Bank undercut 6041 Insufficient rootwad/armorin SP6
Bank undercut 6148 Insufficient rootwad/armorin SP6
Bank undercut 6261 Insufficient rootwad/armorin SP6
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 17
Exhibit Table Xl. Categorical Stream Feature Visual Stability Assessment - Ellerbe Creek
Stream Restoration - Project #127
Reach 1,66
Feature
A. Riffles
B. Pools
C. Thalweg
D. Meanders
E. Bed General
F. Vanes/J Hooks, etc.
G. Wads and Boulders
A. Riffles
B. Pools
C. Thalweg
D. Meanders
E. Bed General
F. Vanes/J Hooks, etc.
G. Wads and Boulders
A. Riffles
B. Pools
C. Thalweg
D. Meanders
E. Bed General
F. Vanes/J Hooks, etc.
G. Wads and Boulders
A. Riffles
B. Pools
C. Thalweg
D. Meanders
E. Bed General
H. Vanes/J Hooks, etc.
1. Wads and Boulders
Initial MY-01
100% 95%
100% 80%
100% 95%
100% 98%
100% 85%
100% 95%
100% 95%
Croasdaile Reach
100% 95%
100% 95%
100% 95%
100% 95%
100% 95%
100% 95%
100% 95%
Hillandale Reach
100% 90%
100% 85%
100% 95%
100% 95%
100% 75%
100% 95%
100% 95%
Albany Reach (1
100% 60%
100% 60°0
100% 80%
100% 95%
100% 50%
100% _5%
100% 95%
MY-02
87%
78%
94%
100%
89%
703 ft
100%
100%
100%
100%
100%
100%
100%
1,939 ft
93% _
89%
80%
83%
100%
92%
4ft
7
MY-03 I MY-04 I MY-05
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 18

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C. Wetland Assessment
As part of the project design, a stormwater wetland was built near the Hillandale Golf
Course number 12 tee box and 11 pocket wetlands were created throughout the Ellerbe
Creek floodplain. No monitoring wells were established in relation to any of these
wetlands and EEP did not claim any mitigation credit for them. By all appearances, all of
the wetlands appear to be functioning as designed. The NCDOT rip-rap stormwater
spillway could negatively impact hydrology in the Croasdaile Reach's constructed
wetland.
Ellerbe Creek Stream Restoration 2006 Monitoring Report
Project #127 Year 2 of 5
RJG&A Page 26
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Stream Restoration Plan
Ellerbe Creek
Durham County, NC
March 2003
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STREAM RESTORATION PLAN
Ellerbe Creek
Durham County, North Carolina
March 2003
Prepared by:
Stmtec
Stantec Consulting Services Inc.
801 Jones Franklin Road, Suite 300
Raleigh, NC 27606

Prepared by:
Sbmtec
=OQOFSS/p?;9;1'9
SEAL
28432 Q
` yFA
?.FN M. Mc
Stantec Consulting Services Inc.
801 Jones Franklin Road, Suite 300
Raleigh, NC 27606
e ?
Kathleen M. McKeithan, PE
Project Engineer
P,4,,6. ",a
Peter B. Colwell, PWS
Project Scientist
I HEREBY CERTIFY THAT THE REPORT CONTAINED HEREIN WAS PREPARED BY ME
OR UNDER MY DIRECT SUPERVISION.
SIGNED SEALED, AND DATED THIS 17TH DAY OF MARCH 2003.
KATHLEEN M. MCKEITHAN, PE

TABLE OF CONTENTS

SECTION PAGE
SUMMARY .................................................................................................................................. i
1.0 INTRODUCTION ........................................................................................................... ..1
1.1 PROJECT DESCRIPTION .................................................................................... ..1
1.2 PROJECT GOALS AND OBJECTIVES ................................................................ ..1
2.0 EXISTING CONDITIONS ............................................................................................... ..5
2.1 WATERSHED ...................................................................................................... ..5
2.1.1 Hydrology ................................................................................................. ..5
2.1.2 Soils and Geology ..................................................................................... .. 5
2.1.3 Land Use ................................................................................................... ..5
2.2 RESTORATION SITE ........................................................................................... ..5
2.2.1 Site Description ........................................................................................ ..5
2.2.2 Soils .......................................................................................................... 11
2.2.3 Macro-invertebrates ................................................................................... 14
2.2.4 Plant Communities .................................................................................... 14
2.2.5 Fish and Wildlife ........................................................................................ 14
2.2.6 Endangered/Threatened Species ............................................................. 15
2.2.7 Water Quality ............................................................................................ 15
3.0 STREAM RESTORATION ............................................................................................. 16
3.1 METHODOLOGY ................................................................................................. 16
3.1.1 Stream Classification ............................................................................... 16
3.1.2 Sediment Transport ................................................................................. 17
3.1.3 Flood Analysis ......................................................................................... 18
3.1.4 Discharge Analysis .................................................................................. 18
3.1.5 Biotic Survey ........................................................................................... 18
3.2 EXISTING STREAM CLASSIFICAITON ............................................................... 18
3.3 STREAM REFERENCE REACH SITE SEARCH AND CLASSIFICATION ............ 25
3.3.1 UT to Cabin Branch Reference Reach ...................................................... 25
3.3.2 Marks Creek South Reference Reach ....................................................... 26
3.4 NATURAL CHANNEL DESIGN PROPOSED CONDITIONS ................................ 30
3.4.1 Proposed Channel Description ................................................................. 31
3.4.2 Proposed Stream Classification ............................................................... 32
3.4.3 Sediment Transport ................................................................................. 46
3.4.4 Flood Analysis ......................................................................................... 47
3.4.5 Discharge Analysis .................................................................................. 48
3.4.6 Structures Used for Natural Channel Design ........................................... 48
4.0 BUFFER RESTORATION ............................................................................................. 50
4.1 BUFFER REFERENCE REACHES ....................................................................... 50
4.1.1 UT to Cabin Branch Riparian Buffer Conditions ....................................... 50
4.1.2 Marks Creek South Riparian Buffer Conditions ....................................... 50
4.2 Planting Plan ......................................................................................................... 50
5.0 WETLAND CREATION ................................................................................................. 64
5.1 POCKET WETLAND ............................................................................................ 64
5.2 WETLAND ........................................................................................................... 64
6.0 MONITORING ................................................................................................................ 67
6.1 STREAM .............................................................................................................. 67

6.2 STREAMBANK VEGETATION ..............................................................................67
7.0 SUMMARY ....................................................................................................................68
8.0 REFERENCES ..............................................................................................................69
' TABLES
Table 3.2.1 - Morphological Table ............................................................................................
20
Table 3.4.1 - Stream Classification Summary for Existing and Designed Ellerbe Creek ........... 31

' Table 3.4.3 - Hillsborough Design Parameters .........................................................................
Table 3.4.4 - Hillandale Design Parameters ............................................................................. 32
33
Table 3.4.5 - Albany Design Parameters .................................................................................. 33

' Table 3.4.6 - Croasdaile Design Parameters ............................................................................
Table 3.4.7 - Sediment Transport Analysis ............................................................................... 34
47
Table 4.2.1 - Ellerbe Planting Zones ........................................................................................ 53
EXHIBITS
Exhibit 1.1.1 - Location Map ......................................................................................................2
Exhibit 1.1.2 -Vicinity Map ........................................................................................................3
' Exhibit 1.1.3 - Constraints to Ellerbe Creek Stream Restoration Design .............................
Exhibit 2. 1.1 -Watershed Topographic Map ...................................................................... .......4
.......6
Exhibit 2.1.2 - Watershed Land Use Map ............................................................................ ....... 7
' Exhibit 2.1.3 - Flashy Flows at Ellerbe Creek .....................................................................
Exhibit 2.2.1 - Stormwater Outfalls ..................................................................................... .......8
.......9
Exhibit 2.2.2 - Ellerbe Creek Existing Conditions ................................................................. .....10

' Exhibit 2.2.3 - Stream Sections Map ...................................................................................
Exhibit 2.2.4 - Soils Map ..................................................................................................... .....12
.....13
Exhibit 3.2.1 - Hillsborough Section of Ellerbe Creek Stream Restoration Project ............... .....21

' Exhibit 3.2.2 - Hillandale Section of Ellerbe Creek Stream Restoration Project ...................
Exhibit 3.2.3 - Albany Section of Ellerbe Creek Stream Restoration Project ........................ ..... 22
..... 23
Exhibit 3.2.4 - Croasdaile Section of Stream Restoration Project ........................................ ..... 24
Exhibit 3.3.1 - Reference Reach Location Map ................................................................... .....28
' Exhibit 3.3.2 - Photos of UT to Cabin Branch Reference Reach ......................................... ..... 29
Exhibit 3.3.3 - Photos of Marks Creek ................................................................................. ..... 30
Exhibit 3.4.1-3.4.10 - Plan View .......................................................................................... 35-44
' Exhibit 3.4.11 -Typical Cross-Sections ...............................................................................
Exhibit 4.1.1 - Photographs of UT to Cabin Branch Buffer ................................................... .....45
.....52
Exhibit 4.1.2 - Photographs of Marks Creek South Buffer ................................................... .....52
Exhibit 4.2.1-4.2.10 -Planting Plan .....................................................................................
Exhibit 5.2.1 - Stormwater Wetland Grading Plan .............................................................. 54-63
.....65
Exhibit 5.2.2 - Stormwater Wetland Planting Plan .............................................................. .....66
' APPENDICES
APPENDIX A - EXISTING CHANNEL DATA
APPENDIX B - NCDWQ STREAM CLASSIFICATION FORM
APPENDIX C - UT TO CABIN BRANCH
APPENDIX D - MARKS CREEK SOUTH
APPENDIX E - DETAILS OF STRUCTURES
APPENDIX F - HEC-RAS

SUMMARY

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Ellerbe Creek is located in Durham, North Carolina within a heavily urbanized watershed. The
section for restoration runs through the Hillandale Golf Course. Stormwater runoff is high which
attributes to flashy flows in the stream. Maintenance practices and straightening have made the
stream unstable through the golf course. Since the restoration section for Ellerbe Creek flows
through a golf course, there is only a grass buffer, which further attributes to the flashy flows.
Stream restoration, buffer restoration, and wetland creation techniques will help improve the
water quality of the stream by reducing erosion and runoff of pollution directly into the stream.
Improvement of the water quality is needed greatly since the stream is listed as a 303d. Section
303(d) Impaired Waterbodies List of the federal Clean Water Act requires States to identify
waters that do not meet water quality standards after applying certain required technology-
based effluent limits. Restoration of a degraded system leads also to improvements in the
aquatic and terrestrial communities that depend upon it. The Ellerbe Creek Restoration Site
provides opportunities for stream restoration, buffer restoration, and wetland creation. The
following table summarizes acreages and footages for the site.
Area Beforer ; ' may'
Stream Restoration feet 6,115 6,271
Buffer Restoration acres 0 13.4
Wetland Creation acres 0 0.25
Pocket Wetlands acres 0 0.19
The site consists of a channel that is generally a G4 but evolving towards an F4. Restoration of
this channel to a C type stream will help to improve biological integrity of the system, reduce
energy of the stream, reduce erosion, and increase habitat. The existing buffer consists of
maintained turf grasses used for the golf course. Restoration of the riparian buffer along the
stream will help to improve aquatic and terrestrial habitats. There are currently no wetlands on
site, however historical soil records indicate that hydric soils were present. Since the golf
course was built, much soil was disturbed past recognition as a hydric soil. Also, any type of
upland forest or wetland vegetation that might have once been present has been eliminated
from the site and planted with turfgrass species. There are sporadic older trees throughout the
golf course.
The Ellerbe Creek Restoration Site provides an excellent opportunity for restoration of the
stream and buffer and creation of wetlands. Restoring ecological functions at this site will:
1) Decrease floodwater levels;
2) Improve water quality;
3) Increase aquatic and terrestrial habitat and diversity;
4) Improve the biological integrity of the system;
5) Reduce the amount of sediment and pollutants entering the stream;
6) Reduce the amount of pollutants and sediment entering the stream via the pocket
wetlands and the created wetland;
7) Provide water storage through created wetland and wetland pockets; and
8) Provide landscape continuity.
Overall, the Site will provide a variety of habitats from open water to uplands. The Site will
greatly increase the future habitat and food sources for a variety of wildlife species including
much needed breeding pools for amphibians. Restoration of the stream channel and buffer
along with the creation of wetland areas will help improve water quality in Ellerbe Creek and
thus the Neuse River.

1.0 INTRODUCTION

The North Carolina Wetlands Restoration Program (NCWRP) has identified Ellerbe Creek as a
potential stream restoration site (Exhibit 1.1.1). The stream was identified as a good candidate
for restoration through a feasibility study conducted by ARCADIS Geraughty, and Miller in 2001.
From their feasibility study, they indicated that there were no issues associated with doing a
restoration project. The Ellerbe Creek proposed site is located on the Hillandale Golf Course in
Durham, NC. The project would involve restoration of 6,271 feet of Ellerbe Creek and the
tributary using natural channel design methods as approved by NCWRP.
1.1 PROJECT DESCRIPTION
The Ellerbe Creek site is located on the Hillandale Golf Course, which is located on the western
edge of the City of Durham in Durham County. The reach of Ellerbe Creek to be restored is
bound to the west by NC 15/501 Bypass, to the north by Indian Trail, to the south by Sprunt
Avenue, and to the east by Albany Street. Ellerbe Creek is a tributary to the Neuse River and
flows from the southwestern portion of the golf course to the northeast. The project begins
where Ellerbe Creek flows under the 15/501 Bypass and ends upstream of Albany Street. Two
other roads, Croasdaile and Hillandale, cross Ellerbe Creek on the golf course site (Exhibit
1.1.2).
There are numerous site constraints, which will limit the restored stream design's sinuosity and
belt width. These constraints are typical of a stream that is located within a large urban
environment and on a golf course. The stream crosses and parallels several golf holes and tee
boxes and greens are located very close to the stream. There are also several irrigation water
lines that are buried near the stream; however, the irrigation lines were not a constraint to the
design. The planting plan will be further complicated by golf fairways crossing the stream,
limiting the height of the vegetation that can be planted in these areas. The design will also
have to consider the large number of utility crossings (Exhibit 1.1.3). Approximately, eight water
lines and five sewer lines, some as large as 36 inches in diameter, cross the stream. In
addition, two road bridges and eight golf cart bridges cross the stream. The stream receives
runoff from roughly 14 different stormwater outfalls, some as large as 48 inches. The design
must take into account each one of these crossings and outfalls to ensure that the channel will
be stable after construction. One major unnamed tributary joins Ellerbe Creek within the project
area and will also be restored.
1.2 PROJECT GOALS AND OBJECTIVES
There are several goals and objectives for the stream restoration site on Ellerbe Creek. The
goals and objectives of restoring Ellerbe Creek include:
1. Establishing a new floodplain at a lower elevation and connecting the stream to the new
floodplain;
2. Reducing erosion and sedimentation;
3. Providing wildlife habitat through the creation of a more natural buffer;
4. Improving aquatic habitat with the use of natural material stabilization structures and a
riparian buffer; and
5. Improving water quality.

