20050040 Ver 1_Restoration Plan_20050104

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Conceptual Stream
Wetland Restoration Plan

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Hammond Street Road Widening/:;~~;}$~~~z.:)
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Mr. Victor E. Bell, III
MaIjan Limited
P.O. Box 17274
Raleigh, NC 27619-7274

January 3,2005

S&EC Project No. 7238.Dl

S&
EC

,to.:'

Soil & Environmental Consultants, PA
11010 Raven Ridge Road . Raleigh. North Carolina 27614 · Phone: [phone] · Fax: [phone]
www.SandEC.com

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TABLE OF CONTENTS

TITLE PAGE
TABLE OF CONTENTS
LIST OF APPENDICES
LIST OF FIGURES

1. 0 INTRODUCTION ........................................................................................................ 1

1.1 Report Summary ................................................................................................. 1

1.2 Proj ect Location.................................................................................................. 1

1.3 Site Description................................................................................................... 1

1.4 Proj ect Background............................................................................................. 2

1.5 Proj ect Obj ecti ves ............................................................................................... 3

1. 6 Authorization...................................................................................................... 4

1.7 S cope of Services................................................................................................ 4

1.8 Future Design & Consulting Effort..................................................................... 5

1.9 Proj ect Personnel ................................................................................................ 5

2.0 STREAM RESTORATION ........... .................. ........ .......................... ...... ......... ............ 6

2.1 Watershed Characteristics................................................................................... 6

2.1.1 General Description.................................................................................... 6

2.1.2 Surface Waters............................................................................................ 6

2.1.3 Soils............................................................................................................. 7

2.1.4 Land Use ..................................................................................................... 7

2.2 Existing Stream Conditions................................................................................ 7

2.2.1 Geomorphic Position.................................................................................. 7

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2.2.2 Si te H ydrolo gy ............................................................................................ 8

2.2.3 Data Collection........................................................................................... 8

2.2.4 S tremn Morphology.................................................................................... 9

2.2.5 Stream Classification................................................................................ 10
2.3 Reference Stream Condition ............................................................................. 10

2.3.1 Geomorphic Position.............................................................. .................. 10

2.3 .2 Site Hydrology.......................................................................................... II

2.3.3 Data Collection......................................................................................... II

2.3.4 Reference Reach Stream Morphology...................................................... 12

2.3.5 Stream Classification................................................................................ 13

2.3.6 Regional Curve Verification ...................... ................. .......... .................... 14

2.4 Stream & Buffer Restoration ............................................................................ 14

2. 5 Natural Channel Design.................................................................................... 15

2.5.1 Dimension................................................................................................. 16

2.5.2 P attem ....................................................................................................... 16

2.5.3 Profile................................ .... ...... ............ ..... .............. .... ...... ........ ....... ...... 17

2.6 S tream Structures.............................................................................................. 17

2. 7 Riparian Buffer Planting.............................................................. ..................... 18

2.8 S tremn Monitoring............................................................................................ 20

2.8.1 Monitoring Plan........................................................................................ 20

2.8.2 Physical Monitoring.................................................................................. 21

2.8.3 Biological Monitoring............................................................................... 21

2.8.4 Vegetative Monitoring.. ..... ............. ........................ .............. ..... ....... ........ 21

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3.0 SITE WETLAND RESTORA TION........................................................................... 23

3.1 Existing Wetland Conditions ................................ .............. .............................. 23

3.2 Reference W ctland Conditions .............................. ............ ...... ......... ......... ....... 23

3.3 W ctland Creation.............................................................................................. 24

3.3.1 Grading Operations................................................................................... 24

3.3.2 Planting Operations................................................................................... 24

3.4 W ctland Monitoring.. ....... ..................... .......... .................... .............................. 25

3.4 .1 Monitoring Plan........................................................................................ 25

3.4.2 Hydrologic Monitoring .... ....... ........ ........... ............... ..... ...... ............... ...... 26

3.4.3 Vegctative Monitoring.............................................................................. 26

4. 0 LIMITATION S........................................................................................................... 27

APPENDICES
FIGURES

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LIST OF APPENDICES
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A. EXISTING SITE PHOTOGRAPHS
I B. EXISTING SITE DATA
I C. REFERENCE REACH PHOTOGRAPHS
D. REFERENCE REACH DATA
I E. DESIGN SUMMARY DATA TABLE
I F. JURISDICTIONAL WATERS DELINEATION MAP
LIST OF FIGURES
I 1. SITE VICINITY MAP
I 2. SITE SOIL SURVEY MAP
3. REFERENCE REACH VICINITY MAP
I 4. REFERENCE REACH SOILS SURVEY MAP
I 5. OVERALL PROPERTY PLAN
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6. EXISTING SITE PLAN
I 7. SITE AERIAL PHOTOGRAPH
I 8. PROPOSED SITE PLAN
9. PROPOSED LONGITUDINAL PROFILE
I 10. PROPOSED CHANNEL CROSS-SECTIONS
I 11. TYPICAL STRUCTURE DETAILS
12. TYPICAL STRUCTURE AND PLANTING DETAILS
I 13. TYPICAL WETLAND CROSS-SECTION
I 14. PROPOSED STREAMBANK AND RIPARIAN BUFFER PLANTING
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1.0 INTRODUCTION

The subject reach, an unnamed tributary of Wildcat Branch (a tributary of Walnut Creek)
is located immediately west of Hammond Street in south Raleigh, NC. This reach is
proposed to be relocated and restored in order to accommodate the proposed widening of
Hammond Road near its intersection with Rush Street.

1.1 Report Summary

This report has been prepared by Soil & Environmental Consultants, P A (S&EC) in order
to describe the Stream and Wetland Restoration efforts associated with the stream
relocation on the Hammond Street Road Widening Project.

The proposed relocation and restoration plan will be funded and completed by Marjan
Limited of Raleigh, NC, which currently owns the property, a significant portion of
which is proposed for development. The restored stream, created wetlands, and riparian
buffer acreage created will be protected through a recorded conservation easement.

1.2 Project Location

The project site is located immediately northwest of the intersection of Hammond Street
and Rush Street in southern Raleigh, North Carolina (Wake County). The total property
is under the sole ownership of Marjan Limited and consists of approximately 49.7 acres
(+/-) much of which is currently under development for mixed commercial use. See
Figure 1 for a Vicinity Map. See Figures 5 and 6 for an overall map of subject property
and the proposed construction boundary.

1.3 Site Description

The subject reach consisting of approximately 510 linear feet of perennial stream channel
is currently in a modified and unnatural state. The tributary currently flows northeast as
it enters the site, and turns due north as it parallels Hammond Road, hugging the toe of
the road fill slope for the length of the project site. See Appendix A for Existing Site
Photographs.

At the downstream (north) end of the restoration reach the stream outfalls to Wildcat
Branch through an existing 36-inch diameter reinforced concrete pipe (RCP). This pipe
carries flow beneath an existing unpaved site access road (to remain) and daylights
through the left wingwall (left and right are referenced while looking downstream) of the
headwall for an existing series of concrete box culverts. These box culverts convey
Wildcat Branch beneath Hammond Road in a southeast to northwest direction. No outlet
protection currently exists at the outfall of the box culverts, and significant scour has
occurred within the channel bed immediately downstream (see Appendix A - Photo 8)

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exposing the culvert foundation. The 36-inch pipe in its current configuration is
suspended (approximately 24-inches) above the downstream channel bed (see Photo 9).

The eastern edge of the stream consists ofa steep bank (fill slope of Hammond Road)
with moderately dense vegetation including a few sporadic large hardwood trees and
mixed understory vegetation. The western edge of the stream has a narrow wooded
buffer near the upstream end of the reach tapering (in a downstream direction) to a thin
stand of woody vegetation immediately to the west of the existing channel. An existing
sanitary sewer line parallels the western boundary of the site immediately adjacent to a
series of existing private residences. See Figure 6 for a description of the existing site
conditions.

The current conditions of the stream are mainly the result of historical modifications
including channelization and likely as a result of the construction of Hammond Road and
subsequent road widening operations. Much of the site has undergone localized
disturbance associated with previous activities including home construction and utility
installation. Preliminary hand auger borings indicate that portions of the site may also
have been used for quarry and waste operations.

In addition to the perennial stream channel on the property, a total of 0.218 acres (or
9,504 square feet) of jurisdictional wetlands also exist on the property. Ofthis,0.133
acres (or 5,812 square feet) will be impacted through the proposed widening of
Hammond Road. See Appendix F for a copy of the site Jurisdictional Waters Delineation
performed by Soil & Environmental Consultants, P A, and surveyed by Smith and Smith
Surveyors.

1.4 Project Background

In May 2004, Soil & Environmental Consultants, P A, (S&EC) was engaged by Marjan
Limited to provide environmental consulting and engineering services associated with the
relocation of the stream as previously described.

On August 19,2004, S&EC met with Ms. Jennifer Burdette of the U.S. Army Corps of
Engineers (USACE), Raleigh Office, and Mr. Bob Zarzecki of the North Carolina
Department of Environment and Natural Resources (NCDENR), Division of Water
Quality (DWQ), Raleigh Office, to observe site conditions, verify the previously prepared
Jurisdictional Waters Delineation, review our findings to date, and discuss our proposed
approach for the relocation and restoration efforts at the site.

During our site meeting, Agency representatives indicated general concurrence with the
proposed relocation and restoration plan, and provided valuable comments and input
which we subsequently incorporated into this Conceptual Restoration Plan.

After our site visit, we also visited the reference reach site with both USACE and DWQ
representatives. Both Agencies agreed with the suitability of our selected site as a
reference condition for use on this project's natural channel design component.

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1.5 Project Objectives

The current channelized and degraded state of the stream, limited floodplain functionality
due to channel incision, existing and future sedimentation and erosion potential, and
limited native vegetation along the banks and riparian buffer zone indicate, even without
the desired relocation, that this length of stream presents a viable restoration project.

This restoration plan proposes to construct a stream channel that is stable and self-
maintaining, and that will not aggrade or degrade over time, by utilizing Rosgen-based
natural channel design procedures and techniques. In this process we intend to
accomplish the following objectives:

1) Develop a restored channel with the appropriate morphological characteristics
(cross-sectional dimension, pattern, and longitudinal profile) utilizing locally
collected reference reach data as a guide. Allow for no net loss of overall channel
length in the process.

