20160979 Ver 1_Mitigation-Plan_DRAFT_20180703

fires
June 29, 2018
Samantha Dailey
Regulatory Project Manager
U.S. Army Corps of Engineers
Regulatory Division
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
Ms. Dailey:
302 Jefferson St. Suite 110
Raleigh, NC 27605
Corporate Headquarters
5020 Montrose Blvd. Suite 650
Houston, TX 77006
Main: 713.520.5400
RES is pleased to submit the Draft Mitigation Plan for the Poplar Creek Stream Mitigation Site.
The attached plan includes several important modifications from the Instrument Modification. In
total the Draft Mitigation Plan presents 4,224 stream credits (versus 9,206 in the Instrument
Modification). The alterations are detailed below:
• All stream origins in the project have been verified by NCDWR and accurately mapped.
• Reaches F1, F2,F4, F5, F6, F7, F8, YB1-D, YB1-E, and YB2-C have been removed from
the project.
• YB1-C Restoration reach is now 678 If.
• Y132 -A now contains 863 If of P1 Restoration and 350 If of P2 Restoration.
• YB2-B now contains 1,350 If of P1 restoration and 272 If of Enhancement II.
• YB3 now contains 760 If of Enhancement II.
We look forward to discussing this project with you in more detail as your review progresses.
Thank you,
Sincerely,
RES
Bob White, Project Manager
cc: North Carolina IRT

DRAFT MITIGATION PLAN
Poplar Creek Stream Mitigation Site
Johnston County, North Carolina
USACE SAW ID: 2016-01985
Neuse River Basin
HUC 03020201
Prepared by:
fires
Bank Sponsor: Environmental Banc & Exchange, LLC
302 Jefferson Street, Suite 110
Raleigh, NC 27605
919-209-1052
June 2018
"This mitigation plan has been written in conformance with the requirements of the following:
• Federal rule for compensatory mitigation project sites as described in the Federal Register Title 33 Navigation
and Navigable Waters Volume 3 Chapter 2 Section § 332.8 paragraphs (c)(2) through (c)(14).

EXECUTIVE SUMMARY
The Poplar Creek Project ("the Project") is located in Johnston County, approximately three miles north
of Smithfield and contains approximately 32 acres of conservation easement (Figure 1). Water quality
stressors currently affecting the Project include livestock production, agricultural production, closed
drainage system, and an impoundment. The Project presents 4,273 linear feet (LF) of stream restoration,
enhancement, and preservation, generating 4,224 Stream Mitigation Units (SMU) along three unnamed
tributaries that drain into Poplar Creek.
The Project is located in the Neuse River Basin within Cataloging Unit 03020201, TLW
03020201100040, and NCDWR sub -basin 03-04-02. The portion of the Neuse River Basin that
includes Poplar Creek and the four project tributaries has been assigned as Water Supply IV (WS -IV)
and Nutrient Sensitive Waters (NSW), (NCDWQ 2011).
Consisting of wooded riparian areas that livestock have complete access to and one pond, the Project's
total easement area is approximately 32 acres within the overall drainage area of 190 acres. The Project
is broken up into five portions that are divided by Lee Youngblood Loop. Grazing livestock have
historically had access to all stream reaches within the Project and the impoundment, leading to unstable
channel characteristics and the over degradation of the stream banks throughout the project area.
Goals for the Project include an increase to hydrologic function and restoration to ecological function
within the existing stream and riparian corridor, and the protection of these features in perpetuity. These
will be accomplished by removing an agricultural impoundment and returning the existing streams to
stable conditions by constructing an E/C type stream with appropriate dimensions and pattern and
reconnecting the channel to the floodplain (when possible). In -stream structures will be utilized for
vertical stability and to improve habitat. Buffer improvements will filter runoff from agricultural fields,
thereby reducing nutrient and sediment loads to the channel. Livestock exclusion fence will be installed
along the easement boundary. The widening and restoration of the riparian areas will also provide
wildlife corridors throughout the Project area. Benefits to be accrued from these activities include
improved water quality, and terrestrial and aquatic habitat.
The stream design approach for the Project is to combine the analog method of natural channel design
with analytical methods to evaluate stream flows and hydraulic performance of the channel and
floodplain. The analog method involves the use of a reference reach, or "template" stream, adjacent to,
nearby, or previously in the same location as the design reach. The template parameters of the analog
reach are replicated to create the features of the design reach. The analog approach is useful when
watershed and boundary conditions are similar between the design and analog reaches (Skidmore et al.,
2001). Hydraulic geometry is developed using analytical methods to identify the design discharge.
After completion of all construction and planting activities, the Project will be monitored on a regular
basis throughout the seven-year post -construction monitoring period, or until performance standards
are met. Upon approval for closeout by the Interagency Review Team (IRT), the site will be transferred
to North Carolina Wildlife Habitat Foundation. This party shall serve as the conservation easement
holder and long-term steward for the property and will conduct periodic inspection of the site to ensure
that restrictions required in the conservation easement are upheld. Endowment funds required to uphold
easement and deed restrictions will be finalized prior to site transfer to the responsible party.
This site will be co -located with a DWR Buffer Nutrient Bank. The width of the riparian restoration
and preservation areas where buffer or nutrient offset credits are generated will begin at the most
landward limit of the top of bank and extend landward to a distance of at least 50 feet perpendicular to
the streams and out to a maximum of 200 feet. There will be no overlapping stream credit areas beyond
50 feet.
Poplar Creek Mitigation Plan ii June 2018

TABLE OF CONTENTS
1 PROJECT INTRODUCTION........................................................................................................ 4
1.1 Site Components.....................................................................................................................
4
1.2 Project Outcomes....................................................................................................................
4
2 WATERSHED APPROACH AND SITE SELECTION...............................................................
5
2.1 Site Selection..........................................................................................................................
5
3 BASELINE AND EXISTING CONDITIONS..............................................................................
7
3.1 Watershed Summary Information..........................................................................................
7
Drainage Area and Land Use.........................................................................................................
7
SurfaceWater Classification..........................................................................................................
7
3.2 Landscape Characteristics......................................................................................................
7
Vegetation......................................................................................................................................
7
ExistingWetlands...........................................................................................................................
8
Geology..........................................................................................................................................
9
SoilSurvey.....................................................................................................................................
9
3.3 Land Use - Historic, Current, and Future.............................................................................
11
3.4 Regulatory Considerations and Potential Constraints..........................................................
12
Property Ownership, Boundary, and Utilities..............................................................................12
FEMA/ Hydrologic Trespass........................................................................................................12
Threatened and Endangered Species............................................................................................12
CulturalResources........................................................................................................................12
3.5 Reach Summary Information...............................................................................................
14
ChannelClassification..................................................................................................................14
Discharge......................................................................................................................................14
ChannelMorphology....................................................................................................................15
Channel Stability Assessment......................................................................................................16
BankfullVerification....................................................................................................................17
3.6 Site Photographs...................................................................................................................
18
4 FUNCTIONAL UPLIFT POTENTIAL.......................................................................................
20
4.1 Anticipated Functional Benefits and Improvements............................................................
21
Hydrology.....................................................................................................................................
21
Hydraulic......................................................................................................................................
21
Geomorphology............................................................................................................................
21
Physiochemical.............................................................................................................................
22
Biology.........................................................................................................................................
22
5 MITIGATION PROJECT GOALS AND OBJECTIVES............................................................
23
Best Management Practices (BMPs)............................................................................................
24
6 MITIGATION WORK PLAN.....................................................................................................
26
6.1 Reference Stream Studies.....................................................................................................
26
Target Reference Conditions........................................................................................................
26
Reference Site Search Methodology............................................................................................
26
Reference Watershed Characterization........................................................................................
26
ReferenceDischarge.....................................................................................................................
27
Reference Channel Morphology...................................................................................................
27
Reference Channel Stability Assessment.....................................................................................
27
Reference Bankfull Verification...................................................................................................
27
Reference Riparian Vegetation.....................................................................................................
28
6.2 Design Parameters................................................................................................................
28
Stream Restoration Approach.......................................................................................................
28
StreamData Analysis...................................................................................................................
33
Poplar Creek 1 June 2018

6.3 Vegetation and Planting Plan...............................................................................................
35
PlantCommunity Restoration......................................................................................................
35
On -Site Invasive Species Management........................................................................................36
Table5. Mapped Soil Series.................................................................................................................
SoilRestoration............................................................................................................................
37
6.4 Mitigation Summary.............................................................................................................
37
6.5 Determination of Credits......................................................................................................
37
6.6 Credit Calculations for Non -Standard Buffer Widths..........................................................
38
6.7 Credit Calculations for Macroinvertebrate and Water Quality Monitoring .........................
39
7 PERFORMANCE STANDARDS................................................................................................
40
7.1 Stream Restoration Success Criteria.....................................................................................
40
BankfullEvents............................................................................................................................
40
SurfaceFlow.................................................................................................................................40
Table14. Proposed Plant List...............................................................................................................
Bank Height Ratio and Entrenchment Ratio................................................................................
40
SurfaceFlow.................................................................................................................................40
7.2 Vegetation Success Criteria..................................................................................................
40
8 MONITORING PLAN.................................................................................................................
41
8.1 As -Built Survey....................................................................................................................
41
8.2 Visual Monitoring................................................................................................................
41
8.3 Gauges..................................................................................................................................
41
8.4 Cross Sections......................................................................................................................
41
8.5 Vegetation Monitoring.........................................................................................................
42
8.6 Water Quality and Macroinvertebrate Monitoring...............................................................
42
WaterQuality...............................................................................................................................
42
Macroinvertebrate.........................................................................................................................
42
8.7 Scheduling/Reporting...........................................................................................................45
9 ADAPTIVE MANAGEMENT PLAN.........................................................................................
46
10 LONG-TERM MANAGEMENT PLAN.....................................................................................
47
11 CREDIT RELEASE SCHEDULE...............................................................................................
48
11.1 Initial Allocation of Released Credits..................................................................................
48
11.2 Subsequent Credit Releases..................................................................................................
48
12 MAINTENANCE PLAN.............................................................................................................
50
13 FINANCIAL ASSURANCES......................................................................................................
51
14 REFERENCES.............................................................................................................................
52
List of Tables
Table 1. Poplar Creek Site Project Components — Stream Mitigation ................................................... 4
Table 2. Project Parcel and Landowner Information.............................................................................. 6
Table 3. Project Watershed Summary Information................................................................................7
Table 4. Poplar Creek Vegetation Plot Summary................................................................................... 8
Table5. Mapped Soil Series.................................................................................................................
l l
Table 6. Regulatory Considerations.....................................................................................................13
Table 7. Summary of Existing Channel Characteristics.......................................................................14
Table 8. Channel Stability Assessment Results....................................................................................17
Table 9. Functional Benefits and Improvements..................................................................................
25
Table 10. Scaling Factors for Sizing Planform Design Parameters......................................................
32
Table11. Peak Flow Comparison........................................................................................................
34
Table 12. Comparison of Allowable and Proposed Shear Stresses......................................................
35
Table 13. Comparison of Allowable and Proposed Velocities.............................................................
35
Table14. Proposed Plant List...............................................................................................................
36
Poplar Creek 2 June 2018

Table 15. Mitigation Credits.................................................................................................................38
Table 16. Stream Mitigation Credit Adjustments for Non-standard Buffer Widths ............................ 39
Table17. Monitoring Plan.................................................................................................................... 44
Table 18. Stream Credit Release Schedule........................................................................................... 49
Table19. Maintenance Plan................................................................................................................. 50
List of Charts
Chart 1. Stream Functions Pyramid...................................................................................................... 20
List of Figures
Figure 1 —
Vicinity Map
Figure 2 —
USGS Map
Figure 3 —
Landowner Map
Figure 4 —
Land -use Map
Figure 5 —
Existing Conditions Map
Figure 6 —
National Wetlands Inventory Map
Figure 7 —
Soils Map
Figure 8 —
Historical Conditions Map
Figure 9 —
FEMA Map
Figure 10
—Planting Plan Map
Figure 11
— Conceptual Plan Map
Figure 12a — Ideal Buffer Width Zones
Figure 12b —Actual Buffer Width Zones
Figure 13
— Monitoring Plan
Appendices
Appendix A -
Plan Sheets
Appendix B -
Data, Analysis, and Supplementary Information
Appendix C -
Site Protection Instrument
Appendix D -
DWR Stream Identification Forms
Appendix E -
Wetland JD Forms and Maps
Appendix F -
Invasive Species Plan
Appendix G -
Regulatory Agency Scoping Letters
Poplar Creek 3 June 2018

I PROJECT INTRODUCTION
1.1 Site Components
The Poplar Creek Mitigation Site Project (the "Project") is located within a rural watershed with limited
residential and concentrated animal feed operation (CAFO) development, in Johnston County, North
Carolina. The Project proposes to restore 3,241 linear feet (LF), enhance 1,032 LF, and provide water
quality benefit for approximately 32 acres of conservation easement. The Project lies within the Neuse
River Basin, North Carolina Division of Water Resources (NCDWR) sub -basin 03-04-02 and USGS
14 -digit f1UC 03020201100040 (Figure 1). The project is accessible from Lee Youngblood Road.
Coordinates for the Project are as follows: 35.5521'N, -78.3568'W.
The project area is comprised of four unnamed tributaries to Poplar Creek that flow north to south to
their confluence with Poplar Creek, totaling 3,456 linear feet, which flows to the Neuse River
approximately two river -miles downstream.
1.2 Project Outcomes
The project streams have been significantly impacted by livestock production, agricultural production,
and lack of riparian buffer. Due to its location and proposed improvements, the Project will provide
numerous ecological and water quality benefits within the Neuse River Basin. Additionally, water
quality stressors currently affecting the Project include impoundment, forestry activities, CAFO, and
impervious surfaces. Proposed improvements to the Project will meet the water quality improvement
needs expressed in the 2010 Neuse River Basin Restoration Priorities (RBRP) as well as ecological
improvements to riparian corridor within the easement.
Through stream restoration, and enhancement, the Project presents 4,273 LF of proposed stream
mitigation generating 4,224 Stream Mitigation Units (SMUs) (Table 1).
Table 1. Poplar Creek Site Project Components — Stream Mitigation
Mitigation Approach Linear Feet Ratio Base SMU Fater Quality
Adjusted SMUse
Restorationt 3,241 1 3,241 3,306
Enhancement I 272 1.5 181 185
Enhancement II 760 2.5 304 310
Total 4,273 3,726 3,801
Non -Standard Buffer Width Adjustment" 423
Total Adjusted SMUs 4,224
tRestoration will consist of 2,891 linear feet of Priority One Restoration, and 350 linear feet of Priority Two Restoration
BAdditional two percent credit on reaches conducting restoration and enhancement in accordance with the protocols specified
in the 2016 Wilmington District Stream and Wetland Compensatory Mitigation Update.
. Calculated using GIS analysis and the Non -Standard Buffer Width Calculator
Poplar Creek 4 June 2018

2 WATERSHED APPROACH AND SITE SELECTION
The 2010 Neuse River Basin Restoration Priorities (RBRP) identified several restoration needs for the
entire Neuse River Basin, as well as for HUC 03020201, specifically. The Project watershed (HUC
03020201100040) was identified as a Targeted Local Watershed (TLW), in the 2015 Neuse 01 CU
Update, a watershed that exhibits both the need and opportunity for wetland, stream, and riparian buffer
restoration. More specifically, goals outlined in the 2010 Neuse RBRP for the watershed include:
Promote nutrient reduction in municipal areas through the implementation ofstormwater best
management practices;
2. Promote nutrient and sediment reduction in agricultural areas by restoring and preserving
wetlands, streams, and riparian buffers; and
3. Continue targeted implementation ofprojects under the Nutrient Offset and Buffer programs,
as well as focusing DOT sponsored restoration in areas where they will provide the most
functional improvement to the ecosystem.
Catalog Unit Specific Goals:
Support the Falls Lake Watershed Management Plan; a separate prioritization process for
EEP will be developed in next 1-2 years;
2. Continue to implement planning initiatives including the NCEEP Phase IV LWP for the Upper
Neuse (incorporates updated plans for Ellerbe Creek, Lake Rogers/Ledge Creek, Lick Creek,
Little Lick Creek, and Upper Swift Creek) and the Upper Neuse River Basin Association's
Upper Neuse Watershed Management Plan; and
3. Protect, augment and connect Natural Heritage Areas and other conservation lands.
2.1 Site Selection
The Project was identified as a stream and buffer restoration opportunity to improve water quality,
habitat, and hydrology within the Neuse River Basin. The Project's watershed is primarily forest and
mixed agricultural land; it has historically served this purpose. Many of the Project design goals and
objectives, including restoration of riparian buffers to filter runoff from agricultural operations, improve
terrestrial habitat, and construction of in -stream structures to improve habitat diversity, will address the
degraded water quality and nutrient input from farming that were identified as major watershed
stressors in the 2010 Neuse RBRP. Project -specific goals and objectives will be addressed further in
Section 5. A project watershed map with the Project's drainage areas is shown on Figure 2 and
watershed planning priority boundaries is shown on Figure 1.
The Project will address one of the three goals outlined in the 2010 Neuse RBRP, and will address one
of three catalog unit specific goals. By establishing riparian buffers, instream structures, and increasing
bedform diversity, nutrient and sediment reduction will be promoted (RBRP Goal 2). By establishing
a conservation easement, the area will be protected in perpetuity, and is in close vicinity to the RES
Meadow Spring Mitigation Bank (RBRP Catalog Unit Specific Goal 3).
Poplar Creek 5 June 2018

The land required for the construction, management, and stewardship of this Site includes several
parcels in Johnston County with the following ownership: (Table 2 & Figure 3). Once finalized, a
copy of the land protection instrument(s) will be included in Appendix C.
Table 2. Project Parcel and Landowner Information
Owner of Record
PIN
Or
Tax Parcel ID#
Stream Reach
169500-27-6486;
169500-16-5546;
169500-25-0748;
Dwight Youngblood Jr.
169500-25-9195;
YB 1, YB2, YB3
169500-36-5192;
169500-36-8766;
169500-47-2720
Johnston Count
169500-34-9404
Terry M Keen
(Johnston County)
YB3
The Wilmington District Conservation Easement model template will be utilized to draft the site
protection instrument. Once finalized, a copy of the final recorded easement will be provided in
Appendix C.
Poplar Creek 6 June 2018

3 BASELINE AND EXISTING CONDITIONS
3.1 Watershed Summary Information
Drainage Area and Land Use
The easement totals approximately 32 acres and the project area is comprised of four unnamed
tributaries that flow south into Poplar Creek, which drains into the Neuse River. The total drainage
area for the four project streams is 190 acres (0.3 mi2); YB 1(0.1 mi.2, 69.0 acres), YB2 (0.2 mi.2, 104.0
acres), Y133 (0.02 mi.2, 17.0 acres). Primary land use within the drainage area consists of approximately
36% forest and 55% agricultural land. Impervious area covers less than 2% of the total watershed.
(Table 3. Project Watershed Summary Information & Figure 4).
Table 3. Project Watershed Summary Information
Level IV Ecoregion
65m — Rolling Coastal Plain
River Basin
Neuse
USGS Hydrologic Unit 8 -digit
03020201
USGS Hydrologic Unit 14 -digit
03020201100040
DWR Sub -basin
03-04-02
Project Drainage Area (acres)
190.0 ac
Percent Impervious Area
<2%
Surface Water Classification
The portion of the Neuse River that includes Poplar Creek and the four project tributaries drain to, has
been assigned as Water Supply IV (WS -IV) and Nutrient Sensitive Waters (NSW) (NCDWQ 2011).
Water Supply IV (WS -IV) waters are used as sources of water supply for drinking, culinary, or food
processing purposes where a WS -I, 11 or III classification is not feasible. These waters are also protected
for Class C uses. WS -IV waters are generally in moderately to highly developed watersheds or
Protected Areas (NCDWQ 2011).
Nutrient Sensitive Waters (NSW) is a supplemental classification intended for waters needing
additional nutrient management due to being subject to excessive growth of microscopic or
macroscopic vegetation (NCDWQ 2011).
3.2 Landscape Characteristics
The Project is located in the Rolling Coastal Plain IV ecoregion. Relief, elevation, and stream gradients
are generally greater than in Ecoregion Middle Atlantic Coastal Plain to the east, and soils tend to be
better drained. It has a slightly cooler and shorter growing season than the Atlantic Southern Loam
Plains, but is a productive agricultural region with typical crops of corn, soybeans, tobacco, cotton,
sweet potatoes, peanuts, and wheat. The region appears to be biologically less diverse than the coastal
plain regions, the Atlantic Southern Loam Plains and the Carolina Flatwoods, to the south.
Vegetation
Vegetation around the project reaches are primarily composed of hardwoods. In general, these riparian
zones are disturbed due to regular land management activities. On April 10, 2018 two 100 meter
squared plots were surveyed along two project reaches, to categorize the existing vegetation
communities. Forested riparian areas along the project reaches have been intermittently cattle -grazed
and lack a well-developed understory and shrub strata. For this reason, representative plots were
Poplar Creek 7 June 2018

surveyed along reach YB1 and YB3 (Appendix B). Within each vegetation plot, all trees greater than
or equal to five inches (12.7 centimeters) diameter at breast height (DBH) were identified, measured,
and used to calculate both basal area and stems per acre. Trees greater than or equal to 54 inches (137
centimeters) in height were used to quantify tree species diversity. Canopy species data was calculated
to quantify the existing natural community (Schafale, 2012) (Table 4). Shrub species and herbaceous
species were also identified and the percent cover was estimated.
Table 4. Poplar Creek Vegetation Plot Summary
Basal Area
Plot ,_2i _� Avg. DBH (cm) Trees per Acre Total Tree Species Natural Community
1 36.50 20.82 323 5 Disturbed Piedmont Alluvial
Forest
2 37.82 15.20 121 2 Disturbed Piedmont Alluvial
Forest
AVG 37.16 18.01 222 3
Dominant canopy species across the Project included tulip -poplar (Liriodendron tulipifera), white oak
(Quercus alba), American holly (Ilex Opaca), elm (Ulmus alata), sweet gum (Liquidambar
styraciva), river birch (Betula nigra), red maple (Acer rubrum), American hornbeam (Carpinus
caroliniana). Sub -canopy species included sweetbay (Magnolia virginiana), blackberry (Rubus
argutus), highbush blueberry (Vaccinium corybosum), black elderberry (Sambucus canadensis), and
roundleaf greenbrier (Smilax rotundifolia). Herbaceous species included, pokeweed (Phytolacca
americana), dewberry (Rubus trivialis), sensitive fern (Onoclea sensibilis), rattlesnake fern (Botrypus
virginianus), trumpet creeper (Campsis radicans), wood -sorrel (Oxalis violacea), cane (Arundinaria
gigantium, and sedges (Carex spp.).
Invasive species were also found within the vegetation survey plots, and in the vicinity of the site:
Chinese privet (Ligustrum sinense), multiflora rose (Rosa multiflora), and Japanese honeysuckle
(Lonicera japonica). Non-native species included wavy bittercress (Cardamine flexuosa), common
speedwell (Veronica persica), Nepalese browntop (Microstegium vimineum), wintercreeper
(Euonymous fortune), and annual meadow grass (Poa annua),
Existing Wetlands
A survey of existing wetlands was performed on January 17, 2017 and January 31, 2017. A routine
Level II wetland determination was performed (Environmental Laboratory 1987). wetland data forms
are present in Appendix E. Within the boundaries of the proposed project, six Jurisdictional Wetlands
are present (Figure 5). One Jurisdictional Wetland occurs on reach YB3, WA (Wetland A), and is
approximately 1.82 acres. One Jurisdictional Wetland occurs on reach YB2-A, WB (Wetland B), and
is approximately 0.49 acres. One Jurisdictional Wetland occurs on reach YB2-B, WC (Wetland C),
and is approximately 0.35 acres. Two Jurisdictional Wetlands occur on reach YB1-B, WD (Wetland
D), and WE (Wetland E). WD is approximate 3.07 acres, and WE is approximately 0. 11 acres in size.
One Jurisdictional Wetland occurs on YB 1-C, WF (Wetland F), and is approximately 0.74 acres in size.
Four wetlands are not entirely restricted to the easement boundary; WA, WB, WE, and WF. The
Understory vegetation within the wetland areas was made up of Japenese Honeysuckle (Lonicera
japonica), green brier (Smilax laurifolia), muscadine (Vitis rotundifolia), posion ivy (Toxicodendron
radicans), giant cane (Arundinaria gigantean), nepalease browtop (Microstegium vimineum), and
common rush (Juncus effuses), Midstory vegetation consisted of Chinese privet (Ligustrum sinense),
Sawtooth blackberry, American holly (Ilex opaca). The overstory vegetation consisted of red maple
(Acer rubrum), sweetgum (Liquidambar styraciflua), tulip poplar, and laurel oak.
Poplar Creek 8 June 2018

Outside of the easement and wetland areas, cattle are actively managed for, and fescue is the dominant
forage. A jurisdictional determination request was sent to the United States Army Corps of Engineers
on March 28, 2017 (Appendix E).
The United States Fish and Wildlife Service (USFWS) National Wetland Inventory Map (NWI) depicts
two potential wetland areas within the project, located along Reach F6, YB1-E and Y132 (Figure 6).
Geology
According to geology data from the North Carolina Geologic Survey, published in 1985, the Project is
located at the boundary two different map units, Tpy and Tt, both occurring within the Coastal Plain.
Tpy. This map unit is associated with sedimentary rocks of the Yorktown Formation and Duplin
Formation, undivided that formed in the Cenozoic between 1-66 million years ago. The Yorktown
Formation contains fossiliferous clay with varying amounts of fine-grained sand, bluish gray, shell
material commonly concentrated in lenses; mainly in area north of Neuse River. The Duplin Formation
contains shelly, medium- to coarse-grained sand, sandy marl, and limestone, bluish gray; mainly in area
south of Neuse River.
Tt. This map unit is associated sedimentary rocks of the Terrace Deposits and Upland Sediment
formation that formed in Cenozoic between 1-66 million years ago. This formation contains gravel,
clayey sand, and sand, minor iron -oxide cemented sandstone.
Soil Survey
Existing soil information from the Natural Resource Conservation Service (NRCS) shows the property
is located within the Norfolk -Goldsboro -Rains soil association. The association is uplands of the coastal
plain. It is made up of nearly level and gently sloping, well drained, moderately well drained, and poorly
drained soils that have a sandy or loam surface layer and a predominantly loamy subsoil. This soil
association is at the edge of broad interstream areas or on moderately broad or broad ridges in the
uplands. The largest areas of this map unit are in the west -central and northeastern parts of the county.
Most of the map unit is used as cropland; small scattered areas are used as woodland or pasture.
The Johnston County Soil Survey shows several mapping units across the project. Map units include
seven soil series. The soil series found on the Project are described below and summarized in Table 5.
Project soils are mapped by the NRCS as Goldsboro sandy loam, Marlboro sandy loam, Marlboro -Cecil
complex, Nason silt loam, Norfolk loamy sand (A -slope and B -slope), Rains, and Wehadkee within the
easement (Figure 7). All soils except for Wehadkee are not frequently flooded. Wehadkee soils are
frequently flooded. Marlboro, Marlboro -Cecil complex, Nason silt loam, Norfolk loamy sand, are all
well drained soils. Goldsboro sandy loam is a moderate well drained soil. Rains and Wehadkee loam
are both poorly drained soils.
Goldsboro sandy loam. This map unit consists of nearly level Goldsboro soils on upland flats.
Goldsboro soils are very deep and moderately well drained. They have a loamy surface layer and a
loamy subsoil. They formed in loamy marine deposits, and generally occur on slopes between zero and
two percent slopes. Seasonal high-water table is within a depth of two to three feet. This soil does not
meet hydric criteria. Soil occurs on less than one percent of the easement.
Marlboro sandy loam. This map unit consists of gently sloping Marlboro soils on uplands. Marlboro
soils are very deep and well drained. They have a loamy surface layer layer and a clayey subsoil. They
Poplar Creek 9 June 2018

formed in clayey marine deposits, and generally occur on slopes between two and eight percent slopes.
Seasonal high-water table is within a depth of four to six feet. This soil does not meet hydric criteria.
Soil occurs on approximately one percent of the easement.
Marlboro -Cecil complex. This map unit consists of gently sloping Marlboro and Cecil soils on
uplands. Marlboro soils are very deep and well drained. They have a loamy surface layer layer and a
clayey subsoil. They formed in clayey marine deposits, and generally occur on slopes between two to
eight percent slopes. Seasonal high-water table is within a depth of four to six feet. Cecil soils are very
deep and well drained. They have a loamy surface layer layer with a significant amount of gravel and
a clayey subsoil. This soil does not meet hydric criteria. Soil occurs on less than one percent of the
easement.
Nason silt loam. This map unit consists of strongly sloping Nason soils on uplands. Nason soils are
well drained and have soft (rippable) bedrock within a depth of 40 to 60 inches. They formed in
residuum weathered from metavolcanics and/or residuum weathered from argillite, and generally occur
on slopes between eight to fifteen percent slopes. This soil does not meet hydric criteria. Soil occurs on
32 percent of the easement.
Norfolk loamy sand. This component is on coastal plains, marine terraces. The parent material consists
of loamy marine deposits. The natural drainage class is well drained. Water movement in the most
restrictive layer is moderately high. They formed in loamy marine deposits, and generally occur on
slopes between zero and six percent slopes. Seasonal high-water table is within a depth of four feet.
This soil does not meet hydric criteria. Soil occurs on 21 percent of the easement.
Rains. This map unit consists of nearly level Rains soils on marine terraces on coastal plains. The
parent material consists of loamy marine deposits. They formed in loamy marine deposits, and generally
occur on slopes between 0-2% slopes. The natural drainage class is poorly drained. Water movement
in the most restrictive layer is moderately high. This soil meets hydric criteria. Soil occurs on 12 percent
of the easement.
Wehadkee loam. This map unit consists of nearly level Wehadkee soils on flood plains. Wehadkee
soils are very deep and poorly drained. They have a loamy surface layer and subsoil. They formed in
loamy alluvium derived from igneous and metamorphic rock, and generally occur on slopes between
0-2% slopes. Seasonal high-water table is within a depth of one foot. This map unit is subject to frequent
flooding for long duration. This soil meets hydric criteria. Soil occurs on five percent of the easement.
Poplar Creek 10 June 2018