;?(? ?etG?a?s
?esto?a tio? pro ?a?
Ellerbe Creek Restoration Plan
Hillandale Golf Course
Durham County, North Carolina
Location Map
Exhibit 1.1.1

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Exhibit 1.1.3: Constraints to Ellerbe Creek Stream Restoration Design
r
Golf Cart Bridges and Sewer Lines
4
City of Durham Sewer and Water Lines Crossing Ellerbe Creek

2.0 EXISTING CONDITIONS
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2.1 WATERSHED
There are several tributaries that enter Ellerbe Creek upstream of the proposed restoration site.
The tributaries are associated with lakes and ponds as seen on the United States Geological
Survey (USGS) 7.5-minute topographical quadrangle map (Northwest Durham, NC). The
USGS 8-dight Catalog number for the watershed is 03020201. The watershed area was
delineated from the USGS Northwest Durham Quadrangle for North Carolina. Field verification
of the watershed was conducted on July 23, 2002. The drainage area for the entire site covers
approximately 2,150 acres (Exhibit 2.1.1).
2.1.1 Hydrology
' Ellerbe Creek starts at an elevation of 540 feet near Huckleberry Spring and at the lowest
portion of the golf course has an elevation of 350 feet. The section of Ellerbe Creek that will be
restored is a third order stream. There are several small tributaries that enter Ellerbe Creek
' upstream of the project and one unnamed tributary that enters within the project area (Exhibit
2.1.2). There are several stormwater outfalls that enter Ellerbe Creek throughout the restoration
reach, which attributes to the flashy flows as seen during site visits (Exhibit 2.1.3). According to
' Roy Clark the golf course superintendent, the stream has dealt with several above bankfull
flows.
' 2.1.2 Soils and Geology
Durham County lies in the Piedmont physiographic province. The topography is rolling with
some steep areas that parallel major streams as present in the headwaters of the watershed.
' However, most of the area lies in the Triassic basin, which is characterized by mature, U-
shaped valleys, and wide floodplains as seen with the Hillandale Golf Course. Soils are
predominantly composed of silt and sandy loam (Soil Conservation Service, 1981).
2.1.3 Land Use
' Approximately 80%, of the land within the watershed consists of impervious areas with
commercial lots, industrial lots, parking lots, and roads. The remaining land use consists of
forested land and maintained residential areas (Exhibit 2.1.2). The Hillandale Golf Course and
' Croasdaile Country Club are the two major open areas within the watershed. Current land use
within the project area is not expected to change in the future.
' 2.2 RESTORATION SITE
2.2.1 Site Description
' The portion of Ellerbe Creek that runs through the Hillandale Golf Course is a typical urban
stream. It has been channelized and is strongly influenced by stormwater flows as shown in
Exhibit 2.2.1. Exhibit 2.2.1 also shows one of the many sewer lines that cross Ellerbe Creek.
' The channel is incised 4 to 6 feet below the top of bank. Eroding and slumping banks were
noted along the majority of the stream (Exhibit 2.2.2). Portions of the channel, particularly
downstream of Hillandale Road, have been heavily rip rapped. The channel substrate varies
' from sand and silt, to displaced riprap, to a soft shale "bedrock" in some areas.
1 5
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e
?esta?a tio? l?i?o?an?
?ES'CO!°QC/O?f ?i?Ol?i`Qn1?
Ellerbe Creek Restoration Plan
Hillandale Golf Course
Durham County, North Carolina
Watershed Land Use Map
Exhibit 2.1.2
Exhibit 2.1.3 Flashy Flows at Ellerbe Creek

_
`441,

May 2002
F
October 2002

8
Exhibit 2.2.1: Stormwater Outfalls
WF
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9
Stormwater outfall and water and sewer line
Stormwater outlet
Exhibit 2.2.2 Ellerbe Creek Existing Conditions
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-41
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The riparian zone consists of maintained turfgrass with little or no woody vegetation along the
channel to provide shading. Five golf holes play across the stream channel and several other
fairways run parallel to the stream. Sewer or water utility lines cross the stream channel in 13
locations and run parallel to the channel along the northern part of the reach. Two roads cross
the stream, Hillandale Road (a paved city street), and Croasdaile Road (a gravel access road).
' There are also eight golf cart bridges across the channel. The three sections of Ellerbe Creek
are Hillsborough (Bypass 15/501 to Croasdaile Road), Hillandale (Croasdaile Road to Hillandale
Road), and Albany (Hillandale Road to Albany Road). An unnamed tributary enters Ellerbe
Creek from the north near the number 6 green (referred to as the Croasdaile section). The four
sections are shown in Exhibit 2.2.3.
II' 2.2.2 Soils
According to the Soil Survey for Durham County North Carolina (1981), there are five soil series
located within the boundaries of the restoration site (Exhibit 2.2.4). The soil series are
described in subsequent paragraphs.
Altavista silt loam is found bordering Cartecay and Chewacla series and Congaree series soils.
Altavista soils are found on terraces with 2-6% slopes. These soils are moderately well drained
with moderate infiltration rates and medium runoff rates. Altavista soils are non-hydric soils.
Altavista soils are located south of Ellerbe Creek near the Hillandale Road and Sprunt Avenue
intersection and north of Ellerbe Creek near Albany Street.
The Cartecay and Chewacla soil series is found at the upstream and downstream reach of the
site bordering both sides of Ellerbe Creek. This series contains 60% Cartecay and 30%
Chewacla, both of which are formed from loamy material washed from upland soils. Cartecay
and Chewacla are poorly drained soils with moderate infiltration and slow runoff. Both are listed
as hydric soils in the Hydric Soils of North Carolina (Iowa State, 1995).
Congaree silt loam is found in the middle portion of the site along both sides of Ellerbe Creek.
Congaree series is typically found along floodplains with 0-2% slopes. This series contains soils
that are well drained with moderate infiltration and slow runoff. Congaree soils are non-hydric
soils.
' Wahee loam is found near Hillandale Road, north of Ellerbe Creek, and north of the Congaree
series. This soil series is found on low stream terraces with 0-2% slopes. The soils are poorly
drained with moderate infiltration rates and slow runoff rates. Wahee soils are non-hydric soils.
White Store sandy loam is found near the 1-85 and Hillsborough Street interchange. This soil
borders Cartecay and Chewacla soil series both north and south of Ellerbe Creek. White Store
' sandy loam is found along broad ridges and uplands with 2-6% slopes. These non-hydric soils
are moderately well drained with moderate infiltration and runoff rates. White Store sandy loam
with a 10-25% slope is found south of Ellerbe Creek near Albany Road.
L'
According to the soil survey for Durham, the above-mentioned soils are shown to be on site.
However, a site inspection was done and through auguring in the alleged hydric areas it was
determined that hydric soils were not clearly present. The soil in the area has been disturbed
through activities such as grading for the golf course and straightening of the creek, which has
altered the soil structure to a point beyond recognition as a hydric soil. Despite the fact that
' hydric soils have been identified historically on site, no wetlands were found because of the
altered soil.
11
Stream Sections Map
Exhibit 2.2.3
4/eel ,
AwAaoaeli *
Ellerbe Creek Restoration Plan
Hillandale Golf Course
Durham County, North Carolina

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?'es?ta?atio?r I?/`a??ahr
Ellerbe Creek Restoration Plan
Hillandale Golf Course
Durham County, North Carolina
Soils Map
Exhibit 2.2.4

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2.2.3 Macro-invertebrates
A preliminary biological survey using a dip net and visual observation was made of the stream
reach through the golf course. Adult and juvenile crayfish (Order Decapoda) were caught and
observed in the deeper pools. Several dragon fly larvae (Suborder Anisoptera), one caddis fly
larva (Order Trichoptera), and a number of damsel fly (Suborder Zygotera) and mayfly larvae
(Order Ephemeroptera) were found in the rocky habitats and submerged aquatic vegetation. A
large number of snails were also found. The greatest diversity of aquatic life was found in the
rocky pool and riffle under and below the gravel Croasdaile Road bridge. The bridge area
provided some shade to the stream as well as greater opportunity for the mixing of oxygen into
the water by the headcut below the bridge. It appears that the lack of instream habitat, poor
water quality, and high water temperatures (low dissolved oxygen) during low summer flows are
major limiting factors to the abundance and diversity of aquatic life found.
2.2.4 Plant Communities
The riparian zone along the restoration reach consists of turfgrass with little or no woody
vegetation along the channel. Within the channel, aquatic vegetation, mostly marsh seedbox
(Ludwigia palustris), is quite dense in some areas. Fescue (Festuca sp.) and other grasses
dominate the regularly maintained streambanks. Widely scattered trees within the riparian area
include loblolly pine (Pinus taeda), Eastern redcedar (Juniperus virginiana), dogwood (Cornus
florida), and willow oak (Quercus phellos). The composition of the plant community is thin and
sporadic because of play through the golf course. The limited diversity of plant species has
created an area that does not provide adequate shade for fish and wildlife. The lack of woody
trees and shrubs along the stream leads to higher water temperatures (low dissolved oxygen)
during the low summer flows. The grass surrounding the stream does not provide food and
ample shelter for wildlife. It also reduces the amount leaves and woody debris in the stream
that provide habitat and food for aquatic life. The lack of diversity in the riparian zone greatly
reduces the streamside habitat for wildlife as well as nutrient removal and other water quality
benefits of a diverse riparian zone. Restoring the buffer will help to provide shade, food, and
shelter for terrestrial and aquatic life.
2.2.5 Fish and Wildlife
A number of fish species such as juvenile and adult sunfish (redbreast (Lepomis auritus),
bluegill (Lepomis macrochirus), and green sunfish (Lepomis cyanellus)) were observed in the
stream. Larger adults and a few breeding beds were observed in the large pools below the
large pipes at the upper end of the project and at the gravel road bridge. Small schools of
minnows, shiners (Notropis sp.), and mosquitofish (Gambusia holbrooki) were observed
throughout the reach. There is not a great diversity or quantity of fish present in Ellerbe Creek
because of the poor water quality, lack of shade, and lack of habitat. The fish population is
expected to increase along with the diversity of species once restored and thus the following
occurs: sediment entering the stream is reduced, stormwater runoff is treated before entering
the creek, shade is provided to cool the water temperature, and woody debris is added. This
reach of Ellerbe Creek still has a fair fish population considering the lack of instream habitat in
many areas and poor water quality.
Very little wildlife was observed in the riparian zone along the stream. A snapping turtle
(Chelydra serpentina) and a muskrat (Ondatra zibethica) were observed in the deeper stream
pools. Since there is not a significant amount of vegetative cover, there is not a great deal of
wildlife present on the site. Without vegetative cover wildlife are not as apt to pass through the
14

site or inhabitat the site. Adding in vegetation as cover and shade by restoring the buffer will
' provide adequate habitat for a diversity of wildlife species including birds, amphibians,
mammals, and insects.
' 2.2.6 Endangered/Threatened Species
ARCADIS Geraughty and Miller conducted a protected species search for the Feasibility Study
along Ellerbe Creek at Hillandale Golf Course in March 2001. According to their report, there
' were no protected species noted at or near the project site.
2.2.7 Water Quality
' The water quality within the watershed is greatly impaired due to nonpoint pollution. Because of
this impairment, Ellerbe Creek is listed on the 303d list in North Carolina (NCDENR DWQ
' 2000). Ellerbe Creek is listed on Part 5 of the 303d list because it is considered biologically
impaired with no identified cause(s) of impairment. Restoration should help to improve the
water quality within this section, monitoring of the water quality will be needed in order to
' remove this section of Ellerbe Creek from the 303d list one the biological functions of the
stream are improved.

15

3.0 STREAM RESTORATION
' For a stream restoration project to be successful several things need to be done. It is extremely
important for those involved to understand what is happening to the stream, why is it
degrading/aggrading, what is happening within the watershed to cause the changes, and what
can be done to help correct the problem. For this restoration plan, the existing conditions of the
surrounding area were first observed and recorded in order to understand what was occurring
within the system and why. This enabled those involved to develop a plan for a holistic
' approach to restoration of the system.
Information was collected on existing conditions, reference conditions, and proposed conditions
' for the stream, buffer, and wetland restoration areas. The stream needs to be classified based
on Rosgen's Classification of Natural Rivers to understand what is occurring and at what stage
of evolution the stream is in or headed to.
A plan was created to restore the stream to a stable state designing a plan using Natural
Channel Design which models the restoration plan after a stable system, known as the
' reference reach.
3.1 METHODOLOGY
' The Stream Channel Reference Sites: An Illustrated Guide to Field Technique, US Forest
Service General Technical Report RM-245 (Harrelson et al, 1994), was used as a guide for
taking stream survey measurements that were needed to classify the stream. Information and
' techniques on stream classification and morphology from Applied River Morphology by Rosgen
(1996) was used for classifying the stream and reference reaches.
' For this restoration plan, the existing conditions of the surrounding area were first observed and
recorded in order to understand what was occurring within the system and why. This enabled
the development of a plan, which focuses on the restoration of the entire system. Information
was collected on existing conditions, reference conditions, and proposed conditions for the
stream and buffer restoration and buffer preservation areas.
' 3.1.1 Stream Classification
Information on stream morphology and classification from Applied River Morphology by Rosgen
' (1996) was used to evaluate and classify the stream. There are several pieces of data that
were needed in order to classify the stream, which included: width-to-depth ratio, entrenchment
ratio, slope, sinuosity, and dominant type of channel material. All five of the criteria are
interrelated and were used to determine the current condition of the channel, classify the
' stream, and to aid in the design process.
Width-to-depth ratio is the ratio of the bankfull width to the mean depth of the bankfull channel.
' The width-to-depth ratio indicates the channel's ability to dissipate energy and transport
sediment. The entrenchment ratio is the vertical containment of the stream and the degree to
which the channel is incised in the valley floor. The entrenchment ratio indicates if the stream is
' able to access its floodplain. The flood-prone width divided by the bankfull width yields the
entrenchment ratio. The slope is the change in water surface elevation per unit of stream
length. The slope can be analyzed over the entire reach, to determine if the slope is stable
' within the existing channel material, or over sections, to determine the condition of pools and
riffles. Sinuosity is the ratio of stream length to valley length. Extremely low sinuosity channels
16

in the piedmont of North Carolina typically indicate a straightened channel. Channel bed and
' bank materials indicate the channel's resistance to hydraulic stress and ability to transport
sediment (Rosgen, 1996). All five of the criteria are interrelated and were used to determine the
current condition of the channel.

11
D

H

1
Elevation measurements for the longitudinal profile survey and pool and riffle cross-sections
included, but were not limited to:
1) thalweg,
2) edge of water,
3) water surface,
4) bankfull,
5) top of low bank, and
6) terrace.
Measurements were also taken for the following:
1) bank slope,
2) width of flood prone area,
3) belt width,
4) valley length,
5) straight length,
6) pool-to-pool spacing, and
7) composition of channel materials.
These numbers helped to classify the stream and are used in the design process. Once the
numbers are known a design will be proposed based on the geomorphic processes occurring
with the channel. The survey also identified design constraints of the site (e.g., golf tee's,
culverts, and bridges).
3.1.2 Sediment Transport
The stream's ability to transport the sediment load without aggrading or degrading is the
threshold of the stream's stability. A stable stream has the ability to transport both the
suspended load which is composed of fine sand, silt, and clay particles within the water column
and the bedload which is composed of course sand, gravels, and cobbles along the streambed
without accumulating sediment or eroding sediment over long periods of time.
The critical dimensionless shear stress is the force required to initiate the general movement of
particles in a streambed. This entrainment of particles must have the ability to move the largest
particle from the bar sample (D;) to prevent aggradation of particles. In order to move the D;
particle the stream design must exceed a critical depth and slope. The critical dimensionless
shear stress analysis described above indicates whether a stream has the ability to move its
bedload and thus will not be susceptible to aggradation.
In conjunction with the aggradation analysis, a degradation analysis was performed to insure
the design parameters would resist scour and bed cutting. As mentioned above, the shear
stress is the force witch entrains and moves the particles. Here the boundary shear stress of
the proposed cross section is plotted on Rosgen's revised Shield's Curve to assure the stream
will not move too large of particle. If the shear stress has the ability to move the D,oo, a potential
for degradation exist. Existing and proposed grade controls bring further confidence to the
vertical analysis.
17

3.1.3 Flood Analysis
Given that the project involves modifications to a stream channel, it is important to analyze the
effect of these changes on flood elevations. Floodwater elevations were analyzed using HEC-
RAS. HEC-RAS is a software package designed to perform one-dimensional, steady flow,
analysis of water surface profiles for a network of natural and constructed channels.
HEC-RAS uses two equations, energy and/or momentum, depending upon the water surface
profile. The model is based on the energy equation. The energy losses are evaluated by
friction (Manning's equation) and contraction/expansion (coefficient multiplied by the change in
velocity head). The momentum equation is used in situations where the water surface profile
' rapidly varies, such as hydraulic jumps and stream junctions. The 100-year discharges were
taken from the FEMA Flood Study.
Backwater analysis was performed for the existing and proposed conditions for both bankfull
and 100-year discharges. In addition to steady flow data, Geometric data is also required to run
HEC-RAS. Geometric data consists of establishing the connectivity of the river system, which
' includes: cross-section data, reach lengths, energy loss coefficients (friction losses, contraction,
and expansion losses), and stream junction information.
' 3.1.4 Discharge Analysis
The methodology used to evaluate the hydrologic analysis required the evaluation of the
existing stream's bankfull elevation and corresponding bankfull area. In degraded systems
' bankfull indicators are often not present or are unreliable due to maintenance practices and the
stream's degrading processes. The existing bankfull elevations and bankfull cross-sectional
areas were determined by evaluating the North Carolina Piedmont Discharge Curve (Harman et
et 1999).
Hydrologic Engineering Center's River Analysis System (HEC-RAS Version 3.01) was used to
' evaluate how the discharge flows within the proposed channel geometry. This evaluation
verifies that the proposed plan, dimension, and profile would adequately carry the discharge at
the bankfull stage, the point where water begins to overflow onto the floodplain (USACE 2001).
3.1.5 Biotic Survey
' A survey of the biotic community was conducted prior to restoration and will be conducted after
construction of the new stream channel. The survey included macrobenthos sampling,
observation of aquatic life, observation of terrestrial life, and plant community identification. This
information assists in the development of the restoration plan and will provide evidence for
' measuring the successfulness of the restoration project at providing and improving aquatic,
wildlife, and buffer habitat. DWQ will be doing pre-construction monitoring. For life to flourish in
streams, it is important that sediment does not accumulate in high amounts nor that there is a
' high amount of suspended sediment. The stream has to be able to move its sediment load
without causing detrimental affects to living things. Therefore, the proposed stream will greatly
improve the biotic community
3.2 EXISTING STREAM CLASSIFICATION
The stream is classified as a G4 evolving towards an F4 (Rosgen, 1994). The width-to-depth is
plus or minus 2 units since upstream has a width-to-depth of 13.4. The moderate to high width-
18

to-depth ratio and moderate sinuosity classifies the upstream portion of the stream as an 'F'
' stream type. A moderate to high entrenchment ratio and moderate sinuosity signifies a "G"
classification of the downstream portion of the stream channel. The `4' classification means that
the channel is mainly composed of gravel.
' Due to straightening, the channel is much shorter than the natural condition. The slope of the
streambed and the energy of the stream have been increased due to being straightened. The
' combination of maintenance practices for the golf course and the increased energy due to past
straightening activities has encouraged the stream to downcut to its current elevation, which is
held by bedrock in several locations. Furthermore, the channel's riffle-pool sequence, which
provides energy dissipation, has been eliminated. Table 3.2.1 presents the morphological
' characteristics data for the existing conditions at Ellerbe Creek and the existing channel survey
data is in Appendix A.
' Two reaches were surveyed for information on the existing conditions at Ellerbe Creek. The
upstream reach survey was done upstream of Croasdaile Road. The downstream reach survey
was downstream of Hillandale Road. The average bankfull width for the upstream reach of
' Ellerbe Creek is 20.7 while the average bankfull width for the downstream section is 19.9 feet.
The bankfull mean depth for the upstream reach is 1.5 feet and 2.4 feet for the downstream
reach. Based on these numbers, the width-to-depth ratio for the upstream reach is 13.4 and 8.2
for the downstream reach. The bankfull cross-sectional area for the upstream reach is 31.9
square feet (ft2) and 48.3 ft2 for the downstream reach. Bankfull mean velocity for the upstream
reach is 4.3 feet per second (ft/s) and 4.4 ft/s for the downstream reach. The bankfull discharge
' for the upstream reach is 136 cubic feet per second (cfs) and 215.0 cfs for the downstream
reach. The bankfull maximum depth for the upstream and downstream reaches is 3.7 and 4.0
feet respectively. The width of the flood-prone area for the upstream reach is 25 feet and 40.0
feet for the downstream reach. Additional morphological characteristics of Ellerbe Creek are
presented in Table 3.2.1.