2) Create and/or improve bed form diversity (riffles, runs, pools, and glides) and
improve aquatic and benthic macroinvertebrate habitat.

3) Construct a floodplain (or local bankfull bench) that is accessible at the proposed
bankfull channel elevation.

4) Ensure channel and stream bank stabilization by integrating in-stream structures
and native vegetation.

5) Establish a native forested or herbaceous riparian plant community within a
minimum of30 feet, when possible, from the edge of the restored reach. This
new community will be established in conjunction with the eradication of exotic
and/or undesirable plant species.

6) Allow for no net loss of riparian wetlands through the creation of an equivalent
acreage (0.133 acres) of similar wetlands within the newly established floodplain.
Provide a more desirable wetland vegetative community.

7) Integrate the restoration site into the overall development plan providing aesthetic
and education values.

It is our intent to ensure that our client's goals, as well as those of the Agencies, are
incorporated into the planning process and that all necessary permitting requirements are
met. Permitting actions and permit applications (401/404) will be compiled under
separate correspondence by Soil and Environmental Consultants, P A.

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1.6 Authorization

These services were authorized by acceptance of S&EC Short Form Proposal 7238.01,
dated March 10, 2004, and signed by Mr. Victor E. Bell, III, of Mmjan Limited of
Raleigh, NC, on May 21, 2004.

1.7 Scope of Services

Our scope of services was divided into data collection, engineering analysis, conceptual
design development, project coordination, and report preparation to include the
following:

1. We performed a Preliminary Site Evaluation including the location of and
preliminary review and evaluation of available site mapping to include USGS
7.5 Minute Quad sheets, Digital Orthophoto Quad (DOQ) sheets, and County
Soils Survey map sheets. We researched available hydrologic and hydraulic
data for the project site including a review and evaluation of available regional
curve data.

2. We visited the sitc for thc familiarization with site features and
characterization of site soils and vcgetation, and general conditions. While on
sitc we performed a serics of shallow (hand auger) soil borings at selcct
locations along the proposed restored alignment to develop an understanding
of typical sitc soil conditions. We observed plant community types for use in
a qualitative plant community assessment. We observed the characteristics of
the site and surrounding area, verified surface and channel flow conditions,
and observed existing property boundaries, utilities, water conveyance
structures, and other site constraints.

3. We identified and evaluated a natural channel reference reach to be used in
the restored channel design process. We performed a characterization of the
reference reach including watershed assessment, site mapping and drainage
area calculation, determination of bankfull stage, morphological data
collection including a longitudinal profile and cross-section data collection,
and channel substrate evaluations.

4. We developed an inventory of pertinent site features and performed a limited
engineering site survey using Total Station for incorporation with available
site topographic, service, and utility data. We perfonned a morphological
evaluation to include the collection of rough longitudinal profile and cross-
section data and channel substrate data.

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5. We analyzed data collected from the project site (existing reach and
restoration alignment) and the reference reach for the development of this
Conceptual Restoration Plan.

6. We met on site with representatives of both USACE and NCDENR (Division
of Water Quality) to discuss our concept for the stream and wetland
restoration. We incorporated agency input, and using our analyses we
developed this Conceptual Restoration Plan.

1.8 Future Design & Consulting Effort

Future design efforts to be completed upon review and approval of our Conceptual
Restoration Plan by Agency representatives include:

1. The preparation of final construction drawings (prepare site plan, construction
details, planting plan, and erosion and sediment control plan), technical
specifications, and a construction sequence.

2. Construction related tasks including a pre-construction meeting, contractor
coordination, daily construction observation, planting observation, and a post
construction review with the Contractor and Agency representatives.

1.9 Project Personnel

Environmental site evaluations and restoration planning have been perfonned solely by
Soil & Environmental Consultants, P A, of Raleigh, NC. Project personnel included:
Patrick K. Smith, P.E., Project Manager, and J. Michael Ortosky, RLA, LSS, Design
Lead, Peter A. Jelenevsky, Stream Restoration Specialist, Rebecca Wargo, EIT, Stream
Restoration Specialist, Sean Clark, Wetland Scientist, and Elizabeth G. Turner, PLS,
Professional Surveyor.

The design engineers for the project are Jones & Cnossen Engineering, PLLC, of
Raleigh, NC. Survey and topographic site data were provided by Smith and Smith
Surveyors of Apex, NC.

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2.0 STREAl\'I RESTORATION

The purpose of this section is to summarize our analyses to date of the subject stream
reach proposed for relocation and provide a conceptual plan for its restoration. This
section provides a general description ofthe design approach for the proposed stream
restoration; however, details of the restoration plan, including construction drawings and
technical specifications, will be included in a later document once concurrence of our
general design approach is received from USACE and NCDENR-DWQ representatives.

2.1 \Vatershed Characteristics

2.1.1 General Description

The project site sits approximately two miles due south of the City of Raleigh,
NC. The surrounding landscape topography is characterized as gently rolling to
steep or hilly terrain, with side slopes that are generally steep to moderately
sloping. Watershed elevations range from approximately 240 feet to 335 feet as
shown on the USGS 7.5 Minute Series Topographic Map (Lake Wheeler, NC).
See Figure 1.

Past development activities, including road construction, culvert installation, and
sanitary sewer line installation have partitioned the site and redirected the channel
from its natural course. Prior to its manipulation (including the construction of
Hammond Road and Rush Street) the valley type for Wildcat Branch and the
subject tributary would likely have been categorized as Valley Type VIII as
defined in Applied River Morphology (Rosgen 1996), consisting of a wide, gently
sloping valley with a well-defined floodplain.

2.1.2 Surface 'Vaters

The channel is located within the Neuse River Basin, USGS Hydrologic Unit
03020201. The unnamed tributary flows immediately into Wildcat Branch
(Stream Index Number 27-34-7) after exiting the existing culvert pipe.
Approximately one mile downstream, Wildcat Branch discharges into Walnut
Creek (Stream Index Number 27-34-(4)), a tributary of the Neuse River. We
understand that the North Carolina Division of Water Quality (NC DWQ) has not
assigned a stream index number to unnamed tributary proposed for restoration.

The current State classification of both Wildcat Branch and Walnut Creek (at that
location) is Class C NSW waters (NCDENR 05/01/1988). Class C waters are
freshwaters protected for secondary recreation, fishing, and aquatic life including
propagation and survival, and wildlife. The NSW designation is a Nutrient
Sensitive Waters which are subject to microscopic or macroscopic vegetation
requiring limitations on nutrient inputs.

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2.1.3 Soils

The restoration site is located in the Felsic Crystalline System of the Piedmont
physiographic region of North Carolina. According to the published soils survey
for Wake County (USDA Soil Conservation Service - November 1970)
associated soils in this area consist of Cecil soils, gently sloping to steep, deep,
well-drained soils that have a subsoil of firm red clay; derived mostly from gneiss
and schist. Specific inspection of the mapped soils within the contributing
watershed indicate primarily Cecil (Ce) Sandy Loam soils of varying slopes (2 to
15 percent) as well as a lesser portion of Appling (Ap) Sandy Loam mapped on
site. Floodplain soils within the restoration area consist primarily of Chewacla
(Cm) and Colfax (Cn) soils. See Figure 2.

2.1.4 Land Use

Currently, the project site remains unused with the exception of the perimeter
services and utilities previously described. The majority of the surrounding
watershed area has previously been converted to housing (apartments and single
family homes), light commercial, and infrastructure uses (roads, parking lots,
etc.). Areas of forest land exist sporadically throughout the watershed. The upper
end of the watershed includes a small portion of the Montlawn Memorial Park
Cemetery. Although select portions of the watershed appear to have been
developed within the last 5 to 10 years, based on observation, the majority of the
watershed was developed many years ago. Limited opportunity for future
development exists within the watershed. Based on current land usage,
impervious area is estimated at approximately 25 to 35 percent.

2.2 Existing Stream Conditions

This section provides preliminary data regarding the existing channel based on site data
collected and our evaluation to date.

2.2.1 Geomorphic Position

The site topography is relatively flat adjacent to the stream where landscape
modifications have not occurred ranging in elevation from approximately 240 feet
to 250 feet. Soils present in the riparian areas adjacent to existing channel and
along the proposed channel alignment consist ofChewacla (Cm) and Colfax
Sandy Loam (Cn) soils. Extensive grading and filling associated with local
construction (and other) operations has likely modified much of the naturally
occurring soils in the vicinity of the restoration project.

Chewacla soils (Aquic Fluvelltic Dystroclzrepts) are the prevalent map unit along
the channel. Formed in high alluvial deposits of fine loamy material, they are
somewhat poorly drained. They typically have low natural fertility and organic
matter content.

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Colfax soils (Aquic Fragiudults) are present along the channel to a lesser extent.
These soils are also fonned under forest, in translocated material, from weathered
rock, and are somewhat poorly drained with low natural fertility and organic
matter content.

2.2.2 Site Hydrology

The reach proposed for restoration flows generally south to north towards the
tributary's confluence with the Wildcat Branch. Based on the most recent USGS
quadrangle the subject channel is a First Order stream and the drainage area at the
terminus of the project is approximately 0.143 square miles (mi.2).

2.2.3 Data Collection

A field reconnaissance of the restoration site was performed on June 18, 2004,
prior to the commencement of the site survey and data collection. During our
subsequent site visits on July 1, July 9, and September 29,2004, we collected a
variety of topographic and site data in the vicinity ofthe restoration reach.
Topographic data was collected through a limited engineering survey using Total
Station equipment.

Data collected included:

1. A limited longitudinal profile of the existing reach from the approximate
property boundary at the upstream end of the site to the inlet of the
existing pipe culvert beneath the site access road.

2. Three typical channel cross-sections describing three distinctly different
reaches of the existing channel (upper, middle, and lower - described
below). Each cross-section was oriented perpendicular to the direction of
flow and surveyed from left to right looking downstream.

3. Various topographic data points including but not limited to existing
ground surface points, culvert inverts, water surface elevations, fill slopes,
and select utilities.

4. Select topographic reference points (installed by Smith & Smith
Surveyors) for tie-in with site data provided by Jones & Cnossen, PLLC,
and confirmation of horizontal location of collected topographic data.