Table 5. Mapped Soil Series
Map
Unit
Map Unit Name
Percent
Drainage
Hydrologic
Landscape
Symbol
Hydric
Class
Soil Group
Setting
GoA
Goldsboro sandy
2
Moderately
B
Flats and Marine
loam, 0-2 % slopes
Well Drained
Terraces
MaB
Marlboro sandy loam,
0
Well Drained
B
Low Ridges and
2-8 % slopes
Marine Terraces
Marlboro -Cecil
Coastal Plain, Low
McB
complex, 2-8 % slopes
0
Well Drained
B
Ridges on Marine
Terraces
Nason silt loam 8-15
Hillslopes on
NnD
%
0
Well Drained
B
Ridges and
slopes
Uplands
NoA
Norfolk loamy sand,
0
Well Drained
A
Coastal Plains and
0-2 % slopes
Marine Terraces
NoB
Norfolk loamy sand,
0
Well Drained
A
Coastal Plains and
2-6 % slopes
Marine Terraces
Ra
Rains sandy loam, 0-2
90
Poorly
A/D
Marine Terraces on
% slopes
Drained
Coastal Plains
Wehadkee loam, 0-2
Poorly
Depressions on
Wt
% slopes, frequently
90
Drained
B/D
flood Plains and
flooded
Valleys
3.3 Land Use - Historic, Current, and Future
Historic aerial imagery indicates that the subject Project has remained primarily forested for the past
50 years (Figure 8). It is unclear if cattle have had access to the project area the entire time, since the
historical images show the land as forested. Agricultural operations around the Project have remained
the same and primarily have been row crops. Between 1949 and 1965 a pond was installed above reach
Y131 -C. Between 1965 and 1993 a pond was installed along reach YB2.
The Project area is currently still forested, aside from the ponds that had been installed along the project
reaches. Livestock have full access to the Project reaches, and these reaches remain heavily impacted.
The Project area in the future will be an established 31.89 -acre conservation easement, that will be
protected in perpetuity. The Project easement will have 4,273 linear feet of high functioning streams,
an approximate 125 -foot riparian buffer, and will be protected with fencing. Outside of the Project, the
Poplar Creek 11 June 2018

area will likely remain in agricultural use. Much of the forested area in the immediate vicinity of the
Project has very gentle slopes, and if it is cleared will likely be used for cropland (due to the erosive
properties of the soils in the area).
3.4 Regulatory Considerations and Potential Constraints
Property Ownership, Boundary, and Utilities
There are a few potential constraints present on the proposed Poplar Creek Site. Lee Youngblood Loop
Road (NCDOT) crosses Reach YB2. The existing culvert will be utilized and the proposed stream
design will tie-in with that elevation in a stable manner. The Project is located within five miles of
Johnston County Airport; a General Aviation airport. The Project is not located on the extended runway
centerline (approach) and will not interfere with any airspace exclusion zones. RES will coordinate
with Johnston County Airport Authority to ensure potential conflicts are eliminated or minimized. Two
gas pipeline easements cross the project area. RES will coordinate with pipeline representatives and
regulatory staff to determine the appropriate actions to minimize impacts to the mitigation project.
FEMA/ Hydrologic Trespass
No project reaches are located within FEMA regulated floodplains (Figure 9). Approximately 0.01
acres of the easement are within the FEMA Zone AE. Furthermore, hydrologic trespass is not a concern
for this project. While designing the Poplar Creek project, appropriate measures were taken to eliminate
hydrologic trespass of the adjacent agricultural fields. The adjacent land use will not be affected by the
proposed design, and no detrimental impacts are expected beyond the easement limits.
Threatened and Endangered Species
Plants and animals with a federal classification of endangered or threatened are protected under
provisions of Sections 7 and 9 of the Endangered Species Act of 1973, as amended. The US Fish and
Wildlife Service (USFWS) database (2018) lists four Federally listed species that may occur in
Johnston County: Red -cockaded woodpecker (Picoides borealis), dwarf wedgemussel
(Alasmidonta heterodon), Tar River spinymussel (Parvaspina steinstansana), and Michaux's sumac
(Rhus michauxii). No protected species or potential habitat for protected species was observed during
preliminary project evaluations. Species and species habitat listed in the USFWS database were
inspected during the field investigation to determine whether they occur at the Project. No individual
species or habitats were identified on site. Potential impacts to species and species habitat off site,
downstream, and within the vicinity of the project were also considered. A letter address to Mr. John
Thomas with the U.S. Army Corps of Engineers, was sent by the USFWS on November 3, 2016
commenting on possible issues with respect to threatened and endangered species on the Project. This
USFWS correspondence states the USFWS has reviewed the information concerning the above
referenced project and "we do not any major concerns with the Poplar Creek Mitigation site plan as
currently proposed, and think this project could greatly the downstream water quality". Additionally,
the USFWS encourages the catching and removal of any non-native fish that currently reside in the
ponds prior to draining; to reduce impacts to native aquatic species that occur downstream.
Documentation of this correspondence can be found in Appendix G.
Cultural Resources
A letter dated November 28, 2016 from Ms. Rene Gledhill -Early with the North Carolina Department
of Cultural Resources was addressed to Mr. John Thomas of the USACE Raleigh Regulatory Field
Office concerning potential cultural resource affected by the proposed project. Ms. Gledhill -Early
reported that "we have conducted a review of the project and are aware of no historic resources which
would be affected by the project". Refer to Appendix G to view the referenced response letter.
Poplar Creek 12 June 2018

Table 6. Regulatory Considerations
Regulation
Applicable?
Resolved?
Supporting Documentation
Waters of the United States -
Yes
No
Appendix B
Section 404
Waters of the United States -
Yes
No
Appendix E
Section 401
Endangered Species Act
Yes
Yes
Appendix G
National Historic Preservation Act
Yes
Yes
Appendix G
Coastal Zone Management Act
(CZMA)/Coastal Area
No
N/A
N/A
Management Act CAMA
FEMA Floodplain Compliance
Yes
N/A
N/A
Magnuson -Stevens Act - Essential
No
N/A
N/A
Fisheries Habitat
Poplar Creek 13 June 2018

3.5 Reach Summary Information
The project area is comprised of three parallel conservation easements along tributaries to Poplar Creek.
The project is divided into northern and southern portions by Lee Youngblood Road. The northern
portion of the project includes Reach Y132 -A; the southern portion of the project includes Reach YB1-
C, Y132-13 and Reach Y133 (Figure 5).
Stream Classification Forms were completed at representative locations throughout the project area and
stream determinations were confirmed by NCDWR staff on August 191}i, 2016 (Appendix D). Results
of the preliminary data collection are presented in Table 7 and Table 8. The Stream Morphology Table
is included in Appendix B.
In general, all or portions of Y131 -C, Y132 -A, Y132-13 and Y133 do not function to their full potential
(Section 4 and Section 5). Current conditions demonstrate significant habitat degradation as a result of
impacts from agriculture, historic land uses, and water diversion. Some of the streams do not access
their floodplains as frequently as they naturally would due to channel degradation caused by agricultural
activities. In most cases, the riparian buffer is in good condition with a mixture of trees and various
plants. Erosion and sediment deposition is present within the majority of the project. Invasive species,
livestock and row crops are negatively affecting water quality and the surrounding habitat. Site
photographs are location in Section 3.6 and morphological parameters are located in Appendix B.
Table 7. Summary of Existing Channel Characteristics
IABKF= cross-sectional area (measured at approximate bankfull stage as estimated using existing conditions
data and NC Regional Curve equations where field indicators were not present)
Channel Classification
The streams have been classified as intermittent and perennial streams using the NCDWR Stream
Identification Form version 4.11 (Appendix D) and are E-, and G- stream types as classified using the
Rosgen stream classification system (Rosgen, 1996). The design reaches are described in Section 6.2.
Channel characteristics are summarized in Table 7, and Appendix B. Stream determinations have
been verified by NCDWR staff (Appendix D).
Discharge
Estimating flows (discharge) for the Poplar Creek Project is difficult due to the channelization and
agricultural impacts of the existing streams. Several models, regression equations, and Regional curves
were used to estimate existing bankfull discharges. Land use and slope were considered when the
discharge calculations were developed. All hydraulic and hydrologic analyses are discussed in Section
6.2.
Poplar Creek 14 June 2018
Drainage
AsxF 1
Width
Mean
Width:Depth
Bank
Reach
Area
Depth
Height
Sinuosity
Slope (ft/ft)
(ft')
(ft)
Ratio
(ac)
(ft)
Ratio
YB1-C
66
2.4
5.2
0.5
11.3
3.6
1.18
0.0058
Y132 -B
102
2.5
6.2
0.4
15.5
5.7
1.14
0.013
Y133
29
2.4
3.9
0.6
6.5
1.3
1.16
0.021
IABKF= cross-sectional area (measured at approximate bankfull stage as estimated using existing conditions
data and NC Regional Curve equations where field indicators were not present)
Channel Classification
The streams have been classified as intermittent and perennial streams using the NCDWR Stream
Identification Form version 4.11 (Appendix D) and are E-, and G- stream types as classified using the
Rosgen stream classification system (Rosgen, 1996). The design reaches are described in Section 6.2.
Channel characteristics are summarized in Table 7, and Appendix B. Stream determinations have
been verified by NCDWR staff (Appendix D).
Discharge
Estimating flows (discharge) for the Poplar Creek Project is difficult due to the channelization and
agricultural impacts of the existing streams. Several models, regression equations, and Regional curves
were used to estimate existing bankfull discharges. Land use and slope were considered when the
discharge calculations were developed. All hydraulic and hydrologic analyses are discussed in Section
6.2.
Poplar Creek 14 June 2018

Channel Morphology
Reach YB1
Reach YB 1-C has a drainage area of 0.10 square miles (66 acres) and begins at the outfall of an existing
pond flowing southwest through the project limits toward its confluence with Little Poplar Creek. The
primary spillway of the upstream pond is not currently functional, and the pond currently utilizes its
emergency spillway for all outflow. Due to a lack of flow through the primary spillway no well-defined
channel exists downstream of the pond for approximately 200 feet. The defined channel is a mildly
sinuous (K=1.18) G -type channel. The approximate bankfull cross-sectional area is 2.4 square feet with
approximate dimensions of 5.2 feet width and 0.5 feet deep, while the cross-sectional area of the
channel at top of bank is 16.0 square feet. The existing length of YB1-C is 1,066 linear feet, and the
dominate bed material is coarse sand. The gradient of the reach is approximately 0.0058 ft/ft. Erosion
is present and bank stability increases as the reach approaches the existing gas line easement. The banks
are irregularly shaped due to cattle access and hoof shear. The riparian buffer is in good condition and
is a mix of hardwoods and disturbed understory.
Reach YB2
Reach Y132 -A has a drainage area of 0.08 square miles (51 acres). Reach Y132 -A begins downstream
of an existing gas easement and flows south through an existing impoundment to a 24 -inch pipe under
Lee Youngblood Road. Active pasture and livestock waste lagoons surround this reach. The existing
length of Y132 -A is zero linear feet, because it is currently an impoundment, and drains underground in
a closed system to Y132-13.
Reach YB2-B has a drainage area of 0.16 square miles (102 acres) and begins downstream of Y132 -A
and the 24 -inch pipe under Lee Youngblood Road. It flows south through active pasture past the project
limits toward its confluence point with Poplar Creek. The planform of this G -type channel is mildly
sinuous (K) of 1.14. The approximate bankfull cross-sectional area is 2.5 square feet with approximate
dimensions of 6.2 feet width and 0.4 feet deep, while the cross-sectional area of the channel at top of
bank is 25 square feet. The existing length of YB2-B is 1,721 feet, and the dominate bed material is
fine gravel. The gradient of the reach is approximately 0.0130 ft/ft. Bank erosion is moderate to severe
throughout the Reach. The riparian buffer is in good condition with widths averaging over 50 feet and
is comprised of hardwoods with a few localized areas of privet.
Reach YB3
Reach YB3 has a drainage area of 0.05 square miles (29 acres), and begins downstream of Lee
Youngblood Road flowing south through active pasture until reaching its confluence point with
Poplar Creek. The planform of this E -type channel is mildly sinuous (K) of 1.16. The approximate
bankfull cross-sectional area is 2.4 square feet with approximate dimensions of 3.9 feet width and 0.6
feet deep. The existing length of Y133 is 760 feet, and the dominate bed material is course sand. The
gradient of the reach is approximately 0.021 ft/ft. The channel bed is relatively stable, has low banks
and easy access to the adjacent flood plain. Bank erosion and sediment deposition are present. The
riparian buffer is in good condition and is a mix of hardwoods and disturbed understory with widths
averaging over 100 feet along the entire reach.
Poplar Creek 15 June 2018

Channel Stability Assessment
A modified version of the Channel Stability Assessment Method provided in "Assessing Stream
Channel Stability at Bridges in Physiographic Regions" by Johnson (2006) was used to assess channel
stability for the Poplar Creek existing channels and reference reaches. This method may be rapidly
applied on a variety of stream types in different physiographic regions having a range of bed and bank
materials.
The original Channel Stability Assessment method was designed to evaluate thirteen stability indicators
in the field. These parameters are: watershed characteristics (frequency of watershed disturbances such
as agricultural activities, urbanization, etc), flow habit, channel pattern, entrenchment/channel
confinement, bed material, bar development, presence of obstructions/debris jams, bank soil texture
and coherence, average bank angle, bank vegetation/protection, bank cutting, mass wasting/bank
failure, and upstream distance to bridge. See Appendix B for a detailed description of the stability
indicators. As this method was initially developed to assess stability at bridges, a few minor adjustments
were made to remove indicators that contradict stability characteristics of natural channels in favor of
providing hydraulic efficiency at bridges. First, the "channel pattern" indicator was altered such that
naturally meandering channels scored low as opposed to straightened/engineered channels that are
favorable for stability near bridges. Secondly, the last indicator, "upstream distance to bridge," was
removed from the assessment as bridges are not a focus of channel stability for this project. The twelve
indicators were then scored in the field, and a rating of excellent, good, fair, or poor was assigned to
each project reach based on the total score.
The Channel Stability Assessment results (scores and ratings) for the Poplar Creek project are provided
in Table 8. Two project stream reaches received "Fair" ratings and one received a "Poor" rating. Reach
YB3 had the best score followed by YB1-C and then YB2-B. The reach results reflect the differences
in the channel characteristics throughout the project. Entrenchment and lack of bank protection is more
prominent within Reach YB 1-B and YB2-B. YB3 has minor erosion and a good buffer which increases
the Reach's score. These characteristics are reflected in the fair CSA scores throughout the project. The
reference reach's scores are also shown below, both reference reaches received a good CSA score.
(Table 8).
Poplar Creek 16 June 2018

Table 8. Channel Stability Assessment Results
Bankfull Verification
Bankfull is difficult and often impossible to accurately identify on degraded channels and agricultural
ditches. The usual and preferred indicators rarely exist, and other factors may be taken into
consideration in order to approximate a bankfull stage. Other factors that may be used are wrack lines,
vegetation lines, scour lines, or top of a bankfull bench; however, complete confidence should not be
placed on these indicators. Along the proposed restoration reaches, the channel is generally entrenched
and actively impacted by cattle, which means bankfull indicators were very limited or non-existent.
Therefore, bankfull stage was estimated by using Regional Curves and other hydrologic analyses,
existing cross-sections, and in-house spreadsheets to estimate bankfull area and bankfull discharge.
Poplar Creek 17 June 2018
UT to Buffalo
Creek (Ref.)
YB1-C
Watery
Fork
(Ref.)
YB2-B
YB3
1
Watershed characteristics
8
10
2
10
8
2
Flow habit
4
11
2
7
5
3
Channel pattern
3
6
2
6
4
4
Entrenchment/channel confinement
3
9
3
12
3
5
Bed material
5
8
4
5
7
6
Bar development
5
5
2
7
10
7
Obstructions/debris jams
3
4
2
8
4
8
Bank soil texture and coherence
4
9
4
8
10
9
Average bankangle
4
10
4
12
9
10
Bank vegetation/protection
3
6
5
8
3
11
Bank cutting
4
7
4
10
4
12
Mass wasting/bank failure
2
7
4
12
1
13
Upstream distance to bridge
NA
NA
NA
NA
NA
Score
48
92
38
105
68
Rating
Good
Fair
Good
Poor
Fair
Bankfull Verification
Bankfull is difficult and often impossible to accurately identify on degraded channels and agricultural
ditches. The usual and preferred indicators rarely exist, and other factors may be taken into
consideration in order to approximate a bankfull stage. Other factors that may be used are wrack lines,
vegetation lines, scour lines, or top of a bankfull bench; however, complete confidence should not be
placed on these indicators. Along the proposed restoration reaches, the channel is generally entrenched
and actively impacted by cattle, which means bankfull indicators were very limited or non-existent.
Therefore, bankfull stage was estimated by using Regional Curves and other hydrologic analyses,
existing cross-sections, and in-house spreadsheets to estimate bankfull area and bankfull discharge.
Poplar Creek 17 June 2018

3.6 Site Photographs
Reach YB 1-C — Looking Upstream
04/10/2018
Reach YB2-A — Looking Upstream at Pond
04/10/2018
Reach YB2-B — Looking Upstream
04/10/2018
Reach YB1-C — Looking Downstream
04/10/2018
z
Reach YB2-A — Looking downstream at culvert
04/10/2018
Reach YB2-B — Looking Downstream
04/10/2018
Poplar Creek 18 June 2018

Poplar Creek 19 June 2018

4 FUNCTIONAL UPLIFT POTENTIAL
The Stream Functions Pyramid Framework (Harman et. al. 2012) uses stream functions to describe
project objectives, existing condition assessments and monitoring, performance metrics, and design
criteria. The Framework separates stream functions into five categories, ordered into a hierarchy, which
communicate the interrelations among functions and illustrate the dependence of higher level functions
(biology, physiochemical and geomorpholgy) on lower level functions (hydrology and hydraulics).
Functions that affect the greatest number of other functions are illustrated at the base of the pyramid,
while functions that have the least effect on other functions are illustrated at the top of the pyramid.
The Pyramid is illustrated below Chart 1.
Stream Functions Pyramid
A Guide for Assessing & Restoring Stream Functions » nVERV iew
1 HYDROLOGY;, Transport of water from the watershed to the channel 19
Chart 1. Stream Functions Pyramid
wharman�stream-mechanicscom StreamMechanizs
Fischenich (2006) found that the most critical functions include those that address hydrodynamic
processes, sediment transport processes, stream stability and riparian buffer restoration. By addressing
these fundamental functions and processes, a restored stream and riparian system are capable of
supporting more dependent functions that typically require time to establish, such as diverse biological
communities, chemical and nutrient processes, diverse habitats and improved water and soil quality.
The objectives of this project will address the most critical functional objectives that will allow for a
more restored stream and riparian buffer over time.
Poplar Creek 20 June 2018

While traditional mitigation approaches have generally relied on surrogate measures of success (i.e.
linear feet of restoration) for determining SMU credit yields, a function -based approach provides a
more objective and flexible approach to quantify the expected ecological benefits of a mitigation
design. Additionally, a functional based approach broadens the reach -scale goals of a restoration project
by contextualizing the functional uplift to the watershed scale. The proposed Poplar Creek Stream
Mitigation Project will provide numerous ecological and water quality benefits within the Neuse River
Basin by applying an ecosystem restoration approach. The restoration approach at the reach scale of
this project will have the greatest effect on the hydraulic and geomorphology function of the system
but will benefit the upper-level functions (physiochemical and biology) over time and in combination
with other projects within the watershed. Anticipated functional benefits and improvements within the
project area, as based on the Function -Based Framework are outlined in Table 9 in Section 5.
4.1 Anticipated Functional Benefits and Improvements
Hydrology
According to the Stream Functions Pyramid Framework, hydrology is defined as the transport of water
from the watershed to the channel. Therefore, this project intends to make significant improvements to
the already functioning hydrology, making it high functioning. Much of the improvement will come
from altering land use within these reaches' small catchment areas, by establishing a permanent
conservation easement and removing an impoundment. By converting land -use for a significant
percentage of the catchment area from pasture to riparian forest and a pond to a stream and functioning
floodplain, curve numbers will decrease and reach runoff will improve.
Hydraulic
The hydraulic function of the Pyramid is defined as transport of water in the channel, on the floodplain,
and through sediments. Perhaps the greatest potential uplift of the Project will be achieved through
establishing healthy floodplain connectivity. Reaches in the Project do not have functioning floodplain
connectivity or stable flow dynamics. Reaches where floodplain connectivity is not functioning or
functioning at risk will be improved to functioning by reducing bank height ratios and increasing
entrenchment ratios. Reaches in which stable flow dynamics are not functioning or functioning at risk
will be improved to functioning by constructing a new channel that is geometrically stable based on the
Project's hydrology inputs. Additionally, stream banks will be stabilized using a combination of
grading, erosion control matting, bare -root plantings, native material revetment techniques (i.e.,
bioengineering), structure placement, and sod transplants where possible. In stream structure that will
further improve hydraulic function will include log sills, log j -hooks, valley sills, and riffle grade
control structures. Additionally, the removal of the agricultural impoundment will provide functional
uplift, by establishing a stable stream and restoring the active flood plain.
Geomorphology
Geomorphology as defined within the Pyramid Framework, is the transport of wood and sediment to
create bed forms and dynamic equilibrium. Sediment Transport will be improved in reaches that are
currently function -at -risk or not functioning by designing channels that transport sediment until it
reaches an appropriate place to settle like a point bar. Large Woody Debris Transport and Storage will
be improved through the use of woody debris such as log vanes, root wads, log weirs, and log toes for
in -stream structures on Restoration and Enhancement II reaches. The Restoration reaches are also
designed to accumulate woody debris by having defined shallow riffles where cobble catches and holds
woody debris and leaf packs. Riparian vegetation is functioning in some areas but is either functioning
at risk or not functioning on most reaches. Therefore, riparian buffers will be planted out to a minimum
of 50 feet to improve the riparian vegetation to functioning levels. Bed form diversity will be improved
in restoration areas by using a natural riffle pool sequence from the reference reach to inform design of
Poplar Creek 21 June 2018

functioning riffle pool sequences in constructed channels based on reference reach conditions. This
bed form diversity will also further improve aquatic habitat. All of these functional parameters are
interconnected and ultimately depend on each other in order to function properly. Therefore, by
focusing improvements to these parameters, the restored channels will achieve dynamic equilibrium
and provide maximum geomorphic functional uplift.
Physiochemical
The Pyramid Framework defines the physicochemical category as temperature and oxygen regulation
and the processing of organic matter and nutrients. Although this project would support the overarching
goal in the Neuse River Basin Priorities to promote nutrient and sediment reduction in agricultural
areas, it is difficult to measure nutrient and sediment reduction in this restoration because they can be
affected by so many variables. However, several restoration actions are known to help reduce nutrients
and sediment even though they may not be measurable at the project level. These activities include
cattle exclusion and direct removal of fecal inputs, filtering of runoff through buffer areas, the
conversion of active farm fields to forested buffers, and improved denitrification and nutrient uptake
through buffer zones. It is anticipated that temperature regulation will also be improved through the
restoration of canopy tree species in the stream buffer areas and the agricultural impoundment.
Additional benefits may also come from functional uplift of the lower level stream functions (hydraulics
and geomorphology), which will reduce sediment and nutrients in the system through bank stabilization
and reforesting. Temperature regulation will also be improved through the restoration of canopy tree
species to the stream buffer areas. Oxygen regulation will occur through two actions: first, the
temperature of the water directly impacts the amount of gas held by the water. Therefore, through
planting the buffer to shade the channel the temperature is decreased dissolved oxygen is increased.
Second, the log structures placed in the stream create mixing zones where oxygen dissolves much faster
than the standard exchange rate of oxygen to dissolved oxygen. The processing of organic matter will
be improved once healthy riffles are shallow enough to catch twigs and branches that then retain leaves.
Many of these physiochemical benefits occur slowly over time and are dependent on multiple variables
within the stream ecosystem. Therefore, it is not practical or feasible to directly measure these
parameters within the monitoring time -frame of this project. With that said, it is logical to use existing
riparian buffer and visual performance standards to demonstrate the positive correlation between
geomorphic parameters and physicochemical parameters. For example, as riparian buffer trees grow,
as represented in annual monitoring reports, it is anticipated that canopy cover is actively shading the
stream channel and reducing water temperature. To determine whether there is any detectable benefit
to the water quality from this Project, monitoring of these variables will be conducted with the
understanding that these indicators are inherently sensitive to changes that occur anywhere within the
watershed draining to the mitigation project or detection of benefit could take longer than the required
monitoring period of the project.
Biology
The highest category of the Pyramid is biology and is defined as the biodiversity and life histories of
aquatic and terrestrial life, specifically referring to animals. As mentioned for the physiochemical
stream function, it will be difficult to measure the functional uplift of the biological functions at this
site within the monitoring time period of the project. However, since the life histories of many species
likely to benefit from stream and wetland restoration are depending on all the lower -level functions,
the functional uplift from the hydraulic and geomorphic levels would have a positive effect to the
biology over time and in combination with other projects within the watershed is anticipated.. In order
to determine whether there is any detectable benefit to the macroinvertebrates from this Project,
monitoring of the macroinvertebrates will be conducted with the understanding that these indicators are
inherently sensitive to changes that occur anywhere within the watershed draining to the mitigation
project or detection of benefit could take longer than the required monitoring period of the project.
Poplar Creek 22 June 2018

5 MITIGATION PROJECT GOALS AND OBJECTIVES
Through the comprehensive analysis of the Project's maximum functional uplift using the Stream
Functions Pyramid Framework, specific attainable goals and objectives will be realized by the Site.
These goals clearly address the excess nutrient input, streambank erosion, and sedimentation that were
identified as major watershed stressors in the 2010 Neuse RBRP. The Project will address RBRP goal
two and RBRP Catalog Unit Specific Goal three (listed in Section 2).
The Site Goals are:
• Improve water transport from watershed to the channel in a non-erosive manner in a stable
channel;
• Improve water quality within the restored channel reaches and downstream water sources by
reducing sediment and nutrient loads, and increasing dissolved oxygen levels;
• Improve flood flow attenuation on-site and downstream by allowing for overbank flows and
connection to the active floodplain; and
• Improve ecological processes by reducing water temperature, improving terrestrial and aquatic
habitat, and restoring a native plant community.
The Site objectives to address the goals are:
• Design and construct stable stream channels with appropriate pattern, dimension, and profile
based on reference reach conditions;
• Permanently exclude livestock from stream channels and their associated buffers;
• Add in -stream structures and bank stabilization measures to protect restored and enhanced
streams;
• Reduce bank height ratios and increase entrenchment ratios to reference reach conditions;
• Increase forested riparian buffers to at least 50 feet on both sides of the channel along all
reaches with a coastal plain hardwood riparian community;
• Treat exotic invasive species; and
• Establish a permanent conservation easement on the Site.
Anticipated functional benefits and improvements within the Project area, as based on the Function -
Based Framework are outlined in Table 9.
Limitations to achieving these watershed goals arise by remaining constrained to our Project
boundaries. While we are restoring the habitat and streams to stable and effective conditions that
achieve our goals within the Site parcels, we are unable to influence the effect of poor riparian buffers
and livestock impact in other areas within the watershed. However, through this Site's connectivity
with other projects in the watershed and responsible stewardship of current restoration projects, overall
watershed functionality and health will improve to meet the RBRP goals.
Poplar Creek 23 June 2018

Best Management Practices (BMPs)
A suite of agricultural BMPs will be utilized for the Project to reduce direct effluent inputs, pollutant
contamination, and sediment loading. The combination of the following agricultural BMPs: riparian
buffer planting, bank stabilization, stream restoration and livestock exclusion, ultimately lead to the
functional uplift of the site, while still allowing livestock production to persist through the installation
of alternative water sources.
The riparian buffer will be restored along all project reaches. Restored riparian buffers are established
adjacent to and up -gradient from watercourses of water bodies to improve water quality. The main
advantages of the restored riparian buffer will be to provide water quality treatment, erosion control,
and water temperature benefits. Moreover, there will be significant reductions in sedimentation,
nutrient input, and fecal coliform input.
Approximately 5,600 linear feet of livestock exclusion fencing will be installed along the easement
boundary; therefore, livestock will no longer have stream access. The type of exclusion fence installed
will be based on landowner preference. The main advantages of exclusion fence are that there will be
significant reductions in sediment, nutrients, and fecal coliform. To account for eliminating livestock
water access, landowners will be provided an alternate water source. A total of one well and two
watering facilities will be installed to provide high quality drinking water to livestock.
Poplar Creek 24 June 2018

Table 9. Functional Benefits and Improvements
Not Measured (NM); Not Functioning (NF); Functioning -at -risk (FAR); Functioning (F); Highly Functioning (HF)
Poplar Creek 25 June 2018
Existing
Level
Function
Goal
Functional Parameter
Rating/Projected
Rating
Objective
Measurement Method
Reach
Channel -Forming
Discharge
Precipitation/Runoff
Relationship
FAR/F
Hydrology
to transport water from the
Flow Duration
(YB1-C, YB2-A,
Convert land -use of
Percent Project drainage
4
Transport of water from the
watershed to the channel in
YB2-B)
streams and their
area converted to riparian
watershed to the channel
a non-erosive manner
Flood Frequency
F/HF
headwaters from pasture
to riparian forest
forest
(indirect measurement)
Catchment Hydrology
(YB3)
Reach Runoff
Baseflow Alteration
Flood Bank
FAR/F
Cross sections
Hydraulic
Connectivity
YB1-C YB-
( 2Aconnectivity
Improve flood bank
by reducing
Crest gauges
2
Transport of water in the
to transport water in a
Flow Dynamics
YB2-B)
bank height ratios and
channel, on the floodplain,
stable non-erosive manner
yn
increase entrenchment
Bank Height Ratio
and through the sediments
Groundwater/Surface
F/HF
ratios
water exchange
(YI33)
Entrenchment Ratio
Sediment Transport
Large Woody Debris
(LWD) Transport and
Storage
Reduce erosion rates
and channel stability to
As -built stream profile
Channel Evolution
FAR/F
reference reach
Geomorphology
(� 1-C, YB2-A,
conditions
Cross sections
Transport of wood and
to create a diverse bedform
Lateral Stability
YB2-B)
3
sediment to create diverse
to achieve dynamic
Improve bedform
Visual monitoring
bedforms and dynamic
equilibrium
Riparian Vegetation
F/HF
diversity (pool spacing,
equilibrium
percent riffles, etc
Stream walks
Bedform Diversity
Increase buffer width to
Vegetation plots
50 feet
Bed Material
Characterization
Sinuosity
Improve stream
temperature regulation
through introduction of
canopy
to achieve appropriate
Water Quality
levels for water
FAR/F
Increase dissolved
Continuous water quality
Physiochemical
temperature, dissolved
Water Temperature
(YB1-C, YB2-A,
oxygen by installing in-
monitoring device
Temperature and oxygen
oxygen concentration, and
YB2-B)
stream structures to
regulation; processing of
other important nutrients
Nutrient Load
created aeration zones
Vegetation Plots
organic matter and nutrients
including but not limited to
F/HF
Nitrogen and Phosphorus
Organic Carbon
(YB3)
Decrease nutrient
Visual monitoring
loading through
Bacteria
filtration of planted
riparian buffer, and
removing livestock from
the riparian areas
Microbial
Communities
Macrophyte
Improve aquatic habitat
Macroinvertebrate
Communities
FAR/F
through the installation
sampling in years 3, 5 and
Biology
to achieve functionality in
(YB1-C, YB2-A,
habitat features,
7
5
Biodiversity and life
levels 1-4 to support the
Benthic
YB2-B)
construction of pools at
histories of aquatic life
life histories of aquatic and
Macroinvertebrate
varying depths, and
Vegetation plots
histories and riparian life
riparian plants and animals
Communities
F/HF
planting the riparian
(�3)
buffer
Visual monitoring of in -
Fish Communities
stream habitat features
Landscape
Connectivity
Not Measured (NM); Not Functioning (NF); Functioning -at -risk (FAR); Functioning (F); Highly Functioning (HF)
Poplar Creek 25 June 2018