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Hillsborough
The Hillsborough section is the start of the project and begins downstream of the 15/501 bypass
on the Hillandale Golf Course and ends at Croasdaile Road. The section begins downstream of
two large culverts for the 15/501 bypass (Exhibit 3.2.1). This drainage area for this section is
1,140 acres. Design constraints for this section include: four water line crossings, one sewer
line crossing, two golf cart crossings, and three storm water outfalls. Some of the utility lines
run parallel to the stream.
Exhibit 3.2.1: Hillsborough Section of Ellerbe Creek Stream Restoration Project
Beginning of Project, Downstream of Culverts
N4
Maintained Buffer Section through Hillsborough Reach
21
Hillandale
The Hillandale section begins downstream of Croasdaile Road and ends at Hillandale Road.
This drainage area for this section is 1,810 acres. Design Constraints for the Hillandale section
include: two water lines that run parallel to the stream, two sewer line crossings, two golf cart
crossings, and six stormwater outfalls. Exhibit 3.2.2 includes representative photographs of the
Hillandale Section.
Exhibit 3.2.2 Hillandale Section of Ellerbe Creek Stream Restoration Project

?,+?^?"`mow .? _
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Slumping banks and wide pool in Hillandale Reach X
22
Gravel bottom and eroded banks in Hillandale Reach
Albany
The Albany section begins downstream of Hillandale Road and ends upstream of Albany Road.
This drainage area for this section is 2,150 acres. This reach is the mostly heavily altered and
constrained reach. This reach is constrained by the putting range fence line north of the creek.
Additional design constraints for the Albany section include: two water line crossings, two sewer
line crossings, three golf cart crossings, and four stormwater outfalls. Exhibit 3.2.3 includes
representative photographs of the Albany section.
Exhibit 3.2.3: Albany Section of Ellerbe Creek Stream Restoration Project
I".
i.

"f
23

Croasdaile
The Croasdaile section is the small tributary entering Ellerbe Creek from the north along the
upstream section. This drainage area for the tributary is 535 acres. There are several
' constraints to this section including: one golf cart crossing, and three stormwater outfalls.
Croasdaile Road and a sewer line run parallel to the entire reach. Exhibit 3.2.4 includes a
representative photograph of the Croasdaile Section.
Exhibit 3.2.4: Croasdaile Section of Ellerbe Creek Stream Restoration Project
24
3.3 STREAM REFERENCE REACH SITE SEARCH AND CLASSIFICATION
A reference reach provides natural channel design dimensions that are based on measured
morphological relationships from stable channels. Criteria used to identify a potential reference
reach include:
1) current land use,
2) drainage area,
3) stream order,
4) absence of man-made alterations or beaver dams,
5) stream classification, and
6) stream condition.
The upstream and downstream portions of Ellerbe Creek do not provide a stable dimension,
pattern, and profile that can be used to design the proposed channel due to channel
straightening and an unstable geometry. The headwaters change valley type and contain a
series of ponds. Downstream is straightened and entrenched. Reference streams had to be
identified off-site in order to provide guidance in designing a stable stream with proper
dimensions, patterns, and profiles based on bankfull stage (Rosgen, 2001). A search for
suitable reference reaches for the design of the new channel was conducted based on the
above-mentioned criteria. Several streams were searched within the area and two were found
which are applicable. Since Ellerbe Creek is in an urban environment, it was extremely difficult
to find a suitable reference reach also in an urban area. The two streams identified as potential
reference reaches that met the specified criteria were an Unnamed Tributary (UT) to Cabin
Branch and an UT to Marks Creek. Both of these tributaries lie in the Neuse River Basin in
Durham and Wake County respectively as shown in Exhibit 3.3.1.
Once sites were identified, survey teams performed longitudinal profile and cross-sectional
surveys. Elevation measurements taken were the same as those taken for the restoration site
mentioned in Section 3.1.2. The data gathered were used to form dimensionless ratios that will
be used for the design along Ellerbe Creek and the tributary. Visual inspections were also
conducted along the channel of each reference reach. Notes were recorded on the vegetative
cover, bank stability, channel classification, and channel condition. The inspection was
performed to ensure that the contributing watershed was not adversely affecting the condition of
the reach. A scientist also performed a biotic survey. Restoration design uses reference
reaches of stable channels and reference buffers within the same physiographic region for
design parameters. The morphological characteristics of these two reference reaches are
shown in Table 3.2.1.
3.3.1 UT to Cabin Branch Reference Reach
Stream Conditions
The UT to Cabin Branch, which flows east into the Eno River, is located approximately four
miles north of Durham at the end of Earl Road (SR 2625). This stream is a second order
stream with a watershed area of 806 acres. The completed NCDWQ Stream Classification
Form is located in Appendix B.
¦ The stream channel is 8 to 10 feet wide with 2-foot high banks. At the time of the site survey
(August 6, 2002) there was water only in the deepest pools due to an extended drought during
I' the summer of 2002. The channel substrate is very rocky with a considerable amount of
bedrock. The channel meanders through a well-esta is e i in a U
25
!¦
shaped valley. Although the floodplain is not extensively wide and the sinuosity if not extremely
high, the floodplain, valley structure, and sinuosity provide a template of a system which can be
constructed within the constraints of the project site. A WRP and a DWQ representative
inspected and approved the site. The DWQ inspector approved of the use of the UT to Cabin
Branch as a reference reach for Ellerbe Creek.
The reference reach survey was initiated near the end of Earl Road (SR 2625). The stream
reach used for the survey totaled 397 feet. The survey included a longitudinal profile, cross-
sections, bed material evaluation, buffer assessments, and system stability evaluation. The UT
to Cabin Branch reference reach was classified as a C4b stream type based upon the survey
data (Appendix C) (Rosgen, 1994). The C indicates a meandering channel with a moderate
width-to-depth ratio and sinuosity. The b designates that the channel has characteristics of a B
type channel such as: increased slope and less distinguished point bar features. Within the
constraints of the project site, the proposed design will portray these same features in areas.
The reach is transporting its sediment supply without aggrading or degrading while maintaining
its dimension, pattern, and profile. Bankfull width of the branch is approximately 14.3 feet and
bankfull depth is approximately 1.5 feet. The reference reach has a sinuosity of 1.2 and a
radius of curvature of 9-29 feet. The width-to-depth ratio of 10 is on the low borderline for a C
type stream; however, the stream portrays many C features such as the moderate to high
sinuosity, meandering pattern, and the entrenchment ratio. The streambed material for both the
UT to Cabin Branch and the downstream section of Ellerbe Creek are dominated by gravel.
Photographs of the UT to Cabin Branch are presented in Exhibit 3.3.2.
Wildlife and Aquatic Life Observed
A preliminary biological survey using a dip net and visual observation was made of the
reference reach. A more detailed study should be made to accurately identify individual species
and sample all habitats. Due to the extended drought conditions, no flow was observed in the
channel. However, aquatic life was observed in the water remaining in the deepest pools.
Numerous crayfish (Order Decapoda), tadpoles, and minnows (Gambusia sp.) were observed.
Aquatic snails (Class Gastropoda), small bivalve shells (Class bivalvia), and one-dragonfly larva
(Suborder Anisoptera) were also found, but very few other macro invertebrates were observed.
Wildlife or wildlife sign observed along the reach included raccoon (Procyon lotor), gray squirrel
(Sciurus carolinensis), white-tailed deer (Odocoileus virginianus), blue jay (Cyanocitta cristata),
and common crow (Corvus brachyrhynchos).
3.3.2 Marks Creek South Reference Reach
Stream Conditions
The UT to Marks Creek, which flows east into Marks Creek and then flows south into the Neuse
River, is located approximately 2 miles east of the town of Knightdale. The stream is a second
order stream with a watershed of 65 acres. This stream was surveyed on August 21, 2001.
The completed NCDWQ Stream Classification Form is located in Appendix B.
The stream reach used for the survey totaled 106 feet. The survey included a longitudinal
profile, cross-sections, bed material evaluation, buffer assessment, and system stability
evaluation. The UT to Marks Creek reference reach was classified as a C5 stream type based
upon the survey data (Appendix D). The reach is transporting its sediment supply without
' aggrading or degrading while maintaining its dimension, pattern, and profile. Bankfull width of
the stream is approximately 11.1 and bankfull depth is approximately 0.7 feet. The reference
' 26

reach has a sinuosity of 1.23 and a radius of curvature of 7-16 feet. The width-to-depth ratio of
15 is moderate and the entrenchment ratio of 5.3 is slightly entrenched as expected for a C type
stream. The streambed material for Marks Creek South and the upstream section of Ellerbe
Creek are dominated by sand. Photographs of Marks Creek South are presented in Exhibit
3.3.3. A WRP and a DWQ representative inspected the site February 2002. The DWQ
' inspector approved of the use of Marks Creek South as a reference reach for Ellerbe Creek.
Wildlife and Aquatic Life Observed
Benthic macroi nverte b rates were collected at the site using the North Carolina Division of Water
Quality's EPT sampling procedure. This type of collection is intended to quickly assess
between-station differences in diversity and community composition. Four composite samples
were taken at each site: 1 kick, 1 sweep, and 1 leaf pack collection along with visual
inspections. Aquatic fauna observed in the channel during the field investigation included
various odonates (dragonfly and damselfly nymphs), caddisflies, stoneflies, mayflies and
crayfish.
27
I
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Exhibit 3.3.2: Unnamed Tributary to Cabin Branch
29
UT to Cabin Branch Upstream Section
Exhibit 3.3.3: Marks Creek South
34 NATURAL CHANNEL DESIGN PROPOSED CONDITIONS
The proposed stream channel was designed using Rosgen's Natural Channel Design
' Methodology (Rosgen, 1996). Using reference reach surveys, dimensionless ratios were
calculated in order to determine stable channel dimension, pattern, and profile ranges for the
restoration. The stream design parameters also include the streams ability to transfer sediment
' through the reach without aggrading or degrading. The longitudinal profile was prepared
utilizing slopes from the reference reach's feature slopes. To make sure that the design is
cons.ructible, the existing profile was compared to the proposed profile. Flood analysis was
conducted to ensure that the stream restoration project would not increase the flood stage
fol owing construction. Instream and bank stabilizing structures were added to the design
layout.
I' Structures, matting, and plantings will be used to stabilize the restored channel. Structures may
include rock cross-vanes, rock-vanes, log-vanes, j-hook vanes, root wads, and floodplain
interceptors. Diagrams of these structures are located in Appendix E. Grade control structures
such as rock cross-vanes will be placed at the top and bottom of the mitigation reach and
' throughout the project for grade control. Additional structures will be used to stabilize the
streambank and form the channel's pattern, profile, and dimensions. These stabilization
' structures also enhance the habitat within the stream. In addition, the streambanks will be
sta:)ilized utilizing matting and plantings. Matting will be designed using material that
withstands the maximum shear stress at bankfull velocity and is biodegradable. Plantings will
' be placed on the outside of meander bends and along the side of riffle areas. Plant material will
be comprised of native species that will provide bank stabilization and enhance ecological
value.
30

3.4.1 Proposed Channel Description
Ellerbe Creek will be restored from the two 84-inch culverts located under the 15/501 Bypass to
the bridge upstream of Albany Road. Due to the constraint imposed by the culvert at the
' upstream end of the project, the stream will not be returned to the original floodplain; rather, the
stream mitigation plan consists of a Priority 2 restoration (Rosgen, 1997) where the channel will
be restored at the existing lower elevation. The restoration and establishment of hydraulic
geometry, a floodplain, and riparian buffer will contribute to water quality improvements within
' the watershed. The aspects of the existing channel considered in the design were the location
of the existing channel (to minimize cut and fill), the location of the road and golf cart bridges
(incorporate into the design and location of new channel), the location of water and sewer lines,
' and the elevations at the upstream and downstream control points.
Ellerbe Creek will be designed as a C4 type channel (Rosgen, 1994). Restoration will include
t establishing the proper dimension, pattern, profile, and riparian buffer. Because the existing
channel is incised, a floodplain will be constructed. The appropriate hydrologic geometry will be
constructed for the reach along with a more naturally variable sinuous pattern. The stream
' channel's dimension, pattern, and profile design is based upon morphological parameters of the
reference reaches (Section 3.3).

The proposed channel will be slightly entrenched with a moderate width-to-depth ratio and
moderate sinuosity. Summaries of the stream classification for existing and proposed
conditions for Ellerbe Creek are shown in Table 3.4.1. The morphological characteristics of the
existing conditions, reference reaches, and the proposed channel are shown in Table 3.2.1.
The stream's riparian buffer plan is based upon establishing a vegetated zone along and the
restored stream and planting low shrubs through golf fairways that cross the stream. The buffer
planting is discussed in Section 4.0.
Table 3.4.1: Stream Classification Summary for Existing and Designed Ellerbe Creek
, Pa 4m ter Existin -;Channel ,Desi ned`Ciiar nil:
Bankfull Width 19.9 - 20.7 ft 22.0 - 26.0 ft
Bankfull Mean Depth 1.5 - 2.4 ft 1.8 - 2.2 ft
Width-to-Depth Ratio 8.0-13.0 12.0
Sinuosity 1.00-1.03 1.11-1.12
Entrenchment Ratio 1.2-2.0 2.2-4.5
Stream Classification G4/ F4 C4
The bankfull channel will have a meandering pattern on a well-developed floodplain. Based on
' the designed sinuosity, the new channel will have a total length of 6,271 feet. A low flow
channel is incorporated into the design to handle average daily flows. The bankfull channel is
designed to handle larger flows. Flood flows will be able to access the constructed floodplain.
' The completed design profile will detail a riffle, run, pool, and glide sequence. The four different
sections for restoration are discussed in detail in Section 3.4.1. The sediment, flood, and
discharge analyses are discussed in Sections 3.4.2, 3.4.3 and 3.4.4, respectively. Structures
used in the channel design are detailed in Section 3.4.5. Stormwater outlets will be constructed
' to provide stable access to proposed channel throughout the site. Floodplain culverts will also
be added and the retaining wall at the bridge for Croasdaile Road will be extended.

31

3.4.2 Proposed Stream Classification
The discussion of the proposed stream conditions is divided into four sections corresponding to
the four reaches comprising the project (i.e., Hillsborough, Hillandale, Albany, and Croasdaile).
The differences in drainage areas contribute to greater amounts of runoff in the downstream
' reaches, which will influence the design parameters. The stream has been designed with as
natural a pattern as possible within the severe constraints imposed on the project (e.g., road
crossings, golf cart crossings, sewer lines, water lines, stormwater outfalls, and golf course
' fairways, tees and greens). In addition, the flood plain was made as wide as possible given the
constraints. Flood-plain culverts are proposed at several of the crossings in order to provide an
effective floodplain and keep the entrenchment ratio as high as possible. Exhibits 3.4.1-3.4.10
' are the plan view sheets for the entire restoration project. Exhibit 3.4.11 shows a typical cross-
section of a riffle and pool for the designed channel. The four reaches will all be designed as a
C4 stream type as described below.
' Hillsborough Reach
' The Hillsborough reach begins downstream of the 15/501 bypass on the Hillandale Golf Course
and ends at Croasdaile Road. The Croasdaile segment enters Ellerbe Creek just above
Croasdaile Road. This drainage area for the tributary is 1,140 acres. This reach is the
' upstream end of the restoration and contains a culvert that provides grade control for upstream.
Exhibits 3.4.1, 3.4.2, and 3.4.3 show the plan view of the Hillsborough Reach. Table 3.4.3
shows the reach's design parameters and dimensions.