5. Substrate material evaluations (pebble counts) at each of the three
aforementioned cross-sections.

6. A photographic record of existing site conditions.

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Soil & Environmental Consultants, P A surveyed the existing channel conditions
and integrated our data with Wake County Topographic Mapping data (2-foot
contours) of the restoration site. The map was used to evaluate present landscape
conditions and constraints to determine the final location of the proposed channel
alignment and floodplain configuration.

Our topographic data was later overlain on available site data provided by Jones
& Cnossen Engineering, PLLC, for use in the development of this restoration
plan. Site photos are provided in Appendix A.

2.2.4 Stream Morphology

Available mapping measures the length of channel proposed to be relocated and
restored at approximately 510 linear feet of channel (see delineation map).
Limited discemable bed form appears throughout the existing channel reach due
to various channel modification and off-site influences. The majority of the
longitudinal profile resembles a riffle/run bed with few pools as is shown on the
longitudinal profile.

The existing stream consists of three distinct channel segments; the upper reach
approximately 60 feet in length, the middle reach approximately 150 feet in
length, and the lower reach approximately 300 feet in length. The upper reach
consists of a transitional zone which receives flow from off site. This reach has
been severely manipulated due to the original construction, and subsequent
improvement of the sanitary sewer line. This reach is characterized by significant
sediment deposition and has varied drastically in appearance and dimension since
the time of our original site visit in May 2004. Banks along this segment are void
of stabilizing vegetation and eroded.

The middle reach is characterized by significant sediment deposition, in excess of
that observed upstream. This reach has also varied in appearance somewhat over
our evaluation period; however, its general dimension has remained fairly
consistent. This reach bisects a portion of delineated wetlands and is fairly well
vegetated. The lower reach, while channelized, generally appears in a more stable
condition than the other two reaches. This reach is has maintained a uniform in
appearance and dimension along its length throughout our study period. Dense
vegetation covers both banks and overhangs much of the stream channel along
this lower stream segment.

Valley fall (downvalley) from the project origin to end of the proposed reach (just
upstream of the channel's confluence with Wildcat Branch) is just over 3 feet,
resulting in a valley slope of approximately 0.77 percent (0.0077 ftlft) based on
the available topographic mapping. Channel fall (at the invert) is just over 4 feet,
resulting in a channel slope of approximately 0.75 percent (0.0075 ftIft) based on

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collected field data. The calculated sinuosity (Valley Slope / Channel Slope) is
1.03 and is considered reasonable based on field observation of the straightened
channelized reach which parallels Hammond Road's toe of slope.

Plots of the existing reach longitudinal profile, cross-section data, and pebble
count data for each cross-section have been prepared. Please refer to Appendix B
for data on the existing stream channel.

2.2.5 Stream Classification

The channel was classified utilizing the stream classification system developed by
Dave Rosgen (Rosgen 1996). This classification scheme utilizes several
parameters based on field collected data and site observation, which collectively
determines the stream type. The criteria utilized to determine stream type
includes the slope, width/depth ratio, entrenchment ratio, sinuosity, and bed
materials.

Based on the degraded and non-unifonn condition of the existing channel reach,
the morphological characteristics described in Appendix B should only be used as
a general description of channel form.

Utilizing the Rosgen Stream Classification System (as possible), the upper-most
portion of the channel has been classified as an "E4" (bed material 050 of 3.6 mm
- gravel) type channel, the middle portion classified as an "E5" (bed material 050
of 0.1 0 mm - sand), and the lowermost section classifies as an "E4" (bed material
050 of7.4 mm - gravel) type channel. The current channel is in a degraded and
somewhat incised state, particularly at its upper end, and therefore flood flows are
concentrated within the channel. Over much of the reach the floodplain is not
readily accessible at the field determined bankfull elevation.

2.3 Reference Stream Condition

The reference reach used in our design is an unnamed tributary to Middle Creek in
southwestern Wake County, NC, approximately 2 miles northeast of the Town of Holly
Springs. This section provides preliminary data regarding the reference reach based on
site data collected and our evaluations to date.

2.3.1 Geomorphic Position

The reference reach topography is relatively flat adjacent to the stream where
landscape modifications have not occurred ranging in elevation from
approximately 320 feet to 330 feet as shown on the USGS 7.5 Minute Series
Topographic Map (Apex, NC). See Figure 3.

According to the Wake County Soils Survey, soils present in the riparian areas
adjacent to existing reference reach consist ofWehadkee (Wn) Silt Loam soils.

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Wehadkee soils (Fluventic Haplaquept) are the prevalent map unit along the
channel. These soils are formed in fine loamy alluvial deposits and are poorly
drained. See Figure 4. The wooded areas to either side of the channel appear
undisturbed (in recent history based on the size and density of woody species).

2.3.2 Site Hydrology

The reference reach flows generally south towards its confluence with Middle
Creek. Based on the most recent USGS Quadrangle, the reference reach is a First
Order stream and the drainage area at the tenninus of the project is approximately
0.142 square miles (mi2).

2.3.3 Data Collection

A field reconnaissance of the channel was performed on June 18, 2004, prior to
the commencement of the site survey. The purpose of the reconnaissance is to
identify the bankfull elevation utilizing existing indicators. Features that were
utilized when present included depositional features, vegetation positions, scour
lines, and wrack lines.

During our subsequent site visit to the reference reach on July 1,2004, we
collected a variety of topographic and site data in the vicinity of the reference
reach. Topographic data was collected through the conduct of a limited
engineering survey using Total Station equipment. The exact elevations along the
reference reach are not known as all data collected at this site was relative to an
assumed temporary benchmark elevation of 100.00 feet.

Reference reach data included the collection:

I. A longitudinal profile for approximately 250 linear feet (20 to 30 bankfull
widths as desired) of reference stream channel.

2. Two riffle and two pool cross-sections were surveyed. Each cross-section
was oriented perpendicular to the direction of flow and surveyed from left
to right looking downstream.

3. Various topographic data points including but not limited to existing
ground surface points and water surface elevations.

4. Substrate material evaluations (pebble counts) were taken at each riffle
and pool cross-section. A representative pebble count was also
performed.

5. Photographic record of the reference reach site.

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Our reference data was later compiled for use in the evaluation of our reference
reach and the development of this restoration plan.

2.3.4 Reference Reach Stream Morphology

The reference reach was generally consistent in dimension (riffles and pools),
pattern, and profile along the evaluated lengths of approximately 250 linear feet.
For classification purposes we estimated that the reach consisted of approximately
40 percent riffles and 60 percent pools. Riffles typically were short and steep,
peaking between existing pools as shown in the longitudinal profile. The pools,
typically located within meander bends, were long and deep. In some cases
compound (multiple connected) pools were observed.

Channel banks along the reach are uniformly stable and although steep (and
almost vertical at select locations) are well vegetated banks and a significant
internal root structure. Little to no erosion was observed along the reference
reach segment evaluated. Consistent indications of bankfull elevation were noted
during our site evaluation.

The two riffle cross-sections surveyed were generally consistent in dimension (cross-
sectional area, bankfull width, mean depth, and width/depth ratio) as is shown in the
following table:

Morphological Riffle No. 1 Riffle No.2
Characteristic
Cross-sectional 6.5 6.5
Area, ft.2
Bankfull 8.0 7.3
\Vidth, ft.
Mean 0.8 0.9
Depth, ft.
\Vidth / Depth 10.0 8.2
Ratio

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The two pool cross-sections were also generally consistent in dimension (cross-
sectional area, bankfull width, mean depth, and max depth) as shown below:

Morphological Pool No.1 Pool No.2
Characteristic
Cross-sectional 18.7 18.9
2
Area, ft.
Bankfull 8.3 10.4
\Vidth, ft.
Mean 2.3 1.8
Depth, ft.
Max. 3.7 3.5
Depth, ft.

Based on field measurements of channel length and valley length at the reference
reach we calculated a sinuosity (Channel Length I Valley Length) of 1.24 which
appears reasonable based on field observation of the reach. The channel slope
(based on invert elevation) from field measurements (head of riffle to head of
riffle) was calculated at 0.43 percent (0.0043 ft. 1ft.).

A series of pebble counts were performed during our site visit including one at
each riffle and each pool. A representative pebble counts was also perfonned for
classification purposes. Substrate along the reference reach consisted of silt, sand,
and gravel materials. The representative pebble count revealed a bed material Dso
of 10.1 mm (Gravel).

Site photos are provided in Appendix C. Plots of the existing reach longitudinal
profile, cross-section data, and pebble count data for each cross-section is
provided in Appendix D.

2.3.5 Stream Classification

The reference reach was similarly classified utilizing the Rosgen stream
classification system utilizes parameters based on field collected data and site
observation. Again, the criteria utilized to determine stream type includes the
slope, width/depth ratio, entrenchment ratio, sinuosity, and bed materials.
Utilizing the Rosgen Stream Classification System, the reference reach was
classified as an "E4" type channel.

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2.3.6 Regional Curve Verification

Using data published by North Carolina Stream Restoration Institute (SRI)
(Regional Curves for North Carolina Piedmont Streams - SRI 2000) we
compared our reference data expectant riffle dimension characteristics for a
stream with a watershed area of 0.14 square miles. Cross-sectional Area,
Bankfull Width, and Mean Depth were all compared with the curve line and their
placement in relation to the 95% confidence limits (upper and lower) for each of
the three curves.

The comparisons are presented in the following table:

Regional Curve Data
Morphological Reference
Characteristic Reach Lower Curve Upper
Data Limit Line Limit
Cross-sectional 6.50 2.40 5.60 10.20
2
Area, ft.
Bankfull 7.30 3.10 6.70 10.40
\Vidth, ft.
Mean 0.90 0.50 0.88 1.60
Depth, ft.

2.4 Stream & Buffer Restoration

The implementation of the restoration plan will result in the development of a stable
natural stream channel within a contiguous fully vegetated and protected riparian
corridor.

In order to perform the necessary stream restoration along the impacted reach, natural
channel design methods were employed. This approach is used to develop the
appropriate dimension (cross-section), pattern (sinuosity), and profile (channel slope)
which naturally occurs in a stable channel in the Piedmont physiographic region of North
Carolina. This process incorporates the use of a reference reach for the appropriate
valley type and land form. Design includes the evaluation of both water and sediment
transport requirements to produce a stable stream in dynamic equilibrium.