6 MITIGATION WORK PLAN
6.1 Reference Stream Studies
Target Reference Conditions
The restoration portions of the project site are characterized by agricultural and livestock practices.
Several ditches exist in the watershed and contribute to the project site. Physical parameters of the site
were used, as well as other reference materials, to determine the target stream type. An iterative process
was used to develop the final information for the site design.
To develop the target reference conditions, physical site parameters were reviewed. This included the
drainage area, land use, soils mapping units from the Johnston County Soil Survey for the watershed
and Site, typical woody debris and habitat available for the area, as well as general topography. The
"Classification of the Natural Communities of North Carolina" was also used to narrow the potential
community types that would have existed at the site (Schafale and Weakley, 2003).
Targeted reference conditions included the following:
• Located within the Physiographic Region —Coastal Plain / Piedmont
• Similar land use onsite and in the watershed,
• Similar watershed soil types,
• Similar site soil types,
• Ideal, undisturbed habitat — several types of woody debris present,
• Similar topography,
• Similar slope,
• Pattern common among regional streams, and
• Minimal presence of invasive species.
Reference Site Search Methodology
All the parameters used in Section 2were used to find appropriate reference stream sites. Obtaining
property owner information and owner authorization for access was another factor in locating suitable
reference sites for the project. For this project, there was no predetermined amount of reference sites
needed as long as the site was suitable and met the parameters. Several potential reference sites were
assessed, and their characteristics were noted. It is difficult to find reference sites in Johnston County
because many have been disturbed by farming or urban development. Most streams tend to be modified
ditches and may have some of the characteristics that are sought in a reference, but too few to make it
an ideal reference for the project site. The project area is in the transition between the Piedmont and
Coastal Plan Physiographic Regions and the reaches in the project area were found to show common
characteristics of both Regions; therefore, two reference streams were chosen for this project. The first
reference stream site is a Coastal Plain stream in Johnston County that proves to be ideal in both
geomorphology and habitat for YB1-C. The second reference stream site is a Piedmont stream in
Orange County that proves to be ideal in both geomorphology and habitat for Y132 -A and B.
Reference Watershed Characterization
The YB1-C reference stream flows west to east and is the most downstream portion of an unnamed
tributary that drains to Buffalo Creek. The reach that was surveyed and analyzed is approximately 375
feet long. The drainage area for the unnamed tributary is 0.84 square miles (540 acres). The land use in
the watershed is characterized by mostly mixed pines and hardwoods (40 percent), cultivated row crops
(29 percent), residential (18 percent), and managed herbaceous cover/pasture land (8 percent), pine
Poplar Creek Mitigation Plan June 2018
26

plantations (four percent), and open water (one percent). Site photographs of the reference stream are
located in Appendix B.
The current State classification for this reference reach is undefined, but the tributary runs into Buffalo
Creek. Buffalo Creek is defined as Class C NSW (NCDWQ 2012a). Class C waters are suitable for
aquatic life, secondary recreation, and agricultural usage. Buffalo Creek is listed on the 2012 303d list
for impaired waters (NCDWQ 2012b). It is impaired for aquatic use, receiving a Fair Bioclassification
rating for benthic ecological/biological integrity.
The YB2-A and B reference stream, Watery Fork, is located north of Dairyland Road in Orange County,
NC and flows north to south. The reach that was surveyed and analyzed is approximately 1,559 feet
long. The drainage area for this segment of Watery Fork is 0.98 square miles (624 acres). The land use
in the watershed is characterized by mostly mixed pines and hardwoods (78 percent), cultivated row
crops (five percent), residential (eight percent), managed herbaceous cover/pasture land (nine percent)
and open water (less than one percent). Site photographs of the reference stream are located in
Appendix B.
The current State classification for this restoration reach is WS -II, HQW, and NSW. (NCDWQ 2012a).
WS -II waters are used as sources of water supply for drinking, culinary, or food processing purposes.
Reference Discharge
Several hydrologic models/methods were used to develop a bankfull discharge for the reference site.
Existing drainage area, land use, slope, roughness, and cross-sectional area were all factors considered
when performing the calculations. Using a combination of Piedmont and Coastal Plain Regional
Curves, in-house spreadsheet tools, and a project specific regional flood frequency analysis, the existing
discharges for the design reaches were found to be between three and five cubic feet per second (ft3/s).
See Appendix B for a more detailed description of the hydrologic analyses performed for this project.
Reference Channel Morphology
In comparison to the restoration reaches, the reference reaches are larger than Reaches YB1-C, YB2-
A, and YB2-B when comparing pattern, dimension and profile, which is the reason for using scaling
factors for the design. The scaling factor is based on the difference in bankfull width between the
restoration and reference reaches. The YB1-C reference reach was typically eight to ten feet wide and
two feet deep with an approximate cross-sectional area of 11 square feet with a width to depth ratio
around eight. The YB2-A and B reference reach was typically 15 feet wide and two feet deep with an
approximate cross-sectional area of 24 square feet with a width to depth ratio around 9.8.
Reference Channel Stability Assessment
The reference reaches were stable and showed no evidence of incision or erosion in the portion that
was surveyed and analyzed. The streams appeared to maintain their slope and had sufficient amounts
of vegetation to secure the banks. Riparian buffer widths exceeded fifty feet on each side of both
channels. The CSA results (scores and ratings) for the reference reaches are provided above in Table
8. The reference reach received a "Good" rating as the channel demonstrates a stable meandering
pattern and a well vegetated riparian buffer.
Reference Bankfull Verification
Typical indicators of bankfull include vegetation at the bankfull elevation, scour lines, wrack lines,
vegetation lines, benches/inner berm, and point bars. Throughout the entire length of the reference
reach, bankfull is located at the top of bank elevation. The accuracy of this bankfull stage is verified by
Poplar Creek Mitigation Plan June 2018
27

Regional Curves and hydrologic analyses using existing cross sections to calculate area and discharge.
Evidence that can further support the location of bankfull is the lack of any bench or berm features
within the channel, and wrack lines present within the floodplain.
Reference Riparian Vegetation
The reference riparian vegetation was assessed on reach YB3 on site. On April 10, 2018, one 100 meter
squared plot was surveyed along YB3 to categorize the existing vegetation community (vegetation plot
two, Appendix B). This community was determined to have had past disturbance altering the species
composition, and that the reference vegetation community is a disturbed Piedmont Alluvial Forest
(Schafale, 2012). Canopy species within the vegetation plot and the adjacent area included elm (Ulmus
alata), white oak (Quercus alba), and sweet gum, tulip, red maple, and American holly. The average
basal area was approximately 37.82 meter squared per hectare, and the average stems per -acre was 121
stems/ac. Sub -canopy species within the vegetation plot and adjacent area included roundleaf
greenbrier, highbush blueberry, and blackberry. Herbaceous species included, pokeweed (Phytolacca
americana), dewberry (Rubus trivialis), sensitive fern (Onoclea sensibilis), rattlesnake fern (Botrypus
virginianus), and sedges (Carex spp. ). Invasive species were also found within the reference vegetation
survey plot, and in the adjacent area, most notably Chinese privet (Ligustrum sinense), multiflora rose
(Rosa multiflora), and Japanese honeysuckle (Lonicera japonica). Non-native species included wavy
bittercress (Cardamine flexuosa), common speedwell (Veronica persica), Nepalese browntop
(Microstegium vimineum), wintercreeper (Euonymous fortune), and annual meadow grass (Poa annua).
It is anticipated that a local seed source for high dispersal species is present at the Poplar Creek site and
will disperse across much of the project. These species are often found in early successional
communities and quickly fill disturbance gaps. Because many of these high dispersal species often
become aggressive in these sites, they are not included in the Restoration Planting List (Section 6.3).
Hardwood species typical of the target community were observed in adjacent and nearby communities,
and were judged to be more appropriate for this site.
6.2 Design Parameters
Stream Restoration Approach
Stream restoration and enhancement efforts along the tributaries at the Poplar Creek Stream Mitigation
site will be accomplished through analyses of geomorphic conditions and watershed characteristics.
The design approach applies a combination of analytical and reference reach based design methods that
meet objectives commensurate with both ecological and geomorphic improvements. Proposed
treatment activities may range from minor bank grading and planting to re-establishing a stable
planform and hydraulic geometry. For reaches requiring full restoration, natural design concepts have
been applied and verified through rigorous engineering analyses and modeling. The objective of this
approach is to design a geomorphically stable channel that provides habitat improvements and ties into
the existing landscape.
The Poplar Creek Site will include Priority I Restoration, Priority II Restoration, Enhancement I and
Enhancement Level II. Priority I and II Restoration reaches will incorporate the design of a single -
thread meandering channel, with parameters based on data taken from the reference site described
above, published empirical relationships, Regional Curves, and hydrologic and hydraulic analyses. As
a result of the restoration of planform and dimension, frequent overbank flows and a restored riparian
buffer will provide the appropriate hydrology and sediment transport throughout this watershed. A
conceptual plan set is provided in Appendix A.
Poplar Creek Mitigation Plan June 2018
28

Current stream conditions along the proposed restoration reaches exhibit habitat degradation as a result
of impacts from impoundment, bank erosion, channel degradation, and cattle encroachment.
Additionally, and adequate riparian buffer is not present in most portions of the project and where
present, the buffer has a high density of invasive species.
The Poplar Creek Site design approach began with a thorough study of existing conditions, including
the on-site streams, valleys, and watershed. Design parameters, including active channel, habitat and
floodplain features were developed from analyses performed on the reference site data. Analytical
design techniques were used to determine the design discharge and to verify the design as a whole.
Engineering analyses were performed using various hydrologic and hydraulic models to verify the
reference reach based design. A combination of methods (including Hydraflow Hydrographs, regional
curves and flood frequency analysis) were used to calculate flows received by the channel for bankfull
and other significant storm events. Through this hydrologic analysis, the design discharge (typically
referenced as bankfull or dominant discharge) was determined, and the subsequent design was based
on this calculated discharge. Design parameters developed through the analyses of reference reach data
and hydrologic and hydraulic modeling were confirmed using spreadsheet tools.
Engineering analyses were performed concurrently to geomorphic and habitat studies. While the stream
design was verified by simulations of hydrology and fluvial processes, analogs of desirable habitat
features were derived from reference sites and integrated into the project design. Both riparian habitat
features, excavated floodplains, and in -stream structures such as rock a -vanes, log sills, brush toes, log
j -hooks, log toes, and log drops are proposed to be used throughout the project to act as grade control
and for bank stabilization by dissipating and redirecting the stream's energy. Bank stability will also be
enhanced through the installation of live stakes that include native species (e.g. black willow (Salix
nigra) and silky dogwood (Cornus amomum)).
Sections of abandoned stream channel will be backfilled to the elevation of the floodplain in areas
adjacent to the new channel with material excavated onsite and by installing channel plugs where
necessary. The floodplain will be planted with native species creating a vegetated buffer, which will
provide numerous water quality and ecological benefits. Stream banks will be stabilized using a
combination of grading, erosion control matting, bare -root plantings, native material revetment
techniques (i.e. bioengineering), structure placement, and sod transplants where possible. The stream
and adjacent riparian areas will be protected by a permanent conservation easement.
The Poplar Creek Site has been broken into the following design reaches:
Reach YB1-C
Reach beginning at the outfall of an existing pond flowing southwest beyond the project limits toward
its confluence with Little Poplar Creek totaling 678 linear feet of Priority I Restoration. Row crops and
active pasture are located adjacent to the reach. Priority I Restoration is proposed to address existing
impairments including hydrologic dislocation, floodplain dislocation, bank erosion, nutrient input,
livestock access and buffer degradation. The watershed that drains to this reach is approximately 66
acres and the land use is primarily agricultural. The design approach will include meandering the
proposed channel within the natural valley, backfilling the existing streams, and reconnecting the
channel to its floodplain. A minimum 50 -foot buffer will be established and planted with native riparian
vegetation and any invasive species located within the conservation easement will be removed. Woody
Poplar Creek Mitigation Plan June 2018
29

debris and log grade control structures will be installed along the bed and banks to improve in -stream
habitat and stability.
Reach YB2
YB2-A begins downstream of an existing gas easement and flows south through an existing
impoundment to a 24 -inch pipe under Lee Youngblood Road. Restoration is proposed along this reach
to address existing impairments including impoundment, floodplain dislocation, bank erosion, nutrient
input, livestock access and buffer degradation. YB2-A totals 863 linear feet of Priority I Restoration
and 350 linear feet of Priority II Restoration. Active pasture and livestock waste lagoons surround this
reach.The watershed that drains to this reach is approximately 51 acres and the land use is primarily
agricultural. The design approach will include breaching the existing dam and meandering the proposed
channel within the natural valley. A minimum 50 -foot buffer will be established and planted with native
riparian vegetation and any invasive species located within the conservation easement will be removed.
Woody debris and log grade control structures will be installed along the bed and banks to improve in -
stream habitat and stability.
Priority I Restoration is proposed along YB2-B to address existing impairments including floodplain
dislocation, bank erosion, sediment loading, nutrient input, livestock access and buffer degradation.
The watershed at the upstream end of this reach is approximately 78 acres and the watershed at the
downstream end is approximately 102 acres. The primary land use for the watershed is agricultural.
The design approach will include meandering the proposed channel within the natural valley,
backfilling the existing stream, reconnecting the channel to its floodplain. A minimum 50 -foot buffer
will be established and planted with native riparian vegetation and any invasive species located within
the conservation easement will be removed. Woody debris and log grade control structures will be
installed along the bed and banks to improve in -stream habitat and stability.
Enhancement I is proposed along the southern portion of YB2-B. Minor bank stabilization will take
place along this channel. The riparian buffer is currently accessed by livestock and contains a significant
invasive population. The Project will involve revegetating the buffer with native vegetation for a
minimum 50 -foot width and fencing out livestock.
Reach YB3
Reach begins downstream of Lee Youngblood Road and flows south through active pasture toward its
confluence with Poplar Creek. Reach YB3 totals 760 linear feet of Enhancement II. Enhancement
begins at the northern portion of the proposed conservation easement. The drainage area for this reach
is approximately 29 acres. The channel is stable throughout and provides a variety of aquatic habitats.
The riparian buffer is currently accessed by livestock and contains a significant invasive population.
The Project will involve revegetating the buffer with native vegetation for a minimum 50 -foot width
and fencing out livestock.
Design Discharge
Based upon the hydrologic analyses described below, design discharges were selected that fall near
model results for the 1.5 -year flood frequency analysis for each reach. The selected flows for the
restoration reaches are 3 ft'/s, 3 ft'/s, 4 ft'/s, and 5 ft3/s for Reaches YBI-C, YB2-A, YB2-B (Upstream
Station 21+30) and, YB2-B (Downstream Station 21+30) respectively. These discharges will provide
frequent inundation of the adjacent floodplain.
The design discharges were selected based on the following rationale:
• The calculated bankfull discharge for the analog/reference reach and existing reaches fall near
the results of the 1.1 -year flood frequency analysis,
Poplar Creek Mitigation Plan June 2018
30

The results of the 1.0 -year Hydraflow Hydrographs analysis are equivalent to the flood
frequency 1.1 -year storm (Doll et al., 2003), and
Selecting design discharges around the 1.1 -year storm events allows frequent inundation of the
adjacent floodplain.
Design Methods
There are three primary methods that have demonstrated success in stream restoration: analog,
empirical, and analytical. All three methods have advantages and limitations, and it is often best to
utilize more than one method to address site-specific conditions or to verify the applicability of design
elements. This is particularly true in developed watersheds where existing conditions do not always
reflect current inputs and events, and sediment and hydrologic inputs may remain unstable for some
time. Combinations of analytical and analog methods were used to develop the stream designs for the
Poplar Creek site.
Analytical Approach
Analytical design is based on principles and processes considered universal to all streams, and can
entail many traditional engineering techniques. The analytical approach utilizes continuity, roughness
equations, hydrologic and hydraulic models, and sediment transport functions to derive equilibrium
conditions. Since the project is located within a rural watershed, restoration designs are based on
hydrologic and hydraulic analyses, including rainfall -runoff models to determine design discharges
coupled with reference reach techniques.
Analog Approach
The analog method of natural channel design involves the use of a "template" or reference stream
located near the design reach, and is particularly useful when watershed and boundary conditions are
similar between the design and analog reaches (Skidmore et al., 2001). In an analog approach, the
planform pattern, cross-sectional shape, longitudinal profile, and frequency and locations of woody
debris along the analog reaches are mimicked when developing the design parameters for the subject
stream.
1. The appropriate bankfull cross-sectional area (CSA) of each design reach was calculated using
an in-house spreadsheet based on Manning's Equation. The input parameters included the
design discharge as determined by the hydrologic analysis described above, and proposed slope
based on site conditions, and the sinuosity measured for the analog reach.
2. The cross-sectional shape was adjusted within the spreadsheet to replicate the width -depth
ratios and side slopes surveyed along the analog reach, while also maintaining the CSA
necessary to convey the design discharge.
3. The scaling factor is determined from the ratio of the design top width to the analog top width
(Table 10).
4. Pool cross-sectional areas were calculated using both typical reference reach techniques and
the analog approach. Design CSA areas were determined using the measured analog ratios of
shallow/riffle CSA to pool CSA as applied to the design CSAs. The pool cross-sectional shape
was adjusted within the in-house spreadsheet as described above in step 2.
Poplar Creek Mitigation Plan June 2018
31

Table 10. Scaling Factors for Sizing Planform Design Parameters
Drainage Proposed Bankfull Design Analog Reach Scaling
Reach Area (ac) CSA (ft2) Top Width (ft) Top Width (ft) Factor
YB1-C
66
2.6
4.9
10
0.49
Y132 -A
51
2.6
5.0
15
0.33
Y132-13 (Upstream)
78
2.6
5.0
15
0.33
Y132-13 (Downstream)
102
2.7
5.3
15
0.35
Typical Design Sections
Typical cross-sections for shallows and pools are shown on the design plan sheets in Appendix A. The
cross-section dimensions were developed for the two design reaches by using a WK Dickson in-house
spreadsheet. The cross-sections were altered slightly to facilitate constructability; however, the cross-
sectional area, width to depth ratio, and side slopes were preserved. Typical pool sections include pools
located on straight reaches and pools on meander bends.
Meander Pattern
The design plans showing the proposed channel alignment are provided in Appendix A. The meander
pattern was derived directly from the analog reach and was altered in some locations to provide
variability in pattern, to avoid onsite constraints, to follow the valley pattern, and to make the channel
more constructible. The morphologic parameters summarized in the Appendix B were applied
wherever these deviations occurred.
Longitudinal Profiles
The design profiles are presented in Appendix A. These profiles extend throughout the entire project
for the proposed channel alignment. The profiles were designed using the analog reach bed features
that were sized with the scaling factors. The bed slopes and bankfull energy gradients were determined
for each design reach based on the existing valley slope and the sinuosity of the design reach. A mix
of rock and log structures will be utilized in the design to control grade, divert flows, and provide
additional habitat diversity and stability.
In -Stream Structures
Structures will be incorporated into the channel design to provide additional stability and improve
aquatic habitat. Native materials and vegetation will be used for revetments and grade control structures
where applicable. Additionally, rock structures will be utilized intermittently along Reach YB 1-C and
YB2-B to provide increased stability and habitat. Typical rock structures that will protect the channel
bed and/or banks will include a -vanes, riffle grade controls, rock cross vane, and j -hooks.
Woody debris will be placed throughout the channel at locations and at a frequency that is similar to
those observed in the analog reaches. Woody habitat features installed will include dead brush, root
wads, brush toes, and log vanes. To provide additional bank stability, sod mats harvested onsite will be
installed along stream banks during construction if and when feasible. Sod mats will only be harvested
and used if comprised of appropriate vegetation. The use of sod mats that include aggressive turf grasses
will be avoided. Sod mats are natural sections of vegetation taken from the banks when they were cut
during construction, and are about nine inches thick. Before installation, proposed banks are graded
lower than specified to accommodate the thickness of the mat. The mats are placed on top of the bank
to act as a natural stabilizer of native species, and they grow much faster than the combination of coir
fiber matting and seeding. Other bank stability measures include the installation of live stakes, log sills,
brush toes, log vanes, and log toes. Typical details for proposed in -stream structures and revetments
are in Appendix A.
Poplar Creek Mitigation Plan June 2018
32

Stream Data Analysis
Stream Hydrologic Analysis
Hydrologic evaluations were performed for the design reaches using multiple methods to determine
and validate the design bankfull discharge and channel geometry required to provide regular floodplain
inundation. The use of various methods allows for comparison of results and eliminates reliance on a
single model. Peak flows (Table 11) and corresponding channel cross-sectional areas were determined
for comparison to design parameters using the following methods:
• Regional Flood Frequency Analysis,
• AutoCAD's Hydraflow Hydrographs,
• NC Regional Curves for the Coastal Plain, and Piedmont
• USGS regional regression equations for rural conditions in the Coastal Plain and Piedmon.
Regional Flood Frequency Analysis
A flood frequency analysis was completed for the study region using historic gauge data on all nearby
USGS gauges with drainage areas less than 6,400 acres (10 mit) which passed the Dalrymple
homogeneity test (Dalrymple, 1960). This is a subset of gauges used for USGS regression equations.
Regional flood frequency equations were developed for the 1.1-, 1.5-, and 2 -year peak discharges based
on the gauge data. Discharges were then computed for the design reach. These discharges were
compared to those predicted by the discharge regional curve and USGS regional regression 2 -year
discharge equations.
AutoCAD's Hydraflow Express
Hydraflow Express was used to simulate the rainfall -runoff process and establish peak flows for the
watersheds. This model was chosen over the U.S. Army Corps of Engineers model HEC -HMS because
it allows the user to adjust the peak shape factor for the watershed conditions. Rainfall data reflecting
100, 284 and 484 peak shape factors were used along with a standard Type II distribution, and NRCS
hydrology (time of concentrations and runoff curve numbers), to simulate the rainfall -runoff process.
A 284 peak shape factor was determined to be the most representative for this watershed.
Regional Curve Regression Equations
The North Carolina Coastal Plain and Piedmont regional curves by Doll et al. (2003) and Sweet and
Geratz (2003), and the Virginia/Maryland (Krstolic and Chaplin, 2007) Coastal Plain regional curves
for discharge were used to predict the bankfull discharge for the site. The NC regional curves predicted
flows that are similar to those predicted by the 1.1 -year flood frequency, while the VA/MD curves are
comparable to flows predicted by the 1.5 -year flood frequency equation. The regional curve equations
for NC discharges by Doll et al. (2003) (1), Sweet and Geratz (2003) (2), and VA/MD (3) discharges
are:
(1) Qbkj=16.56*(DA)0_72 (Doll et al., 2003)
(2) Qbkr-8.79*(DA)0.76 (Sweet and Geratz, 2003)
(3) Qbkj;:= 28.3076*(DA)°.59834 (Krstolic and Chaplin, 2007)
Where Qbkf=bankfull discharge (ft3/s) and DA=drainage area (mi').
USGS Regional Regression Equations
USGS regression equations estimate the magnitude and frequency of flood -peak discharges (Weaver,
et al., 2009). The regression equations were developed from gauge data in different physiographic
Poplar Creek Mitigation Plan June 2018
33

regions of the Southeastern United States. For this analysis, there was only concern for the 2 -year return
interval. The equation for the rural Coastal Plain (Hydrologic Region 4) is:
(4) Q2=60.3 *(DA)0.649
Table 11. Peak Flow Comparison
Reach
Drainage
Area
(Ac)
Hydraflow
Qi
FFQ
Qi'i
FFQ
QA's
NC
Regional
Curve Q (1)
NC Regional
Curve Q (2)
VA/MD
Regional
Curve Q (3)
Regional
Regression
Eqns. Q2
Design/
Calculated
Q
YB1-C
66
3.4
3.2
11.1
3.2
1.6
7.3
14
3
Y132 -A
51
2.5
2.6
9.4
2.7
1.3
6.3
12
3
Y132 -B
78
4.6
3.7
12.4
3.6
1.8
8.0
15
4
(Upstream)
Y132 -B
102
4.2
4.6
14.8
4.4
2.2
9.4
18
5
(Downstream)
YB3
29
0.6
1.6
6.5
1.8
0.8
4.4
8
-
Sediment Transport Analysis
An erosion and sedimentation analysis was performed to confirm that the restoration design creates a
stable sand bed channel that neither aggrades nor degrades over time. Typically, sediment transport is
assessed to determine a stream's ability to move a specific grain size at specified flows. Various
sediment transport equations may be easily applied when estimating entrainment for gravel bed
streams; however, these equations are not as effectively applied to sand bed channels where the entire
bed becomes mobile during geomorphically significant flows. Therefore, more sophisticated modeling
techniques were used to analyze the stream design for this project. The following methods and functions
were utilized during the sediment transport analysis:
• Permissible Shear Stress Approach
• Permissible Velocity Approach
Shear Stress Approach
Shear stress is a commonly used tool for assessing channel stability. Allowable channel shear stresses
are a function of bed slope, channel shape, flows, bed material (shape, size, and gradation),
cohesiveness of bank materials, and vegetative cover. The shear stress approach compares calculated
shear stresses to those found in the literature. Shear stress is the force exerted on a boundary during the
resistance of motion as calculated using the following formula:
(5) i = yRS
i = shear stress (lb/ft')
y = specific gravity of water (62.4 lb/ft')
R = hydraulic radius (ft)
S = average channel slope (ft/ft)
Poplar Creek Mitigation Plan June 2018
34

Table 12. Comparison of Allowable and Proposed Shear Stresses
Reach
Proposed Shear
Stress at Bankfull
z
Stage (lbs/ft)
Critical Shear Stress
(lbs/ftZ)
Allowable Shear Stress'
Sand/Silt/Clay Gravel
(lbs/ft') (lbs/ft')
Vegetation
(lbs/ft2)
YB1-C
0.11
>0.06
0.03 to 0.26
0.33 to 0.67
0.2 to 1.7
YB2-A
0.11
>0.06
0.03 to 0.26
0.33 to 0.67
0.2 to 1.7
YB2-13
0.045
1.8
2.0
4.0
6.0
0.24
>0.06
0.03 to 0.26
0.33 to 0.67
0.2 to 1.7
(Upstream)
YB2 B
YB2-13
0.045
1.8
2.0
4.0
6.0
0.24
>0.06
0.03 to 0.26
0.33 to 0.67
0.2 to 1.7
(Downstream)
'(Fischenich, 2001
Review of the above table shows that the proposed shear stresses for the Poplar Creek design reaches
fall between the critical shear stress (shear stress required to initiate motion) and the allowable limits.
Therefore, the proposed channel should remain stable.
Velocity Approach
Published data is readily available that provides entrainment velocities for different bed and bank
materials. A comparison of calculated velocities to these permissible velocities is a simple method to
aid in the verification of channel stability. Table 13 compares the proposed velocities calculated using
Manning's equation with the permissible velocities presented in the Stream Restoration Design
Handbook (MRCS, 2007).
Table 13. Comparison of Allowable and Proposed Velocities
Reach Manning's "n" Design Velocity (ft/s) Allowable Velocity' (ft/s)
value Fine Sand Coarse Sand Fine Gravel
YB1-C
0.045
1.2
2.0
4.0
6.0
YB2-A
0.045
1.2
2.0
4.0
6.0
YB2 B
0.045
1.8
2.0
4.0
6.0
(Upstream)
YB2 B
0.045
1.8
2.0
4.0
6.0
(Downstream)
1(NRCS, 2007)
6.3 Vegetation and Planting Plan
Plant Community Restoration
The restoration of the plant communities is an important aspect of the restoration project. The selection
of plant species is based on what was observed at the reference reach, species present in the forest
surrounding the restoration site, and what is typically native to the area. Several sources of information
were used to determine the most appropriate species for the restoration project. The reference stream is
located within a disturbed Piedmont Alluvial Forest. Dominant species included sweetgum, red maple,
tulip poplar, and various oak species (Quercus sp.) in the canopy. Shrubs included Black elderberry
(Sambucus canadensis), green briar, and American holly. The reference site was chosen due to the
stability of the channel, the physical structure of the forest community, and to evaluate stream habitat.
The species present are indicative of early successional species that have high dispersal rates. The
mitigation site also supports many species typical of this community type due to its past disturbance
history. Typically, Piedmont Alluvial Forest would occur along the stream banks and adjacent
floodplain of the proposed Project.
Poplar Creek Mitigation Plan June 2018
35

Piedmont Alluvial Forest will be the target community type and will be used for all planting areas
within the project. The plant species list has been developed and can be found in Table 14. Species
with high dispersal rates are not included because of local occurrence, adjacent seed sources, and the
high potential for natural regeneration. The high dispersal species include red maple, tulip poplar, and
sweetgum.
The restoration of plant communities along the Project will provide stabilization and diversity. For
rapid stabilization of the stream banks (primarily outside meanders), silky dogwood (Cornus
ammomum) and black willow (Salix nigra) were chosen for live stakes along the restored channel
because of their rapid growth patterns and high success rates. Willows grow at a faster rate than the
species planted around them, and they stabilize the stream banks. Willows will also be quicker to
contribute organic matter to the channel. When the other species are bigger, the black willows and silky
dogwoods will slowly stop growing or die out because the other species would outgrow them and create
shade that the willows do not tolerate. The live stake species will be planted along the outside of the
meander bends three feet from the top of bank, creating a three-foot section along the top of bank. The
live stakes will be spaced one per linear foot with alternate spacing vertically. See Figure 10 for a
detailed planting plan.
After construction activities, the subsoil will be scarified and any compaction will be deep tilled/ripped
before the topsoil is placed back over the Project. Any topsoil that is removed during construction will
be stockpiled and placed over the Project during final soil preparation. This process should provide
favorable soil conditions for plant growth. Rapid establishment of vegetation will provide natural
stabilization for the Project.
Table 14. Proposed Plant List
Live Staking and Live Cuttings Bundle Tree Species
Species Common Name % of Total Species Composition
Salix nigra Black willow 60
Cornus ammomum Silky dogwood 40
On -Site Invasive Species Management
Treatment for invasive species will be required within all grading limits associated with stream
restoration. Invasive species will require different and multiple treatment methods, depending on plant
Poplar Creek Mitigation Plan June 2018
36
Piedmont Alluvial Forest
Spacing
% of Total
Species
Common Name
(ft)
Unit Type
Species
Composition
Platanus occidentalis
American sycamore
9x6
Bare root
20
Betula nigra
River birch
9x6
Bare root
20
Quercus phellos
Willow oak
9x6
Bare root
15
Nyssa biflora
Black gum
9x6
Bare root
15
Quercus michauxii
Swamp chestnut oak
9x6
Bare root
10
Quercus lyrata
Overcup oak
9x6
Bare root
10
Asimina triloba
Paw Paw
9x6
Bare root
10
Live Staking and Live Cuttings Bundle Tree Species
Species Common Name % of Total Species Composition
Salix nigra Black willow 60
Cornus ammomum Silky dogwood 40
On -Site Invasive Species Management
Treatment for invasive species will be required within all grading limits associated with stream
restoration. Invasive species will require different and multiple treatment methods, depending on plant
Poplar Creek Mitigation Plan June 2018
36

phenology and the location of the species being treated. All treatment will be conducted so as to
maximize its effectiveness and reduce chances of detriment to surrounding native vegetation. Treatment
methods will include mechanical (cutting with loppers, clippers, or chain saw) and chemical (foliar
spray, cut stump, and hack and squirt techniques). Plants containing mature, viable seeds will be
removed from the Project and properly disposed. All herbicide applicators will be supervised by a
certified ground pesticide applicator with a North Carolina Department of Agriculture and Consumer
Services (NCDA&CS) license and adhere to all legal and safety requirements according to herbicide
labels and NC and Federal laws. Management records will be kept on the plant species treated, type of
treatment employed, type of herbicide used, application technique, and herbicide concentration and
quantities used. These records will be included in all reporting documents.
Soil Restoration
After construction activities, the subsoil will be scarified and any compaction will be deep tilled before
the topsoil is placed back over the site. Any topsoil that is removed during construction will be
stockpiled and placed over the site during final soil preparation. This process should provide favorable
soil conditions for plant growth. Rapid establishment of vegetation will provide natural stabilization
for the site.
6.4 Mitigation Summary
Natural channel design techniques have been used to develop the restoration designs described in this
document. The combination of the analog and analytical design methods was determined to be
appropriate for this project because the watershed is rural, the causes of disturbance are known and
have been abated, and there are minimal infrastructure constraints. The original design parameters were
developed from the measured analog/reference reach data and applied to the subject stream. The
parameters were then analyzed and adjusted through an iterative process using analytical tools and
numerical simulations of fluvial processes. The designs presented in this report provide for the
restoration of natural fine gravel and sand -bed channel features and stream bed diversity to improve
benthic habitat. The proposed design will allow flows that exceed the design bankfull stage to spread
out over the floodplain, restoring wetland hydrology to the overbank areas and reducing instream
forces.
A large portion of the existing stream will be filled using material excavated from the restoration
channel. However, many segments will be left partially filled to provide habitat diversity and flood
storage. Native woody material will be installed throughout the restored reach to reduce bank stress,
provide grade control, and increase habitat diversity.
Forested riparian buffers of at least fifty feet on both sides of the channel will be established along the
project reach. An appropriate riparian plant community will be established to include a diverse mix of
species. Replanting of native species will occur where the existing buffer is impacted during
construction.
6.5 Determination of Credits
Mitigation credits presented in Table 15 are projections based upon site design (Figure 11). Upon
completion of site construction, the project components and credits data will be verified to be consistent
with the mitigation plan. Any discrepancies between the Mitigation Plan credits and the as -built credits
will be explained and the final project credits will be based on the Mitigation Plan. This will be
approved by the USACE.
Poplar Creek Mitigation Plan June 2018
37