Table 3.4.3: Hillsborough Desiqn Parameters
Channel Length 1543.7 ft
Valle Length 1389.1 ft
Bankfull Width 22 ft
Bankfull Mean Depth 1.8 ft
Bankfull Cross-Sectional Area 28.9
Bankfull Discharge 135 cfs
Designed Sinuosity 1.11
Radius of Curvature 45-62 ft
Entrenchment Ratio 2.4-3.9
Width-to-Depth Ratio 12
' Hillanda/e Reach
The Hillandale reach begins downstream of Croasdaile Road and ends at Hillandale Road.
' This drainage area for the tributary is 1,810 acres. This is the middle reach of Ellerbe Creek
that will be restored and it carries Hillsborough and Croasdaile flows combined. This reach
ends at the arch culvert. Exhibits 3.4.3, 3.4.4, 3.4.5, and 3.4.6 show the plan view for the
' Hillandale Reach. Table 3.4.4 shows the design parameters and dimensions.

1 32

Table 3.4.4: Hillandale Design Parameters
1 Albany Reach
Table 3.4.5: Albany Design Parameters
The Albany reach begins downstream of Hillandale Road and ends upstream of Albany Road.
' This drainage area for the tributary is 2,150 acres. The Albany reach is at the end of the
project. This section is rip rapped below Hillandale Road. The downstream portion of the
Albany Reach is buffered. Exhibits 3.4.6-3.4.10 show the plan view for the Albany Reach.
' Table 3.4.5 shows the design parameters.

Croasdaile Reach
Channel Length 2189.5 ft
Valle Length 1970.6 ft
Bankfull Width 25 ft
Bankfull Mean Depth 2.1 ft
Bankfull Cross-Sectional Area 40.8 ft
Bankfull Discharge 188 cfs
Designed Sinuosity 1.11
Radius of Curvature 63-80 ft
Entrenchment Ratio 2.2-4.1
Width-to-Depth Ratio 12
Channel Length 2015.2 ft
Valle Length 1813.9 ft
Bankfull Width 26 ft
Bankfull Mean Depth 2.2 ft
Bankfull Cross-Sectional Area 45.4 ft
Bankfull Discharge 213 cfs
Designed Sinuosity 1.11
Radius of Curvature 70 - 95 ft
Entrenchment Ratio 2.2-4.5
Width-to-Depth Ratio 12
The Croasdaile reach is the small tributary entering Ellerbe Creek from the north upstream of
Croasdaile Road. This drainage area for the tributary is 806 acres. Restoration of this tributary
is part of the holistic system approach. Table 3.46 shows the reach's design parameters and
dimensions. Exhibits 3.4.3 and 3.4.10 show the plan view of the Croasdaile Reach.
33

Table 3.4.6: Croasdaile Desiqn Parameters
Channel Length 696.8 ft
Valle Length 648.9 ft
Bankfull Width 18 ft
Bankfull Mean Depth 1.5 ft
Bankfull Cross-Sectional Area 17.9
Bankfull Discharge 78 cfs
Designed Sinuosit 1.07
Radius of Curvature 37 - 45 ft
Entrenchment Ratio 2.3-3.4
Width-to-Depth Ratio 12
34
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3.4.3 Sediment Transport
' The proposed stream design must be able to transport the sediment load without aggrading or
degrading. The critical dimensionless shear stress is the force required to initiate the general
' movement of particles in a streambed. This entrainment of particles must have the ability to
move the largest particle from the bar sample (D;) to prevent aggrading of particles. See Table
below for numerical analysis. For example, the D; particle for Hillsborough is approximately 20
mm. The critical depth and slope required to move the D; particle are 1.67 ft and 0.0010 ft/ft
respectively. In order to move the D; particle the stream design must exceed the critical depth
and slope, thus the proposed depth of approximately 1.83 ft and slope of 0.0011 ft/ft will allow
the stream to move its bedload and not be susceptible to aggradation.
The degradation analysis was performed to insure the design parameters would result in scour
and bed cutting. As mentioned above, the shear stress is the force that entrains and moves the
' particles. Plotting the boundary shear stress of the proposed cross section on Rosgen's
Revised Shield's Curve assures the stream will not move too large of particle. For example, the
boundary shear stress for Hillsborough of 0.09 Ib/ft2 is able to move a 20 mm particle which
' does not exceed the D,oo (50 mm) from the bar sample. Existing grade control including culverts
at the top of the project and at both road crossings will be reinforced with grade controls
structures throughout the project and at the downstream end of the stream restoration. The
' design for each reach has the ability to transport the sediment load without aggrading or
degrading.

11

I

46

Table 3.4.7: Sediment Transport Anal sis
EXISTING CROASDAILE HILLSBOROUGH HILLANDALE ALBANY
D; Largest particle
from bar sample (mm) 20 20 20 20 q
D100 particle from bar

sample mm
50
50
50
50 50
t,j Critical
Dimensionless Shear
Stress 0.0176 0.0174 0.0174 0.0174 0.0200
Required bankfull mean
depth (ft) 1.02 1.55 1.67 2.11 2.43

Bankfull mean depth (ft)
2.42 1.46 1.83 2.08 2.17
Q
z Existing Stream
Q Condition by Required
O Depth De radin Stable Stable Stable Stable
H
p Required bankfull water
surface slope (ft/ft)
0.0008 0.0013 0.0010 0.0009 0.0010
a
Se Bankfull water 0.00186 0.0012 0.0011 0.0009 0.0009
surface slope ft/ft
Existing Stream
Condition by Required
Sloe De radin Stable Stable Stable Stable
Bankfull Shear Stress
z lb/ft2 0.24 0.08 0.09 0.09 0.10
O N Moveable particle size
J (mm) at bankfull shear
stress 50 18 20 20 22
Z
a
w
G
Stream Condition by
Bankfull Shear Stress Degrading Stable Stable Stable Stable
3.4.4 Flood Analysis
The HEC-RAS model was used to evaluate the effect of the design on flood elevations and to
ensure that the project would not increase flooding. HEC-RAS is a step-backwater software
program designed to perform one-dimensional, steady flow, hydraulic calculations for water
surface profiles of channels. For the study reach, 61 geometric cross-sections were modeled
along the length of the existing and proposed channels. Two models, one for existing
conditions and one for proposed conditions, were developed and executed to determine the
water surface elevations for both the bankfull and 100-year events. The bankfull discharge is
135 cubic feet per second (cfs) for the Hillsborough Reach, 188 cfs for Hillandale, and 213 cfs
for Albany. The 100-year discharge was calculated to be 3,929 cfs for the entire reach. The
proposed channel adequately carries the bankfull stage. The analysis indicates that the
47

proposed channel geometry will not increase the 100-year flood elevations within the project
' area. In fact, the analysis indicates that the water surface elevation will be reduced by 1.53 feet
at the downstream end of the project for the 100-year flow. The bankfull analysis indicates that
there will be a decrease in water surface for all but three sections in the stream reach.
However, the bankfull discharge is kept within the proposed channel for the entire reach. The
results are summarized in a comparison table, which is provided in Appendix F.
' 3.4.5 Discharge Analysis
The discharge analysis required the evaluation of the existing stream's watershed area, bankfull
area and corresponding bankfull discharge. Discharge rates for the bankfull event used in the
' design of this project were calculated using the piedmont regional curve.
QbIS = 89.04x0.72 ; (R2 = 0.97) Ha 1 1999).
' 3
The bankfull discharge for the Site is appro ' a ely 14 ft /s. Th existing bankfull velocity is
' approximately 0.85 ft/s. The proposed d n will not red a the velocity; however the
proposed geometry, pattern and profile will reduce stress and stream power from the
existing condition. The existing and proposed geometries were evaluated at the bankfull
' discharge rates, using HEC-RAS. A HEC-RAS evaluation of the design's discharge was utilized
to determine if the bankfull discharge is carried in the proposed channel's geometry. This
evaluation verifies that the proposed plan, dimension, and profile would adequately carry the
discharge at the bankfull stage, the point where water begins to overflow onto the floodplain.
' 3.4.6 Structures Used for Natural Channel Design
A number of different structures and methods will be used to control grade and stabilize the
channel. These structures and methods may include, but are not limited to: rock cross-vanes,
rock vanes, log-vanes, j-hook vanes, root wads, floodplain interceptors, matting, and planting
' materials. These structures provide grade control and bank stabilization; such that the proper
dimension, pattern, and profile is maintained while providing various habitats for aquatic
organisms. The structures provide a substrate for benthic macroinvertebrates to feed on, hide
under, and attach to. They also provide shelter and create eddies for fish to rest and feed near.
The majority of the materials for the structures will come from off site. Diagrams of these
structures are located in Appendix E.
Rock Cross-Vanes, rock vanes, and j-hook vanes will be utilized to direct the flow away from the
bank and toward the center of the channel. Rootwads will be used for bank stabilization and to
introduce woody material into the channel. Without this introduction it would be many years
' before the planted saplings would be able to provide the stream with this habitat feature.
Rock Cross-Vanes - Rock cross-vanes direct the flow away from the streambanks into the
' middle of the channel. The structure creates a scour pool below, while maintaining the grade
for the upstream portion. These structures will also provide a stable drop in the stream profile
throughout the Site. Boulders are used to build these structures and filter fabric and smaller
' rock will be used to further strengthen it by solidifying gaps between the boulders.

48

Rock Vanes - The rock vane directs the flow away from the stream bank and into the center of
' the channel. The rock vane structure creates a scour pool immediately downstream which
provides a habitat feature. Boulders are used to build these structures and will be used
throughout the Site on the outside meander bend.
' J-Hook Vanes - J-Hook Vanes are built with boulders and placed in the stream to direct flow
away from the streambanks. The structure has the appearance of a "J" since it consists of one
rock vane with boulders placed in the center of the channel curving back around to form a hook.
' In addition to the vanes scour pool, the openings between the extra boulders create a variety of
flow patterns. These flow patterns help move insects that fish feed on and the fish and aquatic
organisms hold in the calm water behind the boulders to catch food.
Rootwads - Rootwads will be utilized for streambank protection, habitat for fish, habitat for
terrestrial insects, cover and introduction of woody material into the stream. Rootwads act as a
' deflection device to the stream's flow. The roots buffer the streambank and aid in turning the
stream's erosive forces away from the streambank.
' Floodplain Interceptor - Floodplain interceptors will provide water on the floodplain with a
stabilized access point to flow back into the channel. The floodplain interceptors shall be placed
in low swale type areas on the floodplain where floodwater is expected to re-enter the stream
channel.
Matting and Planting - Matting, live staking, and vegetation planting will be utilized to stabilize
the project. Matting will provide immediate protection to the streambanks while the plantings
develop a root mass and aid in protecting against shear stress. Vegetation transplanting will not
be used on the Site due to the lack of existing appropriate plant materials. The plantings will
develop into mature trees that will be capable of providing the stream with shade and wildlife
t habitat. The streambed and point bars of the stream channel will not be matted or planted. The
detailed planting plan is discussed in Section 5.4.

49

4.0 BUFFER RESTORATION

J

The buffer along Ellerbe Creek will be restored to meet the Neuse River Buffer Rule
requirements within the limits imposed by the golf course as a condition of the project
proceeding. Buffer reference reaches were used to help guide in the development of a planting
plan. A planting plan was developed to meet the Neuse River Riparian Buffer Rule
requirements and to deal with the constraints and restrictions along the stream imposed by the
golf course and utility easements.
4.1 BUFFER REFERENCE REACHES
' Once the existing conditions of the site had been assessed, appropriate buffer reference
reaches were located. The stream reference reaches had suitable buffer communities that
could also be used as buffer reference reaches. Information was collected from these buffer
' reference reaches as to the type of forest community and vegetation present. This information
was used as guidance for the planting plan.
' 4.1.1 UT to Cabin Branch Ri parian Buffer Conditions
The riparian buffer consists of a well-developed Piedmont hardwood forest as defined by
' Schafale and Weakley (1990). The canopy is dominated by mature yellow poplar (Liriodendron
tulipifera), American beech (Fagus grandifolia), white oak (Quercus alba), green ash (Fraxinus
pennsylvanica), red maple (Acer rubrum), sweetgum (Liquidambar styraciflua), and mockernut
' hickory (Carya tomentosa). The understory consisted of the above species as well as sourwood
(Oxydendrum arboreum), flowering dogwood (Corpus florida), and ironwood (Carpinus
carolineana). The shrub layer contained tag alder (Alnus serrulata), silky dogwood (Corpus
amonum), highbush blueberry (Vaccinium corymbosum), elderberry (Sambucus canadensis),
' and witch hazel (Hamamelis virginiana). Herbaceous species included Christmas fern
(Polystichum acrostichoides), Asiatic dayflower (Commelina communts), clearweed (Piles
pumila), jewelweed (Impatiens capensis), and panic grass (Panicum sp.). Photographs of the
' buffer along the UT to Cabin Branch are shown in Exhibit 4.1.1.
4.1.2 Marks Creek South Riparian Buffer Conditions
A well-developed vegetative canopy was present at the Marks Creek South reference reach.
The canopy provides shade, streambank stabilization, and organic input into the stream.
Vegetation present at the reference reach included: red maple (Acer rubrum), sweet gum
(Liquidambar styraciflua), yellow poplar (Liriodendron tulipifera), ironwood (Carpinus
caroliniana), beech (Fagus grandifolia), american holly (Ilex opaca), greenbriar (Smilax spp.),
grapevine (Vitis spp.), poison ivy (Toxicodendron radicans), southern lady fern (Athyrium
' asplenioides), and cinnamon fern (Osmunda cinnamomea). Photographs of the buffer at Marks
Creek South are shown in Exhibit 4.1.2.
' 4.2 PLANTING PLAN
The golf course location of the Ellerbe Creek restoration project creates some unique
' challenges for the restoration of riparian buffers along the creek. Low growing vegetation will be
necessary in areas where the golf holes play across and along the creek. Trees and larger
shrubs may be planted in other areas where there is less play between fairways and practice
' facilities. The buffer will range from 15-145 feet from the top of bank averaging a 100-foot wide
corridor.
50

' To avoid the introduction of undesirable grasses on the golf course, the Hillandale staff was
consulted as to which types of ground cover could be used on the site. Table 4.2.1 identifies
low shrubs, tall shrubs, small trees, large trees, and wetland species that may be used in the
' planting plan depending on availability and the planting location along the golf course. The
reference reach information collected on species will be used however, the golf course creates
unique problems with height restrictions and restrictions on the species of grass planted. Not all
of the species from the reference reaches are included due to the restrictions imposed from
' height limitations and utility easements. A specimen ash tree along the right bank upstream of
Hillandale Road will be protected from construction traffic in the Hillandale Section. A specimen
American Holly will be planted just downstream of Croasdaile Road in the Hillandale Section.
' The desire of the golf course to limit the number of deciduous species and the commercial
availability of planting stock also played a role in what could be used.
The planting plan is divided into seven zones (Table 4.2.1). These zones are represented on
Exhibits 4.2.1-4.2.10. Zones 1, 2, and 3 are within the newly created floodplain. Zone 1 is a
mix of floodplain shrubs and small trees such as Virginia willow (Itea virginica), silky willow
' (Salix sericea), possumhaw (Viburnum nudum), ironwood (Carpinus carolineana), silky
dogwood (Cornus amonum), or smooth alder (Alnus serrulata). Zone 2 consists of a mix of
larger trees such as willow oak (Quercus phellos), river birch (Betula nigra), green ash (Fraxinus
' pennsylvanica), and American sycamore (Platanus occidentalis), and shrubs such as red
chokeberry (Aronia arbutifolia), male-berry (Lyonia ligustrina), and elderberry (Sambucus
canadensis). Zone 3 consists of low growing shrubs such as Virginia willow, buttonbush
(Cephalanthus occidentalis), dog hobble (Leucothoe racemosa), and steeplebush (Spirea
tomentosa). Within the floodplain zones, fast growing species such as willow, alder, and/or
buttonbush should be planted on the streambanks to quickly stabilize those areas and to
provide shade to the stream channel.
' Zones 4, 5, and 6 consist of more upland species to be planted in the riparian areas above the
floodplain. Zone 4 is a shrub mix that may include spicebush (Lindera benzoin), New Jersey
' tea (Ceanothus americanus), beautyberry (Callicarpa americana), highbush blueberry
(Vaccinium corymbosum), and winterberry (Ilex verticillata). Zone 5 is a mix of trees and larger
shrubs such as American elm (Ulmus americana), scarlet oak (Quercus coccinea), Carolina
' hemlock (Tsuga caroliniana), sourwood (Oxydendrum arboreum), American holly (Ilex opaca),
dogwood (Cornus florida), eastern redbud (Cercis canadensis), wax myrtle (Myrica cerifera),
and rhododendron (Rhododendron catawbiense). Zone 6 consists of lower growing shrubs
such as lowbush blueberry (Vaccinium pallidum), coral-berry (Symphoricarpus orbicultus),
beautyberry, and New Jersey tea.
Zone 7 is a mix of typical wetland species that may be used in small "pocket" wetlands that will
' be created in the outer edges of the floodplain to filter stormwater and improve water quality.
These species include lizard's tail (Saururus cernuus), pickerelweed (Pontederia cordata), duck
potato (Sagittaria sp.), rose mallow (Hibiscus moscheutos), sensitive fern (Onoclea sensibilis),
southern blue flag (Iris virginica), bulrush (Scirpus sp.), and buttonbush.