Restoration of natural channel geometry and structure will not only improve water quality
and habitat within the immediate channel environment but also in the downstream
channel as well. Stream banks will be planted with native vegetation that represents both
woody (trees and shrubs) and herbaceous species. Species selection was based on a

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survey of the vegetation from the reference reach and from reference literature that
details native species.

Restoration of a suitable riparian buffer will enhance the recovery and protection of the
restored stream. A protected buffer (minimum of30 feet, 50+ feet where possible) will
be restored on both sides of the channel restoration reach. The wooded corridors that will
be established as part of this restoration will also increase the vertical and horizontal
structure perpendicular to the channel along the reach helping to increase species
composition and abundance. Additionally, the presence of a wooded buffer parallel to
the channel not only increases in-stream habitat quality by cooling water and increasing
oxygen content, it also provides cover, travel corridors, and access to adjacent natural
areas for upland and avian species.

2.5 Natural Channel Design

The restoration design for the site stream is based on natural channel design principles
and techniques utilizing reference reach data and the existing channel conditions survey
data. Reference data utilized in our design includes the unnamed tributary to Middle
Creek (as previously described) and North Carolina Rural Piedmont Regional Curve (SRI
2000).

The proposed stream design will restore a naturally meandering E type stream channel to
a more appropriate location based on the current site constraints as depicted on the
Proposed Restoration Plan (See Figure 8). A bankfull bench or floodplain will also be
constructed adjacent to channel aligrunent. The resulting restored stream channel will be
approximately 625 linear feet, increasing the overall channel length significantly (roughly
100 feet).

This restoration is considered to be a Priority II restoration and is being utilized in this
case because the floodplain at its current elevation is not accessible at bankfull flows.
This design is distinguished as a Priority II stream restoration since a bankfull bench (or
floodplain) will be constructed adjacent to the proposed channel aligrunent and will be
located at a lower elevation relative to the historic or existing floodplain elevation. The
existing and proposed morphological characteristics are depicted in the Design Summary
Data Table in Appendix E along with Reference Reach and Regional Curve data.

The restoration design will result in a riffle-pool system with proper pattern and profile.
The new channel will subsequently be vegetated with transplants (of on-site vegetation),
bare-root seedlings, and live stakes. Cross-vanes and ]-hooks will be installed to prevent
bank erosion, provide grade control, and to enhance pool form. Due to the increased
sinuosity and therefore increased length of the restored channel, it will need to be stepped
down to tie into the existing culvert downstream ofthe restored reach. The necessary
drop was divided between a steeper section at the beginning of the restored reach, and
another at the end of the restored section. Structures located in these steeper sections will
have an added "step" to allow for a greater drop without excessive scour that would
threaten the integrity of the structures.

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A large rock cross vane will also be installed in Wildcat Branch immediately downstream
of the box culverts. The upstream end of the cross vane will be lined with large boulders
and rip rap (Class 1 and 2), underlain with nonwoven geotextile and a cushion layer of
NCDOT #57 stone. This structure is intended to protect the culvert foundation through
the control of scour downstream of the pipe outlet. A step-pool structure will be installed
at the outlet of the perched 36-inch culvert at the downstream end ofthe restoration site.
This structure will tie into the outlet elevation of the pipe and step it down to the
elevation of the cross vane and the reach's confluence with Wildcat Branch.

Where possible, transplanting of woody vegetation (from on-site) including root mats
will be performed to assist in the stabilization of meander bends Erosion control matting
(coir matting), temporary seeding, and live stakes will be utilized to reduce bank erosion
immediately following completion of the channel and provide bank stabilization.

2.5.1 Dimension

Based on reference reach data, and subsequent Regional Curve confirmation,
restored channel riffles will be constructed with a bankfull cross-sectional area of
6.5 square feet. The channel bankfull width will be constructed at 7.7 feet and the
mean depth at 0.85 feet. Riffles will have a maximum depth of 1.5 feet. The
proposed dimensions will result in an E channel type. A depiction of the
proposed riffle cross-section is shown in Figure 10.

Pools will be constructed with a maximum depth of3.5 feet and bankfull width of
10.3 feet. The mean pool depth will be 1.7 feet. A depiction of the proposed pool
cross-section is also shown in Figure 10.

A minimum entrenchment ratio (floodprone area width / bankfull width) of 3.5
will be established along the length of the restored reach. Where possible, based
on site constraints, the channel will be constructed with an increased
entrenchment ratio.

2.5.2 Pattern

The current pattern of the existing project reach is essentially straight, with a
measured sinuosity of approximately 1.0. Channel pattern will be significantly
altered resulting in a substantial increase in sinuosity. The proposed sinuosity as a
result of the proposed alignment will be approximately 1.25. See Figure 8.

Varying meanders have been integrated along the length of the restored reach to
mimic the variability of a natural channel and utilize the available project area to
the maximum extent possible based on existing site constraints. Restored radius
of curvature will vary from 8 feet to 20 feet and meander wavelength will vary
from 30 feet to 52 feet. The integration of meanders into the proposed restoration
design reduces overall channel slope by increasing channel length.

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2.5.3 Profile

The restoration design incorporates riffles, runs, pools, and glides into the
longitudinal profile providing bed form characteristics observed within the
reference reach. Riffles will be located along straight segments of the channel,
runs connect the riffles to the pools which are located along the outside meander
bends, and glides connect the pool to the next successive riffle. An average pool
to pool spacing of 25 feet has been incorporated based on reference conditions.

As described previously, the overall vertical drop from upstream to downstream
on the project site is slightly over 4 feet. In order to construct a more desirable
slope, a portion of this drop (approximately 1.25 feet) will be distributed over
grade control (step-pool) structures at the upstream and downstream ends of the
site (approximately 0.65 feet at each). This will allow for a desirable average
channel slope of 0.45 percent (0.0045 ft. 1ft.) to be constructed along the channel
length.

The proposed longitudinal profile (with structure type, location, and invert
elevation) is depicted on Figure 9. The as-built profile may differ slightly based
on unforeseen site constraints or limitations that may be discovered during
construction.

2.6 Stream Structures

In order to provide grade control for the restorcd reach, rock and log cross-vanes and j-
hooks (with or without steps), have been integrated with the design and will be utilized to
reinforce and stabilize the proposed channel. All structures will be constructed out of
natural matcrials typically consisting of locally quarried boulders or logs.

Cross-vane and J-Hooks are in-stream grade control structures that concentrate stream
energy toward the center of the channel and away from the near-bank areas. In doing so,
the structure reduces shear stress along the banks and prevents bank erosion. These
structures serve as grade control within the bed of the channel and reduce the potential of
headcutting, create a stable width/depth ratio, while promoting sediment transport
capacity.

The upstream side of these structures will be lined with a non-woven fabric and
backfilled with excavated channel material and in some cases imported stone aggregate to
improve stability and reduce the potential for piping. Where a larger drop in elevation is
needed, a step may be added to either a cross vane or j-hook, and this step will also be
lined with a non-woven fabric on the upstream end. Some of the structures depicted in
Figure 8 may be omitted or relocated during construction.

Typical structure details, based on Rosgen designs, are provided on Figures 11 and 12
(Rosgen 2001).

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2.7 Riparian Buffer Planting

A riparian buffer area will be established immediately adjacent to the restored stream
channel. The riparian zone will include the entire floodplain and toe slope, which will tie
the surrounding existing topography with the proposed bankfull bench elevation. Buffer
width to either side of the restored channel will vary based on site constraints; however, a
minimum of 30 feet is desired. A 50 feet buffer will be achieved where possible. These
areas will be seeded and planted with the appropriate native riparian vegetation and will
provide channel stability and treatment of surface waters traveling laterally through the
buffer. Species will consist primarily of native trees and shrubs.

A significant portion of the riparian zone along the west side of the restored reach will be
located within the permanent sewer line easements. The sewer easement is currently
vegetated with various herbaceous species. Depending on the extent of the disturbance
along the easement due to construction activities, these areas may require replanting. If
necessary disturbed portions of the easement will be re-vegetated with transplanted sod
mats consisting of native herbaceous plants that will not be adversely affected by annual
mowing. Riparian zones outside of the maintained corridors will be planted with bare
root seedlings consisting of bottomland hardwood species.

Native trees and shrubs that are currently located along the current channel clearing and
excavation limits will be removed with as much of the root ball intact and transplanted
adjacent to the restored stream channel or within the new floodplain. Following the
completion of the stream channel, the bare root seedlings will be planted during the fall
or early spring seasons to maximize the survivability of planted individuals. During the
following fall, supplemental shrub and tree species will be planted if survival rates of
previously planted seedlings are below target densities as determined in late summer
(August-September).

The restored stream channel will be planted with the appropriate channel bank species in
the fonn oflive stakes, bare-root seedlings, and transplants consisting primarily of black
willow (Salix nigra), silky dogwood (Comus amomum), and elderberry (Sambucus
canadensis). If quantities from on site sources are not plentiful, the live stakes will be
supplemented by locally identified plant sources or purchased from local, reputable
nurseries.

Tree and shrub species will be obtained from nearby reputable nurseries if possible.
Other sources, outside ofthe local area, may be used depending on the availability of
plant material. Tree species individuals will be planted randomly at an 8 ft. by 8 ft.
spacing in order to ensure a desired planting density of 680 stems per acre outside of the
existing sewer right-of-way. This will increase the potential for the desired 5-year
survivability density of at least 260 stems per acre.

Shrub species will be planted at a higher density and closer spacing (6 ft. by 6 ft.) to
achieve a desired planting density of approximately 1,200 shrubs per acre here again

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improving the potential for the desired 5-year survivability. Please refer to Figure 14 for
details of the proposed riparian planting. The planting plan consists of at a minimum,
five of the tree species and three of the shrubs listed in the tables below.

Riparian Tree Planting List*

Scientific Name Common Name
Fraxinus pellllsylvanica Green ash
Platanus occidentalis American sycamore
Quercus pagoda Cherrybark oak
Betula nigra River birch
Quercus phellos 'Villow oak
Acer negundo Box elder
Quercus nigra 'Vater oak
Liriodendron tulipifera Tulip tree
Ulmas Americana American Elm

* Species composition may be adjusted based on local availability.