Table 15. Mitigation Credits
+These reaches have an existing length ofzero; YB2-A with PI Restoration is where the current impoundment resides;
YB2-A with P2 Restoration is currently an underground culvert from the pond that flows under the road to YB2-B.
"Additional two percent credit on reaches conducting restoration and enhancement in accordance with the protocols specified
in the 2016 Wilmington District Stream and Wetland Compensatory Mitigation Update.
Calculated using GIS analysis and the Non -Standard Buffer Width Calculator
6.6 Credit Calculations for Non -Standard Buffer Widths
Buffer measurements for additional credit were made horizontally, beginning from the edge of the
wetted perimeter and extending to easement boundary. Due to the minimum required widths, additional
credit was not generated until a stream is at least 30 feet inside the edge of the buffer. Table 16 describes
the adjustments in stream credit based on buffer widths. Areas within the project that are being used to
generate additional credit are solely being used for the generation of stream mitigation credits, and will
not be used for the generation of any other credit type (i.e., the same square foot of buffer cannot be
used to generate wetland credit, nutrient offset credits or state buffer credits). Area within a buffer may
only be used to provide credit for one stream (i.e., where buffers exist between two project streams,
these areas may only be counted toward credit for only one of the streams, and areas within the
minimum required buffer of any creditable stream may not be used for additional credit for any other
stream).
Poplar Creek Mitigation Plan June 2018
38
The Poplar Creek Site Mitigation Credits
Mitigation Credits
Stream
Riparian Wetland
Non -Riparian Wetland
Totals
4,224
NA
NA
Proposed
Reach
Mitigation Type
Proposed
Stationing
Existing
Length (LF)
Proposed
Length
Mitigation
Ratio
SMUs
YB1-C
P1 Restoration
0+25 to 7+03
1,066
678
1 : 1.0
678
Y132 -A
P1 Restoration
0+17 to 8+80
0+
863
1 : 1.0
863
Y132 -A
P2 Restoration
8+80 to 12+30
0+
350
1 : 1.0
350
YB2-B
P1 Restoration
13+20 to 26+70
1,358
1,350
1 : 1.0
1,350
Y132-13
Enhancement I
26+70 to 29+42
272
272
1 : 1.5
181
Y133
Enhancement II
4+22 to 11+82
760
760
1 :2.5
310
Totals
3,456
4,273
3,801
Water
Quality Adjusted SMUse
75
Non -Standard Buffer Width
Adjustment*
423
Total SMUs
4,224
+These reaches have an existing length ofzero; YB2-A with PI Restoration is where the current impoundment resides;
YB2-A with P2 Restoration is currently an underground culvert from the pond that flows under the road to YB2-B.
"Additional two percent credit on reaches conducting restoration and enhancement in accordance with the protocols specified
in the 2016 Wilmington District Stream and Wetland Compensatory Mitigation Update.
Calculated using GIS analysis and the Non -Standard Buffer Width Calculator
6.6 Credit Calculations for Non -Standard Buffer Widths
Buffer measurements for additional credit were made horizontally, beginning from the edge of the
wetted perimeter and extending to easement boundary. Due to the minimum required widths, additional
credit was not generated until a stream is at least 30 feet inside the edge of the buffer. Table 16 describes
the adjustments in stream credit based on buffer widths. Areas within the project that are being used to
generate additional credit are solely being used for the generation of stream mitigation credits, and will
not be used for the generation of any other credit type (i.e., the same square foot of buffer cannot be
used to generate wetland credit, nutrient offset credits or state buffer credits). Area within a buffer may
only be used to provide credit for one stream (i.e., where buffers exist between two project streams,
these areas may only be counted toward credit for only one of the streams, and areas within the
minimum required buffer of any creditable stream may not be used for additional credit for any other
stream).
Poplar Creek Mitigation Plan June 2018
38

Table 16. Stream Mitigation Credit Adjustments for Non-standard Buffer Widths
Mountain Counties
Piedmont and Coastal Plain Counties
Buffer Width
Adjustment to
Stream Credit
Buffer Width
Adjustment to
Stream Credit
Less than 15 feet
-100%
Less than 15 feet
-100%
15 to < 20 feet
-50%
15 to < 20 feet
-50%
20 to < 25 feet
-30%
20 to < 25 feet
-40%
25 to < 30 feet
-15%
25 to < 30 feet
-30%
30 to < 50 feet
0%
30 to <35 feet
-20%
50 to < 75 feet
9%
35 to < 40 feet
-15%
75 to < 100 feet
16%
40 to < 45 feet
-10%
100 to < 125 feet
22%
45 to < 50 feet
-5%
125 to < 150 feet
27%
50 to < 75 feet
0%
125 feet or Greater
30%
75 to < 100 feet
7%
100 to < 125 feet
12%
125 to < 150 feet
16%
150 feet or greater
20%
In order to calculate credit adjustments, the Wilmington District Stream Buffer Credit Calculator
(USACE, 2018) was utilized. To perform this calculation GIS analysis was performed to determine the
area (in square feet) of ideal buffer zones and actual buffer zones around all streams within the project.
Minimum standard buffer widths are measured from the top of bank (50 feet in Piedmont and Coastal
Plain counties or 30 feet in mountain counties) and are not included in the ideal and actual buffer
calculations. The ideal buffers are the maximum potential size (in square feet) of each buffer zone
measured around all creditable stream reaches, calculated using GIS, including areas outside of the
easement. The actual buffer is the square feet in each buffer zone, as measured by GIS, excluding non -
forested areas, all other credit type (e.g., wetland, nutrient offset, buffer), easement exceptions, open
water, areas failing to meet the vegetation performance standard, etc. Additional credit is given to 150
feet in buffer width, so areas within the easement that are more than 150 feet from creditable streams
should not be included in this measurement. Non -creditable stream reaches within the easement are
removed prior to calculating this area with GIS (for both ideal and actual). The stream lengths,
mitigation type, ideal buffer, and actual buffer are all entered into the calculator. This is data is
processed, and the resulting credit amounts are totaled for the whole project (Table 15, Figure 12a and
12b).
6.7 Credit Calculations for Macroinvertebrate and Water Quality Monitoring
Although water quality and macroinvertebrate monitoring is not required, this project will be monitor
both in accordance with the protocols specified in the 2016 Wilmington District Stream and Wetland
Compensatory Mitigation Update in order to generate an additional two percent credit. Credit will be
generated on all reaches since they are expected to have habitat uplift and beneficially impacted from
the restoration and enhancement treatments occurring upstream.
Poplar Creek Mitigation Plan June 2018
39

7 PERFORMANCE STANDARDS
The success criteria for the Project will follow accepted and approved success criteria presented in the
2016 USACE Wilmington District Stream and Wetland Compensatory Mitigation Update and
subsequent agency guidance. Specific success criteria components are presented below. Table 17
shows how these performance standards are related to the goals and objectives of the project and the
monitoring method used to determine success.
7.1 Stream Restoration Success Criteria
Bankfull Events
Four bankfull flow events must be documented within the seven-year monitoring period to demonstrate
channel stability. The bankfull events must occur in separate years. Otherwise, the stream monitoring
will continue until four bankfull events have been documented in separate years. One crest gauge will
be installed on reach Y132 -A.
Surface Flow
Stream restoration reaches will be monitored to document intermittent or seasonal surface flow. This
will be accomplished through direct observation and the use of stream crest gauge transducers with data
loggers. Reaches must demonstrate a minimum of 30 consecutive days of flow.
Bank Height Ratio and Entrenchment Ratio
At any measured riffle cross-section, bank height ratio shall not exceed 1.2, and the entrenchment ratio
shall be no less than 1.4 within restored reaches. These standards will only apply to reaches of the
channel where bank height ratio and entrenchment ratio is adjusted to reference condition through
design and construction.
Surface Flow
Stream restoration reaches will be monitored to document intermittent or seasonal surface flow. This
will be accomplished through direct observation and the use of stream gauge transducers with data
loggers. Reaches must demonstrate a minimum of 30 consecutive days of flow. Flow gauges will be
installed on YB1-C and Y132 -A.
7.2 Vegetation Success Criteria
Specific and measurable success criteria for plant density within the riparian buffers on the Project
will follow Interagency Review Team (IRT) Guidance. The interim measures of vegetative success
for the Project will be the survival of at least 320 planted three-year old trees per acre at the end of
Year 3, five-year old trees at seven feet in height at the end of Year 5, and the final vegetative success
criteria will be 210 trees per acre with an average height of ten feet at the end of Year 7. Volunteer
trees will be counted, identified to species, and included in the yearly monitoring reports, but will not
be counted towards the success criteria of total planted stems. Moreover, any single species can only
account for up to 50% of the required number of stems within any vegetation plot. Any stems in excess
of 50% will be shown in the monitoring table, but will not be used to demonstrate success.
Poplar Creek Mitigation Plan June 2018
40

8 MONITORING PLAN
Annual monitoring data will be reported using the IRT monitoring template. The monitoring report
shall provide a project data chronology that will facilitate an understanding of project status and trends,
research purposes, and assist in decision making regarding project close-out. Monitoring reports will
be prepared annually and submitted to the IRT. Monitoring plan overview is presented in Table 17,
and Figure 13. Table 17 below outlines the links between project goals, objectives, and treatments and
their associated monitoring metrics and performance standards within the context of functional uplift
based on the Stream Functions Pyramid Framework.
8.1 As -Built Survey
An as -built survey will be conducted following construction to document channel size, condition, and
location. The survey will include a complete profile of thalweg, water surface, bankfull, and top of bank
to compare with future geomorphic data. Longitudinal profiles will not be required in annual
monitoring reports unless requested by USACE. Stream channel stationing will be marked with stakes
placed near the top of bank every 200 feet.
8.2 Visual Monitoring
Visual monitoring of all mitigation areas will be conducted a minimum of twice per monitoring year
by qualified individuals. The visual assessments will include vegetation density, vigor, invasive species,
and easement encroachments. Visual assessments of stream stability will include a complete
streamwalk and structure inspection. Digital images will be taken at fixed representative locations to
record each monitoring event, as well as any noted problem areas or areas of concern. Results of visual
monitoring will be presented in a plan view exhibit with a brief description of problem areas and digital
images. Photographs will be used to subjectively evaluate channel aggradation or degradation, bank
erosion, success of riparian vegetation, and effectiveness of erosion control measures. Longitudinal
photos should indicate the absence of developing bars within the channel or an excessive increase in
channel depth. Lateral photos should not indicate excessive erosion or continuing degradation of the
banks over time. A series of photos over time should indicate successional maturation of riparian
vegetation.
8.3 Gauges
Crest gauges will be installed to document to occurrence of bankfull events. A minimum of one gauge
will be installed on each tributary that is greater than 1,000 feet in length, with on gauge required for
every 5,000 feet of length on each tributary and a maximum of 5 gauges per tributary. Where
restoration or enhancement activities are proposed for intermittent streams, monitoring gauges should
be installed to track the frequency and duration of stream flow events.
8.4 Cross Sections
Permanent cross-sections will be installed at a minimum of one per 20 bankfull widths with half in
pools and half in riffle on all Restoration and Enhancement I reaches. All cross-section measurements
will include bank height ratio and entrenchment ratio. Cross-sections will be monitored in years 1, 2,
3, 5, and 7. There should be little change in as -built cross-sections. If changes do take place, they should
be evaluated to determine if they represent movement toward a less stable condition (for example down -
cutting or erosion), or are minor changes that represent an increase in stability (for example settling,
vegetative changes, deposition along the banks, or decrease in width/depth ratio).
Poplar Creek Mitigation Plan June 2018
41

8.5 Vegetation Monitoring
Vegetation monitoring plots will be a minimum of 0.02 acres in size, and cover a minimum of two
percent of the planted area. There will be 10 plots within the planted area (11.93 acres) (Figure 13).
Plots will be a mixture of fixed and random plots, with eight fixed plots and two random plots. Planted
area indicates all area in the easement that will be planted with trees. Existing wooded areas are not
included in the planted area. The following data will be recorded for all trees in the fixed plots: species,
height, planting date (or volunteer), and grid location. For random plots, species and height will be
recorded for all woody stems. The location (GPS coordinates and orientation) of the random plots will
be identified in the annual monitoring reports. Vegetation will be planted and plots established at least
180 days prior to the initiation of the first year of monitoring. Monitoring will occur in years 1, 2, 3,
5, and 7 between July l" and leaf drop. Invasive and noxious species will be monitored and so that none
become dominant or alter the desired community structure of the Project. If necessary, RES will
develop a species-specific treatment plan.
8.6 Water Quality and Macroinvertebrate Monitoring
Water quality and macroinvertebrate indicators will be monitored to document and measure any
changes to physical, chemical, and biological metrics within the project area. These metrics are
sensitive to changes in the project watershed (e.g. land use change and pollutant inputs) and more
localized modifications, such as in -stream habitat improvements and riparian buffer restoration.
However, because results might not demonstrate a measurable improvement over pre -construction
conditions, or measurable improvements may occur slowly, the success of the project will not be tied
to these metrics. This data will be provided to the NCIRT so that it may be used to support future
guidance and aid in linking stream mitigation to improvements in ecological function. While the
success of the Site is not tied to water quality and macroinvertebrate monitoring, the goals of the project
are intended to improve water quality and the biologic function of the project's stream channels.
Objectives such as the permanent exclusion of livestock and the restoration of stable stream channels,
are intended to directly improve water quality through the reduction of sediment and nutrient inputs to
receiving waters. Objectives such as the installation of habitat features and the constructing pools of
varying depth are intended to improve aquatic habitat. Planting the buffer with native tree and
understory species will not only improve riparian and wetland habitats, but will also shade project
streams and reduce thermal loadings.
Water Quality
Sampling will be conducted prior to construction and for the duration of the monitoring period using a
continuous recording sampling device, and will include measurements of acidity (pH), temperature,
dissolved oxygen, and conductivity. Sampling points will be located as close as possible to the upper
and lower end of tributaries in order to detect any changes. Points will be located where water is freely
flowing and with sufficient depth to be conducted without disturbance to streambed sediments.
Macroinvertebrate
Sampling will be conducted prior to construction and once a year during monitoring years 3, 5, and 7.
Sampling points will be located on riffles, with the first sampling point located on the most downstream
riffle on the tributary. Appropriate sampling locations will be based on riffle condition and best
professional judgement. Pre -construction sampling may occur in different locations than those outlined
in the monitoring period, but sampling conducted during the monitoring period will occur within the
same riffle year-to-year, when possible. A reference location will also be sampled for comparison
Poplar Creek Mitigation Plan June 2018
42

purposes, located on a relatively stable reach in an undisturbed setting, located as close to the mitigation
site as possible, and within the same watershed.
The sampling will be conducted in accordance with the NCDWR Qual 4 macroinvertebrate sampling
protocol, which is described in the most current version of the Standard Operating Procedures for
Collection and Analysis of Benthic Macroinvertebrates, February 2016 (Version 5.0). If the stream is
large (greater than a 3 -square mile watershed), a mix of Qual 4 and the Standard Qualitative (Full Scale)
methods may be appropriate. Sampling will be conducted during the same time of year to minimize
seasonal differences in the data from year-to-year. Additionally, sampling will be conducted at the same
time as water quality monitoring, and within the index period referenced in the North Carolina Division
of Water Resources (NCDWR) document entitled Small Streams Biocriteria Development, dated May
29, 2009. Macroinvertebrate samples will be identified to the lowest practical taxonomic level (usually
Genus) by a qualified taxonomist (this qualification can be demonstrated by being a NCDWR certified
laboratory for macroinvertebrates). Results presented will include a list of taxa collected at each site
for each sampling event, as well as an enumeration of the Ephemeroptera, Plecoptera, and Trichoptera
(EPT) taxa and a Biotic Index (see the NCDWR Standard Operating Procedures for Collection and
Analysis of Benthic Macroinvertebrates). Each report should include a summary of the current results
and all past monitoring events in tabular format.
Poplar Creek Mitigation Plan June 2018
43

Table 17. Monitoring Plan
Level
Goal
Treatment
Outcome
Monitoring Method
Performance Standard
To transport
Convert land -use
Improve the
cwater
from the
of Project reaches
transport of water
1 z
watershed to the
from disturbed
from the watershed
N/A
N/A
channel in a non-
riparian forest to
to the Project
x
protected riparian
reaches in a non -
erosive manner
forest
erosive way
Reduce bank
Crest gauges and/or
Four bankfull events documented in the seven -
height ratios and
Improve flood bank
pressure transducers:
year monitoringperiod
At least 30 days of continuous flow each year
T2
To transport
increase
entrenchment
connectivity by
Inspected
semiannually
2
water in a stable
ratios by
reducing bank
height ratios and
Cross Sections:
Entrenchment ratio shall be no less than 1.4
manner
reconstructing
channels to mimic
increase
Surveyed in years 1,
within restored reach
reference reach
entrenchment ratios
2, 3, 5 and 7
Bank height ratio shall not exceed 1.2 on riffles
conditions
Reduce erosion
As -built stream
Perform stream profile survey post -construction
Establish a riparian
rates and channel
profile
buffer to reduce
instability to
Entrenchment ratio shall be no less than
erosion and
reference reach
Cross sections:
1.4 within restored reach
y
I create a
diverse bedform
sediment transport
conditions
surveyed in years 1,
2, 3, 5 and 7
Bank height ratio shall not exceed
c
_t
into Project
1.2 on riffles
3 astreams.
c
To achieve
Establish
Improve bedform
Visual monitoring:
Identify and document significant stream
Z
d auric
stable banks with
diversity (pool
Performed at least
problem areas; i.e. erosion, degradation,
m
C�
equilibrium
livestakes, erosion
spacing, percent
semiannual)
a adation, etc.
control matting,
riffles, etc.
and other in -stream
Vegetation plots:
MY 1-3: 320 trees/acre
structures
Increase buffer
Surveyed in years 1,
MY 4-5: 260 trees/acre (7ft. tall)
width to >50 feet
2, 3, 5 and 7
MY 6-7: 210trees/acre (1 Oft. tall)
Vegetation plots:
To achieve
Decrease stream
Surveyed in years 1,
MY 1-3: 320 trees/acre
appropriate
temperature
2, 3, 5 and 7
MY 4-5: 260 trees/acre (7ft. tall)
levels for water
regulation through
(indirect
MY 6-7: 210 trees/acre (I Oft. tall)
introduction of
temperature,
measurement
c
ti
dissolved
Exclude livestock
canopy
Visual assessment of
�
oxygen
from riparian areas
Increase DO by
established fencing
4
concentration,
with exclusion
installing in -stream
and conservation
Inspect fencing and signage. Identify and
o
y
and other
fence, and plant a
structures to create
signage: Performed
document any damaged or missing fencing
�?
important
riparian buffer
aeration zones
at least semiannually
and/or signs.
a
nutrients
(indirect
including but not
Decrease nutrient
measurement
Acidity (pH),
limited to
loading through
Nitrogen and
buffer filtration and
Temperature,
NA
Phosphorus
livestock removal
Dissolved O2,
Conductivity
Vegetation plots:
Surveyed in years 1,
MY 1-3: 320 trees/acre
29 3, 5 and 7
MY 4-5: 260 trees/acre (7ft. tall)
To achieve
(indirect
MY 6-7: 210 trees/acre (I Oft. tall)
functionality in
Provided more
measurement
levels 1-4 to
Plant a riparian
suitable aquatic
Visual monitoring of
5 'It
support the life
buffer, install
habitat features,
habitat that can
support biodiversity
in -stream habitat
document
3
histories of
features: Performed
Identify and significant stream
2q
aquatic and
and construct pools
and life histories of
at least semiannually
problem areas; i.e. degradation, aggradation,
riparian plants
p p
of varying depths
aquatic and
(indirect
stressed or failed structures, etc.
and animals
terrestrial animals
measurement
Macroinvertebrate
sampling performed
NA
in years 3, 5 and 7
° These categories are measured indirectly; *These categories are not quantifiably measured
Little Sebastian Mitigation Plan June 2018
44

8.7 Scheduling/Reporting
A baseline monitoring report and as -built drawings documenting stream restoration activities will be
developed within 60 days of the planting completion on the Project. The report will include all
information required by IRT mitigation plan guidelines, including elevations, photographs and
sampling plot locations, gauge locations, and a description of initial species composition by community
type. The report will also include a list of the species planted and the associated densities. Baseline
vegetation monitoring will include species, height, date of planting, and grid location of each stem. The
baseline report will follow USACE guidelines.
The monitoring program will be implemented to document system development and progress toward
achieving the success criteria. The restored stream morphology will be assessed to determine the
success of the mitigation. The monitoring program will be undertaken for seven years or until the final
success criteria are achieved, whichever is longer.
Monitoring reports will be prepared in the fall of each year of monitoring and submitted to the IRT.
The monitoring reports will include all information, and be in the format required by USACE.
Poplar Creek Mitigation Plan June 2018
45

9 ADAPTIVE MANAGEMENT PLAN
Upon completion of project construction, RES will implement the post -construction monitoring
protocols previously defined in this document. Project maintenance will be performed as described
previously in this document. In the event the mitigation site or a specific component of the mitigation
site fails to achieve the necessary performance standards as specified in the mitigation plan, the sponsor
shall notify the members of the IRT and work with the IRT to develop contingency plans and remedial
actions. Once the Corrective Action Plan is prepared and finalized RES will:
1. Notify the USACE as required by the Nationwide 27 permit general conditions.
2. Revise performance standards, maintenance requirements, and monitoring requirements as
necessary and/or required by the USACE.
3. Obtain other permits as necessary.
4. Implement the Corrective Action Plan.
5. Provide the USACE a Record Drawing of Corrective Actions. This document shall depict the
extent and nature of the work performed.
Poplar Creek Mitigation Plan June 2018
46

10 LONG-TERM MANAGEMENT PLAN
Upon approval of the Site by the IRT, the Site will be transferred to the NCWHF:
North Carolina Wildlife Habitat Foundation
[phone]
PO Box 29187
Greensboro, NC 27429
www.ncwh£or�
The NCWHF will be responsible for periodic inspection of the Site to ensure that restrictions required
in the Conservation Easement or the deed restriction document(s) are upheld. Easements held by the
NCWHF are stewarded in general accordance with the guidelines published by the National Land Trust
Alliance. These guidelines include annual monitoring visits to easements and related communication
with the landowner(s). During the visit, a standard report is completed and pictures taken for the record.
If the Site is found to be in violation of the easement terms NCWHF works with the landowner to see
the problem rectified. When appropriate NCWHF pursues legal action to enforce the easement terms.
NCWHF typically requires the site developer to install standard NCWHF signage as part of the
easement transfer package. This includes well marked corners of the easement boundary, as well as
plastic or metal signs identifying the easement. The current sign standard is a six-inch by six-inch
aluminum sign with contact information. Signs are refreshed on an as needed basis. Typically, a sign
will last five to ten years before it is no longer legible due to sun fading. An overview of the NCWHF
Easement Stewardship program will be included in Appendix C upon execution of the final easement
agreement.
NCWHF requires and endowment for each easement it agrees to hold. All endowments are held
together in an investment fund. Endowments are sized so that the interest from the principal will pay
the expected monitoring costs for that easement. This assumes a seven-year monitoring period for the
site during which NCWHF will not incur any expenses. It also assumes a 5% annual return. Currently
NCWHF employs a contractor to handle annual monitoring visits and basic easement stewardship. This
flat fee includes a property walkthrough, report, pictures, sign installation, etc. The endowment fee has
not yet been confirmed for the easement transfer of the Poplar Creek Site, and it will be updated once
finalized.
Poplar Creek Mitigation Plan June 2018
47

11 CREDIT RELEASE SCHEDULE
All credit releases will be based on the total credit generated as reported in the approved mitigation
plan of the Site. Under no circumstances shall any mitigation project be debited until the necessary DA
authorization has been received for its construction or the District Engineer (DE) has otherwise
provided written approval for the project in the case where no DA authorization is required for
construction of the mitigation project. The DE, in consultation with the IRT, will determine if
performance standards have been satisfied sufficiently to meet the requirements of the release schedules
below. In cases where some performance standards have not been met, credits may still be released
depending on the specifics of the case. Monitoring may be required to restart or be extended, depending
on the extent to which the site fails to meet the specified performance standard. The release of project
credits will be subject to the criteria described in Table 18.
11.1 Initial Allocation of Released Credits
The initial allocation of released credits, as specified in the mitigation plan can be released by the IRT
with written approval of the DE upon satisfactory completion of the following activities:
a) Execution of the UMBI by the Sponsor and the USACE
b) Approval of the final mitigation plan
c) Mitigation site must be secured
d) Delivery of financial assurances.
e) Recordation of the long-term protection mechanism and title opinion acceptable to the USACE
f) Issuance of the 404 permit verification for construction of the site, if required.
11.2 Subsequent Credit Releases
The second credit release will occur after the completion of implementation of the Mitigation Plan and
IRT approval of the Baseline Monitoring Report and As -built Survey. All subsequent credit releases
must be approved by the DE, in consultation with the IRT, based on a determination that required
performance standards have been achieved. As projects approach milestones associated with credit
release, the Sponsor will submit a request for credit release to the DE along with documentation
substantiating achievement of criteria required for release to occur. This documentation will be included
with the annual monitoring report.
Poplar Creek Mitigation Plan June 2018
48

Table 18. Stream Credit Release Schedule
Release
Credit Release Activity
Interim
Total Released
Milestone
Release
1
Site Establishment (includes all required criteria
15%
15%
stated above
2
Baseline Monitoring Report and As -built Survey
15%
30%
3
First year monitoring report demonstrates
10%
40%
performance standards are being met.
4
Second year monitoring report demonstrates
10%
50%
performance standards are being met.
5
Third year monitoring report demonstrates
10%
60%
performance standards are being met.
6
Fourth year monitoring report demonstrates
5%
65%
performance standards are being met.
(75%**)
Fifth year monitoring report demonstrates
o
10%
75%
performance standards are beingmet.
85%**
8
Sixth year monitoring report demonstrates
5%
80%
performance standards are being met.
(90%**)
9
Seventh year monitoring report demonstrates
90%
performance standards are being met, and project
10%
(100%**)
has received close-out approval.
**10% reserve of credits to be held back until the bankfull event performance standard has been met.
Poplar Creek Mitigation Plan June 2018
49

12 MAINTENANCE PLAN
The Site will be monitored on a regular basis and a physical inspection will be conducted a minimum
of once per year throughout the post construction monitoring period until performance standards are
met. These site inspections may identify site components and features that require routine maintenance.
Routine maintenance should be expected most often in the first two years following site construction
and may include the following:
Table 19. Maintenance Plan
Component/Feature
Maintenance through project close-out
Stream
Routine channel maintenance and repair activities may include chinking of
in -stream structures to prevent piping, securing of loose coir matting, and
supplemental installations of live stakes and other target vegetation along
the channel. Areas where stormwater and floodplain flows intercept the
channel may also require maintenance to prevent bank failures and head -
cutting. Stream maintenance activities will be documented and reported in
annual monitoring reports. Stream maintenance will continue through the
monitoring eriod.
Vegetation
Vegetation shall be maintained to ensure the health and vigor of the targeted
plant community. Routine vegetation maintenance and repair activities may
include supplemental planting, pruning, mulching, and fertilizing. Exotic
invasive plant species shall be treated by mechanical and/or chemical
methods. Any vegetation control requiring herbicide application will be
performed in accordance with NC Department of Agriculture (NCDA) rules
and regulations. Vegetation maintenance activities will be documented and
reported in annual monitoring reports. Vegetation maintenance will
continue through the monitoring period.
Site Boundary
Site boundaries shall be identified in the field to ensure clear distinction
between the mitigation site and adjacent properties. Boundaries will be
marked with signs identifying the property as a mitigation site, and will
include the name of the long-term steward and a contact number.
Boundaries may be identified by fence, marker, bollard, post, tree -blazing,
or other means as allowed by site conditions and/or conservation easement.
Boundary markers disturbed, damaged, or destroyed will be repaired and/or
replaced on an as -needed basis. Easement monitoring and staking/signage
maintenance will continue in perpetuity as a stewardship activity.
Road Crossing
Road crossings within the site may be maintained only as allowed by
Conservation Easement or existing easement, deed restrictions, rights of
way, or corridor agreements. Crossings in easement breaks are the
res onsibilit of the landowner to maintain.
Livestock Fencing
Livestock Fencing is to be placed outside the easement limits. Maintenance
of fencing is the responsibility of the landowner.
Beaver
Routine site visits and monitoring will be used to determine if beaver
management is needed. If beaver activity poses a threat to project stability
or vegetative success, RES will trap beavers and remove impoundments as
needed. All beaver management activities will be documented and included
in annual monitoring reports. Beaver monitoring and management will
continue through the monitoring period.
Poplar Creek Mitigation Plan June 2018
50

13 FINANCIAL ASSURANCES
CONFIDENTIAL
The Sponsor will provide financial assurances in the form of a $358,000 Construction Performance
Bond to the USACE to assure completion of mitigation construction and planting. Construction and
planting costs are estimated to be at or below $358,000 based on the Engineer's construction materials
estimate and recent bid tabulation unit costs for construction materials. Following completion of
construction and planting the Construction Performance Bond will be retired and a $135,000
Monitoring Performance Bond will be provided to assure completion of seven years of monitoring and
reporting, and any remedial work required during the monitoring period. The $135,000 amount includes
contingency and estimated monitoring costs from the Engineer. The Monitoring Performance Bond
will be reduced by $19,300 following approval of each annual monitoring report. The Monitoring
Performance Bond will be retired in total following official notice of site close-out from the IRT.
Financial assurances shall be payable to a standby trust or other designee at the direction of the obligee.
Financial assurances structured to provide funds to the USACE in the event of default by the Bank
Sponsor are not acceptable. A financial assurance must be in the form that ensures that the USACE
receives notification at least 120 days in advance of any termination or revocation. The Performance
Bonds will be provided by a surety listed with the U.S. Treasury and has an A.M. Best Rating of B or
above. All Performance Bonds will be submitted to the USACE in draft form for approval prior to
execution. In the event of Sponsor default, NCWHF has agreed to receive the funds and ensure the
work is successfully completed.
Construction Costs
General (e.g. mobilization, erosion control, etc
$
57,000
Sitework
$
70,000
Structures (e.. ditch plugs, logs, rocks, coir, etc)
$
147,000
Crossings
$
7,000
Vegetation
$
57,000
Miscellaneous
$
20,000
Total
$
358,000
Monitoring Costs
Annual Monitoring and Reports
$
80,000
Equipment e. au es, markers, etc
$
3,000
Miscellaneous
$
3,000
Contingency 8%
$
49,000
Total
$
135,000
Poplar Creek Mitigation Plan June 22, 2017
51