51
1
Exhibit 4. 1.1
11
Exhibit 4.1.2
11
11
11
u
II
11
11

1 52
UT to Cabin Branch Buffer
Marks Creek South Buffer Branch

Table 4.2.1: Ellerbe Planting Zones
' ZONE 1 Floodplain Shrubs
Silky willow (Salix sericea) DSB
Possumhaw (Viburnum nudum) DF
Ironwood (Carpinus carolineana) DF
Virginia willow (Itea virginica) DSB
Buttonbush (Cephalanthus occidentalis) DSB
' Silky dogwood (Cornus amonum) DSB
Tag or Smooth alder (Alnus serrulata) DSB
ZONE 2 Floodplain Forest
Male-berry (Lyonia ligustrina) EF
Elderberry (Sambucus canadensis) DF
Red chokeberry (Aronia arbutifolia) DF
Sweetbay magnolia (Magnolia virginiana) EF
Green ash (Fraxinus pennsylvanica) DF
' River birch (Betula nigra) DF
Willow oak (Quercus phellos) DF
Sycamore (Platanus occidentalis) DF
' ZONE 3 Floodplain Low Shrubs
Virginia willow (Itea virginica) DSB
' Buttonbush (Cephalanthus occidentalis) DSB
Steeplebush (Spirea tomentosa) DUF
Doghobble (Leucothoe racemosa) EUF
' ZONE 4 Upland Shrubs

r

New Jersey tea (Ceanothus americanus) DU
Beautyberry (Callicarpa americana) DU
Winterberry (Ilex verticillata) DU
Spicebush (Lindera benzoin) DU
Highbush blueberry (Vaccinium corymbosum) DU
Grasses
ZONE 5 Upland Forest
Rhododendron (Rhododendron catawbiense) EU
Wax myrtle (Myrica cerifera) EU
Dogwood (Cornus florida) DU
Eastern redbud (Cercis Canadensis) DU
Eastern redcedar (Juniperus virginiana) EU
American holly (Ilex opaca) EU
Sourwood (Oxydendrum arboreum) DU
Carolina hemlock (Tsuga caroliniana) EU
Scarlet Oak (Quercus coccinea) DU
American elm (Ulmus americana) DU
ZONE 6 Upland Low Shrubs
Lowbush blueberry (Vaccinium pallidum) EU
Coral-berry (Symphoricarpus orbicultus) EU
New Jersey tea (Ceanothus americanus) DU
Beautyberry (Callicarpa americana) DU
Zone 7 POCKET WETLANDS
Lizards's tail (Saururus cernuus)
Pickerelweed (Pontederia cordata)
Duck potato (Sagittaria latifolia)
Rose mallow (Hibiscus moscheutos)
Sensitive fern (Onoclea sensibilis)
Southern blue flag (Iris virginica)
Bulrush (Scirpus sp.)
Buttonbush (Cephalanthus occidentalis)
A seed mixture of orchard grass, barley, rye grain, and switchgrass will be specified within the planting
limits. For repair work outside of planting limits 419 Bermuda is closest match to existing turf.
Note: Shrubs and Trees are listed generally in order of shortest to tallest in each category.
D = deciduous; E = evergreen F= floodplain species U = upland species SB = streamban
53
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5.0 WETLAND CREATION

Wetlands are areas that are classified by having hydrophytic vegetation, hydric soils, and
hydrology. Wetlands have several functions including improving water quality, acting as flood
control, and enhancing wildlife. For the Ellerbe Creek Restoration Plan pocket wetlands and a
created wetland will be constructed. Pocket wetlands will be created throughout the floodplain
at Ellerbe Creek. A created wetland will be built between the Hillandale Golf Course number 12
tees to provide storage for stormwater from the adjacent neighborhood. The created wetland
will provide additional habitat features and will improve the water quality of runoff entering
Ellerbe Creek.
5.1 POCKET WETLANDS
By excavating shallow pools in the widest areas of the new floodplain, pocket wetlands will be
created. These wetlands will provide added water quality benefits by treating some of the
stormwater runoff from the golf course. They will also provide more diversity of habitat along
the stream restoration project. The wetland areas may be planted with lizard's tail,
pickerelweed, duck potato, rose mallow, sensitive fern, southern blue flag iris, bulrush, and
buttonbush. A combination of these species can provide the water quality benefits and habitat
as well as be aesthetically pleasing. The greater diversity of vegetation will also provide habitat
for dragonflies and other mosquito predators. In particular the pocket wetlands will likely
provide breeding habitat for amphibian populations and nesting habitat for small songbirds.
Locations of pocket wetlands are shown in Exhibits 4.2.1-4.2.10.
' 5.2 CREATED WETLAND
One type of Best Management Practice (BMP) is a created wetland. A created wetland collects
' stormwater runoff from the watershed and treats the water before it enters a creek (Hunt and
Doll, 2000). A created wetland is proposed on the golf course similar to the one built by North
Carolina State University in 2001 close to the pro shop. The wetland will be built south of
' Ellerbe Creek between the number 12 tees. The grading plan for the created wetland is shown
in Exhibit 5.2.1. The purpose of this wetland is to provide storage, habitat, and to treat
stormwater by allowing pollutants to settle out before entering Ellerbe Creek. The created
' wetland will improve the water quality by the settling effect of sediment, adsorption of metals
and soluble phosphorus, microbial processes, and filtration of metals. This site will also have
an educational value for the golf players and for Duke University students.
' Created wetlands are considered to be one of the best means of pollutant removal in North
Carolina. The created wetland will be comprised of: a fore bay or deep pool at the entrance,
shallow water meandering through shallow land which is submerged during storm events,
' several deep pools, and non-submerged uplands and an outlet device. The vegetation planted
in the area will provide additional habitat as well as improving water quality by the plants ability
to uptake nutrients. Vegetation within the wetland will include lizard's tail, pickerelweed, duck
' potato, southern blue flag iris, bulrush, Virginia Willow, buttonbush, steeple bush, doghobble,
lowbush blueberry, coral-berry, and beautyberry. The planting plan for the created wetland is
shown in Exhibit 5.2.2. The diversity in water depth and vegetation will provide habitat for
1 dragonflies, frogs, some birds, and fish.
d
64

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6.0 MONITORING
i

7

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6.1 STREAM
The stability of the stream channel will be monitored approximately six months after restoration
is complete or after bankfull or greater than bankfull events occur and annually for five years.
Monitoring of the stream channel may include, but not limited to: longitudinal profile survey, two
cross-sections, and establishment of photo reference points by GPS. The longitudinal profile
will be a minimum of twenty bankfull widths or 440 feet. Monitoring efforts will evaluate any
changes by overlaying each year's cross-section and longitudinal profile with the previous years'
for comparison.
Assessments and measurements taken of the stream channel will focus on lateral (streambank
changes), vertical (streambed changes), and overall stability of the stream. The stability of the
stream will be assessed by several different methods. The lateral stability of the channel will be
assessed from permanent cross-sections. The vertical stability of the channel will be assessed
from the permanent longitudinal profile. The overall channel stability will be assessed from
photo reference points.
6.2 STREAMBANK VEGETATION
The restoration site will be inspected after completion of the planting to determine if proper
planting methods for spacing, density, and species composition were followed. Photo points will
be established within each plot and a visual observation will be recorded.
A quantitative sampling of established vegetation plots will be performed in late summer/early
fall at the end of the first year of completion and after each growing season until criteria are met.
If the survival rate drops below 70%, the site will be replanted. These samplings are intended to
identify any problem areas early, in order to allow for quick remedial measures.
67
I

7.0 SUMMARY
' This site consists of a channel that is classified as a G4 evolving into an F4. Restoration of this
channel to a C type stream will help to improve biological integrity of the system, reduce energy
' of the stream, reduce erosion, and increase habitat. The existing buffer consists of maintained
turfgrass for the golf course. Restoration of the riparian buffer along the stream will help to
improve aquatic and terrestrial habitats. The pocket wetland areas consist of small
depressional areas that will provide storage, water treatment, and habitat diversity across the
' Site. The created wetland proposed will provide storage and treatment to runoff from an
adjacent neighborhood along with hydrologic, planting, and habitat diversity. These wetland
areas will allow sediments and pollutants to settle out before entering the stream therefore
improving water quality.
The Ellerbe Creek Restoration Site provides an excellent opportunity for restoration of the
' stream and buffer and creation of wetlands. Restoring stream and buffer functions at this site
will:
1) Decrease floodwater levels;
' 2) Improve water quality;
3) Increase aquatic and terrestrial habitat and diversity;
4) Improve the biological integrity of the system;
' 5) Reduce the amount of sediment and pollutants entering the stream;
6) Reduce the amount of pollutants and sediment entering the stream via the pocket
wetlands and the created wetland;
7) Provide water storage through created wetland and wetland pockets; and
' 8) Provide landscape continuity.
Overall, the Site will provide a variety of habitats from open water to uplands. The Site will
' greatly increase the future habitat and food sources for a variety of wildlife species including
much needed breeding pools for amphibians. Restoration of the stream channel, buffer, and
wetland areas will help improve water quality in Ellerbe Creek and thus the Neuse River.

I

7
68

8.0 REFERENCES
0

F

Harman, William A., Gregory Jennings, Jam M. Patterson, Dan R. Clinton, Louise O. Slate,
Angela Jessup, J. Richard Everhart, and Rachel E. Smith. 1999. Bankfull Hydraulic
Geometry Relationships for North Carolina Streams. AWRA Wildland Hydrology
Symposium Proceedings. Edited By: D.S. Olsen and J.P. Potypondy. AWRA Summer
Symposium. Bozeman, MT.
Harrelson, Cheryl, C.L. Rawlins and John Potypondy. 1994. Stream Channel Reference Sites:
An Illustrated Guide to Field Technique. United States Department of Agriculture, Forest
Service. General Technical Report RM-245.
Hunt, William and Barbara Doll. 2000. Urban Waterways Designing Stormwater Wetlands for
Small Watersheds. North Carolina Cooperative Extension Service.
Iowa State University. 1995. Hydric Soils List for North Carolina.
hftp://www.statlab.iastate.edu/soils/hydric/nc.htmi.
Rosgen, David L. 1994. A classification of natural rivers. Catena 22: 169-199.
Rosgen, D. 1996. Applied River Morphology. Wildland Hydrology, Pagosa Springs, Colorado.
Rosgen, Dave. 1997. A Geomorphological Approach to Restoration of Incised Rivers.
Wildland Hydrology. Proceedings of the Conference on Management of Landscapes
and Disturbed by Channel Incision.
Rosgen, Dave. 2001. The Reference Reach- a Blueprint for Natural Channel Design.
t Proceedings of the Wetlands and Restoration Conference.
Schafale, M.P. and A.S. Weakley. 1990. Classification of the Natural Communities of North
' Carolina Third Approximation. North Carolina Natural Heritage Program, Raleigh,
North Carolina.

0
Soil Conservation Service, USDA. 1981. Soil Survey, Durham County, North Carolina.
USACE. 1997. HEC-RAS River Analysis System, Version 2.0. USACE, Hydrologic
Engineering Center, Davis, California.
69

0

7
1

r
E

C
APPENDIX A
EXISTING CHANNEL DATA

Ellerbe Creek (Upstream) Existing Data
Basin: Neuse Channel Slope:
Reach: Ellerbe Creek (Upstream) Stream Length:
Observers: RKW, KMM, ADG, PBC, JRR, MDD Valley Length:
Channel Type: G4 -> F4 Sinousity:
Drainage Area (sq mi): 1.7 Meander Length
Belt Width:
0.31 %
295 ft
287 ft
1.03
NA ft
33 ft
NA ft
Longitudinal Data
Elevation Top of Top of
Elevation Water Bank Bank
Station Streambed Surface (Right) (Left) Innerberm Terrace
20 88.61 89.01 7.07 7.90 9.42 4.91
25 88.91 88.99
28 88.41 88.99
34 88.63
40 88.79 88.97
45 88.55 88.95
50 88.65 88.99 7.19 8.28 10.46
55 88.54 88.98
59 88.51 88.97
63 88.24 88.96
68 88.12 88.96
74 88.10 88.98
79 88.21 88.97
85 88.27
95 88.36 88.98
100 88.07 88.93
105 88.58 88.98
110 88.41 88.97 8.41 7.38 7.20
115 88.29 88.99
120 88.39 88.97
125 88.15 88.95
135 88.01 88.97
145 88.10 88.96
154 88.56 88.96
159 88.72 88.92
165 88.60 88.80
169 88.32 88.74 8.40 10.42
176 88.24 88.72
181 88.29 88.71 8.22 10.75 4.92
187 88.22 88.72
191 88.52 88.70
200 88.39 88.55
205 88.15 9.00
207 88.15 88.53
213 88.25 88.43 7.73 8.99 10.49 6.58
220 88.11
226 88.18 88.44
233 88.08 88.42
239 87.90 88.24 8.02 9.22
244 87.91 88.23
247 88.09 88.21
250 87.80 88.16
255 87.55 88.15
260 87.46 88.14
265 87.79 88.17
270 87.94 88.18 8.28 9.85 11.42 7.22
274 88.07 88.11
276 87.72 88.12
283 87.85 88.13
289 87.74 88.14
292 87.67 88.03
295 87.59 88.09

Ellerbe Creek (Upstream) Existing Data
Basin: Neuse
Reach: Ellerbe Creek (Upstream)
Observers: RKW, KMM, ADG, PBC, JRR, MDD
Channel Type: G4 -> F4
Drainage Areas mi : 1.7
Cross-Sectional Data
Riffle
Station Elevation Bankfull Area 31.9 sq.ft
1 93.24 Bankfull Width 20.7 ft
7 92.62 Max depth 3.7 ft
10 91.92 Mean depth 1.5 ft
15 91.02 Width/Depth Ratio 13.4
18 90.46 Flood Prone Width 25.0 ft
20.5 89.82 Entrenchment Ratio 1.2
21.5 88.76
23 88.56
23.5 88.32
23.9 88.52
24.3 88.81
25 89.04
27 90.92
29.2 91.28
30.6 92.15
35 92.24
38 93.14
43 94.13
Pool
Station Elevation Bankfull Area 38.3 sq.ft
1 93.76 Bankfull Width 21.1 ft
4.5 93.44 Max depth 4.0 ft
10 92.3 Mean depth 1.8 ft
15 91.8
19 91.22
20.5 90.4
21.6 90.14
22.3 89.42
23.5 88.8
25.5 88.47
27.5 88.23
28.4 88.77
28.45 89.15
29.8 89.61
32.1 92.2
37 92.51
40 93.08
43 93.68

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Ellerbe Creek (Downstream) Existing Data
Basin: Neuse Channel Slope: 0.19%
Reach: Ellerbe Creek (Downstream) Stream Length: 276 ft
Observers: RKW, KMM, ADG, PBC, JRR, MDD Valley Length: 276 ft
Channel Type: G4 Sinousity: 1.00
Drainage Area (sq mi): 3.14 Meander Length: 83 ft
Belt Width: 25 ft
Radius of Curvature: 17 ft
Elevation Elevation
Elevation Top of Top of
Elevation Water Bank Bank
Station Streambed surface (Right) (Left) Inner berm Terrace
34 89.58 90.68
38 89.66 90.68
44 89.92 90.68 94.32 97.91
50 90.24 90.68
55 90.17 90.67 95.50 98.34
60 90.07 90.67
65 89.98 90.68
70 90.06 90.68 95.56 91.97
74 90.21 90.65
78 90.36 90.68
84 90.41 90.67 94.87 92.14
88 90.40 90.64
93 90.25 90.65
98 90.26 90.64 95.19 92.19
102 90.16 90.64
106 89.91 90.61
110 89.96 90.64 94.26 91.2 97.33
114 90.35 90.55
120 90.25 90.49
125 90.19 90.45 91.48
130.5 90.15 90.41
132 89.72 90.36
135 89.79 90.37
140 89.84 90.34 95.13 90.98 98.33
144 90.09 90.35
150 89.93 90.33
155 89.88 90.34
160 90.07 90.33
164 90.04 90.30
168 89.90 90.20 94.83 91.82
170 89.67 90.19
175 89.53 90.17
179 89.47 90.19
182 89.49 90.19 95.27 93.47 97.3
186 89.39 90.19
191 89.64 90.16
196 89.64 90.18
200 89.72 90.18
205 89.50 90.24
210 89.34 90.16
215 89.12 90.18 95.33
220 89.01 90.17
222 88.97 90.17
227 88.94 90.16
231 89.23 90.19
237 89.61 90.17 95.00 94.00
242 89.42 90.18
245 89.35 90.17
250 89.26 90.16
254 89.35 90.15
260 89.44 90.18
265 89.46 90.18 94.74 94.31
270 89.40 90.18
275 89.51 90.17
280 89.46 90.18
284 89.66
288 89.54 90.18
292 89.40 90.16
295 89.34 90.18 94.51 97.71
300 89.39 90.19