Riparian Shrub Planting List*

Scientific Name Common Name
Cornus amomum Silky dogwood
CephalantllUs occidentalis Buttonbush
Alnus serrulata Tag alder
Salix nigra Black willow
Sambucus canadensis Elderberry

* Species composition may be adjusted based on local availability.

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Temporary and/or permanent seeding measures (brown top millet, rye grass, or the most
appropriate erosion control grass as dictated by the season) will be applied to areas
disturbed during grading operations to allow for localized stabilization while riparian
species establish themselves. A representative of Soil & Environmental Consultants, P A,
will be on site to observe and direct planting efforts associated with the buffer restoration.

2.8 Stream Monitoring

The project will be monitored for five consecutive years or until the required success
criteria has been met as determined by NC DWQ and the USACE. Monitoring activities
will initiate immediately following the completion of the stream construction in order to
alleviate any potential problems as they occur.

Success criteria for stream stability will be met if; for the period of five years in
conjunction with vegetation and biological success, the stream bedform features and
cross-sections remain stable (i.e. the stream retains its restored Rosgen stream-type
classification). During the monitoring period, no less than three bankfull flow events
must be documented. Ifless than three bankfull events occur during the monitoring
period, monitoring will continue until three bankfull events are documented. The
bankfull events must occur during separate monitoring years.

Parameters that will be included in the annual stream monitoring to ensure the success of
the restoration activities will include stream channel surveys (longitudinal and cross-
sectional profiles), pebble counts, photographs, plant density, diversity and survival
inventories, and qualitative benthos sampling.

This section includes information concerning; I) the proposed monitoring plan, 2)
biological monitoring, and 3) vegetative monitoring.

2.8.1 Monitoring Plan

We propose that stream monitoring be performed as follows:

1. The monitoring period for the stream is five (5) years.

2. Perform one (1) annual site visit during the growing season during which
the restored reach will be observed and evaluated. In Wake County, NC,
the growing season is generally between early March and October.

3. Physical, biological, and vegetative evaluation of the restored reach will
be performed during the annual site visit.

4. Maintain photographic records of the restored reach with photos taken
during each site visit. Locate photo points at key locations on stream
reach including but not limited to, permanent cross-section locations.

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5. Submit annual monitoring report to both Agencies at the end of each
calendar year. The monitoring report will summarize the general site
conditions, the results of physical, biological, and vegetative monitoring,
and any recommendations for necessary maintenance.

2.8.2 Physical Monitoring

An as-built engineering survey of the site will be conducted upon completion of
the site restoration work to ensure that site grading work was performed in a
manner consistent with the restoration plan. This survey will include a
longitudinal profile of the restored reach as well as a minimum of four (4)
permanent cross-sections (two riffles and two pools) along the reach.

We propose that the annual physical monitoring plan be performed as follows:

1. Perform by Total Station a longitudinal profile for comparison with the
as-built survey data and subsequent annual surveys.

2. Perform by Total Station a cross-section survey at each pennanent cross-
section location for comparison with the as-built survey data and
subsequent annual surveys. Photographs of each cross-section will be
taken during annual surveys.

3. The reach will be walked and observed for indications of deterioration or
failure of any components (erosion, structures, etc.) of the restoration.

2.8.3 Biological Monitoring

We propose that the success of the biological component be evaluated using a
qualitative evaluation. In this evaluation the length of the restoration reach we
will observe and record benthic macro-invertebrate species during our annual site
visits. A similar evaluation will be performed in the adjacent (upstream) reach.
Species and number will be compared to provide an opinion of the biological
health of the restored channel relative to the reference reach.

2.8.4 V cgctativc Monitoring

We propose that the vegetative success monitoring be performed as follows:

1. A total of two (2) vegetation monitoring plots will be installed and
monitored in the restored buffer to evaluate the success of planted riparian
speCIes.

2. Vegetative monitoring plots will be 10m x 10m square will be established
in the riparian zones for vegetative monitoring. This size is in keeping
with the current monitoring standards used on other restoration sites.

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3. Monitoring plots will evaluate the success of tree and shrub species within
a given plot.

4. A vegetative success criterion of260 stems per acre will be required at the
end of the five (5) year monitoring period for forest and woody shrub
planting plots.

5. A vegetative success criterion of 50% coverage will be required at the end
of the five (5) year period for the live stakes installed in channel banks.

Following the submittal of the monitoring reports to the Agency representatives, the
recipients of the report will be contacted for the purpose of discussing the monitoring
data, required success criteria and whether or not the site is functioning as expected. If
the site is not functioning as expected a site visit will be scheduled with the review
agencies so that a remediation plan can be created and implemented. The remediation
plans, if required, will directly reflect the requested alterations suggested by the
regulatory agencies.

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3.0 SITE \VETLAND RESTORATION

The purpose of this section is to summarize our analyses of the impacted wetland area
and provide a Conceptual Plan for its restoration and integration with the stream
restoration plan. This section includes information concerning; 1) Existing Wetland
Conditions, 2) Reference \Vetland Conditions, 3) Wetland Creation, and 4) Wetland
Monitoring.

3.1 Existing Wetland Conditions

In January 2003, a detailed wetland delineation was performed by Soil & Environmental
Consultants, P A, during which we examined and evaluated site soils, vegetation, and
hydrology of select areas by procedures described in the 1987 Corps of Engineers
Wetland Delineation Manual. Areas on the site with positive indicators of hydric soils
and evidence of wetland hydrology and hydrophytic vegetation were flagged with
sequentially numbered. Proof of wetland hydrology would be the existence of hydric
soils with oxidized root chmmels in the upper 12 inches of the "A" horizon, water borne
deposits, drift lines, scour marks, drainage patterns, regional indicators of soil saturation,
etc.

This delineation was surveyed by Smith and Smith Surveyors and a wetland map was
prepared. This delineation was later reviewed and approved by USACE. A copy of the
approved delineation is provided in Appendix F.

As described previously a total of 0.133 acres or 5,812 square feet of jurisdictional
wetlands will be impacted through the placement of fill associated with roadway
construction from the widening of Hammond Road. In order to meet Agency preferences
for on site restoration of similar wetlands we are proposing the integration of constructed
riparian wetlands immediately adjacent to the restored channel within the newly
established floodplain area.

3.2 Reference Wetland Conditions

In order to facilitate restoration plan development as well as streamline restoration efforts
we used the existing site wetland (to be impacted) as a template for reference conditions.
In this process we evaluated reference for both surface elevation (and subsequent
proximity to the adjacent channel invert) and vegetation. And, while other wetland
pockets have been delineated on site, these areas are relatively small in size and do not
appear to be driven by the adjacent stream (directly or through overbank flooding).
These smaller areas do not, in our opinion, represent a reference condition to which the
creation of the proposed wetlands should be perfonned.

Based on our observation and investigation during field visits it was determined that the
two factors governing wetland hydrology was periodic over bank flooding events and
surface elevation relative to ground water (or indicators of ground water). The wetland

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area was qualitatively assessed for vegetative conditions. However, based on the
disturbed condition of the site and the poor condition of the existing vegetative
community, it is our opinion that it would be suitable to construct a vegetative
community (trees, shrubs, and herbaceous) and structure similar to that of a Bottomland
Hardwood Forest as described in the NCDENR Field Guide to North Carolina Wetlands
(Report 96-01).

3.3 \V ctIand Creation

Wetland creation wiII be performed through the conduct of localized grading of the
ground surface (within the new floodplain), the transfer of existing wetland soils, and the
planting of appropriate native vegetative species. Please refer to Figures 13 and 14 for
further details on the proposed construction.

3.3.1 Grading Operations

At the northern end of the construction site, a significant surface area within the
newly constructed floodplain wiII be available (east and west) of the restored
stream for use in the construction of riparian wetlands. Once the floodplain is
graded, a series of wetland cells wiII be excavated within the floodplain. The
exact depth of these cells will be determined during final design. The relative
depth shown on the cross-section is approximate and may vary depending on local
topography and conditions observed in the field at the time of construction.

These cells, roughly 12 to IS-inches in depth, wiII be backfilled with materials
excavated from within the impacted wetland area. The transfer of material wiII
serve to "jump start" created wetlands through the placement of hydric soils, in
addition to the relocation of a seed source for wetland plant species. The surface
of these wetland pockets will be fine-graded to provide micro-topographic
variation within the created wetland areas. A representative of Soil &
Environmental Consultants, P A, wiII be on site to observe and direct grading
efforts associated with the restoration and make adjustments as deemed necessary.

3.3.2 Planting Operations

Once appropriate grading is performed, exposed areas within the created wetland
pockets wiII be planted with the bare-root seedlings of tree and shrub species
listed in the previous tables. Others may be substituted upon approval of the
designer depending upon availability.

Wetland tree and shrub species wiII be planted at a similar density as previously
described in this report to achieve the desired survivability. Tree and shrub
species will be generally intermixed, however, zonal densities of select species
may occur based on grading conditions, standing water bodies (or those likely to
hold standing water during wetter periods) or other factors observed on site.

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Herbaceous species such as Soft Rush (Juncus effusus), Woolgrass (Scirpus
cyperinus), Sedges (Carex sp.), and Lizard's Tail (Saururus cernuus) will be used
to over-plant portions of restored wetland areas. This, in conjunction with native
seed sources, wiII allow for a dense stand of herbaceous growth. Details of
herbaceous species planting wiII be described in the construction drawings.

Here again, temporary and/or permanent seeding measures (brown top miIlet, rye
grass, or the most appropriate erosion control grass as dictated by the season) wiII
be applied to areas disturbed during grading operations to allow for localized
stabilization while wetland species establish themselves. A representative of Soil
& Environmental Consultants, P A, wiII be on site to observe and direct wetland
planting efforts associated with the restoration.

3.4 Wetland lVlonitoring

The success of the restored wetland areas wiII be based on the restoration of hydrology
within 12 inches of the ground surface and the survival of canopy tree, understory shrub,
and herbaceous species for a five year monitoring period. Sample vegetative success
plots will be established in the restored areas for vegetative monitoring. All monitoring
wiII occur within these observation plots throughout the monitoring period as long as
they continue to be representative of the community.

This section includes information concerning; I) the proposed monitoring plan, 2)
hydrologic monitoring, and 3) vegetative monitoring.