14 REFERENCES
Chow, Ven Te. 1959. Open -Channel Hydraulics, McGraw-Hill, New York.
Cowardin, L.M., V. Carter, F.C. Golet and E.T. LaRoe. 1979. Classification of Wetlands and
Deepwater Habitats of the United States. U.S. Fish and Wildlife Service, Office of Biological
Services, FWS/OBS-79/31. U.S. Department of the Interior, Washington, DC.
Dalrymple, T. 1960. Flood Frequency Analyses. U.S. Geological Survey Water Supply Paper 1543-
A.
Doll, Barbara A., A.D. Dobbins, J. Spooner, D.R. Clinton and D.A. Bidelspach. 2003. Hydraulic
Geometry Relationships for Rural North Carolina Coastal Plain Streams. NC Stream
Restoration Institute, Report to N.C. Division of Water Quality for 319 Grant Project No.
EW20011.
Environmental Laboratory. 1987. U.S. Army Corps of Engineers Wetlands Delineation Manual,
Technical Report Y-87-1. U.S. Army Engineer Waterways Experiment Station, Vicksburg,
Mississippi.
Federal Emergency Management Agency (FEMA). FEMA Flood Map Service Center. North
Carolina Panel 1695; map number 3720169500J, revised 12/2/2005.
https://mapl.msc.fema.gov/idms/IntraList.cgi?displ=wsp/item-3720169500J.txt; accessed
March 2018.
Fischenich, C. 2001. "Stability thresholds for stream restoration materials." ERDC Technical Note
No. EMRRP-SR-29, U.S. Army Engineer Research and Development Center, Vicksburg,
Miss.
Fischenich, J.C., 2006. Functional Objectives for Stream Restoration, EMRRP Technical Notes
Collection (ERDC TN-EMRRP-SR-52), US Army Engineer Research and Development
Center, Vicksburg, Mississippi. (available online at
http://el.erdc.usace.army.mil/elpubs/pdf/sr52.pdf)
Harman, W., R. Starr, M. Carter, K. Tweedy, M. Clemmons, K. Suggs, C. Miller. 2012. A Function -
Based Framework for Stream Assessment and Restoration Projects. US Environmental
Protection Agency, Office of Wetlands, Oceans, and Watersheds, Washington, DC EPA 843-
K-12-006.
Johnson PA. 2006. Assessing stream channel stability at bridges in physiographic regions. U.S.
Department of Transportation. Federal Highway Administration. Report Number FHWA-
HRT-05-072.
Krstolic, J.L., and Chaplin, J.J. 2007. Bankfull regional curves for streams in the non -urban, non -tidal
Coastal Plain Physiographic Province, Virginia and Maryland: U.S. Geological Survey
Scientific Investigations Report 2007-5162, 48 p. (available online at
http://pubs.water.usgs.gov/sir2007-5162)
Poplar Creek Mitigation Plan June 22, 2017
52

NCDENR 2018. "Water Quality Stream Classifications for Streams in North Carolina." Water
Quality http://portal.ncdenr.ora/web/wq/home. (April 2018).
North Carolina Ecosystem Enhancement Program (NCEEP). "Neuse River Basin Restoration
Priorities 2010.".
NCEEP. 2013. Wake -Johnston Collaborative Local Watershed Plan: Phase I Preliminary Findings
and Recommendations. North Carolina Department of Environmental Quality.
https://ncdenr. s3.amazonaws.com/s3 fspublic/Mitigation%20Services/
Watershed _Plannin /Neuse_River_Basin/Wake_Johnston_ Collaborative/WJC%20LWP%20
Preliminary%20Findings%20Report%20FINAL.pdf. (February 2018).
North Carolina Geological Survey, 1985, Geologic map of North Carolina: North Carolina
Geological Survey, General Geologic Map , scale 1:500000.
Rosgen, D. (1996), Applied River Morphology, 2nd edition, Wildland Hydrology, Pagosa Springs, CO
Schafale, M.P. and A.S. Weakley. 2012. Classification of the Natural Communities of North
Carolina, Fourth Approximation. North Carolina Natural Heritage Program, Division of Parks
and Recreation, NCDENR, Raleigh, NC.
Sweet, W. V. and Geratz, J. W. 2003. Bankfull Hydraulic Geometry Relationships and Recurrence
Intervals For North Carolina's Coastal Plain. JAWRA Journal of the American Water
Resources Association, 39: 861-871.
Tweedy, K. A Methodology for Predicting Channel Form in Coastal Plain Headwater Systems.
Stream Restoration in the Southeast: Advancing the Science and Practice, November 2008,
Asheville, NC. Unpublished Conference Paper, 2008.
http://www.bae.ncsu.edu/programs/extension/wgg/srp/2008conference/tweedy paper.pdf
US Army Corps of Engineers (USACE), 2002. Regulatory Guidance Letter. RGL No. 02-2,
December 24, 2002.
USACE, 2003. April 2003 NC Stream Mitigation Guidelines.
USACE, 2010. Regional Supplement to the Corps of Engineers Wetland Delineation Manual:
Atlantic and Gulf Coastal Plain Region (Version 2.0), ed. J. S. Wakeley, R. W. Lichvar, and
C. V. Noble. ERDC/EL TR -10-20. Vicksburg, MS: U.S. Army Engineer Research and
Development Center.
USACE, 2016. Wilmington District Stream and Wetland Compensatory Mitigation Update.
United States Department of Agriculture (USDA), Natural Resources Conservation Service (MRCS).
1986. Urban Hydrology for Small Watersheds. Technical Release 55.
NRCS, 1994. Soil Survey of Johnston County, North Carolina.
NRCS, 2007. Stream Restoration Design Handbook (NEH 654).
Poplar Creek Mitigation Plan June 22, 2017
53

NRCS. 20 10. Field Indicators of Hydric Soils in the United States, Version 7.0. L.M. Vasilas, G.W.
Hurt, and C.V. Noble (eds.). USDA, NRCS, in cooperation with the National Technical
Committee for Hydric Soils.
NRCS, Web Soil Survey; http://websoilsurvey.nres.usda.gov (September 2014).
United States Environmental Protection Agency, (USEPA, 1999) 1999. EPA Manual. Quantifying
Physical Habitat in Wadeable Streams.
United States Fish and Wildlife Service. "Threatened and Endangered Species in North Carolina."
North Carolina Ecological Services. http://www.fws.,gov/raleigh/. (September 2014).
Weaver, J.C., Feaster, T.D., and Gotvald, A.J., 2009, Magnitude and frequency of rural floods in the
Southeastern United States, through 2006—Volume 2, North Carolina: U.S. Geological
Survey Scientific Investigations Report 2009-5158, 111 p.
Poplar Creek Mitigation Plan
54
June 22, 2017

List of Figures
Figure 1 —
Vicinity Map
Figure 2 —
USGS Map
Figure 3 —
Landowner Map
Figure 4 —
Land -use Map
Figure 5 —
Existing Conditions Map
Figure 6 —
National Wetlands Inventory Map
Figure 7 —
Soils Map
Figure 8 —
Historical Conditions Map
Figure 9 —
FEMA Map
Figure 10
—Planting Plan Map
Figure 11
— Conceptual Plan Map
Figure 12a — Ideal Buffer Width Zones
Figure 12b —Actual Buffer Width Zones
Figure 13
— Monitoring Plan

as
e
0
O
\
nP
SC I
-� Cafrssa -_ I
6° Jade St
O
SO of
O
Q.a i e
c'0
o
3 a
5
� n
PP
Wea <
U SPS
4°
n
Mon estead Ln
Pb cv rlsOns U o�F ..
5e`' J s pn c o Marlin Ln
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43 G�c
U
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01.
41
s
N
6 F°
Ota
0
3
G
n S �
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l0�
`orna9c Ra
Lee yo
a
O �
0
Poplar Creek Site
Lauret Or
�b
\�9
Ota a o°y
Durham
--phenson Or
m�
Ralei h Mobile Or
y Lane Dr
W m n Sonrtse p 6%,
h. 0 4 Sonset 4 ve S
n D Sanford
�-� Proposed Easement
14 -Digit HUC - 03020201100040
Dr 3 West Castle Dr Service Area - 03020201
Smithfield
JLFigure 1 - Vicinity Map Date: 6/29/2018
wE Drawn by: MDE
Poplar Creek Mitigation Bank
p Checked by: RMW res
0 1,000 2,000
Johnston County, North Carolina
Feet

I L S.. 0M
/CC
CD
/I. � •�• you ,..
• `', .. j
% ecru' ~� �'n��� � �'°°� .`� • �__
o s YB^ 1 YB2
,N. 69 104 ac
♦ y f rrSon- not /
I 1
YB3 '
QaI• — ice` ♦ 17 acpit
,� 1
i _ I
I 'IV 1; �� •�• �,
a � _ _ _•i tl - c t51 /
r � e�• o\on
Q !a L. ,
- c9• � s
00
�,• •. r ........... Park � / //�_.. __ �• �-+
jT Le-gen
`-_ �� •� - .'_ L �� Proposed Easement
Drainage Areas
W.
Drainage Smito ield
•� _ 1
Figure 2 - USGS Map Date: 6/19/2015
w Selma (1976)
Drawn by: MDE
Poplar Creek Mitigation Site Checked by:RMW res
0 1,000 2,000
i Feet
Johnston County, North Carolina

DWIGHT BENJAMIN
=169500-17-7883'
YOUNGBLOOD,'
i DWIGHT B�JR 1
Legend
Proposed Easement
Parcels of Interest
w�E
0 300 600
DWIGHT B JR
DWIGHT B�JR
DWIGHT B�JR
Figure 3 - Landowner Map
Poplar Creek Mitigation Site
Johnston County, North Carolina
I DWIGHT B`JRI
169500-47-2720
'OUNGBLOOI
DWIGHT B"JF
DWIGHT B JRj
169500-36-5192
Date: 5/22/2018
Drawn by: MDE
Checked by: RMW pres

4 1965
ri
i
A.
t
Johnston County Historical Photography
Le end
Proposed Easement
w�E
6
0 500 1,000
Feet
s
Figure 8 - Historical Aerial Photography
Poplar Creek Mitigation Site
Johnston County, North Carolina
Date: 6/29/2018
Drawn by: MDE

Le end's''
Proposed Easement
FEMA Zone AE
FEMA Regulatory Floodway `; f
- .2% Chance Annual Flood
Figure 9 - FEMA Map
Panel: 3720169500J Effectiev Date: 12/2/2005
300 60o Poplar Creek Mitigation Site
x Feet Johnston County, North Carolina
M
Date: 5/22/2018
Drawn by: MDE
Checked by: RMW — pres

Species
Salix nigra
Cornus ammomum
Live Staking and Live Cuttings Bundle Tree
Common Name
Black willow
Silky dogwood
%of Total Species Composition
60
40
fires
N
W E
S
0 200 400
Feet
Figure 10
Planting Plan
Poplar Creek Mitigation Site
Johnston County, North Carolina
(Date: 5/24/2018 1 Drawn by: MDE
by: RMW
Legend
Proposed
Easement
Planting Area
(11.93 ac)
Mitigation Type
P1 Restoration
P2 Restoration
Enhancement I
Enhancement II
REFERENCE
1) Horizontal Datum is NAD83 UTM Z15N
2) Map Projection is NAD_1983_StatePlai
North Carolina FIPS 3200 Feet
Bare Root Tree Speices
Species
Common Name
Spacing (ft)
Unit Type
%of Total Species
Composition
Platanus occidentalis
American sycamore
9x6
Bare root
20
Betula nigra
River birch
9x6
Bare root
20
Quercus phellos
Willow oak
9x6
Bare root
15
Nyssa bitlora
Black Gum
9x6
Bare root
15
Quercus michauxii
Swamp chestnut oak
9x6
Bare root
10
Quercus lyrata
Overcup oak
9x6
Bare root
10
Asimina triloba
Paw Paw
9x6
Bare root
10
Species
Salix nigra
Cornus ammomum
Live Staking and Live Cuttings Bundle Tree
Common Name
Black willow
Silky dogwood
%of Total Species Composition
60
40
fires
N
W E
S
0 200 400
Feet
Figure 10
Planting Plan
Poplar Creek Mitigation Site
Johnston County, North Carolina
(Date: 5/24/2018 1 Drawn by: MDE
by: RMW
Legend
Proposed
Easement
Planting Area
(11.93 ac)
Mitigation Type
P1 Restoration
P2 Restoration
Enhancement I
Enhancement II
REFERENCE
1) Horizontal Datum is NAD83 UTM Z15N
2) Map Projection is NAD_1983_StatePlai
North Carolina FIPS 3200 Feet

1
DWR Nutrient Bank
1 _ -AU:
Remove Pond
Legend
Proposed Easement
Reach
Mitigation Type
LengthRatio
SMUs
Water Quality
Adjusted SMUs
Parcels of Interest
Y131 -C
P1 Restoration
678
1:1
678
692
Mitigation Type
YB2-A
P1 Restoration
863
1:1
863
880
Y132 -A
P2 Restoration
350
1:1
350
357
P1 Restoration
Y132-13
P1 Restoration
1,350
1:1
1,350
1,377
P2 Restoration
Y62 -B
Enhancement 1
272
1.5:1
181
185
Y133
Enhancement II
760
2.5:1
304
310
Enhancement I
Totals
4,273
3,726
3,801
Enhancement II
Non -Standard Buffer Width Adjustment
423
Total SMUs 1
4,224
Figure 11 -Conceptual Map Date: 5/24/2018
w E Drawn by: MDE
Poplar Creek Mitigation Site res
0 300 600 Checked by: RMW
Johnston County, North Carolina
Feet

Legend
Proposed Easement
Proposed Streams
Ideal Buffers
= 50'-75'247,323 sqft
-
75'-100'256,802 sqft
- 100'-125' 266,698 sfgt
- 125'-150 276,830 sqft
Figure 12a - Ideal Buffer Width Zones Date: 5/22/2018
w�E Drawn by: MDE
Poplar Creek Mitigation Site res
0 300 600 Checked by: RMW
Johnston County, North Carolina
Fccf 0

Legend
Proposed Easement
Proposed Streams
Actual Buffers
- 50'-75' 197,205 sgft
- 75-100' 181,274 sqft
100'-125' 125,889 sfqt
- 125'-150 25981.4 sgft
Buffer Width Zone (feet from Ordinary High Water Mark)
Buffer Zones >50 to 75 feet >75 to 100 feet >100 to 125 feet >125 to 150 feet
Max Possible Buffer (square feet) 213,650 213,650 213,650 213,650
Ideal Buffer (square feet) 247,323 256,802 266,698 276,830
Actual Buffer (square feet) 197,205 181,274 125,889 25,981
Zone Multiplier 7% 5% 4% 4%
Buffer Credit Equivalent 261 186 149 149
Pe rce nt of Ideal Buffer 80% 71% 47% 9%
Credit Adjustment 208 132 70 14
Total Baseline Credit Credit Loss in Credit Gain for Net Change in Total Credit
Required Buffer Additional Buffer Credit from Buffers
3,726 0 424 424 4,150
Water Quality Adjustmement 423
Total Adjusted SM Us 4,224
Figure 12b - Actual Buffer Width Zones
w�E
Poplar Creek Mitigation Site
0 300 600
Johnston County, North Carolina
Feet
Date: 5/24/2018
res
Drawn by: MDE
Checked by: RMW

Note: There will be eight fixed vegetation plots,
and two will be randomly placed each monitoring
year.
Flow guage, crest gauge, cross section, and
vegetation plot locations are all proposed
locations.
fires
N
W E
S
0 200 400
Feet
Figure 13
Monitoring Plan
Poplar Creek Mitigation Site
Johnston County, North Carolina
(Date: 5/24/2018 1 Drawn by: MDE
by: RMW
Legend
Proposed Easement
Planting Area
REFERENCE
1) Horizontal Datum is NAD83 UTM Z15N
2) Map Projection is NAD_1983;
North Carolina FIPS 3200 Feet
Proposed Streams
Proposed Cross
Section
®
Proposed Crest
Gauge
O
Proposed Flow
Gauge
■
Proposed
Vegetation Plot
REFERENCE
1) Horizontal Datum is NAD83 UTM Z15N
2) Map Projection is NAD_1983;
North Carolina FIPS 3200 Feet