Ellerbe Creek (Downstream) Existing Data
Basin: Neuse
Reach: Ellerbe Creek (Downstream)
Observers: RKW, KMM, ADG, PBC, JRR, MDD
Channel Type: G4
Drainage Area (sq mi): 3.14
Cross Sectional Data
Riffle
Station Elevation Bankfull Area 48.3 sq.ft
1.8 98.49 Bankfuil Width 19.9 ft
13 98.22 Max depth 4.0 ft
16 98.05 Mean depth 2.4 ft
17 97.86 Width/Depth Ratio 8.2
18 97.61 Flood Prone Width 40.0 ft
22 96.82 Entrenchment Ratio 2.0
27 94.9
36 94.54
39 94.09
42 94.04
45 93.6
46 93.19
47 91.44
48 90.89
50 90.61
51 90.2
53 90.01
53.5 90.07
54 90.21
55 90.26
56 90.65
57.5 90.66
59 92.06
61.5 93.07
62.5 95.25
65.7 95.5
68 95.78
72 96.35
76 96.8
79 97.14
Pool
Station Elevation Bankfull Area 70.2 sq.ft
2 98.45 Bankfull Width 28.4 ft
8 98.39 Max depth 5.0 ft
12 98.22 Mean depth 2.5 ft
18 98.03
23 94.79
30 94.67
36.4 94.45
37.8 93.21
40 92.83
43 93
47 93.19
49 92.89
52.6 91.95
54.75 91.2
55.75 90.17
57.8 89.49
59.7 89.54
61 90.16
62.5 91.12
64.75 92.9
64.9 95.27
70 96.09
75 96.61
79 97.01

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APPENDIX B
NCDWQ Stream Classification Form

1 NCDWQ Stream Classification Form
' Project Name: Ellerbe Creek River Basin: Neuse County: Durham Evaluator: PBC
DWQ Project Number: N/A Nearest Named Stream: Ellerbe Creek Latitude: Signature:
' Date: 7/23/02 USGS QUAD: Longitude:
Location/Directions: Brock Property - North of NC 58, approximately 6.5 miles west of Trenton (Existing channel
between Brock/Dail culvert crossing and Chinquapin Branch).
*PLEASE NOTE: If evaluator and landowner agree that the feature is a man-made ditch, then use of this form is not
necessary. Also, if in the best professional judgement of the evaluator, the feature is a man-made ditch and not a modified
natural stream--this rating system should not be used*
' Primary Field Indicators: (Circle One Number Per Line)

5) Is There An Active (Or Relic)

' 9) Is A Continuous Bed & Bank Present? 0 1 2
(*NOTE: IJBed & Bank Caused By Ditching And WITHOUT Sinuosity Then Score=0 *)
10) Is A 2nd Order Or Greater Channel (As Indicated
On Topo Map And/Or In Field) Present? Yes=3' No=O
t PRIMAR Y GEOMORPHOL OG Y INDICA TOR POINTS: 11
H. Hydrology Absent Weak Moderate Strong
t 1) Is There A Groundwater
Flow/Discharge Present? 0 1' 2 3
PRIMARYHYDROLOGYINDICATOR POINTS: 1
'
III. Biology Absent Weak Moderate Strong
/.J are icootea riants rresent in mreamoear - v
' 3) Is Periphh on Present? 0 2 3
4) Are Bivalves Present? A 1 2 3

t PRIMARY BIOLOGYINDICATOR POINTS: 5!.
Secondary Field Indicators: (Circle One Number Per Line)
I. Geomorphology Absent Weak

Moderate

Strong
' 1) Is There A Head Cut Present In Channel? .5 1 1.5
2) Is There A Grade Control Point In Channel? 0 .5 11 1.5
3) Does Topography Indicate A
Natural Drainage Way? 0
.5
1
1'.3
' SECONDARY GEOMORPHOLOGYINDICA TOR POINTS: 2?5

1. Geomorpholoey Absent Weak Moderate Strong
1) Is There A Riffle-Pool Sequence? 0 1 2 3
2) Is The USDA Texture In Streambed
H. Hydrology Absent Weak Moderate Strong
1) Is This Year's (Or Last's) Leaf litter
Present In Streambed? 1.5 1 .5 0
IN To Q-A,* --+ n„ Dlo„4o tnr T1P1,nCl PYPCPn47 11 S 11 1 S
' 4) Is Water In Channel And >48 Hrs. Since 0 .5 1 P.M
Last Known Rain? (*NOTE. , f'Ditch Indicated In #9 Above Skip This Step And #5 Below*)
5) Is There Water In Channel During Dry 0 .5 1 1'5

SECONDARY HYDROLOGYINDICATOR POINTS:
SECONDARYBIOLOGYINDICA TOR POINTS: 7
TOTAL POINTS (Primary + Secondary= 40.5 (If Greater Than Or Equal To 19 Points The Stream Is At
Least Intermittent)

8) Are Wetland Plants In Streambed? N/A SAV Mostly OBL Mostly FACW Mostly FAC Mostly FACU Mostly UPL
(* NOTE: If Total Absence Of All Plants In Streambed 2 .75 .5 0 0
As Noted Above Skip This Step UNLESS SA V Present*).

I,

0

I I

NCDWO Stream Classification Form
Project Name: UT to Cabin Branch River Basin: Neuse County: Durham Evaluator: PBC
Reference Reach
DWQ Project Number: N/A Nearest Named Stream: Cabin Branch Latitude: 36°6' Signature:
Date: 8/6/02 USGS QUAD: NW Durham Longitude: 78°53'
Location/Directions: End of (SR 2625) Earl Road in Durham.
*PLEASE NOTE: If evaluator and landowner agree that the feature is a man-made ditch, then use of this form is not
necessary. Also, if in the best professional judgement of the evaluator, the feature is a man-made ditch and not a modified
natural stream-this rating system should not be used*
Primary Field Indicators: (Circle One Number Per Line)
5) Is There An Active (Or Relic)
9) Is A Continuous Bed & Bank Present? 0 1 2'
(*NOTE: If Bed & Bank Caused By Ditching And WITHOUT Sinuosity Then Score=0*)
10) Is A 2"d Order Or Greater Channel (As Indicated
On TODD Man And/Or In Field) Present? Yes=3 No=O
PRIMARY GEOMORPHOLOGYINDICATOR POINTS: 1_9
II. Hydrolou Absent Weak Moderate Stronn
1) Is There A Groundwater
PRIMARYHYDROLOGYINDICATOR POINTS:
Secondary Field Indicators: (Circle One Number Per Line)
J
III. Biolozy Absent Weak Moderate Strong
1) Are Fibrous Roots Present In Streambed? § 2 1 0
2) Are Rooted Plants Present In Streambed? 3 2 1 0
3) Does Topography Indicate A
Natural Drainage Way? 0 .5 1'S
SECONDARY GEOMORPHOL OG Y INDICA TOR POINTS: 335
1. Geomorpholo2y Absent Weak Moderate Strong
1) Is There A Riffle-Pool Sequence? 0 1 l 3
2) Is The USDA Texture In Streambed
I
II. Hydrology Absent Weak Moderate Strons
1) Is This Year's (Or Last's) Leaf litter
In___- - - -30 1iS?G 1 C A

4) Is Water In Channel And >48 Hrs. Since 0 .5 j 1.5
Last Known Rain (*NOTE.- If Ditch Indicated In #9 Above Skip This Step And #S Below*)
5) Is There Water In Channel During Dry 0 .5 1 1.5
SECONDARYHYDROLOGY INDICATOR POINTS:
' TOTAL POINTS Prima +Seconda = 42.25 (If Greater Than Or Equal To 19 Points The Stream Is At Least
Intermittent)

II

4) Are Crash Present? 0 .5 1 1.5
8) Are Wetland Plants In Streambed? N/A SAV Mostly OBL Mostly FACW Mostly FAC Mostly FACU Mostly UPI,
(* NOTE: If Total Absence Of All Plants In Streambed 2 1 75 .5 0 0
As Noted Above Skip This Step UNLESS SAV Present*).
SECONDARYBIOLOGYINDICA TOR POINTS: 4.25

C

L

NCDWO Stream Classification Form
Project Name: UT Marks Creek South River Basin: Neuse County: Wake Evaluator: ADG/LEM
Reference Reach
DWQ Project Number: N/A Nearest Named Stream: Marks Creek Latitude: 35° 46' 31 Signature:
Date: 8/6/02 USGS QUAD: Knightdale Longitude: 78° 26' 52"
Location/Directions: Reference reach located 50 ft south of the powerline easement.
`PLEASE NOTE: If evaluator and landowner agree that the feature is a man-made ditch, then use of this form is not
necessary. Also, if in the best professional judgement of the evaluator, the feature is a man-made ditch and not a modified
natural stream-this rating system should not be used`
Primary Field Indicators: (Circle One Number Per Line)
5) Is There An Active (Or Relic)
9) Is A Continuous Bed & Bank Present? 0 1 2
(*NOTE. If Bed & Bank Caused By Ditching And WITHOUT Sinuosity Then Score=0*)
10) Is A 2°d Order Or Greater Channel (As Indicated
PRIMARY GEOMORPHOLOGYINDICATOR POINTS:
H. Hydrolou Absent Weak Moderate Strone
1) Is There A Groundwater
PRIMAR Y HYDROLOGY INDICA TOR POINTS:
PRIMAR Y BIOL OG Y INDICA TOR POINTS:
Secondary Field Indicators: (Circle One Number Per Line)
3) Does Topography Indicate A
Natural Drainage Way? 0 .5 1 1.,5
SECONDARY GEOMORPHOL OG Y INDICATOR POINTS. 2

1. Geomorpholozy Absent Weak Moderate Strong
1) Is There A Riffle-Pool Sequence? 0 1 2 91,
2) Is The USDA Texture In Streambed

' II. Hydrology Absent Weak Moderate Strong
1) Is This Year's (Or Last's) Leaf litter

4) Is Water In Channel And >48 Hrs. Since 0 .5 1
Last Known Rain (*NOTE: YDitch Indicated In #9 Above Skip This Step And #5 Below*)
5) Is There Water In Channel During Dry 0 .5 1 1,5
SECONDARYHYDROLOGYINDICA TOR POINTS:
TOTAL POINTS Prima + Secondary) = 46.5 I Greater Than Or Equal To 19 Points The Stream Is At Least
' Intermittent)

I

1
6) Are Iron Oxidizing Bacteria/Fungus Present? 0 .5 1 1.5
7) Is Filamentous Algae Present? 0 t5 1 1.5
8) Are Wetland Plants In Streambed? N/A SAV Mostly OBL Mostly FACW Mostly FAC Mostly FACU Mostly UPL
(* NOTE: If Total Absence o)rAll Plants In Streambed 2 1 .75 .5 0 0
As Noted Above Skin This Step UNLESS SA VPresent*).
SECONDAR Y BIOL OG Y INDICA TOR POINTS: 6

C

APPENDIX C
UT TO CABIN BRANCH
REFERENCE REACH DATA

0

Unnamed Tributary to Cabin Branch Longitudinal Profile Data
Basin: Neuse Channel Slope: 1.49%
Reach: LIT to Cabin Branch Stream Length: 397 ft
Observers: KMM, PBC , JRR, SNR Valley Length: 330 ft
Channel Type: C3 Sinousity: 1.20
Drainage Area (sq mi): 1.26 Meander Length: 52 ft
Belt Width: 80 ft
Radius of Curvature: 15.2 ft

Elevation Top of Top of Elevation Top of
Elevation Water Elevation Bank Bank Elevation Water Elevation Top of Bank
Station Streambed surface Bankfull (RT) (LT) Terrace Station Streambed surface Bankfull Bank (RT) (LT) Terrace
4.0 93.94 180.6 91.1
7.0 93.46 187.7 91.1
9.5 93.36 192.4 91.0
10.5 93.15 94.32 94.84 95.33 197.0 90.9
11.0 93.19 93.25 200.0 90.8 90.8
13.0 93.03 93.23 203.9 91.0 92.6 94.1
14.0 93.08 93.23 207.1 91.1
17.0 92.87 93.27 208.7 90.9
19.8 92.85 93.24 94.76 95.60 210.2 90.9
23.0 92.56 93.26 214.2 90.7
24.9 92.48 93.26 221.0 90.6
27.5 92.57 93.27 226.0 90.5 91.4 93.7
29.4 92.44 93.25 237.7 90.3
31.4 92.57 93.25 241.0 89.8 90.1
33.0 92.78 93.25 94.29 95.49 243.4 90.0
35.2 93.07 93.23 247.0 89.9 90.1
38.0 93.01 93.22 249.6 89.7 90.1
39.6 93.04 93.25 251.0 90.0 90.1
42.5 92.90 93.24 255.2 90.0
44.4 93.03 93.25 258.7 89.8 90.0
47.0 93.24 263.6 90.0
49.4 93.30 268.1 90.1
52.5 92.90 271.2 89.8 91.3 92.8
56.0 92.62 92.67 277.0 89.9
58.7 92.57 92.58 282.4 89.8 91.3 92.5
60.6 92.38 92.48 289.2 89.7
64.4 92.27 92.49 296.8 89.4
67.4 92.39 92.47 93.92 94.80 304.0 89.3
70.4 92.37 92.52 308.0 89.1
73.7 92.31 92.46 313.0 89.0 89.0
79.3 92.36 92.47 319.0 89.5 92.3 90.7 91.6
82.7 92.36 92.47 320.7 89.3
87.3 92.51 326.0 89.2
92.8 92.66 332.0 89.1
98.6 92.31 337.8 89.0
104.0 91.99 343.3 89.1
108.4 91.86 349.0 89.0
113.5 91.75 91.85 353.0 89.1
118.6 91.58 91.59 359.2 89.1
125.5 91.53 94.41 94.05 364.0 88.9
130.4 91.71 367.1 88.9
136.0 91.71 370.8 88.8
140.8 91.31 91.45 373.4 88.8
144.1 91.28 91.42 374.6 88.6
147.0 91.21 91.41 93.22 94.05 376.3 88.5
149.5 91.40 91.41 378.0 88.4
153.6 91.46 380.0 88.1
155.5 91.71 383.6 87.8 88.3
158.6 91.15 385.4 87.8 88.4
160.4 90.81 90.94 386.7 87.7
162.8 90.67 90.93 388.0 87.7
164.6 90.49 90.91 390.0 87.7 88.3
167.4 90.69 90.93 397.0 88.4
171.0 90.79 90.93
175.3 90.85 90.91
179.4 91.03 93.47 94.06

7

0

7-
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Unnamed Tributary to Cabin Branch - Cross Section Data
Basin: Neuse
Reach: UT to Cabin Branch
Observers: KMM, PBC, JRR, SN R
Channel Type: C3
Drainage Areas mi : 1.26

Riffle
Elevation Elevation
Station Streambed Bankfull
1.6 96.00 93.83
3.0 95.86
5.0 95.63
6.5 95.51 Bankfull Area 21.4 sq.ft
8.5 95.21 Bankfull Width 14.3 ft
9.9 95.15 Max depth 2.2 ft
15.5 94.79 Mean depth 1.5 ft
16.8 94.65 Width/Depth Ratio 10
17.7 93.83 Flood Prone Width 47.0 ft
18.6 93.23 Entrenchment Ratio 3.3
19.3 92.97
19.8 92.63
20.3 92.38
20.7 91.99
22.3 91.94
23.5 91.78
24.1 91.64
25.9 91.76
28.4 91.77
29.0 91.87
29.3 92.81
30.5 93.22
Pool
Elevation Elevation
Station Streambed Bankfull
2.0 95.30 93.62
3.8 95.06 Bankfull Area 27.2 sq.ft
5.0 94.93 Bankfull Width 14.7 ft
6.5 94.97 Max depth 2.5 ft
8.6 95.08 Mean depth 1.8 ft
10.0 94.34
11.0 93.92
12.6 92.11
14.0 91.45
16.0 91.11
17.0 91.26
19.0 91.26
20.5 91.37
21.5 91.40
22.0 91.51
23.2 91.76
24.0 92.29
26.0 93.62
28.0 94.08
30.0 94.37
32.0 94.47