3.4.1 Monitoring Plan

We propose that wetland monitoring be perfonned as follows:

1. The monitoring period for the constructed wetlands is five (5) years.

2. Perform one (I) annual site visit (in conjunction with the stream
monitoring) during the growing season during which the wetlands wiII be
observed and evaluated. In Wake County, NC, the growing season is
generally between early March and October.

3. Hydrologic and vegetative evaluation of the created wetlands wiII be
performed during the annual site visit.

4. Maintain photographic records of the wetland with photos taken during
each site visit. Locate photo points at key locations.

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5. Include annual monitoring details as part of the stream monitoring report
to both Agencies at the end of each calendar year. The wetland portion of
the report will summarize the general site conditions, the results of
hydrologic and vegetative monitoring, and any recommendations for
necessary maintenance.

3.4.2 Hydrologic Monitoring

We propose that the hydrologic site monitoring be perfonned as follows:

1. Locate, via Total Station, an approximate boundary of restored wetlands.

2. Hydrology will be monitored during annual site visit. Hydrologic
monitoring will be by visual observation and with soil evaluation.
Hydrology will be monitored based on soil characteristics (hydric soils
indicators) observed using shallow hand auger borings.

3.4.3 Vegetative Monitoring

We propose that the vegetative success monitoring be performed as follows:

1. A total of two (2) vegetation monitoring plots will be installed and
monitored on the restored wetlands.

2. Vegetative monitoring plots will be 10m x 10m square. This size is in
keeping with the current monitoring standards used on other restoration
sites.

3. Monitoring plots will evaluate the success of tree, shrub, and herbaceous
species within a given plot.

4. A vegetative success criterion of260 stems per acre will be required at the
end of the five (5) year monitoring period for forest and woody shrub
planting plots.

5. Vegetative success criterion of 50% coverage will be required at the end
of the five (5) year period for the herbaceous species.

In conjunction with the Agency review of the report, if the wetland is not functioning as
expected a site visit will be scheduled with the review agencies so that a remediation plan
can be created and implemented. The remediation plans, if required, will directly reflect
the requested alterations suggested by the regulatory agencies.

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4.0 LIl\'IITATIONS

Our evaluations, conclusions, and recommendations are based on project and site
information available to us at the time of our analysis and may require modification if
there are any changes in the site conditions, or if additional data about the site becomes
available in the future. Additionally, decisions regarding any outstanding permit issues
or policies issued by governing regulatory agencies are beyond our control, and as such
modifications to our evaluation, conclusions, and/or recommendations may be necessary.
Additional data may become available during future design and construction as site and
project conditions are further investigated or exposed by construction.

We can not accept responsibility for the recommendations in this report unless we are
engaged to observe construction to ascertain that, in general, our recommendations are
being properly implemented. This report is intended for use by Marjan Limited and
Jones & Cnossen Engineering, PLLC, on this project. These findings are not intended or
recommended to be suitable for reuse on extensions of the project or on any other project.
Reuse on extensions of the project or on any other project shall be done only after written
verification or adaptation by SOIL & ENVIRONMENTAL CONSULTANTS, PA, for
the specific purpose intended. Our professional services for this project have been
performed in accordance with generally accepted engineering practices; no warranty,
expressed or implied, is made.

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APPENDIX A

EXISTING SITE PHOTOGRAPHS

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Marjan Limited
Conceptual Restoration Plan

December 2, 2004
S&EC Project No. 7238.Dl

Photo 1 - Upstream End of Existing Reach, Looking
Upstream (Southwest) off Property, Head
of Wetland Area, March 2004

Photo 2 - Upstream End of Existing Reach, Looking
Downstream (East) into Wetland Area, Note
Guardrail from Hammond Road at Top of Slope

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Page 1 of5

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Marjan Limited
Conceptual Restoration Plan

December 2, 2004
S&EC Project No. 7238.D1

Photo 3 - Midpoint of Existing Reach, Looking
Upstream (South) into Wetland Area, Note
Hammond Road Embankment Slope to Left

Photo 4 - Midpoint of Existing Reach, Looking
Downstream (North), Note Limited Woody Buffer Vegetation
And Hammond Road Embankment to Right

Page 2 of 5

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Marjan Limited
Conceptual Restoration Plan

December 2, 2004
S&EC Project No. 7238.Dl

Photo 5 - Upstream End of Proposed Restoration
Area Looking North Along Existing Sanitary
Sewer Easement (to Left)

Photo 6 - Downstream End of Proposed Restoration
Area Looking South Along Existing Sanitary
Sewer Easement (to Right)

Page 3 of5

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Marjan Limited
Conceptual Restoration Plan

December 2, 2004
S&EC Project No. 7238.Dl

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Photo 7 - Existing Reach and Proposed Restoration
Area, Looking Upstream (South) from Site Access
Road on Hammond Road

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Photo 8 - Existing Concrete Box Culverts Along
Wildcat Branch Beneath Hammond Road,
Unnamed Tributary Outfalls Through Headwall
Immediately to the Right (Off Photo)

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Marjan Limited
Conceptual Restoration Plan

December 2, 2004
S&EC Project No. 7238.Dl

Photo 9 - Existing Concrete Pipe Passing Unnamed
Tributary Beneath Site Access Road, Outfalls to
Wildcat Branch Through Headwall Shown
in Photo 8

Page 5 of5

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APPENDIX B

EXISTING SITE DATA

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Stream Classification Form

;l.~"~;~ :::~~:;;,~:~:'~.i?>~";-;~~;:~i,~~~~<.;<-'"
~_ ""'~"":'f"t:,~ "'''''S-:.l:-t~'''' #".<.. -~;S::;!'--~'-'----"fto
~,:< '~::~~:' ~,r.':',__~_~.~)_;';"'''i-~''':; '~'.c:c1~"'JV,.

A yl() -io
Drainage AREA:

Stream NAME:
Basin NAME:
Location:

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!2v. /./ " ~ A J NL.

Long:
Date: 01 J 01.. / 0 t./

Twp:
Observers:

Rge: Sec:

/-;f:,S J j/j)J.J Lb7

Qtr:

Lat:

,<.... _ _~ ". ._~ ~ "',,,":_"'...,..,, _,.,.~...' ,~_,. ~. !._,>._._.-;_.."".....- -" '.'_,~" :....'. C.";'''- _ -, f.,,:- ~ :"_'.-':+---' .......\~ :'T_' .......;'-:"f""r~:--.i '-""...-: _l.~~ ~.~.... "'._"..;."::,,,,-.~.

-"_"""':"~- OJ_;...,__ '.-....,...., t- .'- ~"

~,..-...~ ~-,,,," 'C"'"

0;, B "'20,3 Feet

Bankfull WIDTH (WbU)
WIDTH ofthe stream channel, at bankfull stage elevation, in a rime section.

. _: ,_"......"t!.,' ,.. '_,' ... ,"", . ....-":f".....~.., ~.v., J 'It !~_..,.'....,._' ........-,-.">........ of.. 1._., .'.,. _"-~ -,--~ :;'0...."._. ..,.....~~~.-, . .... ,.....-;'

1'-~~:'-'" _...._ '!"_L ! ~" _".,...... -_,' ,r~ .-.,:,"-.". '"'-'.-n' ..,..-i ~,

Mean DEPTH (dbU) O,U - 1./ Feet
Mean DEPTH of the stream channel cross-section, at bankfull stage elevation, in a rime section.
(dblFAbufWblf)

,. ,'" ~.,"'l' _--,,,'.;.'".''' ~....; ~-"',,,,-j.." :._..., .,~..-.,~.,~:, l"", ";"., ,_","",,~ c_.""....-..,"'" 0'-'" ''''''-_~'' "..1 ~..~-..,..;.--.",- ..,- -.",,-., :.~

Bankfull Cross Section Area (AbU) t'f,!., - II. t.J Fear
AREA of the stream channel cross-section, at bankfull stage elevation, in a rime section.

........-...... ;_.".-~...-.,.-..,...,-.,

.o",~_. ..~_,,__.._., ~'!t.;' r_",*._.""",'"'~";;;'i'r"!':""""-'" "~"_,_,,,."-"";-'...-',,,,"," ,.' ....:.,"'....~." r.'':'"

,/, z. ~ 3b,4 FtfFt

WIDTH I DEPTH RATIO (Wbkr/dbU)
Bankfull WIDTH divided by bankfull mean DEPTH, in a rime section.,

. .,.~.... .r....~ """ '''~.; ....... ""'. "'-.' ,. ~_,....~....".~ -- ,_"k"'#,- ....r....._ 0# .__",.. ,4 _ '.,. _. , .' ''\--_....._. -H': ".-.0--<-.,. ...".....".._ _. ."", ~ -,>~- ~.."'" ..,.. ~".....,; ,-. ... ,~.'" -t." ",",' '.,,<'..> ~ ., ~~ ~

Maximum DEPTH (dmbU) 1..0- 2.5Feet
Maximum depth of the bankfull channel cross-section, or distance between the bankfull stage and
, thalweg elevations, in a rime section.

. .J' c'." .'.-_ ,_'._",-, ..;."- ,.'J - . _ " ._.' ..... '-.'~'_;'''' "~c' ,. OJ'" ,~,.. "l"-"' ,'..J 'J. _',; ..---___: .._.. > '-',Y -__...-::_......"! ~ '~- ". ~ ~.. . ~,. r) "~__'" "-" !,.""""" . .. . "_'';' ---. -" ,-:..,,~'.; -..:. ',.I .' ~C'--

'WIDTH of Flood-Prone Area (Wr".)
Twice maximum DEPTH, or (2 x dmblf) = the stage/elevation at which flood-prone area WIDTH is
determined in a rime section.