Appendix A -Plan Sheets

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Call before you dig
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PRIOR TO CONSTRUCTION, DIGGING, OR EXCAVATION THE
CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UNDERGROUND
UTILITIES (PUBLIC OR PRIVATE) THAT MAY EXIST AND CROSS THROUGH
THE AREA(S) OF CONSTRUCTION, WHETHER INDICATED ON THE PLANS
OR NOT. CALL "811"A MINIMUM OF 72 HOURS PRIOR TO DIGGING OR
EXCAVATING. REPAIRS TO ANY UTILITY DAMAGED RESULTING FROM
CONSTRUCTION ACTIVITIES SHALL BE THE RESPONSIBILITY OF THE `
CONTRACTOR
REV RECORD: REV RECORD:
BY DATE DESCRIPTION BY DATE DESCRIPTION
POPLAR CREEK MITIGATION SITE
JOHNSTON COUNTY, NORTH CAROLINA
NEUSE RIVER BASIN: HUC 03020201
APRIL 2018
RESOURCE ENVIRONMENTAL SOLUTIONS, LLC
302 JEFFERSON ST, SUITE 110
RALEIGH, NC 27605
Resource
Environmental
Solutions
r
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300 0 150 300 600
HORIZ. 1 inch = 300ft.
Sheet List Table
Sheet Number
Sheet Title
1
COVER
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OVERALL AERIAL
E1
EXISTING CONDITIONS INDEX
E2
EXISTING CONDITIONS
E3
EXISTING CONDITIONS
S1
REACH Y131
S2
REACH Y131
S3
REACH Y132
S4
REACH Y132
S5
REACH Y132
S6
REACH Y132
S7
REACH Y132
S8
REACH Y132
S9
REACH Y132
S10
REACH Y133
S 11
REACH Y133
S12
REACH Y133
F1
FENCING PLAN
F2
FENCING PLAN
D1
DETAILS
D2
DETAILS
D3
DETAILS
D4
DETAILS
D5
DETAILS
D6
DETAILS
D7
DETAILS
D8
DETAILS
PROFESSIONAL SEAL
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Sol utions\2017024300RA - T01 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT COVER.dwg - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
7
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720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Sol utions\2017024300RA - T01 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT COVER.dwg - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
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T13
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T18
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FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT EX COND.dwq - April 13, 2018 - Ben Carroll
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18"T
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14" GUM TREE
T5
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T6
18" POPLAR TREE
T7
18" POPLAR TREE
T8
12" TREE
T9
18" POPLAR TREE
T10
12"TREE
T11
18" TREE
T12
12"TREE
T13
16" GUM TREE
T14
16" GUM TREE
T15
12" GUM TREE
T16
12"TREE
T17
12"TREE
T18
12"TREE
T19
18"TREE
T20
16"TREE
T21
16" GUM TREE
T22
20" GUM TREE
T23
14" GUM TREE
T24
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FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT EX COND.dwq - April 13, 2018 - Ben Carroll
YB2-A
1,
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MATCHLINE
T1
24" TREE
i
18"T
T3
J
MATCHLINE
T1
24" TREE
T2
18"T
T3
20" GUM TREE
T4
14" GUM TREE
T5
20" POPLAR TREE
T6
18" POPLAR TREE
T7
18" POPLAR TREE
T8
12" TREE
T9
18" POPLAR TREE
T10
12"TREE
T11
18" TREE
T12
12"TREE
T13
16" GUM TREE
T14
16" GUM TREE
T15
12" GUM TREE
T16
12"TREE
T17
12"TREE
T18
12"TREE
T19
18"TREE
T20
16"TREE
T21
16" GUM TREE
T22
20" GUM TREE
T23
14" GUM TREE
T24
16"TREE
T25
12"TREE
T26
20" POPLAR TREE
T27
16" GUM TREE
T28
12" GUM TREE
T29
18" POPLAR TREE
T30
22" GUM TREE
T31
16"TREE
T32
12"TREE
T33
20" OAK TREE
T34
12"TREE
T35
14" GUM TREE
T36
14"TREE
T37
12"TREE
T38
12" TREE
T39
12"TREE
T40
12" GUM TREE
T41
12" GUM TREE
T42
14" TREE
T43
14"TREE
T44
16" POPLAR TREE
T45
14" OAK TREE
T46
16" POPLAR TREE
T47
16" GUM TREE
T48
22" TREE
T49
18" TREE
T50
12" GUM TREE
T51
16" TREE
T52
12" TREE
T53
14" GUM TREE
T54
18"TREE
T55
12" GUM TREE
T56
12"TREE
T57
12" GUM TREE
T58
18" OAK TREE
T59
16"TREE
T60
14" TREE
T61
16" GUM TREE
T62
12" GUM TREE
T63
12" GUM TREE
T64
12" GUM TREE
T65
16" GUM TREE
T66
18" GUM TREE
T67
18" OAK TREE
T68
20" GUM TREE
T69
18" GUM TREE
T70
16" GUM TREE
T71
18" GUM TREE
T72
22" GUM TREE
T73
12" GUM TREE
T74
18" POPLAR TREE
T75
20" POPLAR TREE
T76
16" POPLAR TREE
T77
16" POPLAR TREE
T78
14" POPLAR TREE
T79
16" POPLAR TREE
T80
16" POPLAR TREE
T81
16" POPLAR TREE
T82
16" POPLAR TREE
T83
18" POPLAR TREE
T84
14" GUM TREE
T85
24" POPLAR TREE
T86
16" POPLAR TREE
T87
20"TREE
T88
12" POPLAR TREE
T89
18"TREE
T90
14" TREE
T91
12" TREE
T92
28" POPLAR TREE
T93
14"TREE
T94
20"TREE
T95
16"TREE
T96
14"TREE
T97
16" GUM TREE
T98
14" OAK TREE
T9916"
POPLAR TREE
T100
14" OAK TREE
T101
12" TREE
T102
30" OAK TREE
T103
24" GUM TREE
T104
14" TREE
T105
12" OAK TREE
T106
14" OAK TREE
T107
18" GUM TREE
T108 1
24" GUM TREE
T109
14" GUM TREE
7110
16" GUM TREE
-111
12" OAK TREE
T112
14" TREE
T113
14" POPLAR TREE
T114
24" OAK TREE
T115
14" POPLAR TREE
T116
12" GUM TREE
T117
12" TREE
T118
12" OAK TREE
7119
12" TREE
T120
14" POPLAR TREE
T121
14" OAK TREE
T122
16" POPLAR TREE
T123
20" OAK TREE
T124
14" OAK TREE
T125
16" TREE
T126
12" TREE
T127
14" POPLAR TREE
T128
12" TREE
T129
12" POPLAR TREE
T130
12" TREE
T131
12" OAK TREE
T132
14" OAK TREE
7133
16" POPLAR TREE
T134
12" POPLAR TREE
T135
12" POPLAR TREE
T136
16" GUM TREE
T137
12" OAK TREE
T138
12" OAK TREE
T139
12" OAK TREE
T140
16" TREE
T141
16" OAK TREE
T142
16" OAK TREE
T143
18" OAK TREE
T144
24" GUM TREE
T145
14" OAK TREE
T146
20" GUM TREE
T147
14" TREE
T148
14" OAK TREE
T149
16" POPLAR TREE
T150
12" OAK TREE
T151
12" OAK TREE
T152
20" POPLAR TREE
T153
20" POPLAR TREE
T154
12" POPLAR TREE
T155
14" OAK TREE
T156
16" POPLAR TREE
T157
14" POPLAR TREE
T158
12" TREE
T159
12" POPLAR TREE
T160
18" TREE
T161
24" OAK TREE
T162
16" TREE
T163
16" TREE
T164
18" TREE
T165
14" OAK TREE
T166
16" TREE
T167
18" POPLAR TREE
T168
18" OAK TREE
T169
12" POPLAR TREE
T170
16" POPLAR TREE
T171
16" TREE
T172
12" POPLAR TREE
T173
14" POPLAR TREE
T174
12" TREE
T175
12" TREE
T176
12" POPLAR TREE
T177
14" TREE
T178
12" POPLAR TREE
T179
18" POPLAR TREE
T180
12" POPLAR TREE
T181
12" OAK TREE
T182
14" TREE
T183
12" POPLAR TREE
T184
16" TREE
T185
16" TREE
T186
18" POPLAR TREE
T187
12" POPLAR TREE
T188
16" POPLAR TREE
T189
14" POPLAR TREE
T190
12" POPLAR TREE
T191
12" POPLAR TREE
T192
12" POPLAR TREE
T193
12" GUM TREE
T194
16" TREE
T195
12" POPLAR TREE
T196
12" POPLAR TREE
T197
14" POPLAR TREE
T198
12" POPLAR TREE
T19914"
POPLAR TREE
T200
16" TREE
LEGEND
EXISTING CONTOUR MAJOR — — — — 50 — — — — —
EXISTING CONTOUR MINOR --------------------
APPROXIMATE BOUNDARY LINE — — — — — — — —
BOUNDARY LINE
EXISTING TOP OF BANK ---TB ----- TB ----- TB ---
EXISTING BOTTOM OF BANK---BB-----BB-----BB---
EXISTING TREELINE
EXISTING OVERHEAD ELECTRICAL LINE
EXISTING GASLINE
EXISTING FENCE LINE
EXISTING TREE
EXISTING WETLAND
T718
12" TREE
T719
20" TREE
T720
12" TREE
T721
12" TREE
T722
20" TREE
T723
18" TREE
T724
12" TREE
T725
14" TREE
T726
18" TREE
T727
12" TREE
T728
12" TREE
T729
22" TREE
T730
18" GUM TREE
T731
12" TREE
T732
18" TREE
T733
30" POPLAR TREE
T734
20" GUM TREE
T735
22" GUM TREE
T736
36" POPLAR TREE
T737
16" MAPLE TREE
T738
36" MAPLE TREE
T739
14" TREE
T740
16" POPLAR TREE
T741
14" POPLAR TREE
T742
20" POPLAR TREE
T743
12" POPLAR TREE
T744
16" POPLAR TREE
T745
16" TREE
T746
12" POPLAR TREE
T747
12" POPLAR TREE
T748
18" POPLAR TREE
T749
16" POPLAR TREE
T750
20" TREE
T751
20" TREE
T752
12" POPLAR TREE
T753
16"POPLAR TREE
T754
14" POPLAR TREE
T755
14" POPLAR TREE
T756
14" POPLAR TREE
T757
16" POPLAR TREE
T758
18" TREE
T759
30" POPLAR TREE
T760
16" TREE
T761
18" TREE
T762
12" TREE
T763
16" TREE
T764
14" TREE
T765
12" TREE
T766
16" GUM TREE
T767
20" GUM TREE
T768
12" POPLAR TREE
T769
18" GUM TREE
T770
14" TREE
T771
14" TREE
T772
12" TREE
T773
20" POPLAR TREE
T774
16" TREE
T775
20" POPLAR TREE
T776
18" POPLAR TREE
T777
18" POPLAR TREE
T778
14" TREE
T779
14" POPLAR TREE
T780
16" TREE
T781
16" POPLAR TREE
-782
20" OAK TREE
T783
12" MAPLE TREE
T784
12" MAPLE TREE
T785
20" POPLAR TREE
T786
12" TREE
T787
18" POPLAR TREE
T788
14" POPLAR TREE
T789
20" POPLAR TREE
T790
18" POPLAR TREE
T791
18" POPLAR TREE
T792
20" MAPLE TREE
T793
24" POPLAR TREE
T794
14" GUM TREE
T795
12" GUM TREE
T796
14" GUM TREE
T797
12" TREE
T798
20" GUM TREE
T799
34" POPLAR TREE
T800
30" OAK TREE
T801
20" POPLAR TREE
T802
14" POPLAR TREE
T803
16" POPLAR TREE
T804
14" POPLAR TREE
T805
14"POPLAR TREE
T806
12" POPLAR TREE
T807
12" TREE
T808
12"POPLAR TREE
T809
14" GUM TREE
T810
18" POPLAR TREE
T811
20" POPLAR TREE
T812
14" GUM TREE
T813
14" GUM TREE
T814
16" MAPLE TREE
T815
18" POPLAR TREE
T816
16" POPLAR TREE
T817
12" POPLAR TREE
- - - - OHP----- OHP
GAS GAS GAS
- - - - WLR---- WLB
I I
T818
18" POPLAR TREE
T819
12" POPLAR TREE
T820
14" GUM TREE
T821
12" POPLAR TREE
T822
16" POPLAR TREE
T823
14" TREE
7824
18" POPLAR TREE
T825
12" POPLAR TREE
T826
24" POPLAR TREE
T827
16" POPLAR TREE
T828
24" POPLAR TREE
T829
20" GUM TREE
T830
18" POPLAR TREE
T831
14" TREE
T832
18" POPLAR TREE
T833
18" POPLAR TREE
T834
20" POPLAR TREE
T835
14" POPLAR TREE
T836
18" POPLAR TREE
T837
30" POPLAR TREE
T838
18" POLAR TREE
T839
20" TREE
T840
18" POPLAR TREE
T841
20" OAK TREE
T842
12" OAK TREE
T843
14" POPLAR TREE
T844
16" TREE
T845
16" OAK TREE
T846
16" POPLAR TREE
T847
20" TREE
T848
12" OAK TREE
T849
16" POPLAR TREE
T850
14" POPLAR TREE
T851
12" POPLAR TREE
T852
28" OAK TREE
T853
12" POPLAR TREE
T854
16" OAK TREE
T855
16" OAK TREE
T856
14" OAK TREE
T857
18" OAK TREE
T858
16" TREE
T859
16" TREE
T860
18"TREE
T861
12" POPLAR TREE
T862
18" OAK TREE
T863
12" POPLAR TREE
T864
14" POPLAR TREE
T865
12" OAK TREE
T866
12" GUM TREE
T867
12" POPLAR TREE
T868
14" POPLAR TREE
T869
12" POPLAR TREE
T870
20" TREE
T871
20" POPLAR TREE
T872
20" TREE
T873
20" TREE
T874
20" POPLAR TREE
T875
36" OAK TREE
T876
32" OAK TREE
T877
30"T
T878
30" OAK TREE
T879
18" OAK TREE
T880
18" OAK TREE
T881
24" OAK TREE
T882
12" POPLAR TREE
T883
14" OAK TREE
T884
16" OAK TREE
T885
30" OAK TREE
T886
14" TREE
T887
18" OAK TREE
T888
16" OAK TREE
T889
12" OAK TREE
T890
20" OAK TREE
T891
20" OAK TREE
T892
20" OAK TREE
T893
14" POPLAR TREE
T894
14" TREE
T895
24" OAK TREE
T896
18" GUM TREE
T897
20" OAK TREE
T898
26" OAK TREE
T899
22" OAK TREE
T900
16" TREE
T901
36" POPLAR TREE
T902
14" TREE
T903
18" POPLAR TREE
T904
18" OAK TREE
T905
14" HOLLY TREE
T906
16" OAK TREE
T907
12" TREE
T908
18" OAK TREE
T909
32" POPLAR TREE
T910
20" POPLAR TREE
T911
18" TREE
T912
28" POPLAR TREE
T913
16" OAK TREE
T914
14" OAK TREE
1915
20" GUM TREE
T915
14" TREE
T917
30" OAK TREE
T918
18" OAK TREE
T919
18" OAK TREE
T920
12" OAK TREE
T921
12" OAK TREE
T922
12" OAK TREE
T923
12" HOLLY TREE
7924
12" TREE
T925
14" TREE
T926
12" TREE
T927
14" TREE
T928
32" OAK TREE
T929
14" TREE
T930
12" TREE
T931
24" TREE
T932
12" TREE
T933
12" TREE
T934
12" POPLAR TREE
T935
18" TREE
T936
14" TREE
T937
12" TREE
T938
12" TREE
T939
20" OAK TREE
T940
12" TREE
T941
14" TREE
T942
12" POPLAR TREE
T943
20" POPLAR TREE
T944
22" OAK TREE
T945
30" OAK TREE
T946
14" GUM TREE
T947
14" GUM TREE
T948
28" GUM TREE
T949
14" GUM TREE
T950
16" TREE
T951
14" GUM TREE
T952
16" GUM TREE
T953
20" OAK TREE
T954
20" GUM TREE
T955
16" TREE
T956
14" OAK TREE
T957
14" TREE
T958
16" GUM TREE
T959
16" TREE
T960
16" TREE
T961
20" GUM TREE
T962
22" TREE
T963
24" MAPLE TREE
T964
18" TREE
T965
12" TREE
T966
16" GUM TREE
T967
12" TREE
T968
16" TREE
T969
16" TREE
T970
12" TREE
T971
16" POPLAR TREE
T972
12" POPLAR TREE
T973
16" TREE
T974
14" POPLAR TREE
T975
16" TREE
T976
12" TREE
T977
14" POPLAR TREE
T978
12" POPLAR TREE
T979
14" POPLAR TREE
T980
12" POPLAR TREE
T981
16" POPLAR TREE
T982
14" POPLAR TREE
T983
14" POPLAR TREE
T984
12" TREE
T985
16" GUM TREE
T986
24" OAK TREE
T987
24" TREE
T988
12" GUM TREE
T989
12" TREE
T990
16" GUM TREE
T991
24" OAK TREE
T992
34" OAK TREE
T993
22" OAK TREE
T994
22" GUM TREE
T995
34" GUM TREE
T996
16" GUM TREE
T997
18" TREE
T998
16" TREE
T999
16" TREE
T1171
20" TREE
T1172
16" TREE
T1173
12" TREE
T1174 1
14" TREE
T1175
16" TREE
T1176
16" GUM TREE
T1177
14'TREE
T1178
18" GUM TREE
T1179
14" TREE
T1180
18" TREE
T1181
12" TREE
T1182
14" TREE
T1183
12" POPLAR TREE
T1184
14" TREE
T1185
16" TREE
T1186
18" TREE
T1187
12" POPLAR TREE
T1188
12" POPLAR TREE
VVK
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development +
Geomatics
720 Corporate
Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 200'
0 200
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT EX COND.dwq - April 13, 2018 - Ben Carroll
VVK
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT EX COND.dwq - April 13, 2018 - Ben Carroll
VVK
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 100'
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PROJ. NO.:
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT EX COND.dwq - April 13, 2018 - Ben Carroll
VVK
DICKSON
community infrastructure consultants
Transportation + Water Resources
MATCH LINE SEE DWG NO. E2
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
W �
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 100'
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT EX COND.dwq - April 13, 2018 - Ben Carroll
VVK
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 100'
0 100
200
2" = FULL SCALE
1" = HALF SCALE
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PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
E3
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
NOTES:
(f) 919.782.9672
30-1 30-1
�'1DWIGHT B. YOUNGBLOOD, JR. DB
NC. LICENSE NO. F-0374
4.9
1. IN GENERAL, STREAM CONSTRUCTION SHALL
PROCEED FROM AN UPSTREAM TO
0 30
60
1908, PG 697 PB 55, PG 230-235
1.6 0.85
DOWNSTREAM DIRECTION.
w
H
-
REMOVE
QC)
�
o
2. ALL EXCAVATED MATERIAL MUST BE PLACED
WITHIN DESIGNATED STOCKPILE AREAS.
\
c _
- - - - -
STOCKPILED
SEDIMENT
BANKFULL STAGE
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED AT THE
END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
\
_
/ _ _ -
/ 2 150
0;49
q - - - Y Y Y FILL EXISTING CHANNEL
X996 d SEE DWG D2
0.8
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND
SHALL NOT DAMAGE SUCH TREES IN ANY WAY.
ROOTS OR TREES TO REMAIN, AND
EXCAVATED OR OTHER MATERIAL
z
995 994 T993 _
/ �
O
SHALL NOT BE PLACED, PILED OR STORED WITHIN
THE TREES TO BE SAVED.
THE CRITICAL ROOT ZONE AREA OF
\ /
\ \\\\\\ \ \\\\
998
/ ^ 1 2\7-991
/ / - -
FL
5. UNLESS NOTED OTHERWISE, FILL MATERIAL
GENERATED FROM CHANNEL EXCAVATION
\\ \
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4,23
�q }
DWIGHT B. YOUNGBL'60D, JR. DB
T� 7-191908, PG 697 �5, PG 230-235
7-21 / FILL
T9�T961 _ - - T959
- - - _ -
EXISTING CHANNEL T95
Q
TYPICAL SHALLOW CROSS SECTION
AND STABILIZATION SHALL BE PLACED INSIDE
ABANDONED AT AN ELEVATION THAT PROVIDES
THE EXISTING CHANNEL TO BE
POSITIVE DRAINAGE TOWARDS THE
` J ZEN
A T18 / /
/ SEE
7-955
DWG D2 �\I\
PROPOSED CHANNEL.
Z_
------
T 63 r \ \ - -
(
5.0
1.6 1.8 1.6
6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING CHANNELS.
THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF SHALLOW CHANNEL
J LO
Q O
999 �
�_
f
/ \
_ 7-990 \\IJ
``�
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SECTIONS AND SHALL BE AT LEAST 6 INCHES
DEEP. IF NATIVE GRAVEL SUBSTRATE IS
\ \ \ 111 I III I
/ //� / j/�
A /ZI � /�/
�� /
6� T 7-957
- ��
_O
I- Z } w Q
BANKFULL STAGE
NOT AVAILABLE, THEN AN EQUAL MAX OF #5
MATERIALS IS TO BE USED.
/ # 57 GRAVEL, SURGE STONE, AND NATIVE
U
`���
�/ \�\
�
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989 \\\ \ \ 1 IIII T967 \ \
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7. IN -STREAM STRUCTURES PROPOSED ALONG
(BRUSH TOES, LOG VANES, ROOT WADS, AND
INTERCHANGEABLY THROUGHOUT THE PROJECT
THE OUTSIDE OF MEANDER BENDS
LOG TOES) MAY BE USED
PER APPROVAL FROM DESIGNER.
1 IIII 1 '���I
IIII\ IIII 1111 IIII
,00
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III I IIII IIII 0+001��
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PROJ. DATE: APR 2018
\ �/ T34
,0,
III \ 1 IIII IIII
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\ \ \11111 \I\� `� T941
\ q T9 T985 \ �W �s ?
T,984\ -1 CIV
0.2
TYPICAL POOL CROSS SECTION
LEGEND
III
�T32
I EXISTING \\ \---_-_
\\ \ =
T969\ V
EXISTING CONTOUR MAJOR -
50 --
III
I / I 6 INCH DIP „�` ; \_� \�-_
I I / 011 II 1 I I I vim\ ^ � \
\\
REACH YB1-C
- � _ � = 150- - P1 RESTORATION
\ WQx
\ \ � � �O
5.0
---------
PROPOSED CONTOUR MAJOR
�1
/ � _
(STA. 00+25 TO 07+03)
T33 \ - T12'i
81 \ - - _
\ \ \ - \` /l�j
3.0 0.9
PROPOSED CONTOUR MINOR
\ \
\ \ \
\ � / \
-= WL
r`
I ) I
\ I / ) /
� \ � \
\
� \ � � J � � \ \ � \
/ � \ \
BANKFULL STAGE
EXISTING WETLAND
�6 Y I
-
/
\ \
\ \ \
EXISTING TOP OF BANK
--- - TB
FILL
EXISTING CHANNEL T90 \ \
`e T939 \
1.2
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE OF
CHANNEL
- - - - BB
SEE DWG D2
r14 \\ \ I 1 I938 lT \
EXISTING FENCELINE
n
7-48 t /
\
\ \ 7-13 I-
1 \
\ 98I
I
EXISTING TREELINE
EXISTING OUTFALL TO BE
- _ - WLB- WL
//
1
REPLACED WITH SIPHON I T56 I
(DESIGNED BY OTHERS)
W '' _ _%4 - B,
I �' I I I I
T4
TYPICAL RIGHT MEANDER CROSS SECTION
PROPOSED TOP OF BANK
- - - - TB
/ / /
/ I I X55
///7 \
YYY
\/\\
1
r� T 6 \ zINN T977 I�
/
5.0
LIMITS OF PROPOSED
CONSERVATION EASEMENT
LCE
/� ///I/ I
7-�
�\ 17
4 /J79/
/ l 7�
0.9 3.0
\ \
���
/'10 7-57 T42\ \ / a T38 I\\ �- �/ l /
�
\ �'
BANKFULL STAGE
PROPOSED CHANNEL PLUG
(SEE DETAIL DWG D2)
i�.S c'
/ T46
/��
7-4 e� 7-40 \ A 7-39
\\ \ I
i =-
/ � �/ � � � ���
�4 �' I /i ` /
AREA
PROPOSED FILL
1.2
DIFFUSE FLOW STRUCTURE
(SEE DETAIL DWG D4)
BRUSH TOE
(SEE DETAIL DWG D3)
156
156
TYPICAL LEFT MEANDER CROSS
DOUBLE LOG DROP
(SEE DETAIL SHEET D4)
SECTION
1 RO K CROSS
VAN
LOG TOE PROTECTION
(SEE DETAIL DWG D2)
ST O+7
FELEV114.17
153 1 EXISTING GRADE A_ONG
153
LOG SILL
(SEE DETAIL DWG D4)
-
EXISTING 6 INCH DIP
/STREAM C EN ERLI qE
VALLEY SILL
(APPROXIMATE LOCATION)
PROPOSED
(SEE DETAIL DWG D2)
CH NNEL BOTTOM
OU LE LOG DROP
LOG VANE
150
OG ILL OG ILL
TA 1+30
LEV 147.8 ELEV 146.8
LO SIL STA3+08
ST 2+4 LE . 145.36 ROP SE
FELEV 140.09 OP F B NK
150
(SEE DETAIL DWG D3)
LOG J -HOOK
(SEE DETAIL DWG D6)
-0.35 o
DOUBLE LOG)ROP LOG SILL
STA 3+12 STA +01
RIFFLE GRADE CONTROL
'
U-0.35%1
147
ELE 144.84 FELEV144102
147
(SEE DETAIL DWG D6)
T
-VD.35o
LOG SILL
0.35 o S A 4+28
ROCK A -VANE
(SEE DETAIL DWG D7)
EL.EV 143.4
PRO OS D SIPHON PLUNGE
(TO E D SIG ED Y OTHERS)
POCL
0.3 %
ROCK A -VANE
144
144
(SEE DETAIL DWG D8)
ROCK CROSS -VANE
(SEE DETAIL DWG D5)
U
141
141
FLOODPLAIN SILL
LOG SIL
(SEE DETAIL DWG D4)
_
ST 4+8CJ--
E1.EV
142.7E
VALLEY /LOG SILL
(PROFILE)
138
138
DOUBLE LOG DROP
(PROFILE)
LOG VANE / J -HOOK
(PROFILE)
O
135
135
ROCK CROSS -VANE /
ROCK A -VANE
(PROFILE)
132
132
RIFFLE GRADE CONTROL
(PROFILE)
0+00 0+50 1+00
1+50 2+00
2+50 3+00 3+50 4+00 4+50
4+80
SCALE: HOR 1"=30';
VERT 1"=3'
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
0 30
60
2" = FULL SCALE
1" = HALF SCALE
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PROJ. DATE: APR 2018
Q. C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
S1
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
\ \
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NOTES:
NC. LICENSE NO. F-0374
\
FULL SCALE: 1 "= 30
4'9
030
60
2 = FULL SCALE
m wo
1" = HALF SCALE
I`
1.
IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO
DOWNSTREAM DIRECTION.
H
\ ��00 \
1.6 0.85
H
co
co
\�mm o
NOZ'`
m
2.
ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE AREAS.
�W Z7
BANKFULL STAGE
\4
9' \
w
3.
ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED AT THE
END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
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Z
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0
O
0.8
LLL
L
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4.
CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO REMAIN, AND
SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
w LL.
z p
SIPm /
\
1 u2i
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W
SHALL NOT BE PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE AREA OF
7 _V40-77
D T9 48
l l
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THE TREES TO BE SAVED.
�,� Q
T952T951
`�4�' -----���
/ //
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5.
UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL EXCAVATION
AND STABILIZATION SHALL BE PLACED INSIDE THE EXISTING CHANNEL TO BE
/-ei5
T85�3
/ / / �
Z U z `,l°
TYPICAL SHALLOW CROSS SECTION
O w N
_ 2i U
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS THE
- - �
>(D
5.0
_O
HZ } LUQ
PROPOSED CHANNEL.
- -
T946
T9 /
U
6.
REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING CHANNELS.
- -
/ �� /
U U F_
1.6 1.8 1.6
U U)
THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF SHALLOW CHANNEL
SECTIONS AND SHALL BE AT LEAST 6 INCHES GRAVEL SUBSTRATE
T947
/
C/) w
0^ U �
BANKFULL STAGE
Z W Lu
LijQ LL
DEEP. IF NATIVE IS
NOT AVAILABLE, THEN AN EQUAL MAX OF #5 / # 57 GRAVEL, SURGE STONE, AND NATIVE
� � / / I
REACH YB1-C
�
_ C7 LLI
W Z
?LLj j Z � Z
- FILL EXISTING CHANNEL -
/ / �
- J P1 RESTORATION / \ \
Qac
PROJ. DATE: APR 2018
MATERIALS IS TO BE USED.
SEE DWG D2 -
3
- / (STA. 00+25 TO 07+03)
Q.C. DATE: 3/18
7.
IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
S2
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
PROJ. NO.:
T�� /
/ //
\
20170243.00. RA
1.1
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM DESIGNER.
T92
T933 % %/ /
DWIGHT B. YOUNGBLOOD, JR. DB
1908, PG 697 PB 55, PG 230-235
6+00 o \ /
ocp94
_�(+oo - �1 �_�� /opo
^
0.2
LEGEND
-
�QO
TYPICAL POOL CROSS SECTION
EXISTING CONTOUR MAJOR --50-
50-_
T_
/ 1��
-jam--B 1 �iil
/ d \�
EXISTING CONTOUR MINOR - - - - - - - - -
\ I \/ I
- )T\ / /
// A
//�/� T92,6 / /
/ / / f / /
5.0
PROPOSED CONTOUR MAJOR �v
D,
3.0 0.9
FILL EXISTING r
e929 '�
►
PROPOSED CONTOUR MINOR
r--- -� WL
\/
CHANNEL
\��` I/�!/ J� / // \/// .145 ��
SEE DWG D2 / �
BANKFULL STAGE
EXISTING WETLAND
1M - Y J
//
' ./ �
PROPOSED 3.2' BASE DITCH -4 T� / Q / / / /
//
EXISTING TOP OF BANK - - - - TB
� �
SIDE SLOPES = 2.5:1
MIN DEPTH - 0.6' / 31 �/ / r927
� / � /
- - -
EXISTING BOTTOM OF BANK - BB
/
I�i �
SLOPE = 2.36% r / /
J
\
PROPOSED CENTERLINE OF
/ /
/
CHANNEL
�cL3' T932
EXISTING FENCELINE n
LOG SILL
\
h
TOP ELEV = 141.51
\
EXISTING TREELINE
A BED ELEV. = 0.6' \
TYPICAL RIGHT MEANDER CROSS SECTION
PROPOSED TOP OF BANK - - - - TB
LOG SILL \
\
\
5.o
LIMITS OF PROPOSED
TOP ELEV = 143.57
CONSERVATION EASEMENT LCE
-
A BED ELEV. = 0.6' \
\
0.9 3.0
T93E \
PROPOSED CHANNEL PLUG
(SEE DETAIL DWG D2)
-
=
LOG SILL
-
TOP ELEV = 144.43 \
A BED ELEV. = 0.6' \ \
\
BANKFULL STAGE
PROPOSED FILL AREA
-CE
\
\
r, f- C \
1.2
DIFFUSE FLOW STRUCTURE
(SEE DETAIL DWG D4)
BRUSH TOE
(SEE DETAIL DWG D3)
156
156
TYPICAL LEFT MEANDER CROSS
DOUBLE LOG DROP
SECTION
(SEE DETAIL SHEET D4)
LOG TOE PROTECTION
(SEE DETAIL DWG D2)
153
153
LOG SILL
(SEE DETAIL DWG D4)
VALLEY SILL
(SEE DETAIL DWG D2)
LOG VANE
150
LOG SILL 150
(SEE DETAIL DWG D3)
TA
'I
ELEV51410 43
LOG J -HOOK
(SEE DETAIL DWG D6) '
D UBL LO DR P
PROPOS ED
ST 5+ 9
RIFFLE GRADE CONTROL
/__TOF OF BANK
EL V 14 0.83
(SEE DETAIL DWG D6)
147
147
OUB_E LOG DROP
OG ILL
dTA 6+03
ROCK A -VANE
TA +16
LEV. 140.6 DOU13LE LOG ROS
(SEE DETAIL DWG D7)
ELEV 142.2
TA +68
LE 139.)8
144
OG ISILL
144
ROCKA-VANE :roe
0 LI
TA +38 DOUBLE LO DROP
(SEE DETAIL DWG D8)
ELEV 139.5 +
ELEV. 1 8.64
ROCK CROSS -VANE
(SEE DETAIL DWG D5)
141
141-
-
FLOODPLAIN SILL
J
(SEE DETAIL DWG D4) -
P OP SE
CH NNE BO TO
VALLEY /LOG SILL
(PROFILE)
138
138
DOUBLE LOG DROP
(PROFILE)
E ISTI G G D ALONG
LOG VANE / J HOOK O
(PROFILE)
135
STR EAM CEN FERL INE 135
ROCK CROSS -VANE /
ROCK A -VANE
(PROFILE)
RIFFLE GRADE CONTROL
132132
(PROFILE)
4+80 5+00 5+50
6+00 6+50 7+00 7+29
SCALE: HOR 1"=30'; VERT 1"=3'
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
030
60
2 = FULL SCALE
1" = HALF SCALE
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PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
S2
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
NOTES:
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
030
1.
IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO
DOWNSTREAM DIRECTION.
1" = HALF SCALE
I`
W
H
DWIGHT B.5 2 D13 85 , PG 7 5 B
� ( / \ \ � 721, PG 582 DB 854, PG 705 DB
QC)
�
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5.0
2.
ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE AREAS.
�
1399, PG 222 82 E 207
\ \ I
1.3 1.2
3.
ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED AT THE
\ \ \
END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
BANKFULL STAGE
4.
CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO REMAIN, AND
SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
SHALL NOT BE PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE AREA OF
`
z
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THE TREES TO BE SAVED.
18 8 \
0 1 \\
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UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL EXCAVATION
Q
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07 <
W
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AND STABILIZATION SHALL BE PLACED INSIDE THE EXISTING CHANNEL TO BE
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS THE
/
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\
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PROPOSED CHANNEL.
/
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J
LO
Q O
Z U Zr--
TYPICAL SHALLOW CROSS SECTION
6.
REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING CHANNELS.
THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF SHALLOW CHANNEL
\ \ -\�� CD
2+00 �\ _ \ - �g \\ OD /
175 �� �� \\ \\ j/
/
-- C�
\ \ \�\
\\ \\
5.0
SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF NATIVE GRAVEL SUBSTRATE IS
NOT AVAILABLE, THEN AN EQUAL MAX OF #5 / # 57 GRAVEL, SURGE STONE, AND NATIVE
MATERIALS IS TO BE USED.
__-
Y 5!�!
U
1.3 2.4 1.3
J
0 °C )
C6� \/ / / / / )j / / / �� _ ` \ - J / - - /
- - - \ \ \
BANKFULL STAGE
7.
IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
\ \
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DRAWING NUMBER:
LEGEND
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S3
PROJ. NO.:
/� / REACH Y132 -ACL
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\
20170243.00. RA
0.2
EXISTING CONTOUR MAJOR - -50- -
7 -\ \ (STA. 00+17 TO 08+80)
- \ \
TYPICAL OL CROSS SECTION
C O C SS
EXISTING CONTOUR MINOR - - - - - - - - -
PROPOSED CONTOUR MAJOR
/ 4;# /� \ \\\gg \ \ \ \ \
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// /� \\\ \
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EXISTING BOTTOM OF BANK ---- BB
PROPOSED CENTERLINE OF
T1 172 /ice _� \\ \\ \\\ \ \ \
CHANNEL
6", \
6 J / \ \ \
1.1
EXISTING FENCELINE
EXISTING TREELINE
T1176 ��- , I&
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TYPICAL RIGHT MEANDER CROSS SECTION
PROPOSED TOP OF BANK - - - - TB
LIMITS OF PROPOSED
CONSERVATION EASEMENT LCE
-- 185 \ \
PROPOSED CHANNEL PLUG
----
--- ` /-----yw -T1f75 meq- \ s� \\ \\
5.1
1.2 3
(SEE DETAIL DWG D2)
PROPOSED FILL AREA
BANKFULL STAGE
DIFFUSE FLOW STRUCTURE
(SEE DETAIL DWG D4)
DOUBLE LOG DROP
I
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BRUSH TOE
I
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(SEE DETAIL DWG D3)
ELEV17E.81
DOUBLE LOG DROP
DOUBLE LOG DROP
(SEE DETAIL SHEET D4)E
183
183
r LEV. 177.7ou
3G
TYPICAL LEFT MEANDER CROSS
P
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LE ROPTOE
TA +44
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LOG SILL
ELEV 1177.22
(SEE DETAIL DWG D4)
DOUBLE LO DROP 180S A 0+62
180
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(SEE DETAIL DWG D2)
E EV 176.6
DOUBLE LOG DROP _EX STIN G GRADE ALONG
LOG VANE
o TA 0+66 STREAM CE TE LINE-
-
(SEE DETAIL DWG D3)
ELEV. 176.3 PROPOSED
�I
177 TA +50 '___T0P O BANK
177
O
(SEE DETAIL DWG D6)
\ � �
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- U-51%
L V 113.70
RIFFLE GRADE CONTROL
(SEE DETAIL DWG D6)
0.34 /o
174 DOUB E L G DROP
174
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(SEE DETAIL DWG D7)
TA +85
EL V. 175.56
DOUBLE L G DROP P OP SED
ROCKA-VANE :roe
(SEE DETAIL DWG D8)
STA +9 HA NEL BOTTOM 171
171
ELEV 175.12
ROCK CROSS -VANE
DOU 3LE LOG DROP
(SEE DETAIL DWG D5)
STA +20
ELEV. 17E.30
FLOODPLAIN SILL
168
168
(SEE DETAIL DWG D4) _
VALLEY / LOG SILL
(PROFILE)
165
165
DOUBLE LOG DROP
(PROFILE)
LOG VANE / J -HOOK
(PROFILE) O
162
162
ROCK CROSS -VANE /
ROCK A -VANE
(PROFILE)
160
160
RIFFLE GRADE CONTROL
(PROFILE)
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50
4+00
4+50
SCALE: HOR 1"=30'; VERT 1"=3'
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
030
60
2 = FULL SCALE
1" = HALF SCALE
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PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
S3
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NOTES:
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
0 30
60
2" = FULL SCALE
1.
IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO
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PROJ. DATE: APR 2018
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Q.C. DATE: 3/18
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS THE
DRAWING NUMBER:
\
S4
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PROPOSED CHANNEL.
20170243.00. RA
DWIGHT B. YOUNGBLOOD, JR. DB
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TYPICAL SHALLOW CROSS SECTION
6.
REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING CHANNELS.
\
\1399, PG 222 82 E 207
n
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THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF SHALLOW CHANNEL
SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF NATIVE GRAVEL SUBSTRATE IS
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5 0
NOT AVAILABLE, THEN AN EQUAL MAX OF #5 / # 57 GRAVEL, SURGE STONE, AND NATIVE
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1.3 2.4 1.3
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/ -1
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BANKFULL STAGE
7.
IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
/
00
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM DESIGNER.
POND TOP OF WATER = \ /
179.68'
/
/REACH
0.9
YB2-A
\
\ \
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P1 RESTORATION
(STA. 00+17 TO 08+80)
LEGEND
7
J/LO
\ \
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EXISTING CONTOUR MAJOR - —50— —
\
TYPICAL POOL CROSS SECTION
EXISTING CONTOUR MINOR - - - - — - - - -
\ \ \
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PROPOSED CONTOUR MAJOR
0,
5.1
PROPOSED CONTOUR MINOR
-� WL
\\
r-
\\ \ \ \ \ \ \ \
^ / / ��'b/
3 1 2
EXISTING WETLAND Y
EXISTING TOP OF BANK - - - - TB
\
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EXISTING BOTTOM OF BANK - - - - BB
PROPOSED CENTERLINE OF
\
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_ - _ _
/ // /
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\
aEXISTING
EXISTING FENCELINE n
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------------
0
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LIMITS OF PROPOSED
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TYPICAL RIGHT MEANDER CROSS SECTION
5.1
PROPOSED
SE HAILDWGANNEL PLUG
1.2 3
e-
PROPOSED FILL AREA
BANKFULL STAGE
DIFFUSE FLOW STRUCTURE
(SEE DETAIL DWG D4)
1 1
BRUSH TOE
(SEE DETAIL DWG D3)
DOUBLE LOG DROP
183
183
GL
(SEE DETAIL SHEET D4
TYPICAL LEFT MEANDER CROSS
LOG TOE PROTECTION
(SEE DETAIL DWG D2)
SECTION
LOG SILL
(SEE DETAIL DWG D4)
180
180
VALLEY SILL
(SEE DETAIL DWG D2)
VAL EY ILL
LOG VANE - —
(SEE DETAIL DWG D3)
LOG SIL
EXI TINGGWLDE ALONG
-STA 7+0
'
177
STR AM EN ERL NE
ELE 172.60
177
LOG J -HOOK
PROPOSED
(SEE DETAIL DWG D6) '
ELEV 17 .30
T P O BANK
LOG JHO K
STA 7+76
RIFFLE GRADE CONTROL
ELEV 172139
(SEE DETAIL DWG D6)
174
-0.340A
174
ROCK A VANE
(SEE DETAIL DWG D7)
ROCK A -VANE
(SEE DETAIL DWG D8) 0 LI
171
PROPOSED
171
CHA NEL BOTTOM
ROCK CROSS -VANE
(SEE DETAIL DWG D5)
OG HOO
— -
LAIN SILL
168
ST 5+ 3
168
(SEE DETTFLOOAIL DWG D4) _
LEV 173. 0
VALLEY / LOG SILL
(PROFILE)
165
165
DOUBLE LOG DROP
(PROFILE)
LOG VANE / J -HOOK
(PROFILE) O
162
162
ROCK CROSS -VANE /
ROCK A -VANE
(PROFILE)
160
160
RIFFLE GRADE CONTROL
(PROFILE)
+
4+50 500 5+50
6+00
6+50 7+00 7+50 8+00
8+40
SCALE: HOR 1"=30`1
VERT 1"=3'
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
0 30
60
2" = FULL SCALE
1" = HALF SCALE
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QC)
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PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
S4
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
/ CE
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
NOTES:
030
60
2 = FULL SCALE
1" = HALF SCALE
I`
W
H
1.
IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO
C)
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PROJ. DATE: APR 2018
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—
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UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL EXCAVATION
PROJ. NO.:
/
20170243.00. RA
O
AND STABILIZATION SHALL BE PLACED INSIDE THE EXISTING CHANNEL TO BE
GL
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS THE
PROPOSED CHANNEL.
TYPICAL SHALLOW CROSS SECTION
6.
REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING CHANNELS.
THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF SHALLOW CHANNEL
5.0
SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF NATIVE GRAVEL SUBSTRATE IS
NOT AVAILABLE, THEN AN EQUAL MAX OF #5 / # 57 GRAVEL, SURGE STONE, AND NATIVE
9
MATERIALS IS TO BE USED.
1.3 2.4 1.3
O 1
+ / / /
/
— w
BANKFULL STAGE
7.
IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
/ / / /
CO1 / / /
/ / /
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM DESIGNER.
11+00
O
/00
21143
i ^N
Z / 9
U / / / / / / / / / / /
f
Z�
0.9
-_-_
J�_
LEGEND
EXISTI G 8.0
INCH PVC PPEI
—
V
GL 0.2
EXISTING CONTOUR MAJOR —-50—
50—TYPICAL
TYPICALPOOL CROSS SECTION
EXISTING CONTOUR MINOR - — — — — — — — —
/
PROPOSED CONTOUR MAJOR v,
CID
\ \
/// /
5.1
5 1
PROPOSED CONTOUR MINOR
\
\� /
�" T WLJ
180
_ _ / /
3 1.2
EXISTING WETLAND I J
=
BANKFULL STAGE
EXISTING TOP OF BANK — — — — TB
EXISTING TM OF BANK— — — — BB
OCETNOTER
REACH
\
PROPOSED INE OF
CHANNEL
YB2-A
/////
1 1
REACH YB2-A
P1 RESTORATION DWIGHT B. JR.
P2 RESTORATION
(STA. 08+80 TO 12+30)
/ �/ /
/ / /�/
EXISTING FENCELINE n
2 DB 85 ,PIG 7 B
/ 721, PG 582 DB 854, PG 705 DB
EXISTING TREELINE
(STA. 00+17 TO 08+80) 1399, PG 222 82 E 207
y
/
PROPOSED TOP OF BANK — — — — TB
/
\
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LIMITS OF PROPOSED
LCE
��,
��
�I / mQ?
TYPICAL RIGHT MEANDER CROSS SECTION
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7^
J `J �
///
5.1
PROPOSED CHANNEL PLUG
(SEE DETAIL DWG D2)
/
I
/ \
1.2 3
PROPOSED FILL AREA
BANKFULL STAGE
DIFFUSE FLOW STRUCTURE
(SEE DETAIL DWG D4)
I I
I
A
1.1
BRUSH TOE
(SEE DETAIL DWG D3)
DOUBLE LOG DROP
183
183
(L
(SEE DETAIL SHEET D4)
TYPICAL LEFT MEANDER CROSS
LOG TOE PROTECTION
SECTION
(SEE DETAIL DWG D2)
LOG SILL
(SEE DETAIL DWG D4)
180
180
VALLEY SILL
(SEE DETAIL DWG D2)
E ISTING RAD ALONG
S TRE41M C NTE RLIN
LOG VANE — —
(SEE DETAIL DWG D3)
177
177
LOG J -HOOK I
(SEE DETAIL DWG D6)
P OP SED'
$T 9+ 2
FTCIP O BANK /
RIFFLE GRADE CONTROL
(SEE DETAIL DWG D6)
174
�
EXI TIN
LOG JHOOK
174
—
A PRO IMA LO ATIO
PE
STA 11--48
ROCK A -VANE
DETAIL DWG D7)
—
E EV 1 1.15
(SEE
4%
ROCK A -VANE
(SEE DETAIL DWG D8)
171
171
ROCK CROSS -VANE
PROPOSED
(SEE DETAIL DWG D5)
CHAN14EL BOTTDM
FLOODPLAIN SILL
168
168
(SEE DETAIL DWG D4) _
VALLEY / LOG SILL
(PROFILE)
165
165
DOUBLE LOG DROP
(PROFILE)
LOG VANE / J -HOOK
(PROFILE) O
162
162
ROCK CROSS -VANE /
ROCK A -VANE
(PROFILE)
160
160
RIFFLE GRADE CONTROL
(PROFILE)
8+30
8+50 9+00 9+50 10+00
10+50 11+00
11+50 12+00
12+50 12+70
SCALE: HOR 1"=30';
VERT 1"=3'
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
030
60
2 = FULL SCALE
1" = HALF SCALE
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PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
S5
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
Ill
/
I
FULL SCALE: 1 "= 30
030
NOTES:
2 = FULL SCALE
1" = HALF SCALE
R
LLI
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C:)
1.
IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO
0
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Z
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5.0
DOWNSTREAM DIRECTION.
/1.3
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1.2
2.
ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE AREAS.
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ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED AT THE
END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
uJ J
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Z U z `,1°
BANKFULL STAGE
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4.
CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO REMAIN, AND
SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
SHALL NOT BE PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE AREA OF
J
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PROJ. DATE: APR 2018
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Q.C. DATE: 3/18
\O - --
RT\6 - - _ �
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T_O BEV = 4644'00 bai
- -
S6
5.
UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL EXCAVATION
AND STABILIZATION SHALL BE PLACED INSIDE THE EXISTING CHANNEL TO BE
PROJ. NO.:
/
/
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�0 T 55�'
EXISTING 15 INCH RCP / / / j / / i
/
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/ rT74s�
BE _a ESV.'/ 1
' T757
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS THE
PROPOSED CHANNEL.
CLEANOUT
/ / /
v \ 74� _ ,
/
TYPICAL SHALLOW CROSS SECTION
4
/747 4 / \� c - 4 _\�
4„p,�
// // 52 --
/
,
6.
REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING CHANNELS.
\
_ PROPOSED 'V' DITCH
5.0
THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF SHALLOW CHANNEL
/ 4 /
4
/ 4 SIDE SLOPES = 3:1
SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF NATIVE GRAVEL SUBSTRATE IS
4
/ 4
4 \
/ 4 \
(
MIN DEPTH = 0.6'
1.3 2.4 1.3
NOT AVAILABLE, THEN AN EQUAL MAX OF #5 / # 57 GRAVEL, SURGE STONE, AND NATIVE
MATERIALS IS TO BE USED.
I//
/ 4 a _
a 76, 4
4 \�S - \
T/ SLOPE = 1.5%
- /
1\
BANKFULL STAGE
7.
IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
,76'
- J
=
\
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
/�
/
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/
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� 4 �-% / �r � - 4
���\
1
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM DESIGNER.
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LEGEND
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CL -\
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_�_- _ _ - -
_ 4
TYPICAL POOL CROSS SECTION
-
EXISTING CONTOUR MAJOR -
5Q -
/
// l ��
/
---
-
------ -- -�
Q
EXISTING CONTOUR MINOR ---------
-_! /iii
// iii a /
_ j
�,nf�7��- -
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� �-----
- - - - - - -
�1
PROPOSED CONTOUR MAJOR 51
W3-\
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FILL EXISTING CHANNEL
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3.0 1.2
PROPOSED CONTOUR MINOR WL
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---�----
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SEE DWG D2
� � ��
EXISTING WETLAND
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T72
BANKFULL STAGE
=
EXISTING TOP OF BANK TB
EXISTING BOTTOM OF BANK - - - - BB
a
�
REACH
T730
T�32-
P1 RESTORATION �J
PROPOSED CENTERLINE OF
(STA. 13+20 TO 26+70)
1.1
CHANNEL
EXISTING FENCELINE
EXISTING TREELINE
/
r
PROPOSED TOP OF BANK - - - - TB
MTYPICAL
RIGHT MEANDER CROSS SECTION
LIMITS OF PROPOSED
LCE
CONSERVATION EASEMENT
w
5.1
PROPOSED CHANNEL PLUG
DWIGHT B. YOUNGBLOOD, JR. DB
1.2 3.0
(SEE DETAIL DWG D2)
1908, PG 697 PB 55, PG 230-235
/
BANKFULL STAGE
PROPOSED FILL AREA
DIFFUSE FLOW STRUCTURE
(SEE DETAIL DWG D4)
1.1
BRUSH TOE
RO K A-
ANE
(SEE DETAIL DWG D3) KVVVV
174
STA 13+49
174
ELE 168.90
(L
DOUBLE LOG DROP
T�NC
R CK
-VA E
TYPICAL LEFT MEANDER CROSS
(SEE DETAIL SHEET D4)
4 �N
STA 13+55
OLILEL G DROP
SECTION
LOG TOE PROTECTION
P E EV.
68.3F3TA',3+8qROCK
A-VANE
(SEE DETAIL DWG D2)
171
LE 167.00
171
I
IDOJBLE LOG DR PE
EV 66.0
(SEE DETAIL WG D4)
STA 13+94
VALLEY SILL
-0' oO/0
EL V. 1 7.06
OC A-V NE
(SEE DETAIL DWG D2)
TA 4+5
LEV. 165.53 EXI STING G DE LCIG-
LOG VANE
-
168
STREAIMI CENTERLINE I I
1
168
(SEE DETAIL DWG D3)
OG ILL'I
LOG J -HOOK
0 80 0
TA 15+30
LOG S LL
(SEE DETAIL DWG D6)
_
LEV 164.6
S A 1 +08
ELEV'63.32
PRO OSED
RIFFLE GRADE CONTROL
165n
ILI
onm
\I,-
TOP OF BANK
165
(SEE DETAIL DWG D6)
t
-
0
ROCK A VANE
(SEE DETAIL DWG D7)
162
PR P ED
CHANNEL OT OM
-
162
ROCK A -VANE
(SEE DETAIL DWG D8)
f�� _O
9%
ROCK CROSS -VANE
__R0C ANE
(SEE DETAIL DWG D5)
TA 16+57-
159
159
- _
FLOODPLAIN SILL
(SEE DETAIL DWG D4) _
OC A-V NE
L GSI
L
S A 16+61.
STA 16+)6-/
ELE . 161.90
LE 161.0
VALLEY / LOG SILL
(PROFILE)
156
156
DOUBLE LOG DROP
(PROFILE)
LOG VANE / J -HOOK
(PROFILE) O
153
153
ROCK CROSS -VANE /
ROCK A -VANE
(PROFILE)
150
150
RIFFLE GRADE CONTROL
(PROFILE)
12+70
13+00
13+50
14+00 14+50
15+00 15+50
16+00 16+50
17+00
SCALE:
HOR 1"=30'; VERT 1"=3'
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
030
60
2 = FULL SCALE
1" = HALF SCALE
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PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
S6
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
30-1
��
(v) 919.782.0495
NOTES:
www.wkdickson.com
0/
�J
FULL SCALE: 1 "= 30
0 30
60
NI 2" = FULL SCALE
1" = HALF SCALE
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1.
IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO
00
30-1
H
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UPSTREAM
UPSTREAM STA. 21+30 = 5.0
DOWNSTREAM DIRECTION.
z
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DOWNSTREAM STA. 21+30 = 5.3
2.
ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE AREAS.
1.3 1.2
z
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1.4 1.25
3.
ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED AT THE
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END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
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DWIGHT B. YOUNGBLOOD, JR. DB
1232, PG 766
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BANKFULL STAGE
4.
CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO REMAIN, AND
SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
U)
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SHALL NOT BE PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE AREA OF
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THE TREES TO BE SAVED.
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UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL EXCAVATION
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AND STABILIZATION SHALL BE PLACED INSIDE THE EXISTING CHANNEL TO BE
(D
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Z z0
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- - T813
TOP ELEV = 153.70PROPOSED
Q
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ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS THE
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6.
REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING CHANNELS.
DRAWING NUMBER:
/ / J ' / -160
4'BASE DITCH
STA. 21+30 = 5.0
THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF SHALLOW CHANNEL
PROJ. NO.:
i�ez- - - - - FILL EXISTING
CHANNEL 12 - - _ _ _ -
PROPOSED
SIDE SLOPES = 4:1
DOWNSTREAM STA. 21+30 = 5.4
1.3 2.4 1.3
SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF NATIVE GRAVEL SUBSTRATE IS
NOT AVAILABLE, THEN AN EQUAL MAX OF #5 / # 57 GRAVEL, SURGE STONE, AND NATIVE
SEE DWG
- i // / / / 1/84
T77 \\ f / / /
D2 / / \ \
/ /�\ --�\ \-
/SLOPE
/I � MIN DEPTH = 1.6'
l0776-
-
- 5.6%BANKFULL
1.3 2.8 1.3
MATERIALS IS TO BE USED.
�,\//
165 J/ - \ J / / / / / /
- - - - -
STAGE
7.
IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
\
X83-- ,/ T806
-� 17� -��/ �� _ `4,t� 1
/ ( 7 ' 781
BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES MAY BE USED
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM DESIGNER.
/\ \
- / 118+00
\0.9
IV
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2
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LEGEND
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CL 0.2
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0.2
EXISTING CONTOUR MAJOR - -50- -
O
78�
16
TYPICAL POOL CROSS SECTION
EXISTING CONTOUR MINOR ---------
-
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' 2_ \ \ \
k�Q
PROPOSED CONTOUR MAJOR v,
Z N
- -
\\
- \`\ \ ¢/� /�� - 791- - m
/
- \ =` - \
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\ l 21
v
UPSTREAM STA. 21+30 = 5.1
PROPOSED CONTOUR MINOR
T789= _ _ \
- - - - - - - - - - - \ \ \
1 �.��
`
DOWNSTREAM STA. 21+30 = 5.4
T WL
iTr95 _-'
\_ / f
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--- _ - 31\
�\ �\ \
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3.2 � 2
EXISTING WETLAND I-
- - - - T80 �'
_ \-
-T834---\�_� \\�� \\\
=796
\
BANKFULL STAGE
EXISTING TOP OF BANK - - - - TB
- - -
165 -__ ' I
REACH YB2-B - - \ ��
- \ \ � �
P1 RESTORATION
- - -
EXISTING BOTTOM OF BANK - BB
_
165- _ _ -T9� - -
TtmF_
(STA. 13+20 TO 26+70) �\ \\ \\ \
PROPOSED CENTERLINE OF
CHANNEL
_
j T797
---
----_---
EXISTING FENCELINE n
T798
EXISTING TREELINE
rL
PROPOSED TOP OF BANK - - - - TB
LIMITS OF PROPOSED
LCE
TYPICAL RIGHT MEANDER CROSS SECTION
CONSERVATION EASEMENT
GE
UPSTREAM STA. 21+30 = 5.1
DOWNSTREAM STA. 21+30 = 5.4
PROPOSED CHANNEL PLUG
1.2 3.0
(SEE DETAIL DWG D2)
1.2 3.2
PROPOSED FILL AREA
BANKFULL STAGE
DIFFUSE FLOW STRUCTURE
(SEE DETAIL DWG D4)
1.1
165
Do BLE LOG DRO
165
1 1
BRUSH TOE
ST 17+ 8
(SEE DETAIL DWG D3)
ELE V. 16 .37
DOIJBLELOGDROP OC A-V NE
DOUBLE LOG DROP
(SEE DETAIL SHEET D4)
TA 17+66
162 -
ELEV 15 .84 LEV 159.5 Ro K A -VANE
162
TYPICAL LEFT MEANDER CROSS
LOG TOE PROTECTION
ST 18+52
SECTION
(SEE DETAIL DWG D2)
CK -V NE EL V 15 .33
STA 17+72
XISING GRADE ALONG
TTRE'AM
LOG SILL -
(SEE DETAIL DWG D4)
E V. 158.1 OCK A-V NE
CENTERLINE
A 1 +56
VALLEY SILL
_0p
ELEV. 155.3 DO BLE LOG DR P
(SEE DETAIL DWG D2)
159
159
ROC A- ANE ST 19+ 3
K
LOG VANE
��'Q.aou STA 8+6 ELEV 15 .25-
-
(SEE DETAIL DWG D3)
ELEV. 15E.29
DOUBLE LO
DROP LOG S LL
'I
LOG
0.8)%\/ S A 19 27
$ A 2 +25 ROC A -ANE
(SEE DETAIL DWG D6)
WG D6)
156
ELEV. 53.7
E EV 52.4
156
ROP SE ELE 151 85
RIFFLE GRADE CONTROL
DOUBLE LOG DROP
OP F B NK(SEE
DETAIL DWG D6)
STA 18+16- 0°C
R CK -VA E
ELEV 157.66
STA 21405
ELEV. 1 1.3
ROCK A -VANE
OUBLE L D OP(SEE
G I
DETAIL DWG 7
153 -
A 18+20
°
153
ELEV. 1 7.13
I
ROCK A -VANE
(SEE DETAIL DWG D8) 0 LI
PROPOIEED
80 0
150
HAN EL OT M
150
CROSS -VANE
(SEEDCK
DETAIL DWG D5)
FLOODPLAIN SILL
(SEE DETAIL DWG D4) _
147
147
VALLEY /LOG SILL
(PROFILE)
DOUBLE LOG DROP
(PROFILE)
144
144
LOG VANE / J -HOOK
(PROFILE) O
ROCK CROSS -VANE /
ROCK A -VANE
(PROFILE)
141 -
141
140
140
RIFFLE GRADE CONTROL
(PROFILE)
17+10
17+50
18+00 18+50 19+00 19+50
20+00 20+50 21+00
21+50 21+80
SCALE: HOR 1"=30'; VERT 1"=3'
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
0 30
60
NI 2" = FULL SCALE
1" = HALF SCALE
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PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
S7
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
J
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
0- 30
NOTES:
2 - FULL SCALE
1" = HALF SCALE
I`
W
H
00
C)
H
co
co
O
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�
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1.
IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO
L7
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DOWNSTREAM DIRECTION.
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U)
I W
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5.3
2.
ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE AREAS.
Q
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_O
w
DWIGHT B. YOUNGBLOOD, JR. DB
1.4 1.25
3.
ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED AT THE
Z_
uJ J
1232, PG 766
Ln
Q o
ZU z(.0
END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
z z
N z
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Lu
LC)
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BANKFULL STAGE
4.
CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO REMAIN, AND
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0
U U
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SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
SHALL NOT BE PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE AREA OF
Cl
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PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
?5q
DRAWING NUMBER:
0.7
THE TREES TO BE SAVED.
PROJ. NO.:
20170243.00. RA
/
5 /� '_
/ .15 -- _
X62
5.
UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL EXCAVATION
AND STABILIZATION SHALL BE PLACED INSIDE THE EXISTING CHANNEL TO BE
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS THE
§° T861
-
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PROPOSED CHANNEL.
_
T855°
TYPICAL SHALLOW CROSS SECTION
6.
REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING CHANNELS.
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THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF SHALLOW CHANNEL
864--'-
64 - -
FILL EXISTING CHANNEL -
_ \ 1{c
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5.4
SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF NATIVE GRAVEL SUBSTRATE IS
SEE DWG D2
NOT AVAILABLE, THEN AN EQUAL MAX OF #5 / # 57 GRAVEL, SURGE STONE, AND NATIVE
MATERIALS IS TO BE USED.
T863
�/ -
\
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7.
IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
BANKFULL STAGE
TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
(BRUSH
25+00 `
/
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM DESIGNER.
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EXISTING FENCELINE n
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EXISTING TREELINE
DWIGHT B. YOUNGBLOOD, JR. DB
PROPOSED TOP OF BANK - - - - TB
1908, PG 697 PB 55, PG 230-235
LIMITS OF PROPOSED
LCE
TYPICAL RIGHT MEANDER CROSS SECTION
CONSERVATION EASEMENT
PROPOSED CHANNEL PLUG
5.4
(SEE DETAIL DWG D2)
1.2 3.2
LCEPROPOSED
FILL AREA
BANKFULL STAGE
DIFFUSE FLOW STRUCTURE
(SEE DETAIL DWG D4)
1.1
BRUSH TOE
(SEE DETAIL DWG D3)
D
S
UBLE LO DROP
21 84
TA 2+5
DOUBLE LOG DROP
153
EL
V. 150.1
153
CL
(SEE DETAIL SHEET D4)
DOUBLE
LOG DROP I
TYPICAL LEFT MEANDER CROSS
LOG TOE PROTECTION
STA
21+88
ROC A- NE
SECTION
(SEE DETAIL DWG D2)
E
EV 149.65
BL
DO LO DROP
TA 4+3
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-�
ST 22+ 5
LE 143.13
(SEE DETAIL DWG D4) �
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-0.8 %
TA 2 +91
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SO 24 2AN
(SEE DETAIL DWG D2)
ROCKA-VANE
STA 23475
EL V. 142.58
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(SEE DETAIL DWG D3)
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2
RIFFLE GRADE CONTROL
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1.26
R CK -VA E
(SEE DETAIL DWG D6)
R
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S A 25+75
144
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E EV 138.51 1
144
LE
. 148,31
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ST A 24+8
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EL V 140.72
OC A-V NE
(SEE DETAIL DWG D7)
RO OS D TA 5+8
OP F BANK LE .137 96
ROCK A -VANE
EXI TIN G DE LONG
0.801 °L
(SEE DETAIL DWG D8) LI
1410
TRE M C NT RLI E
RO OS D
ROCK A- AN
141
CHANNEL B TTOM
STA 2585
1
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0%
EL V. 1+ 7.42
ROCK CROSS -VANE
(SEE DETAIL DWG D5)
°
FLOODPLAIN SILL
138
138-
SEE DETAIL DWG D4
DOUBLE OG DROP
°
VALLEY / LOG SILL
TA
5+32
(PROFILE)
EL V. 139.85
135
135
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DROP
SIA
25+37
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13E.30
LOG VANE / J -HOOK
(PROFILE) O
132
132
ROCK ROSS -VANE /
ROCK A -VANE
(PROFILE)
130
130
RIFFLE GRADE CONTROL
(PROFILE)
21+80
22+00 22+50
23+00 23+50
24+00
24+50 25+00
25+50 26+00
26+30
SCALE: HOR 1"=30'; VERT 1"=3'
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
0- 30
60
2 - FULL SCALE
1" = HALF SCALE
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Q.C. DATE: 3/18
DRAWING NUMBER:
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PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
30 i i i
7
Raleigh, NC 27607
NOTES:
(v) 919.782.0495
II
I
(f) 919.782.9672
1.
IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO
NC. LICENSE NO. F-0374
I
30
I
FULL SCALE: 1 "= 30
0 30
DOWNSTREAM DIRECTION.
NI 2" = FULL SCALE
I
1" = HALF SCALE
5.3
2.
ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE AREAS.
H
DWIGHT B. YOUNGBLOOD, JR. DB
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co
co
I1232, PG 766
I
1.4 1.25
3.
ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED AT THE
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BANKFULL STAGE
4.
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1.1
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DWIGHT B. YOUNGBLOOD, JR. DB I
EXISTING TREELINE
1908, PG 697 PB 55, PG 230-235 I I
— — —
PROPOSED TOP OF BANK — TB
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LIMITS OF PROPOSED
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TYPICAL RIGHT MEANDER CROSS SECTION
CONSERVATION EASEMENT
II
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5.4
(SEE DETAIL DWG D2)
3.2
I1.2
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PROPOSED FILL AREA
I
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DIFFUSE FLOW STRUCTURE
(SEE DETAIL DWG D4)
1.1
BRUSH TOE
(SEE DETAIL DWG D3)
144
DO IUBLE:DROP
ST 26 37
144
DOUBLE LOG DROP
(SEE DETAIL SHEET D4)
ELEV. 1 6.50
TYPICAL LEFT MEANDER CROSS
LOG TOE PROTECTION
D UBL LO DR P
(SEE DETAIL DWG D2)
141
S A 26 42
141
SECTION
LOG SILL
E EV 1 5.9
(SEE DETAIL DWG D4)
ROP SE
VALLEY ILL
OP F B NK I I I I I I I
(SEE DETAIL DWG D2)
LOG VANE
138
PROOS D
138
(SEE DETAIL DWG D3)
�i
CHA NE BOTTOM
LOG J -HOOK
(SEE DETAIL DWG D6)
RIFFLE GRADE CONTROL
135
135
(SEE DETAIL DWG D6)
R
ROCK A -VANE
(SEE DETAIL DWG D7)
132
\� TRE M C NT RLI E
132
( ROCK A -VAN j
SEE DETAIL DWG D8 0 LI
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129
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129
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VALLEY / LOG SILL
(PROFILE)
126
126
DOUBLE LOG DROP
(PROFILE)
LOG VANE / J -HOOK
(PROFILE) O
123
123
ROCK CROSS -VANE /
ROCK A -VANE
(PROFILE)
120
120
RIFFLE GRADE CONTROL
(PROFILE)
26+30
26+50 27+00 27+50 28+00 28+50 29+00 29+50 30+00 30+50
30+97
SCALE: HOR 1"=30'; VERT 1"=3'
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
0 30
60
NI 2" = FULL SCALE
1" = HALF SCALE
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PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
I
LCE
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
NOTES:
I
60
I
1" = HALF SCALE
1.
IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO
H
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QC)
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ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE AREAS.
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TERRY M. KEEN
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PAMELA R. KEEN DB
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THE TREES TO BE SAVED.
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6.
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11 WLB- 81 —170OT2-�
T79- LB-
T83/
Q.C.: BC
SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF NATIVE GRAVEL SUBSTRATE IS
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8 \ � \ _�� T97 /
T93 Ak0'�`
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DRAWING NUMBER:
MATERIALS IS TO BE USED.
S10
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s c
PROJ. NO.:
7.
IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
\
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM DESIGNER.
1 1 / /
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50- -
EXISTING CONTOUR MINOR - - - - - - - - -
1 ¢{
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11
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EXISTING 18 INCH RCP
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PROPOSED CONTOUR MINOR
r` —` WL�
EXISTING WETLAND
I �T1�980
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EXISTING TOP OF BANK - - - - TB
1i %
EXISTING BOTTOM OF BANK - - - - BB
T18e
T178 \ —_—\_ _�sS \ Q / / r
1 1 �s T174
er
PROPOSED CENTERLINE OF
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EXISTING FENCELINE n
73
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EXISTING TREELINE
_
---
PROPOSED TOP OF BANK - TB
LIMITS OF PROPOSED
LCE
CONSERVATION EASEMENT
s �
PROPOSED CHANNEL PLUG
(SEE DETAIL DWG D2)
DWIGHT B. YOUNGBLOOD, JR. DB
1232, PG 766
^
PROPOSED FILL AREA
\\
30-
J
DIFFUSE FLOW STRUCTURE
(SEE DETAIL DWG D4)
BRUSH TOE
(SEE DETAIL DWG D3)
174
174DOUBLE
LOG DROP
(SEE DETAIL SHEET D4)
LOG TOE PROTECTION
(SEE DETAIL DWG D2)
171
171
LOG SILL
�
(SEE DETAIL DWG D4)
VALLEY SILL
(SEE DETAIL DWG D2)
EXISTING 18
1
INCH RCP
LOG VANE — —
(SEE DETAIL DWG D3)
168
168
�I
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LOG J -HOOK _
(SEE DETAIL DWG D6)
RIFFLE GRADE CONTROL
(SEE DETAIL DWG D6)
165
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
0 30
60
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1" = HALF SCALE
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20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
L CE
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
0 30
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1" = HALF SCALE
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ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS THE
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(STA. 4+22 TO 11+82)
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7+00 7+50 8+00
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HOR 1"=30'; VERT 1"=3'
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
0 30
60
2" = FULL SCALE
1" = HALF SCALE
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PROJ. DATE: APR 2018
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Q.C. DATE: 3/18
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PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
VMC
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
E►
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
0 30
60
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NOTES:
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20170243.00. RA
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153
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(SEE DETAIL DWG D2)
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130
130
9+00
9+50 10+00
10+50 11+00
11+50
12+00
12+50
SCALE: HOR 1"=30'; VERT 1"=3'
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT ALL.dwq - April 13, 2018 - Ben Carroll
VMC
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 30
0 30
60
2" = FULL SCALE
1" = HALF SCALE
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PROJ. DATE: APR 2018
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Q.C. DATE: 3/18
DRAWING NUMBER:
S12
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT FENCING.dwq - April 13, 2018 - Ben Carroll
vw
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 100'
0 100
200
2" -_ FULL SCALE
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT FENCING.dwq - April 13, 2018 - Ben Carroll
vw
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 100'
0 100
200
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F1
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT FENCING.dwq - April 13, 2018 - Ben Carroll
VVK
DICKSON
MATCH LINE SEE DWG NO. F1
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
YY/
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
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COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitiqation Site\CADD\Plan Set\2017024300RA SHT FENCING.dwq - April 13, 2018 - Ben Carroll
VVK
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
FULL SCALE: 1 "= 100'
0100
200
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PROJ. NO.:
20170243.00. RA