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APPENDIX D
MARKS CREEK SOUTH
REFERENCE REACH

i
Marks Creek South Tributary Longitudinal Profile Data
Basin: Neuse Channel Slope:
Reach: South Unnamed Trib. to Marks Creek Stream Length:
Observers: RKW, KMM, BGF Valley Length:
Channel Type: C5 Sinousity:
Drainage Area (sq mi): 0.1016 Meander Length:
Belt Width:
Radius of Curvature:
1.44%
106.00 ft
85.96 ft
1.23
32.09 ft
37.73 ft
10.82 ft
Elevation Elevation Water
Station
Streambed Surface
0.00 73.08 73.23
0.66 73.11 73.24
2.95 72.92 73.00
5.25 72.65
6.23 72.36 72.62
8.20 71.74 72.65
11.15 71.82
15.09 71.82 72.62
18.04 71.77 72.65
20.34 72.06 72.62
22.31 72.24 72.67
24.93 72.57 72.64
27.07 72.41 72.54
29.53 72.10 72.52
31.50 71.77 72.52
34.61 71.88 72.51
38.39 71.98 72.54
40.68 72.08 72.47
43.96 72.23 72.52
45.28 72.33 72.52
48.56 72.38 72.52
49.21 72.46 72.49
50.52 72.31
53.48 72.19
55.77 72.08 72.15
59.05 72.05 72.11
61.68 72.23 72.23
63.48 71.92 72.05
64.96 71.97 72.03
65.94 71.93
68.24 71.77 71.83
70.54 71.69 71.82
72.18 71.69 71.78
73.49 71.59 71.75
75.46 71.54
77.10 71.65 71.75
78.74 71.57 71.75
82.02 71.18 71.77
83.99 71.06 71.75
86.94 71.13 71.72
88.58 71.33 71.77
90.55 71.47 71.74
92.52 71.56 71.75
92.85 71.67 71.74
94.32 71.62 71.67
97.77 71.39 71.46
99.08 71.34 71.46
100.39 71.34 71.44
101.70 71.34 71.41
103.35 71.21 71.36
105.97 71.31 71.34

0

L

Marks Creek South Tributary Cross-Section Data
Basin: Neuse
Reach: South Unnamed Trib. to Marks Creek
Observers: RKW, KMM, BGF
Channel Type: C5
Drainage Areas mi : 0.1016
Riffle
Elevation Station 50.52
Station
Streambed
1.31 74.26
7.55 74.16
9.84 74.05
11.15 73.61
12.47 73.13
13.45 72.95
14.76 72.97
15.75 72.85 Bankfull Area 7.18 sq.ft
16.73 72.70 Bankfull Width 10.11 ft
17.22 72.61 Max depth 1.26 ft
17.62 72.41 Mean depth 0.71 ft
17.88 72.34 Width-to-Depth Ratio 14.22
18.37 72.26 Flood Prone Width 59.05 It
18.77 72.26 Entrenchment Ratio 5.84
19.52 72.28
19.82 72.51
20.18 72.56
20.83 73.18
21.49 73.52
23.79 73.77
25.26 74.23
26.25 74.31
33.46 73.88
Pool
Elevation Station 86.94
Station
Streambed
0.00 76.18
3.28 75.82
6.56 75.46
9.84 75.05
11.15 74.72
12.30 73.95
12.96 73.46
13.71 71.69 Bankfull Area 16.22 sq. ft
14.11 71.44 Bankfull Width 11.47 ft.
14.76 71.19 Max Depth 2.78 ft.
15.26 71.03 Mean Depth 1.41 ft.
15.75 71.10
16.40 71.26
16.90 71.52
17.39 72.08
18.04 72.39
19.03 72.57
21.00 72.92
22.31 73.20
23.95 73.67
31.17 73.81
34.45 73.70

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APPENDIX E
DETAILS OF STRUCTURES

11

P

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1
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ROCK CROSS VANE
NOTES: SCALE:NTS
1. ALL STONES ARE TO BE STRUCTURE STONE.
2. GAPS BETWEEN BOULDERS SHALL BE MINIMIZED
BY FITTING BOULDERS TOGETHER, PLUGGING
WITH STRUCTURE STONE CLASS A AND NO.57
AND LINING WITH FILTER FABRIC.
3. DIMENSIONS AND SLOPES MAYBE ADJUSTED TO
FIT BY THE ENGINEER.
4. A DOUBLE FOOTER BOULDER SHALL BE UTILIZED
IN SAND BED MATERIAL.
FILTER FABRIC SHALL BE PLACED ON THE UPSTREAM
SIDE OF THE STRUCTURE TO PREVENT WASHOUT OF
SEDIMENT THROUGH BOULDER GAPS. FILTER FABRIC
SHALL EXTEND FROM THE BOTTOM OF THE FOOTER
BOULDER TO THE FINISHED GRADE ELEVATION AND
SHALL BE PLACED THE ENTIRE LENGTH OF STRUCTURE.
1/3 OF PROPOSED 1/3 OF PROPOSED 1/3 OF PROPOSED
BANKFULL WIDTH BANKFULL WIDTH BANKFULL WIDTH
FILTER FAI
20°-
BACKFILL
NO.57 ST
I TOP OF BAI
F
1/3 OF PROPOSED 1/3 OF PROPOSED 1/3 OF PROPOSED
BANKFULL WIDTH BANKFULL WIDTH BANKFULL WIDTH
TOP OF STONE SHALL BE SET A MINIMUM OF 0.5 FT.
ABOVE BANKFULL ELEVATION AS SHOWN ON X-SECT.
NO GAPS
BETWEEN
BANKFULL STONES
ELEVATION
^ ---------- -?-- ------C- - -- /
TOP OF CENTER 1/3 STONES
SET AT ELEVATION SHO WN
ON /
LONGITUDINAL PROFILE
STREAMBED
ELEV.
?-- FOOTER STONES
WILL BE PLACED INTO
THE EXISTING SUBSTRATE
CROSS SECTION DIAMETMUM OF THE ROCK

1

11

ROCK VANE
SCALE: NTS
NOTES:
1. ALL STONES ARE TO BE STRUCTURE STONE.
2. GAPS BETWEEN BOULDERS SHALL BE MINIMIZED
BY FITTING BOULDERS TOGETHER, PLUGGING
WITH STRUCTURE STONE CLASS A AND NO.57
AND LINING WITH FILTER FABRIC.
3. DIMENSIONS AND SLOPES MAYBE ADJUSTED TO
FIT BY THE ENGINEER.
4. A DOUBLE FOOTER BOULDER SHALL BE UTILIZED
IN SAND BED MATERIAL.
FILTER FABRIC SHALL BE PLACED ON THE UPSTREAM
SIDE OF THE STRUCTURE TO PREVENT WASHOUT OF
SEDIMENT THROUGH BOULDER GAPS. FILTER FABRIC
SHALL EXTEND FROM THE BOTTOM OF THE FOOTER
BOULDER TO THE FINISHED GRADE ELEVATION AND
SHALL BE PLACED THE ENTIRE LENGTH OF STRUCTURE.
SLOPE OF VANE FROM CENTERLINE
TO TOP OF BANK SHALL BE 2-7%
FILTER
FABRIC
TOP OF BANK EDGE OF WATER
/ P
1/3 TO It WIDTH OF /
PROPOSED CHANNNEL
20°-30° /
BACKFILL WITH /
NO.57 STONE /
VANE BOULDERS /
FILTER FABRIC /
/
ROCK SILL /
P
/ SCOUR/ / TOP OF BANK
FOOTER BOULDERS I\ POOL C?
EDGE OF WATER
PLAN VIEW
STREAMBANK
BANKFULL ELEVATION
------------ ?-----------------------------•
FOOTER BOULDERS -'
WILL BE PLACED INTO
THE EXISTING SUBTRATE
A MINIMUM OF THE BOULDER
SECTION A-A
STREAMBED
ELEVATION

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HEC-RAS
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17,

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11
ELLERBE CREEK HEC-RAS ANALYSIS
River
Station
Storm Discharge
cfs Existing
WSEL (ft) Proposed
WSEL (ft) Backwater
ft

61509 Bankfull 213 353.05 352.38 -0.67
61509 100 r 3929 361.08 359.55 -1.53

61589 Bankfull 213 353.3 352.61 -0.69
61589 100 3929 361.49 359.81 -1.68

61798 Bankfull 213 353.77 353.07 -0.7
61798 100 r 3929 361.88 360.23 -1.65

61829 Bankfull 213 353.91 353.15 -0.76
61829 100 r 3929 361.87 359.98 -1.89

61836.5 Bridge

61844 Bankfull 213 354.31 353.22 -1.09
61844 100 r 3929 362.12 360.89 -1.23

61904 Bankfull 213 354.5 353.35 -1.15
61904 100 r 3929 362.4 361.58 -0.82

61966 Bankfull 213 354.68 353.47 -1.21
61966 100 r 3929 362.48 361.52 -0.96

62024 Bankfull 213 354.74 353.66 -1.08
62024 100 r 3929 362.52 361.88 -0.64

62120 Bankfull 213 355.06 353.84 -1.22
62120 100 r 3929 362.72 362.31 -0.41

62224 Bankfull 213 355.35 353.92 -1.43
62224 100 r 3929 362.81 362.37 -0.44

62229 Bridge

62234 Bankfull 213 356.45 353.96 -2.49
62234 100 r 3929 362.96 362.46 -0.5

62284 Bankfull 213 356.54 354.02 -2.52
62284 100 r 3929 363.08 362.58 -0.5

62316 Bankfull 213 356.55 354.07 -2.48
62316 100 r 3929 363.14 362.69 -0.45

62375 Bankfull 213 356.65 354.1 -2.55
62375 100 r 3929 363.19 362.69 -0.5

62565 Bankfull 213 356.96 354.83 -2.13
62565 100 yr 3929 363.43 363.01 -0.42

I

1]

ELLERBE CREEK HEC-RAS ANALYSIS
River
Station
Storm Discharge
cfs Existing
WSEL (ft) Proposed
WSEL (ft) Backwater
ft

62681 Bankfull 213 357.12 355.48 -1.64
62681 100 r 3929 363.66 363.34 -0.32

62688 Bankfull 213 357.13 355.51 -1.62
62688 100 r 3929 363.72 363.41 -0.31

62717 Bankfull 213 357.16 355.59 -1.57
62717 100 r 3929 363.83 363.47 -0.36

62933 Bankfull 213 357.37 355.98 -1.39
62933 100 r 3929 364.12 363.8 -0.32

63014 Bankfull 213 357.47 356.08 -1.39
63014 100 r 3929 364.28 363.89 -0.39

63036 Bankfull 213 357.48 356.13 -1.35
63036 100 r 3929 364.27 363.94 -0.33

63040 Bridge

63044 Bankfull 213 357.5 356.2 -1.3
63044 100 r 3929 364.53 364.03 -0.5

63066 Bankfull 213 357.51 356.25 -1.26
63066 100 r 3929 364.55 364.01 -0.54

63200 Bankfull 213 357.76 356.64 -1.12
63200 100 r 3929 364.58 363.42 -1.16

63304 Bankfull 213 357.97 356.94 -1.03
63304 100 r 3929 365.27 365.27 0

63338 Bankfull 213 358.15 357.01 -1.14
63338 100 r 3929 365.77 365.56 -0.21

63360 Bridge

63382 Bankfull 188 358.24 357.26 -0.98
63382 100 r 3929 368.39 365.43 -2.96

63548 Bankfull 188 358.4 357.65 -0.75
63548 100 r 3929 368.59 368.31 -0.28

63758 Bankfull 188 358.91 357.91 -1
63758 100 r 3929 368.68 368.44 -0.24

64138 Bankfull 188 359.79 358.49 -1.3
64138 100 yr 3929 368.84 368.59 -0.25

n

H
1

r

ELLERBE CREEK HEC-RAS ANALYSIS
River
Station
Storm Discharge
cfs Existing
WSEL (ft) Proposed
WSEL (ft) Backwater
ft

64306 Bankfull 188 359.95 358.84 -1.11
64306 100 r 3929 368.89 368.65 -0.24

64338 Bankfull 188 359.69 358.91 -0.78
64338 100 r 3929 368.92 368.66 -0.26

64344 Bridge

64350 Bankfull 188 359.96 358.99 -0.97
64350 100 r 3929 368.95 368.67 -0.28

64400 Bankfull 188 360.43 359.19 -1.24
64400 100 r 3929 368.97 368.71 -0.26

64548 Bankfull 188 360.89 359.43 -1.46
64548 100 r 3929 369.05 368.76 -0.29

64603 Bankfull 188 361.1 359.51 -1.59
64603 100 r 3929 369.14 368.8 -0.34

64732 Bankfull 188 361.29 359.82 -1.47
64732 100 r 3929 369.18 368.91 -0.27

64820 Bankfull 188 361.41 359.99 -1.42
64820 100 r 3929 369.32 368.88 -0.44

64855 Bankfull 188 361.52 360.16 -1.36
64855 100 r 3929 369.42 369.41 -0.01

64935 Bankfull 188 361.71 360.41 -1.3
64935 100 r 3929 369.6 369.5 -0.1

64939.5 Bridge

64944 Bankfull 188 361.76 360.47 -1.29
64944 100 r 3929 369.66 369.61 -0.05

64973 Bankfull 188 361.83 360.58 -1.25
64973 100 r 3929 369.8 369.79 -0.01

65048 Bankfull 188 362.1 360.83 -1.27
65048 100 r 3929 370.11 370.08 -0.03

65123 Bankfull 188 362.34 360.94 -1.4
65123 100 r 3929 370.21 370.05 -0.16

65203 Bankfull 188 362.65 361.17 -1.48
65203 100 yr 3929 370.52 368.14 -2.38
1

1

r_

ELLERBE CREEK HEC-RAS ANALYSIS
River
Station
Storm Discharge
cfs Existing
WSEL (ft) Proposed
WSEL (ft) Backwater
ft

65216 Bridge

65229 Bankfull 135 363.65 361.91 -1.74
65229 100 r 3929 373.61 372.6 -1.01

65249 Bankfull 135 363.85 362.11 -1.74
65249 100 r 3929 374.15 373.37 -0.78

65481 Bankfull 135 363.95 362.67 -1.28
65481 100 3929 374.19 373.45 -0.74

65618 Bankfull 135 364.08 362.97 -1.11
65618 100 r 3929 374.32 373.66 -0.66

65621.5 Bridge

65625 Bankfull 135 364.41 363.04 -1.37
65625 100 r 3929 374.34 373.66 -0.68

65649 Bankfull 135 364.45 363.05 -1.4
65649 100 r 3929 374.33 373.63 -0.7

65910 Bankfull 135 364.83 363.83 -1
65910 100 r 3929 374.44 373.81 -0.63

66178 Bankfull 135 365.49 364.61 -0.88
66178 100 r 3929 374.57 374.01 -0.56

66381 Bankfull 135 365.81 364.95 -0.86
66381 100 r 3929 374.73 374.15 -0.58

66418 Bankfull 135 365.84 365.01 -0.83
66418 100 r 3929 374.76 374.17 -0.59

66421.5 Bridge

66425 Bankfull 135 365.98 365.11 -0.87
66425 100 r 3929 374.81 374.22 -0.59

66485 Bankfull 135 366.05 365.21 -0.84
66485 100 r 3929 374.87 374.34 -0.53

66658 Bankfull 135 366.6 366.37 -0.23
66658 100 r 3929 375.03 374.6 -0.43

66772 Bankfull 135 367.19 367.26 0.07
66772 100 r 3929 375.05 374.4 -0.65

1

1
L
r

i
CI

7
l

1

ELLERBE CREEK HEC-RAS ANALYSIS
River
Station
Storm Discharge
cfs Existing
WSEL (ft) Proposed
WSEL (ft) Backwater
ft

66779.5 Bridge

66787 Bankfull 135 367.4 367.66 0.26
66787 100 r 3929 375.11 374.67 -0.44

66815 Bankfull 135 367.47 367.92 0.45
66815 100 r 3929 375.21 374.81 -0.4

. 1k
Office Use Only: Form Version October 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing wERAN®S1401 GROUP
1. Check all of the approval(s) requested for this project: MAR 2 4 2003
® Section 404 Permit
? Section 10 Permit WATER QUALITY
® 401 Water Quality Certification SE?'TI?N
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: Nationwide 27 and 18
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: North Carolina Wetlands Restoration Program
Mailing Address: 1619 Mail Service Center
Raleigh, NC 27699-1619
Telephone Number: 919-715-3466 Fax Number: 919-733-5321
E-mail Address: [e-mail]
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: N/A
Company Affiliation:
Mailing Address:
Telephone Number:
E-mail Address:
Fax Number:
Page 5 of 12
"A J
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Ellerbe Creek Stream Restoration
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Durham Nearest Town: Durham
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): Take I-40 west to Durham Freeway (147 North) Take Freeway through town and take Hillandale Road Exit. Go right
onto Hillandale Road Go approximately 1/2 mile to Hillandale Golf Course.
5. Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct water body.)
6. Describe the existing land use or condition of the site at the time of this application:
The project site is within a golf course dominated by maintained lawn. The project reach is
incised with active bed degradation and channel widening characterized by severe bank
erosion.
7. Property size (acres): Conservation easement is approximately 8 acres.
8. Nearest body of water (stream/river/sound/ocean/lake): Falls Lake
9. River Basin: Neuse River Basin
(Note - this must be one of North Carolina's seventeen designated major river basins. The
aps/.)
River Basin map is available at hqp:Hh2o.enr.state.ne.us/admin/m
Page 6 of 12
10. Describe the purpose of the proposed work: Stabilize Ellerbe Creek by restoring the proper
geometry of this creek to improve water quality and reduce sediment load generated bX
eroding banks. Create a wetland on an unnamed tributary to Ellerbe Creek to filter runoff
and store water.
11. List the type of equipment to be used to construct the project: Track-hoe and loader.
12. Describe the land use in the vicinity of this project: The surrounding area is highly
urbanized with commercial, industrial, and parking lots as well as roads comprising
approximately 80% of the land use. The Hillandale Golf Course and Croasdaile Country
Club are the two major open areas within the watershed.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
N/A
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application:
No future permit requests are anticipated.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
Page 7 of 12
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Wetland Impacts
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(yes/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, nil,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fdma.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland,.beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property: 10 acres
Total area of wetland impact proposed:
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please secif )
Exhibit 5.2.1 flooding 175 feet Unnamed trib. to
Ellerbe Creek Two feet perennial
Two dams 10 feet Unnamed trib to Ellerbe Two feet perennial