. .';._.......<1-.-t~.-_., ~..A:,-_l;. ...-t!.~~"'.,...;,..."'--' -.;_'te, ,.-..-:._..... .. ~~..t- '_ ...~-.. __"'~'- 0-'" ~.~ .:. _,"'. ,T".....:.., ,,'. ""'., ....."....d. '!.;...""."" 'l""""'''' _:.......,..,'-'1... f'_C" .",- .;.; 1",-'

Entrenchment Ratio (ER)
The ratio of flood-prone area WIDTH divided by bankfull channel WIDTH. (WfpIWblf) (rime
section)

, . .' ,: ~ "~,._'--;. '"'~_~'~,~~~.., ,_. ?<__.". "-", '. :-"''c.- ~':"".-',;j~ "; .;.~~ ..' ;'1.:~. ;'.._'., .... .~~r .,";r _....; .!r. ~ .',,>.. ~'. ';""..' ._' <.\ ..~~..O: ' ---"'~-.""'."", ;'..-,l '~1_-.~,,-:-'=,~-'_"" ~-,:,~" . "Y. -~.....: ~ '.'- -:-~~",.-, ;--~

<, Channel Materials (particle Size Index) DSO f!}JJ --1,4 mm
The D50 particle size index represents the mean diameter of channel materials, as sampled from the
channel surface, between the bankfull stage and thalweg elevations.

~..,~' .' ,""'_"-:--';"'_~' .- _'" _....":. .........,.___._ ,r ~ ;.l-- 1 ~ '_, ~ ?'t_ "J",'_~' ..,!_ _ ".' .~" ~. .... , .._.,-,' -..:--' " ... ""-:-~~--f'-"~r' ,~_" - - _'--r' \-'.- .---~ -_~'.- .'''- ,""'-.--,-I-! '-<'.;.

Water Surface SLOPE (S) .(),DO 15 FVFt
Channel slope = "rise over run" for a reach approximately 20 - 30 bankfull channel widths in length,
with the "rime to rime" water surface slope representing the gradient at bankfull stage.

. ,-'-

\;;.;J''''''-~'"-'~' ,_."'_.......,'".,_~,,.-,_.,._<'''---~'' u~ .",~,~..>."~ "-,, ~._.." ...._--" .""c,' ,-. ..., '"'",".,., ,~"..'."

,{." Channel SINUOSITY (K) 'I. 0.3 '
;-r+ Sinuosity is an index of channel pattern, determined from a ratio of stream length divided by valley
t:i': length (SUVL); or estimated from a ratio of valley slope divided by channel slope ('IS! S).

1:::,::~:'~-~~~,~~~:,~':":'::r;4 .j~~ l::~ R~,~~~~;:~:~~

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I APPENDIX C
I REFERENCE REACH PHOTOGRAPHS
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Marjan Limited
Conceptual Restoration Plan

December 2, 2004
S&EC Project No. 7238.DI

~' r

'.,

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........
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Photo 1 - Reference Reach at Midpoint of Reach, Looking
Upstream, Note Dense Canopy and Understory Vegetation,
Stable Banks, and Accessible Floodplain, July 2004

Photo 2 - Reference Reach at Midpoint of Reach,
Looking Downstream along Meander Bend, Note Dense
Vegetation, Stable Banks, and Accessible Floodplain

Page 1 of2

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Marjan Limited
Conceptual Restoration Plan

December 2, 2004
S&EC Project No. 7238.D I

Photo 3 - Reference Reach Pool Cross-Section,
Looking Upstream, Note Depth of Water Approximately
Two Feet at time of Survey (see rod)

Photo 4 - Reference Reach Riffle Cross-Section, Looking
Downstream, Note Relatively Uniform Bank Height
Channel Bed Width and Stable Vegetated Banks

Page 2 of2

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APPENDIX D

REFERENCE REACH DATA

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~+-el/t\1{t lLQaCi~
Stream Classification Form

. ',""" ~,~.~ _..~.,"' ,....~_"._...,..........' -'--4-.__'

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Stream Channel Classification (Level II) ...

I

Location:
Twp:
Observers:

1?hn>,1 j /Y,blA ;;.,.!J -J...., wl,'d
ill! II{~ g" ~/V> Drainage AREA:
Apl)( ./ Nt
Rge: Sec: Qtr:
i//L~ ~ t?t! } J ~j-?r

P, /1/'3 mi2

Lat:

Long:
Date: 01101/ oc./

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~41~~~"'f'" ",,'~'1' ~ ;<_- ~.-:!' ~'" _,Y('~"'~'~~~}'>-"_' "-"'~":"Il:"".....~1 ~-""-I,.::~""""~--';' Noi',,"'" '\"'~r,"''\ ,- ""*"'" "."",,~"I.,~t<i.l.\..Il,j;,J

~tf; Bankfull WIDTH (WbU) 1,,3, B.D Feet ~tl.:
I~ WIDTII ofth' rueom ,bon,d," b""'full ,tog, ,Iml;o,,;,. rim, ",Hoo. f~

~~; ~ea'n ~'iYri;(~:~)'.~' .nnOM ~~_",V,,-w~n .'~".~~"""~~'~"'~'-~~g~':--;~"~~:~"'.~:;~~

, I Mean DEPTH of the stream channel cross-section. at bankfull stage elevation. in a rime section. ,~.;:'
t d A ,IUJ ) ~.-:
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~_ 4, ..,......_."'......,^','""'oc,.....,.. ~"'" ~ _......."'. . ""'........ "",., ...-~'"-. - '~Y' ...-~ -"...-.,', 2'':-f

~~! Bankfull Cross Section Area (AbU) !G. (Feet2 f~j
-~ AREA of the stream channel cross-section, at bankfull stage elevation, in a rime section. ;,~;.

iwi;;;i"I' ~E;i-;AAiio~:~d::;;- ,..-----..'-"','-,-..-'.. -S:.c;;-;';;;,"-ii1

l~;: Bankful1 WlDTH divided by bankfull mean DEPTII, in a rime section, ; ',:}
t.:{ >;r,~'

, ...-.,....,_--' ~~....,..~",.~__ ~'."....~" "'~.~"...A~".._'....,.'~"_....".,.~',_.,.... .;_".,.....~,....~..," ..'c....." '-.-. ,'A."....'.. "-',' ~.,.".:;;.f.:~

~W~ Maximum DEPTH (dmbu) 'I.J - J.7 Feet:y::'
l!f~'~ Maximum depth of the bankfull channel cross-section, or distance between the bankfull stage and ';r~~
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:..;.;,~:"'A _ \.,.......~_.;,....,_~,,~......;<;3'.. ~}I_""'~~..:.rc-'_.__..... -". ,'>11.'. ~..:~' .,~ r-.~H "~,,,'-_".-.'_~_~"','''-.'''_~ ,,:;..-. ~ ,~\.~.:';-:--.-""'._ ._....~-T_ i' ..' ."':;...........{.. ,~.- ~......_.J...11.~..... ':; .:'""Oll 'l'1k'.l_r"-..;.~..x T.\.<..~-.....,.............,.- ,""'-'.,'~"~" "'''>'~1:?'.~~.

\~;~j WIDTH of Flood-Prone Area (W fpa) '/ /00 Feet ':";',~__}
oJ/vi Twice maximum DEPTH, or (2 x dmbu) = the stage/elevation at which flood-prone area WIDTH is ,t ~
;iZl" detennined in a rime section, ::i.;:P

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:~~i Entre.nchment Ratio (ER) . . . :> J 0 FVFt,.\"
i~;~ The ratio offload-prone area WIDTH divided by bankfull channel WIDTH. (Wrp/WbU) (nme :;.",'
-I{-.i~, section) ',........-, .;;~:',.,;,',~

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r!] ~:';;,~e::.~::;~:~d<::~:~~:, ~~~~:I~' of ,bon,,, mol";", "' =>plal fwm th, 10. I mm .,'.,..,','>"~.-:,:...:~:.~:'.','.,~'~""..,~,.',.,~',-}':~...,.:,',:',.,.,..
,it~\' channel surface, between the bankfull stage and thalweg elevations, . ,',
..,.~_..~:
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~$- Water Surface SLOPE (S) , tJ 0 ,," FUFt >:;~'
~f{t Channel slope = "rise over run" for a reach approximately 20 - 30 bankfull channel widths in length: O:.l 'r:i~,
t~! with the "rime to rime" water surface slope representing the gradient at bankfull stage. ,~::;

~~_"""\J~~.~' ~'IWt""'~-""I',o.;_\'t'>"""""""'."i"_'''''''''~~#'''''''''''..-'''\"'''''''''.~''''';oo...,''~~'':'''''''''-_''''''''_.oJ--_~Tr.-+f$.;>.' ~... 't.'.'l~-I!"'\J"lI~ /;>":1l',1"''''~~'W".' ..........-..... ..'-'l;,~?,r,:,

~~} Channel SINUOSITY (K) J. l L/ i>ki
iff Sinuosity is an index of channel pattern, determined from a ratio of stream length divided by valley :~:~;~;,
hi:l~" length (SUVL); or estimated from a ratio of valley slope divided by channel slope (Vst S), , ;~.i';j:
~'-""""" e=~""ww<""",,,,,"~,,,,,~'-_._---- -~.." .". "'~. '<m". .'.', - "",-- .,,0> ''''.-,'''' ,.-',
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~;ii"";;'''fi"::;~.:;;:;m~;,.,,,t&Pi'Xi\_.'!:Lf:""_,_lg~,,,,,,,,,~,~;'~:;,::~~-;::;'~=;",>,~!;'