WHEN AND WHERE TO USE IT
DICKSON
community infrastructure consultants
Transportation + Water
Resources
SILT FENCE IS APPLICABLE IN AREAS: 1.25
LB./LINEAR FT. STEEL POSTS
FLOW
Raleigh, NC 27607
WHERE THE MAXIMUM SHEET OR OVERLAND FLOW PATH LENGTH TO THE FENCE IS 100 -FEET.
WHERE THE MAXIMUM SLOPE STEEPNESS (NORMAL [PERPENDICULAR] TO FENCE LINE) IS 2H:1V.
EXTRA STRENGTH
6
gMIDDLE LAYER
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TOP LAYER
THAT DO NOT RECEIVE CONCENTRATED FLOWS GREATER THAN 0.5 CFS.
FILTER FABRIC
4f
BOTTOM LAYER
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EARTH SURFACESp
DO NOT PLACE SILT FENCE ACROSS CHANNELS OR USE IT AS A VELOCITY CONTROL BMP.
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CONSTRUCTION SPECIFICATIONS:
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1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR POLYESTER,
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IN ASTM D 6461. SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAY INHIBITORS AND
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ADJACENT
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PLACED ON EARTH SURFACE
STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE AT
BACKFILL TRENCH WITH
FOR STEEL POSTS
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A TEMPERATURE RANGE OF 0° TO 120' F.
COMPACTED EARTH
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2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FT STEEL WITH A MINIMUM
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FAILURE OF THE STRUCTURE.)
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A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
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1.
EXCAVATION SHALL BE PERFORMED ONLY IN DRY AND/OR
4. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH
PROJ. DATE: APR 2018
HIGHER THAN THE LOWEST POINT OF FLOW
ISOLATED SECTIONS OF CHANNEL.
SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO POSTS. WIRE OR PLASTIC
CHECK. SUFFICIENT SANDBAGS ARE TO BE
ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
D1
PLACED TO PREVENT SCOURING.
2.
IMPERVIOUS DIKES SHOULD BE USED TO ISOLATE WORK AREAS
5. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE PROPOSED FILTER
FABRIC
FILTER FABRIC
FROM STREAM FLOW.
LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
6. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH. COMPACTED
COMPACED
SANDBAG BARRIERS SHALL BE CONSTRUCTED OF THREE LAYERS OF
3.
THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN
7. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH EARTH p
p
EARTH4'OFF
SANDBAGS. THE BOTTOM LAYER SHALL CONSIST OF 3 ROWS OF BAGS, THE
BE STABILIZED IN ONE WORKING DAY. A MAXIMUM OF 200 FEET
COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE PERFORMANCE.
0
MIDDLE LAYER SHALL CONSIST OF 2 ROWS OF BAGS AND THE TOP LAYER SHALL
MAY BE DISTURBED AT ANY ONE TIME.
8. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
RUNOFF 2
RU02
CONSIST OF 1 ROW OF BAGS. THE RECOMMENDED DIMENSION OF A FILLED
11
SANDBAG SHALL BE APPROXIMATELY 0.5 FT X 0.5 FT X 1.5 FT.
4.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING
MAINTENANCE: �o
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PUMP SIZE SUFFICIENT TO PUMP BASE FLOW.
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED
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5.
DIKE MUST BE CONSTRUCTED OF NON -ERODIBLE MATERIALS
AS SANDBAGS.
REPAIRS IMMEDIATELY.
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SANDBAG IMPERVIOUS DIKESUCH
�
NTS
SEQUENCE
OF CONSTRUCTION FOR TYPICAL PUMP AROUND
THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE,
REPLACE IT PROMPTLY. FILTER
4"
FILTER FABRIC
1.
INSTALL STILLING BASIN AND STABILIZED OUTFALL USING CLASS
FABRIC
A RIP RAP AT THE DOWNSTREAM END OF THE DESIGNATED
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT
PROJECT WORKING AREA.
RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE
V -SHAPED TRENCH DETAIL
DURING CLEANOUT.
FLAT -BOTTOM TRENCH DETAIL
2.
THE CONTRACTOR SHALL INSTALL THE PUMP AROUND PUMP AND
THE TEMPORARY PIPING THAT WILL CONVEY THE BASE FLOW
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE
FROM UPSTREAM OF THE WORK AREA TO THE STABILIZED
AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
OUTFALL.
3.
INSTALL UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING
TEMPORARY
SILT FENCE
OPO COARSE AGGREGATE -
OPERATIONS FOR STREAM DIVERSION.
(\�G STONE SIZE = 2"-3"
4.
INSTALL THE DOWNSTREAM IMPERVIOUS DIKE AND DEWATERING
NTS
PUMPING APPARATUS IF NEEDED TO DEWATER THE ENTRAPPED
0 0 0 o
AREA. THE PUMP AND HOSE FOR THIS PURPOSE SHALL BE OF
SUFFICIENT SIZE TO DEWATER THE WORK AREA. THIS WATER
0 0 0 0 2t
WILL ALSO BE PUMPED TO AN OUTFALL STABILIZED WITH CLASS
A RIP RAP.
2"X1" OR 2"X2"
-
5.
THE CONTRACTOR SHALL EXCAVATE ANY ACCUMULATED SILT
WOODEN STAKE MINIMUM 9" EROSION
`°
o 0 0 0
AND DEWATER BEFORE REMOVAL OF THE IMPERVIOUS DIKE.
CONTROL STRAW WATTLE NOTE:
EXISTING
WHEN DEWATERING AREA, ALL DIRTY WATER MUST BE PUMPED
OR COIR WATTLE/LOG
EROSION
CONTROL WATTLES OR COIR LOGS/WATTLES MAY BE USED IN
THROUGH A SILT BAG. REMOVE IMPERVIOUS DIKES, PUMPS, AND
PLACE
OF SILT FENCE.
T
TEMPORARY FLEXIBLE HOSE/PIPING STARTING WITH THE
6
0
,,y7N
DOWNSTREAM DIKE FIRST.
SLOPE
'
S
6.
ONCE THE WORKING AREA IS COMPLETED, REMOVE ALL RIP RAP
�� �� �,\\�\ j /\\/\\/\\/ \/�/-��r\�
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EROSION CONTROL WATTLE
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SPS\cue
AND IMPERVIOUS DIKES AND STABILIZE DISTURBED AREAS WITH
SEED AND MULCH.
IN 1\NTS
7.
ALL WORK IN CHANNEL MUST BE COMPLETED BEFORE REMOVING
INSTALL WATTLE IN 3"
IMPERVIOUS DIKE.
TO 5" TRENCH
PURPOSE:
STABILIZED CONSTRUCTION ENTRANCES SHOULD BE USED AT ALL POINTS WHERE TRAFFIC WILL BE
LEAVING A CONSTRUCTION SITE AND MOVING DIRECTLY ONTO A PUBLIC ROAD.
INSTALLATION NOTES:
KEY -IN MATTING PER
CONSTRUCTION SPECIFICATIONS:
2.0'
FIG. 1 OR FIG. 2
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER OBJECTIONABLE
FLOW
SITE PREPARATION
MIN.
MATERIAL AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE DETAIL, AND
GRADE AND COMPACT AREA.
SMOOTH IT.
INTAKE HOSE
-
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE OUTLET.
CLASS A
REMOVE ALL ROCKS, CLODS, VEGETATION, AND OBSTRUCTIONS SO THAT MATTING WILL HAVE
` - '
'-••-•'
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN LOCATIONS
STONE
DIRECT CONTACT WITH THE SOIL.
N.
SUBJECT TO SEEPAGE OR HIGH WATER TABLE.
PUMP AROUND
PREPARE SEEDBED BY LOOSENING 3 TO 4 INCHES OF TOPSOIL ABOVE FINAL GRADE.
KEY -IN AND/OR
PUMP
STAKE MATTING
MAINTENANCE:JUST
TEST SOILS FOR ANY NUTRIENT DEFICIENCIES AND SUBMIT SOIL TEST RESULTS TO THE
ABOVE
WORK
ENGINEER. APPLY ANY TREATMENT SUCH AS LIME OR FERTILIZERS TO THE SOIL IF NEEDED.
CHANNEL TOE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE
DE -WATERING
AREA
CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2 -INCH STONE. AFTER EACH
PUMP
SEEDING
RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY.
IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC
SEE SHEETS P1 AND P2 FOR SEEDING REQUIREMENTS.
ROADWAYS, OR AIRFIELD PAVEMENTS.
IMPERVIOUS
APPLY SEED TO SOIL BEFORE PLACING MATTING.
DIKE
IMPERVIOUS DIKE
INSTALLATION -STREAM BANK
TRENCH APPROX.
TRENCH APPROX. SOIL PILE
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
SEE GRADING NOTES ON PLAN AND PROFILE SHEETS AND DETAIL SHEETS FOR INFORMATION SOIL PILE
8" WIDE X 8" DEEP
8" WIDE x 8" DEEP FROM TRENCH
REGARDING WHAT AREAS ARE TO RECEIVE COIR MATTING. FROM TRENCH
FLOW
NTS
18 -�
OVERLAP ADJACENT MATS 3" (IN DIRECTION PARALLEL TO FLOW) AND ANCHOR EVERY 12" ...I
,� -
FLOW
DISCHARGE HOSE
ACROSS THE OVERLAP. THE UPSTREAM MAT SHOULD BE PLACED OVER THE DOWNSTREAM
FLOW
GENERAL NOTES:
CLASS A
MAT.
EDGES SHOULD BE SHINGLED AWAY FROM THE FLOW OF WATER.
��
\/\\r\\�//\//\//\\///
�
/ // //% /\ '
\ \ / '/
1. CONSTRUCT DAM ACCORDING TO NCDENR EROSION
CONTROL MANUAL. B� # 5 WASHED
STONE
/\/\/\//\/
\/\/\/\/\/\ \/�
STONE
2. ROCK DAM RIPRAP SHALL BE 50/50 MIX OF CLASS I AND
NOTE: HOSE SHOULD BE
LAY MAT LOOSE TO ALLOW CONTACT WITH SOIL. DO NOT STRETCH TIGHT. /////////////////
////�
<
\�\�\
A
KEPT OUTSIDE OF WORK
/\\��`
II. A
SILT
BAG AREA
\ \ 1 ROW OF STAPLES
3. PLACE ROCK DAM AS SHOWN ON PLANS. EXTEND CLASS
LOCATION
ANCHOR MAT USING BIODEGRADABLE STAKES OR PINS. \
\/���'
,\/� OR STAKES, MIN. OF
B RIP RAP ROCK APRON 5 FEET DOWNSTREAM FROM TOE
/\ 1 ROW OF STAPLES
OR STAKES, MIN. OF
24" O.0
OF ROCK DAM.
CUT 8" x 8" TRENCH ALONG TOP OF BANK FOR MAT TERMINATION AS SHOWN IN FIGURES 1 & 2. \�///\/
;
EXTEND MAT 2 TO 3 FEET PAST TOP OF BANK.
24" O.0
STEP 1
STABILIZED OUTFALL
PLACE ADJACENT ROLLS IN THE ANCHOR TRENCH WITH A MINIMUM OF 4" OVERLAP. SECURE
STEP 1CLASS
A STONE FILTER FABRIC
WITH BIODEGRADABLE STAKES OR PINES, BACKFILL ANCHOR TRENCH, AND COMPACT SOIL.
1.5' THICK
5'-0" MIN. CLASS B B
STAPLE AT 12" INTERVALS ALONG OVERLAP.
1 ROW OF STAPLES
1 ROW OF STAPLES
ROCK APRON
FLS
OR STAKES, MIN. OF
OR STAKES, MIN. OF
PLAN
DISCHARGE
STREAM BANK MATTING TO BE INSTALLED FROM TOE OF BANK TO A MINIMUM OF 2.0' PAST 18" O.0
12' O.0
EXISTING HOSE
TOP OF BANK. SEE FIGURE 3 FOR TERMINATION AT TOP OF BANK.
ff�
SPILLWAY 2:1
CREST
GROUND
�
FLOW
W (SPILLWAY)
'
IF MORE THAN ROLL IS REQUIRED TO COVER THE CHANNEL FROM THE TOP OF BANK DOWN TO
`%/\�%/\\//\//\\//\\//\
/\///\
\/\/�\/`
\//\\//�
_ 1
MIN 0 F 5
# MIN 2 3 STREAM WIDTH
3:1 /
STABILIZED
THE TOE, THEN OVERLAP MATTING BY A MINIMUM OF 1'.
\\\\\
`,._`..`r�ry�I��y%�;
WASHED STONE
CLASS I AND
OUTFALL CLASS 15' TO 20'
SOIL FILLED
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11 RIP RAP aFLO W
A STONE
FROM SOIL PILE,
\\
1.5' THICK
COMPACT WITH FOOT
%/�// SOIL FILLED
2'
CLASS B
\
EROSION CONTROL MATTING MUST MEET OR EXCEED THE
// // //\//� FROM SOIL PILE,
\/\/ \�� COMPACT WITH FOOT
2'� -2' MIN.
ROCK APRON i
BELOW
FOLLOWING REQUIREMENTS:
STEP 2//j�//j
\
,LOWEST
.............................
BANK
• 100 % COCONUT FIBER (COIR) TWINE WOVEN INTO A
' LEVEL (MIN)
�r""""". CLASS I AND --7
HIGH STRENGTH MATRIX.
• THICKNESS - 0.35 IN. MINIMUM.
STEP 2
CUTOFF II RIP RAP FILTER
TRENCH FILTER SECTION A -A FABRIC
FILTER FABRIC
8" OF CLASS A
STONE
• SHEAR STRESS -5 LBS/SQFT FIGURE 1
FIGURE 2�_EXISTINGC
SECTION 13-13 FABRIC
• FLOW VELOCITY- OBSERVED 16 FT/SEC
• WEIGHT - 29 OZ/SY
SILT BAG PROFILE
• OPEN AREA - 38%
• SLOPES - UP TO A MAXIMUM OF 1:1
COIR MATTING
TEMPORARY ROCK CHECK DAM
PUMP AROUND & DEWATERING DETAIL
NTS
NTS
NTS
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA_SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
DICKSON
community infrastructure consultants
Transportation + Water
Resources
Urban Development +
Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
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PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
D1
PROJ. NO.:
20170243.00. RA