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online
www.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapguest.com, etc.).
Page 8 of 12
Cumulative impacts (linear distance in feet) to all streams on site: N/A
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact

Site Number
(indicate on ma)
,?
Type of Impact* Area of

Impact
(acres) Name of Waterbody

(if applicable) Type of Waterbody

(lake, pond, estuary, sound,
bay, ocean, etc.)
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Size of watershed draining to pond: N/A Expected pond surface area: N/A
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The temnorarv impacts are unavoidable due the nature of stream restoration work. The
construction will be staged and performed in such a manner that the disturbance to the aquatic
system is minimal.
Page 9 of 12
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application;:
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
h!Ltp://h2o.enr.state.nc.us/ncwetlands/stringide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
N/A
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/m/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
3. Amount of stream mitigation requested (linear feet): N/A
Page 10 of 12
41
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No X If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Page 11 of 12
Y
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No ?
Is this an after-the-fact permit application?
Yes ? No ?
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
ApplicanAgent's signatfiri Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
Transmittal
f
Stantec
Stantec Consulting Services Inc.
801 Jones Franklin Road Suite 300
Raleigh NC 27606
Tel: [phone] Fax: [phone]
[e-mail]
To: NCDENR DWQ
Attention: Todd St. John
Date: April 9, 2003
File: 710 00169
Sender: Brad Fairley
? For Your Information
? For Your Approval
® For Your Review
? As Requested
Reference: Ellerbe Creek
Please find attached a copy of Stantec's responses to your questions regarding the
Ellerbe Creek Restoration Plan.
Please call me if you have any questions.
Thanks.
STANTEC CONSULTING SERVICES INC.
Brad
Project Man?g?e

ELLERBE CREEK
NCDWQ COMMENTS (DWQ # 030368 Reviewed by Todd St. John)
April 2, 2003
1. Reference Stream
The reference stream appears to have a fair amount of bed rock grade control. How
will this compare to the design stream?
Response:
The bedrock grade control in the reference reach in Jack Cabin Branch compares well with the
design stream. Unfortunately, the photo of the reference reach in the report was taken when it
was very dry making the bedrock obvious. Conversely, the photos of Ellerbe Creek were taken
with flowing water. The flowing water and the reflections from the water's surface obscured the
bedrock which underlies much of the Ellerbe Creek. While perhaps not an angular as that
bedrock underlying the reference reach, Ellerbe has downcut to a layer of sandstone which
provides grade control for most of the channel. This sandstone, along with rock cross-vanes will
be used in the design to provide grade control.
Attached are some additional photographs of the reference reach Jack Cabin Branch and
Ellerbe stream. The photo of Jack Cabin Branch shows another section of the reference reach
which more closely matches the very coarse gravel indicated on the attached pebble count
charts. (As per the standard procedure, pebble counts were taken at 10 different cross-sections
along the reach and at the riffle and pool). The photo of Ellebe Creek shows a section of the
existing stream that classifies out medium gravel as indicated on the pebble count charts.

C.

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t+ ??
Proto 1: Ellerbe Existing ?ji,uj[,UI
Photo 2: Unnamed Tributary to Cabin Brach
Photo 3: Unnamed Tributary to Cabin Branch
2. Plan Detail
-10
D
The typical plans for the riffle and pool cross sections imply sloping bankfull benches
that are not necessarily congruent with the proposed stream type (i.e. C). Please indicate
the minimum width of the bankfull benches and the slope of the benches. The minimum
bench width should be at least one bankfull width.
Please provide a longitudinal plan profile of the design stream and reference stream
that shows the elevations of the top of bank, bankfull, and thalweg.
Response:
The approach to grading the bankfull benches is to make them as flat as possible while still
providing positive drainage to ensure that the stream does not create a new channel. The
typical cross sections included in the report will be modified to show this more accurately in the
construction drawings. An example of the cross-sections to be included in the construction
plans can be provided now if you would like to see one.
If measurements are taken at the point where the benches -na west, the two benches
together are 35 feet wide compared with a ban kfull width Of 17.5 fe6t. If the measurements are
taken at the point where the benches are widest, the two benches together are 64 feet wide
compared with a bankfull width of 26 feet. In general, the benches are as wide as feasible given
the constraints of an urban project.
As per your request, the longitudinal profile for the design is attached. The longitudinal profiles
for the two reference reaches are located in Appendices C and D.
3. Riparian Buffers and Planting Plan
The planting plan, if intended for stream and buffer mitigation, should include tree
planting densities of the appropriate native species that will result in a survival rate of
320 trees per acre after five years. Shrubs may be used but stream mitigation credit may
not be given.
Response:
The density of planting will be the standard 640 trees per acre. In areas where shrubs are
specified, the shrubs will be planted at the same or higher density that that specified for the
trees.
The fact that the project occurs in an urban environment had a significant effect on the planting
plan. The golf course placed certain conditions on the height and width of the buffer in order to
ensure that the golf course was "playable". The City of Durham placed restrictions (i.e., grass
only) on planting within the sewer easement adjacent to the stream. In order to make the
project feasible, Stantec had to accommodate the concerns of the golf course and the City of
Durham. Without these concessions, the project would not be possible. Stantec believes that
the planting plan included in the restoration plan will produce a very effective buffer. In the
areas where trees were not feasible because of the constraints outlined above, the alder, willow
and button bush specified for streamside planting will quickly provide shade and stability.
As for whether full credit will be given for the project because shrubs are used, Stantec believes
that the regulatory agencies need to be flexible in interpreting the rules. Without this flexibility,
many urban stream restoration projects which could yield significant water quality benefits will
not be done.
4 Morphological Measurements
The valley and average slopes provided in the morphological measurements table for
existing and proposed conditions do not appear to be correct. Please revise.
Response:
The values in the morphological table shown in the report are correct. However, it should be
noted that they represent the average slope between the steps. The design includes several
steps in order to get the sediment transport values into an acceptable range. The following
the steps, indicates that the
table, which shows the slope from to the bottom in ju_din
slope of the design stream ' an a o the reference reaches the morphological
characteristics tab ' th eport might suggest.

EXISTING EXISTING
PROPOSED
PROPOSED
PROPOSED
PROPOSED
R UT REF

UP-STREAM DOWN-
ALBANY
HILLANDALE
HILLSBOROUGH
CROASDAILE
CA N UT MARKS
STREAM - - CREEK
VALLEY SLOPE 0.0045 0.0026 0.0026 0.0028 0.0045 0.0055 0.014 0.0178
Oft)
AVERAGE SLOPE 0041
0 0.0025 0.0024 0.0023 0.0042 0.0048 0.014 0.0164
(eft) .
AVERAGE SLOPE 0.0031 0.0019 0.0009 0.0015 0.0011 0.0012
LOCALIZED (ft/ft)
The slope is the on arameter where the reference reaches were not ideal. It is d' 'cult to find
reference reaches tha vide good values for all parameters. It is almost i sible to find
reference reaches that provi a alues or all parameters wh oject is located in an
urban area in a small eco-region such as the rlasslc.
While the slopes of the reference reaches were not ideal, they do represent the correct valley
type. Both reference reaches are U-shaped valley which is a good template for a Priority 2
restoration.
The difference in the valley slopes of the reference reaches and the design stream is one of the
reasons why sediment transport analysis was carried out. The sediment transport shows that
the design stream should be stable while neither aggrading nor degrading.
5. Sediment Transport Analysis
Bar samples should not be used in most cases to evaluate sediment transport in North
Carolina streams. There are occasions where a bar sample may be accurate; however, no
information was provided to indicate that this is such an occasion. Please provide the
raw pebble count and sediment analysis data as well as the sediment transport
calculations. The analysis indicated that the largest particle in the bar is 20mm and the
D100 is 50 mm. It is not clear why the D100 and the largest particle would be different. As
such, the sediment transport analysis does not appear to be appropriate. Please provide
an appropriate sediment transport analysis and data with calculations (i.e. equations
used).
Response:
Stantec is unaware of any problems with using a bar sample. We would be pleased to receive
more info on this (i.e., why sampling in a bar is inappropriate. except in certain circumstances).
The largest particle was smaller than the D100 because the largest particle was not found in the
surface sample. The largest particle was found in the subsurface sample.
The equations used for the sediment transport analysis are presented on the attached
entrainment calculation forms. Also attached are the pebble count data as requested.
In order to help ensure that the design will be stable, Stantec also analyzed stream power. This
analysis showed the existing condition of Ellerbe Creek to be "degrading". An analysis of the
proposed conditions shows that the stream power has been reduced by half placing such that it
will neither aggrade nor degrade.
ENTRAINMENT CALCULATION FORM
Stream: Ellerbe Creek Reach: Proposed Croasdaile
Designer: Kathleen M. McKeithan, PE Date: 1/22/2003
Information Input Area
8.2 D50 Riffle bed material D50 (mm)
6.4 D^50 Bar sample D50 (mm)
20 D; Largest particle from bar sample (mm) 0.07 (feet) 304.8 mm/foot
0.0012 Se Proposed bankfull water surface slope (ft/ft)
1.46 de Proposed bankfull mean depth (ft)
1.01 R Proposed Hydraulic Radius of Riffle Cross Section (ft)
1.65 gs Submerged specific weight of sediment
Calculation of Critical Dimensionless Shear Stress
1.28 Dso/D^so If value is between 3-7 Equation 1 will be used: t c; = 0.0834(D5dD^SO) 0872
2.44 D-ID50 If value is between 1.3-3.0 Equation 2 will be used: t c; = 0.0384(D./D50)-0887
0.0174 ec; Critical Dimensionless Shear Stress Equation used: 2
Calculation of Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample
dr Required bankfull mean depth (ft/ft) d, t cig,D*
1.55 S..
1.46 de Proposed bankfull mean depth (ft)
0.9 de/dr Existing Stream Condition: Stable
Calculation of BKF Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample

0.0013 Sr Required bankfull water surface slope (ft) Sr _ ?,?D
de

0.0012 Se Existing bankfull water surface slope (ft)
0.9 Se/Sr Existing Stream Condition: Stable
Sediment Transport Validation
0.08 Bankfull Shear Stress t? =gRS (Ib/ft2) g = Specific Weight of water = 62.4 Ibs/fe
Moveable particle size (mm) at bankfull shear stress (predicted by the Revised Shields Diagram by
18 Rosaen.2002)
0.4-1.0
Predicted shear stress required to initiate movement of D; (mm) (see Revised Shields Diagram, Rosgen,
Note: If available bankfull shear stress exceeds D100 of bed, degradation potential exists.
ENTRAINMENT CALCULATION FORM
Stream: Ellerbe Creek Reach: Proposed - Alban.
Designer: Kathleen M. McKeithan, PE Date: 1/22/2003
Information Input Area
9.6 D50 Riffle bed material D50 (mm)
6.4 D^50 Bar sample D50 (mm)
20 D; Largest particle from bar sample (mm) 0.07 (feet) 304.8 mm/foot
0.0009 Se Proposed bankfull water surface slope (ft/ft)
2.17 de Proposed bankfull mean depth (ft)
1.72 R Proposed Hydraulic Radius of Riffle Cross Section (ft)
1.65 gs Submerged specific weight of sediment

Calculation of Critical Dimensionless Shear Stress
1.50 D50/D"50 If value is between 3-7 Equation 1 will be used: tc; = 0.0834(D50/D'50) -0.872
2.08 DID50 If value is between 1.3-3.0 Equation 2 will be used: t c; = 0.0384(D./D50)-0.887
0.0200 t C; Critical Dimensionless Shear Stress Equation used: 2
Calculation of Bankfull Mean Depth Required for Entrainment of Largest Particle in Bar Sample
dr Required bankfull mean depth (ft/ft) dr = f,agDi
2.43 S-
de Proposed bankfull mean depth (ft)
2.17
0.9 de/dr Existina Stream Condition: Stable
Calculation of BKF Water Surface Slope Required for Entrainment of Largest Particle in Bar Sample

0.0010 Sr Required bankfull water surface slope (ft) Sr = t ?;gsDi
de

0.0009 Se Existing bankfull water surface slope (ft)
0.9 SJSr Existing Stream Condition: Stable
Sediment Transport Validation
0.10 Bgnkfull Shear Stress t, =gRS (Ib/ft2) g = Specific Weight of water = 62.4 Ibs/ft3
Moveable particle size (mm) at bankfull shear stress (predicted by the Revised Shields Diagram by
7 Rosoen.20021
0.4-1.0
Predicted shear stress required to initiate movement of D; (mm) (see Revised Shields Diagram, Rosgen,
I Note: If available bankfull shear stress exceeds D100 of bed, degradation potential exists.
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imap://todd.st.john%40dwq.denr.ncmail.net@nplex Lncmail.net:143/f...
Subject: Ellerbe Creek DWQ# 030368
From: "Todd St. John" <[e-mail]>
Date: Thu, 27 Mar 2003 14:58:32 -0500
To: Jeff Jurek <[e-mail]>, Cherri Smith <[e-mail]>
Cherri and Jeff,
The following is in regards to Ellerbe Creek:
1. Reference Stream
The reference stream appears to have a fair amount of bed rock grade control. How
will this compare to the design stream?
2. Plan Detail
The typical plans for the riffle and pool cross sections imply sloping bankfull
benches that are not necessarily congruent with the proposed stream type (i.e. C).
Please indicate the minimum width of the bankfull benches and the slope of the
benches. The minimum bench width should be at least one bankfull width.
Please provide a longitudinal plan profile of the design stream and reference
stream that shows the elevations of the top of bank, bankfull, and thalweg.
3. Riparian Buffers and Planting Plan
The planting plan, if intended for stream and buffer mitigation, should include
tree planting densities of the appropriate native species that will result in a
survival rate of 320 trees per acre after five years. Shrubs may be used but stream
mitigation credit may not be given.
4 Morphological Measurements
The valley and average slopes provided in the morphological measurements table for
existing and proposed conditions do not appear to be correct. Please revise.
5. Sediment Transport Analysis
Bar samples should not be used in most cases to evaluate sediment transport in
North Carolina streams. There are occasions where a bar sample may be accurate;
however, no information was provided to indicate that this is such an occasion.
Please provide the raw pebble count and sediment analysis data as well as the
sediment transport calculations. The analysis indicated that the largest particle in
the bar is 20mm and the D100 is 50 mm. It is not clear why the D100 and the largest
particle would be different. As such, the sediment transport analysis does not appear
to be appropriate. Please provide an appropriate sediment transport analysis and data
with calculations (i.e. equations used).
1 of 1 3/27/03 2:58 PM
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North Carolina
Department of Environment and Natural` • ;
Michael F. Easley, Governor
William G. Ross Jr., Secretary NCDENR
March 24, 2003
MEMORANDUM
To: Todd St. John
From: Cherri Smith
Subject: Permit Application for Ellerbe Creek Stream Restoration, Durham County
Please find the enclosed permit application and design for a stream restoration project
on approximately 6,200 linear feet of Ellerbe Creek within Hallandale Golf Course in the
City of Durham. In addition, a copy of the permit application and restoration plan have
been sent to the attention of Steve Mitchell in the DENR- Raleigh Regional Office.
This project also includes construction of a created wetland on golf course property to
provide storage of storm water from the adjacent neighborhood. This created wetland
should help improve the water quality of runoff entering Ellerbe Creek.
If you would like to discuss this project or need additional information, please feel free
to call me at 715-3466. Thank you for your assistance with this project.
cc: Steve Mitchell
Nollo-13)d!7VT 831V M
Me P a Hdw
dnodo top saNV7,3M
1601 Mail Service Center, Raleigh, North Carolina 27699-1601
Phone: 919 - 733-4984 \ FAX: 919 - 715-3060 \ Internet: www.enr.state.nc.us/ENR/
AN EQUAL OPPORTUNITY \ AFFIRMATIVE ACTION EMPLOYER - 50% RECYCLED / 10% POST CONSUMER PAPER