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APPENDIX E

DESIGN SUMMARY DATA TABLE

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Design Summary Data Table

Reach Impaired Site Regional Curve Local Reference Proposed Restored
Reach Data (SRI) Reach Reach
Stream Name Unnamed Tributary to Various Piedmont Unnamed Tributary to Unnamed Tributary to
Wildeat Branch Streams Middle Creek Wildcat Branch
" <, ;,: ".,,>\:::,':~,-:"::'i~;:,::::,:'''.'''.' :X;,:;""":,<<:;-",,,/t'" 1::;',;,.':,:;,,:; ,," :, . .I....'; ','.', . _~. ....... ' .', :,' J:", , " , ,
, -',:;.-,:, ',.' ._.~':. \:' '-, ._, - , ,
Survey Crew Smith / Turner - Smith / Turner -
Survey Date 07/02 & 09/29/04 - 07/01/04 -
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Variables : :'c ,:,',',::;":'" ' ,~>",: ,';'" ~ ; ,,': " ':;:<:,'..";:,'",: ';, ,
Stream Type E41E5 - E4 E4
Drainage Area (mi") 0.143 0,0143 0.142 0,143
Dramage Area (aeres) 91.5 91.5 90.9 91.5
Bankfull Width (Wbkf) 9,8 - 20,3 3,1 - 10.4 7.3 - 8,0 7,7
Bankfull Mean Depth (Dbkf) 0,6 - 1.1 0,5 - 1.6 0,8 - 0,9 0,85
WidtllJDepth Ratio 9.2 - 36.4 3.5 -11.8 8,8 - 10,0 9
Max Rime Depth (Dmax) - - 1.3 - 1.7 1.5
Max Rime Depth Ratio (DmaxlDbkf) - - 1.4 - 2.1 1.7
Bankfull Cross-Sectional Area (Abkf) 9,6 - 11.4 2.4 - 10,2 6,5 6,5
Bankfull mean velocity (Vbkf) (ft.lsee,) - - 3.1 3
Bankfull Discharge (Qbkf) (cfs) - 6,7 - 70 20 20
Width ofFload Prone Area (Wfpa) - - >100 >28
Entrenchment Ratio (Wfpa/Wbkf) - - >10 >3,5
Min Meander Length (Lm) - - 29 30
Max Meander Length (Lm) - - 54 52
Min Meander Length Ratio (LmI\Vbkf) - - 3,9 4
Max Meander Length Ratio (LmI\Vbkf) - - 6,8 6,8
~Iin Radius of Curvature (Rc) - - 7,3 8
Max Radius of Curvature (Rc) - - 16.8 20
Min Radius of Curvature Ratio (RcI\Vbkf) - - 1.0 I
Max Radius of Curvature Ratio (RcI\Vbkf) - - 2.1 2,6
Min Belt Width (\Vbll) - - 15,2 15
Max Belt Width (\Vbll) - - 19.8 19
Min Meander Width Ratio (\Vbltl\Vbkf) - - 1.9 2
Max Meander Width Ratio (\Vbltl\Vbkf) - - 2,5 2,5
Sinuosity (stream length/valley length) 1.03 - 1.24 1.25
Valley Slope 0,0077 - 0,0174 0,0077
Avg, Stream WS Slope (bkf) 0,0075 - 0,0043 0.0045
Rime Slope/Ave Slope (SriIDSave) - - 9.2 1
Pool Slope (Spool) - - 0,0012 0,0012
Pool Depth (Dpool) - - 3,7 3,5
Pool Depth Ratio (DpooVDbk1) - - 4.1 4.1
Pool Area (Apool) - - 18.9 18,8
Pool Area Ratio (ApooL'Abkf) - - 2,9 3.9
Pool Length (Lpool) - - 10 11
Pool Length Ratio (Lpooll\Vbkf) - - 1.3 1.43
Pool Width (Wpool) - - 10.4 IOJ
PoollPool Spacing (p-p) - - 23,3 26
Pool Spacing Ratio (p-pI\Vbk1) - - 3.1 3.4

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APPENDIX F

JURISDICTIONAL WATERS
DELINEATION MAP

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FIGURES

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2) CONTOUR DATA TAKEN FROM
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TYPICAL RIFFLE CROSS-SECTION z
0 0
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'./ARIES 7.7' \ ARIES 2Z z 1LI
- <{ (f)
i5s nz I
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0 BANKFULL CHANNEL WIDTH 7.7 FEET o~ 0 D
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0 RIFFLE CROSS-SEcrION AREA G.5 SQUARE FEET (f)
~ 0
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o RIFFLE MAX DEPTH 1.5 FEET ijO
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TYPICAL POOL CROSS-SECTION :l~
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SOURCE: DAVE POSCE'i OF ',\"LOlJ.!iD HYDROLOGY, 2002
F[l/SED BY /SC:C. 2003

.llilIES;

,. lOG OR ROCK STEP IL6,Y BE USED WITH J-HOOK vmrs J.S SHOWN ON CROSS ROCK VmE
WITH STEP POOl DETNL mo J-HOOK WITH STEP POOl OETNl

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LOG J-HOOK DETAIL
NO srA..E

FLOW -

VAt ~E AC\'A

r~!,t

GRAVEl FILL

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.ffiQEll.E

RIGHT BANK

GEOTEXTILE FABRiC

\/l,~~:.. t~~~,~

fWlKFULl STAGE

-

SCOUR POOL

LOG

STREAI~ CHAr~r;EL BED

GEOTEXTlLE FABRIC

moss SECTlON

LEFT BANK

.ELm

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J-HOOK WITH STEP-POOL DETAIL
I<<l SCIU

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STREAM CHANNEL BED

PLAN

FLOW - \0l>~FOOTER
~~-:_'."_, _" ROCKS

~' - '-.:::---.

FOOTER ;- --' ~ - .__~~TEP
ROCKS~
SCOUR
PROFILE

BANKFULL STAGE

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~ FOOTER
ROCK
~BA."KFULL~

am
(MAY BE RiGHT Ok Lt:.FT BN,K OFFSET)

POOL

1roIES;

,. lOG N?JI.S WAY BE USED roo moss VANES Ki SHOWN ON lOG VM! J-HOOK DErM.
2. LOG STEP NAY BE SU8STITUTEO roo ROCK. Nf) CEOTEXTU: filJ3RIC WU BE ATTIffiED TO LOG STEP Ki SHOWN ON LOG J-HOOK DErAIl
3. LOGS WAY BE SUBSTlTUltD roo VmE N?JI.S Ki SHOWN IN lOG VmE! J-HOQK DErM.

D
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(1)
N
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~ TYPICAL STRUCTURE DETAILS

~
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CROSS ROCK VANE WITH STEP-POOL DETAIL
NO SCALE

RIGHT BANK

LEfT BANK

RIGHT BANK

LEfT BANK

200-300

STRENA CHANNEL BED

NOTES:

l '<.~~,/}c:

BANKFULL STAGE

FLO\'1-

yl",\____,
_S\.'0?- ',',',"" ~-FOOTER
~ '.____ ROCKS

,- -----

...~..~..~SCOUR POOL

FOOTER ./
ROCKS--""'"

PROFlLE

t

t

1. lOG ARMS MAY BE USED fOR CROSS VANES AS SHOWN ON lOG J-HOOK DETAIL
2. GEOTEXTlLE FABRIC WILL BE ATTACHED TO lOG STEP AS SHOWN ON lOG J-HOOK DETAIL

PlAN

PLAN

LIVE STAKE PLANTING DETAIL
PROFILE VIEW
(NOT TO SCALE)

COIR MATTING DETAIL
(NOT TO SCALE)

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BANKfUll BENCH

BANKfUll BENCH

COIR MATIlNG

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ANGLE-CUT END

BASE FLOW

BASE FLOW
WATER ElEVATION

PROFIl.E VIEW

. UVE 5TAKES IN5TAllfD IN BANK
WITH DEAD-BLOW HAMMER
. 4/5 OF 5TAKE IN GROUND
. BUD5 ORIENTED UFWARD5
. 3' CENTERS (APPROX,)
. CUT EXP05ED END OF UVE 5TAKE
AFTER IN5TALLATION IF DAMAGED
DUE TO INSTALLATION
(I,e. darTl3ged bark, split ends, etc,)

. TRENCHED TOP OF MATTING TO A
DEPTH OF AT LEAST G", 5TAKE
OR 5TAPLE IN F'lACE, ~ BACKfIll
TO DE51GN GRADE
MINIMUM 12" ECO-5TAKES0
OR NOTCHED GRADE 5T AKE
IN5TALlED ALONG TOE OF MATTING
(Intercept betw=n water surface and bank)

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<-r:."<): <':~'"

.~\~

12" ECO- 5TAKE 0

" ECO-5T ME 0
FRONT VIEW OR METAL 5TArlE
, . ECO-5TAK.Es00R G" 5TAPlE5
. MINIMUM 2 CENTERS ALONG BOTTOM IN5TALLED IN BANK fW5H WITH
. MINIMUM "OVERlAP AT JOINING COIR MATTING ABOVE BOTTOM
SECTIONS OF COIR MATTING ROW OF 12" 5TAKES
. ECO-STAKES0 OR 5TAPlE5 5PACED AT
MAXIMUM 3' CENTERS (APPROX.)

TYPICAL STRUCTURE <$ PLANTING DETAILS

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n":f~'3(j)
2' to..~<( ('()
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EXISTING RESIDENTIAL
PROPERTIES

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EMBANKMENT SLOPE

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30' SANITARY
SEWER EASEMENT

WETLAND SURfACE
TO BE GRADED W1TI1
MICRO-TOPOGRAPHIC
VARIATION AS
DETERMINED BY
DESIGNER AT TIME OF
CONSTRUCTION

PROPOSED RESTORED
STREAM CHANNEL

NEW FLOODPAIN

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CREATED WETLANDS,
EXCAVATE TO DEPTH OF
APPROX. 12'-18',
BACKfiLL WITH EXISTING
SITE WETLAND SOILS

BANKFULL
\/IDTH

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TYPICAL WETLAND CROSS-SECTION
(LOOKr NG DOWNSTREAM)
NOT TO SCALE

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/ //
/ A\
// //
// 1/ \
/ //
//
/ // ~ WETLAND TREES. SHRUBS. \
~ HERBACEOUS SPECIES
/ / / / TO BE PLANTED \1

/\
6)\

~f
/
/
/
/
~O~\) /
'01>--~Rol>--\) /

~
/

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RIPARIAN BUFFER
PLANTING BOUNDARY

/

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RIPARIAN BUFFER
PLANTING BOUNDARY

SHRUBS PLANTED IN
SEWER EASEMENT

.l..

~~~
~~
(;fIR
~t(f
,!if/\
/ f!) rff
/~ dj if)
<IS'
/ -:

WETLANDS
PLANTING

STREAM BANK
PLANTING

/

NOTE:

/ I) OPEN AREA5 WITHIN RIPARIAN
/ BUFFER PLANTING BOUNDARY
/ TO BE PLANTED WITH TREES,
/ 5HRUB5, AND HERBACEOU5
k.~ 5PEClE5.
/./
/ /.~....,.
/. / /
/./
//.~/ /
/
/

/
/

2) REFER TO DE51GN REPORT FOR
DETAILS ON PLANT 5PECIES AND
QUANTITIE5.

@

NORTH

5CALE I" = 50'

/
/

50

25

o

50

\ . - #j / //
PROPOSED STREAM BANK $ RIPARIAN BUFFER PLANTING PLAN

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