W _ DICKSON & CO_ INC_ ALI
DUCTION OR USE OF THE CONTENTS OF THIS DOCIJMENT- ADD
THIS DOCUMENT_ IN WHOLE OR IN PART_ WITHOUT WRITTEN CONSENT OF W
FILE NAME: O:\Projects\Resource Environmental Sol utions\2017024300 RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
INC__ IS PROHIBITED_ ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT_ MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL 6E CONSIDERED TO RE VALID_ TRUE COPi
FLOW
VVK
DICKSON
community infrastructure consultants
NOTES:
Urban Development + Geomatics
720 Corporate Drive
COIR FIBER
1. LOGS SHOULD BE AT LEAST 10 INCHES IN DIAMETER, 5-8 FEET LONG, RELATIVELY STRAIGHT, AND
HARDWOOD.
PROPOSED
STREAM BED
REBAR OR DUCKBILL
ANCHOR
MATTING
0.75" TO 2"
2. CABLE ANCHORS SHOULD BE PLACED V TO T FROM EACH END OF LOG. REBAR (5/8" MINIMUM DIAMETER
I I
NC. LICENSE NO. F-0374
FLAT TOP END o
T MIN. LENGTH TYPICAL) MAY BE USED AS A SUBSTITUTION FOR CABLE ANCHORS PER DIRECTION OF
CHANNEL I I
FLOW
MIN 6.0'
00
ENGINEER.
BOTTOM OF BANK
M
MIN 4.0'
-
3. IF REBAR IS USED, PRE -DRILL HOLES WITH 5/8" DRILL BIT.
Z
0.5' TO 1.5'
LATERAL DETAIL
0
A I
�a� �Da�)��
���T
BUD LIVE STAKES SHOULD BE LONG ENOUGH
TO REACH BELOW THE GROUNDWATER
COARSE BACKFILL
CO
j
TABLE. (GENERALLY, A LENGTH OF 2 TO
BACKFILL (1 TO 4') �� 0
/ cv�
3 FEET IS SUFFICIENT.) ADDITIONALLY,
HTAKES SHOULD HAVE A DIAMETER
O
NTHE 5 TO 2 INCHES.
RANGE OF 0.7
SIDE BRANCH
O
F_
\
REMOVED AT SLIGHT
BANKFULL ELEVATION
�\
ANGLE
MIN 18
w L
o 6� 0
B
\\ j\
N B
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1/4 TO 1/3 OF LOG
/\\/\\/�\/ \\,\\,�\/\\ DIAMETER CAN BE EXPOSED
N M N
n n n
H
n n
NON WOVEN GEOTEXTILE
/\/�
COARSE AGGREGATE
WATER TABLE
\/ PRIOR TO FINAL GRADING
\
FABRIC (NCDOT TYPE I I)
1 TO 4")
-
o
TACK FABRIC
TO LOG
�O _jn
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N
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PROPOSED BED
\\/
OF BANK I
18.0' SECTION A -A
M I N
U' O (%) w J
COIR FIBER
\
\j\\j\�\\�\\%\\\�\%\\%\\%
A
45 DEGREE MATTING
TAPERED BUTT END
W
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LU D Cr cn
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PROPOSED
STREAM BANK
o
4
\\/\i\\/\\\\/\\/\\/\\i \\/\
TYPICAL PLAN VIEW
o
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%MINIMUM OF 2/3 OF LOG
DIAMETER BEDDED BELOW
W
3 Z W Z m
HEADER LOG
D- O Q0-2
PROJ. DATE: APR 2018
EXISTING CHANNEL INVERT
10" MINIMUM LOG
NOTES:
-
Q.C. DATE: 3/18
DIAMETER (TYP.)
1. LOGS SHOULD BE RELATIVELY STRAIGHT HARDWOOD AND
SECTION VIEW
D2
RECENTLY HARVESTED.
PROJ. NO.:
LIVE STAKES SHALL BE
INSTALL CABLE ANCHOR AS SHOWN. DRILL (OR SAW
CUT) PILOT HOLE THROUGH LOG Y3 TO Ya THE WAY
2. LOG DIMENSIONS:
MIN DIAM. = 10", MIN LENGTH = 40'
3. NAIL FILTER FABRIC USING 3" 10D GALVANIZED COMMON NAIL
FOOTER LO G
SPACED 3 FEET APART,
ALTERNATE SPACING.
DOWN SO THAT ANCHOR CABLE IS NOT EXPOSED.
EVERY 1.5' ALONG THE LOG
MIN 3'
4. DUCKBILL ANCHORS MAY BE USED IN PLACE OF REBAR.
SECTION B -B
REBAR (5/8" MIN. DIAMETER, 4' MIN.
LENGTH) OR DUCKBILL ANCHORS
LOG TOE PROTECTION
INSTALLED PER MANUFACTURERS
VALLEY SILL
INSTRUCTIONS (TYP.)
NOTE:
NTS
NTS
1. ACCEPTABLE SPECIES INCLUDE BLACK WILLOW (SALIX NIGRA), SILKY WILLOW
(SALIX SERICEA) AND SILKY DOGWOOD (CORNUS AMMOMUM).
2. LIVE STAKES SHALL BE PLANTED IN AN AREA EXTENDING 3 FEET OUT FROM
TOP OF BANK TO JUST BELOW BANKFULL.
BANKFULL ELEVATION
BACKFILL AREA BETWEEN BANK AND COIR FIBER
\\ \\/\�\\/ \\
ROLL (APPLY PERMANENT SEED MIX & COIR MATING)
LIVE STAKE
EXISTING
NTS
1 /4 TO 1 /3 OF LOG
0 DIAMETER CAN BE EXPOSED
PLANTED COIR
FIBER ROLL
BANK
\,\\,\/\/\\j�\\I \j\ j\\j \\1-1 = PRIOR TO FINAL GRADING
\\%
NORMAL WATER
LEVEL
PLANTED COIR FLOW
FIBER ROLL
PROPOSED BED
WOOD
STAKES
0.5'T01.25'
\\i
\\X,\\ \/\\\/ \\/%
DENSE COIR MATTING
DIBBLE PLANTING METHOD
w\/\�
(ROLANKA BioD-Mat®90 OR
EQUIVALENT)
USING THE KBC PLANTING BAR
TO 3.0'
MINIMUM OF2 TO 3 OF LOG DIAMETER
WOOD STAKE
BEDDED BELOW CHANNEL INVERT
WOOD
KEY IN UPSTREAM
4M
STAKES
PLAN VIEW
END OF ROLL APPROX
inch
12" LOG DIAMETER (TYP.)
NOTES:
2-4 FT INTO BANK
�2
SECTION VIEW
1. DESIGNER TO MARK LOCATIONS AND DIMENSIONS OF
NOTES:
SILLS IN THE FIELD PRIOR TO CONSTRUCTION.
1. INSTALL STAKES ON T CENTERS ON EACH SIDE OF ROLL. TOP OF STAKE
2. INSTALL STAKES ON T CENTERS ON EACH SIDE OF ROLL.
SHOULD NOT EXTEND ABOVE ROLL.
2. EXCAVATE A SMALL TRENCH (DEPTH APPROX z TO 3 OF LOG DIAM) FOR
TOP OF STAKE SHOULD NOT EXTEND ABOVE ROLL.
PLACEMENT OF ROLL.
3. EXCAVATE A SMALL TRENCH (APPROX 2in DEEP) FOR
1. INSERT 2. REMOVE 3. INSERT
PLANTING BAR AS PLANTING BAR PLANTING BAR 2
3. COIR LOGS SHALL BE 10 FT LONG AND HAVE A DIAMETER OF 12 IN.
PLACEMENT OF ROLL.
SHOWN AND PULL AND PLACE INCHES TOWARD
HANDLE TOWARD SEEDING AT PLANTER FROM
PLANTER. CORRECT DEPTH. SEEDING.
COIR LOG (TOE PROTECTION)
NTS
VEGETATED SILL DEFLECTOR
NTS
r` 'ft*
NEW CHANNEL TO BE OJT
CONSTRUCTED
4. PULL LE OF 5. PUSH 6. LEAVE
BAR TOWARDHANDLE COMPACTION
MIN. 25'
PLANTER, FIRMING FORWARD HOLE OPEN.
SOIL AT BOTTOM. FIRMING SOIL WATER
AT TOP. THOROUGHLY.
OLD CHANNEL TO CHANNEL PLUG
MAX. 75'
BE DIVERTED OR
ABANDONED
TOP OF
BANK
PLANTING NOTES: NOTES:
PLAN VIEW
0
EXISTING �j�/ / /\\ //\\/�\
CHANNEL \\� % /\\ /\�\\% \\� i\ \ \/ / / \\/\-
BOTTOM\ \\�\%\\
I BARE ROOTS SHALL BE PLANTED 6
PLANTING BAG FT. TO 10 FT. ON CENTER, RANDOM
DURING PLANTING, SEEDLINGS SPACING, AVERAGING 8 FT. ON
SHALL\\\�\\!\\\/\%\%\\%\�\�\\/\\\�\�\� IST AS
Z
i\\\�/\\/�\/��\%� j\,\ /\�j\\jj\�
BAG OR SIMILAR CONTOAINER TO CENTER, APPROXIMATELY 680
PREVENT THE ROOT SYSTEMS FROM PLANTS PER ACRE.
DRYING.
UNCOMPACTED BACKFILL
1.5' MINIMUM
COMPACTED
BACKFILL
KBC PLANTING BAR
BANKFULL ELEVATION
(12" TO 18" LIFTS)
PLANTING BAR SHALL HAVE A
BLADE WITH A TRIANGULAR CROSS
SECTION, AND SHALL BE 12 INCHES
30'
LONG, 4 INCHES WIDE AND 1 INCH
X L
THICK AT CENTER.
FINISHED GRADE NEW CHANNEL BANK SHALL
NOTES:
ROOT PRUNING
COMPACTED BACKFILL 1 \ \ \ \ \ \� BE TREATED AS SPECIFIED
IN PLANS
1. FILL EXISTING CHANNEL TO BANKFULL ELEVATION WHEN POSSIBLE.
ALL SEEDLINGS SHALL BE ROOT
PRUNED, IF NECESSARY, SO THAT NO
(12" LIFTS) 1
- ,-
2. CHANNEL MUST BE FILLED IN 12" TO 18" LIFTS,
II „
ROOTS EXTEND MORE THAN 10
10' MIN
3. IF CHANNEL CANNOT BE COMPLETELY FILLED TO TOP OF BANK, FILL
INCHES BELOW THE ROOT COLLAR.
TO TOP OF BANK FOR 25' OUT OF EVERY 100' SEGMENT.
�N�.A
r�
PROPOSED
CHANNEL INVERT
IMPERVIOUS SELECT MATERIAL TYPICAL SECTION
CHANNEL BACKFILL
BARE ROOT PLANTING
(PER DIRECTION OF ENGINEER) LOG TOE OR COIR LOG
NTS
NTS
CHANNEL PLUG
NTS
W _ DICKSON & CO_ INC_ ALI
DUCTION OR USE OF THE CONTENTS OF THIS DOCIJMENT- ADD
THIS DOCUMENT_ IN WHOLE OR IN PART_ WITHOUT WRITTEN CONSENT OF W
FILE NAME: O:\Projects\Resource Environmental Sol utions\2017024300 RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
INC__ IS PROHIBITED_ ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT_ MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL 6E CONSIDERED TO RE VALID_ TRUE COPi
VVK
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
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Q.C. DATE: 3/18
DRAWING NUMBER:
D2
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Sol utions\2017024300 RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
vw
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
1.5' THICK CLASS I RIP RAP
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
DISSIPATER PAD
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Q.C.: BC
Q.C. DATE: 3/18
`�I I MI
DRAWING NUMBER:
AS DIRECTED
INSTALL LIVE STAKES (SEE PLANTING PLAN)
_
__ I -I I I -I I I -I
I I-IFOOTER
20170243.00. RA
BY ENGINEER)
LOG
EXISTING CHANNEL BANK
/
—
PLAN VIEW -TRENCHING METHOD
PLAN VIEW - DRIVE POINT METHOD
TIE TO EXISTING GRADE
MIN SLOPE 2.5HAV
SEE DWG ##
(DESIGNER TO MARK IN FIELD
PERSPECTIVE VIEW
PRIOR TO CONSTRUCTION)
IF ROOT WAD DOES NOT COVER
ENTIRE BANK & CONSTRUCTION
CLASS I RIP RAP
IS BETWEEN MID OCTOBER TO
MID MARCH, PROTECT BANK
DRIVE POINT METHOD:
#5 WASHED STONE
SOD MATS WITH BRUSH LAYER.
SHARPEN THE END OF THE LOG WITH A CHAINSAW BEFORE
3'
PROPOSED
TOP OF BANK
"DRIVING" IT INTO THE BANK. ORIENT ROOT WADS UPSTREAM SO
SEDIMENT STORAGE ZONE 6"
GRADING
FLOOD PLAIN
THAT THE STREAM FLOW MEETS THE ROOT WAD AT A 90 -DEGREE
EXISTING
MIN.
ANGLE, DEFLECTING THE WATER AWAY FROM THE BANK. A
CHANNELBED
STORMWATER STORAGE ZONE
BOULDER BANKFULL STAGE
TRANSPLANT OR BOULDER SHOULD BE PLACED ON THE
10' TO 15'
(AS DIRECTED
BY
DOWNSTREAM SIDE OF THE ROOT WAD IF A BACK EDDY IS FORMED
NOTES:
1. TREES NOT INDICATED TO BE REMOVED
BENCH
SHALL BE
ENGINEER) BASEFLOW
BY THE ROOT WAD. THE BOULDER SHALL BE APPROXIMATELY 3' X
F�Ow
_
3' X 2'.
PROTECTED DURING CONSTRUCTION
IN
ACCORDANCE WITH PLANS.
2.5'MIN
2.0'
TRENCHING METHOD:
2. SEED AND MULCH ALL BANKS PRIOR
TO INSTALLING
PROP CHANNEL
BOULDER
24" MIN.
IF THE ROOT WAD CANNOT BE DRIVEN INTO THE BANK OR THE
COIR MATTING.
"""""""""""""""""""'
DIAMETER FOOTER LOG > 12" DIAMETER
BANK NEEDS TO BE RECONSTRUCTED, THE TRENCHING METHOD
`-•-••-•••
(
MINIMUM OF 1/2 OF DIAMETER
SHOULD BE USED. THIS METHOD REQUIRES THAT A TRENCH BE
MAX. SEDIMENT DEPTH •••-•-•••-••-••----•••••••''
(CLEAN OUT POINT)
SECTION 1.5' THICK CLASS
I
INSTALLED BELOW STREAM BED
10-15 FEET LONG
>10' DIAMETER
EXCAVATED FOR THE LOG PORTION OF THE ROOT WAD. IN THIS
CASE, A FOOTER LOG SHOULD BE INSTALLED UNDERNEATH THE
ROOT WAD IN A TRENCH EXCAVATED PARALLEL TO THE BANK AND
RIP RAP DISSIPATER
PAD
WELL BELOW THE STREAMBED. ONE-THIRD OF THE ROOT WAD
SHOULD REMAIN BELOW NORMAL BASE FLOW CONDITIONS.
GENERAL NOTES:
FILTER FABRIC
CROSS SECTION VIEW
1. DIMENSIONS SHOWN ARE THE MINIMUM ACCEPTED UNLESS OTHERWISE NOTED.
TYPICAL BANK GRADING
RIPRAP FILTER BERM
NTS
NTS
ROOTWAD
NTS
TOE OF BANK
NOTES:
1. LOG VANES SHALL BE CONSTRUCTED OF ONE OR MORE LOGS HELD IN PLACE BY EITHER BALLAST BOULDERS, DUCKBILL
INSTALL COIR MATTING PER
ANCHORS, OR REBAR. LOGS SHALL BE OF A LENGTH AND DIAMETER SPECIFIED BY THE DESIGNER AND BE RELATIVELY
DETAIL DWG D1
NON -WOVEN GEOTEXTILE �'
STREAM BANK
STRAIGHT HARDWOOD, RECENTLY HARVESTED. THE LENGTH SHALL BE SUCH THAT THE LOG IS BURIED INTO THE SOIL OF THE
STREAM BANK (ON ONE END) AND STREAM BED (ON THE OTHER END) A MINIMUM DISTANCE OF 4.0'. FLAT -SIDED BALLAST
FABRIC (NCDOT TYPE II)
0�
BOULDERS SHALL BE OF SIZE ZX 2'X 1.5' OR AS SPECIFIED BY THE DESIGNER.
MIN 2.0'
COMPACTED SOIL
�2 VV/1)
v
/
M BANK AT A HEIGHT UAL TO EN BANKFULL GE AND
2. THE VANE SHALL INTERCEPT THE AN ELEVATION CONTROL POINT MAY BEA ESTABLISHED AT THE LQEFT OR RIGHT STREAM BANK/VANE IA TERCEPT POINT. LTHE GE
LIVE STAKES
TOP OF BANK
VANE INTERCEPT LOCATION MAY BE OTHERWISE DESCRIBED BY ITS RELATIONSHIP TO BANKFULL STAGE OR BY THE LENGTH
/
LIVE CUTTINGS
/
AND SLOPE OF THE VANE ARM. BANKFULL IS NOT NECESSARILY THE TOP OF THE STREAM BANK SLOPE.
'
20° TO 30°
BALLAST BOULDER
OR DUCK BILL ANCHORS
3. FILTER FABRIC SHALL BE USED TO SEAL THE GAPS BETWEEN THE LOGS AND UNDER THE COARSE BACKFILL MATERIAL OF THE
VANE. THERE SHALL BE NO FILTER FABRIC VISIBLE IN THE FINISHED WORK; EDGES SHALL BE FOLDED TUCKED, OR TRIMMED ASAND
SMALL BRANCHES \`
---__-__-___ BRUSH
W
NOTES:
1. OVER EXCAVATE THE OUTSIDE BEND OF THE CHANNEL. PLACE
/!
f
NEEDED.\\
\
\ _ _ - - - - - -
\ !" =" _
LARGER BRANCHES AND LOGS IN A CRISS-CROSS PATTERN.
LOCK IN PLACE WITH FILL COVERING 6 IN TO 18 IN OF THE
!
i
4. LOG VANES SHALL BE BUILT TYPICALLY AS FOLLOWS:
A. OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER (AND FOOTER IF
\\
/ / / /
\\
LARGER ES/SMALL LOGS.
2. PLACE SMALLER BRANCHES AND BRUSH OVER THE LARGER
f'
COARSE
SPECIFIED) LOGS.
B. PLACE FOOTER LOG OF THE VANE ARM IF SPECIFIED. THE SLOPE OF THE VANE ARM IS MEASURED ALONG THE VANE
T
BRANCHES/SMALL LOGS (HARDWOOD SPECIES ONLY AND
AGGREGATE !! f
BACKFILL �
ARM WHICH IS INSTALLED AT AN ANGLE TO THE STREAM BANK AND PROFILE.//
\ \\�
\\TT\7T\TT�/
COMPACT LIGHTLY TOGETHER. BACKFILL AND COMPACT TO
(1" TO 5")
i BANKFULL
C. INSTALL HEADER LOG OF THE VANE ARM ON TOP OF AND SLIGHTLY FORWARD OR BACK FROM THE FOOTER LOG.
D. NAIL FILTER FABRIC TO THE HEADER LOG USING A GALVANIZED NAIL WITH A PLASTIC CAP. THE SIZE AND GAGE OF NAIL
/, /
��/� �
\ \
LOCK IN PLACE.
3. ACCEPTABLE LIVE CUTTINGS SPECIES A INCLUDE BLACK
\\�\\ \\� `
IL
WILLOW (SALIX NIGRA) AND SILKY WILLOW (SALIX
CaC
AND NAIL SPACING SHALL BE SPECIFIED BY THE DESIGNER.
SMALL LOGS AND/OR
WILLOW CUTTINGS SHOULD G POINA).
RINSED AT CUTTING POINT TO
-
E. PLACE BALLAST BOULDERS OR DUCKBILL ANCHOR ON THE VANE.
F. PLACE COARSE BACKFILL BEHIND LOGS ENSURING THAT ANY VOIDS BETWEEN THE LOGS ARE FILLED.
LARGE BRANCHES WITH
SECTION A
ALLOW BETTER ROOTING.
�a
LOG VANE
G. BACKFILL REMAINDER OF VANE WITH PREVIOUSLY EXCAVATED MATERIAL.
A MIN DIAMETER OF 4".
-A
4. INSTALL EROSION CONTROL (COIR) MATTING OVER
a�
!
I
COMPACTED SOIL PER DIRECTION OF ENGINEER.
! J
5. IF ANY EROSION CONTROL MATTING IS SPECIFIED FOR USE IN THE VICINITY OF THE STREAM BANK/VANE INTERCEPT POINT THE
5. INSTALL 1 TO 3 ROWS OF LIVE STAKES ABOVE THE LIVE
o
MATTING EDGES SHALL BE NEATLY SECURED AROUND THE LOGS.
CUTTINGS LAYER PER DIRECTION OF ENGINEER.
2 !
POOL
LEFT OR RIGHT VANE ARM BANK
INTERCEPT CONTROL POINT
FL O`N
'\
BANKFULL
BALLAST BOULDER
OR DUCKBILL ANCHORS
COIR
MATTING
1
�\
LEFT OR RIGHT VANE ARM BANK
INTERCEPT CONTROL POINT
PLAN VIEW
FLOW VARIES
�\
------ 0' TO 0.8'
%j��T 30/ o %
BANKFULL
STREAM BANK
\ \\\ \\\ _`
` - -- =--5
CHANNEL TOP
OF BANK
- -
/\
�j\\j
COARSE AGGREGATE
BACKFILL (1" TO 5")
TFLOW
- _ �'
~` /\ \\ 7 \ \ \
FOOTER LOG
HEADER LOG
SPOOL
\\/ \ �� �7
HEADER LOG
TOE OF BANK /
FOOTER LOG
-�
STREAM BED
PROFILE VIEW
A
IN POOL
CHANNEL
BOTTOM OF BANK
i
NON -WOVEN GEOTEXTILE
/\ �\
FABRIC (NCDOT TYPE II)
`�
VARIES
%\LOG
VANE
TYPICAL PLAN VIEW
BRUSH TOE
.00 UTO -WIDTH
\� r\� `
NTS
NTS
SECTION A -A
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Sol utions\2017024300 RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
vw
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
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PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
D3
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Sol utions\2017024300 RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
vw
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
NOTE:
REBAR (1/2" MINIMUM
DIAMETER 3' MIN. LENGTH
EXISTING DITCH
p
�
I I
www.wkdickson.com
LOG SILL EXISTING GRADE
A
TYPICAL) SHOULD BE PLACED V TO T FROM END OF
LOG. ADDITIONAL REBAR TO BE PLACED AT 6'
BANK I
CONSERVATION D
o
N
LOG STRUCTURE
EXISTING DITCH
TOP OF BANK
SEE DETAIL
( )
PROPOSED GRADE
-4
MINIMUM DIAMETER 12"
OFFSETS. LAST REBAR SHOULD BE PLACED V TO 3'
FROM
FROM END OF LOG. DUCK BILL ANCHORS MAY BE
PROPOSED
EASEMENT LIMITS
O
(SEE DETAIL)
-_--------
---------------
------ -_____
USED AS A SUBSTITUTION
FOR REBAR, 2 PER LOG.
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Q.C. DATE: 3/18
DOWN VALLEY
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DRAWING NUMBER:
GRADE AREA SUCH THAT
EXISTING
D4
LENGTH VARIES\//\//
PROJ. NO.:
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STRUCTURE IS 1%
GROUND
NOTES:
6" (TYP.)
ILLIY//\\//\\
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---- - ---------- -
1. NO FLOODPLAIN GRADING IS ALLOWED WITHIN 10 FT
OF THE PROPOSED CHANNEL TOP OF BANK.
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2. LOGS SHOULD BE AT LEAST 10'-20' LONG AND AT
BANKFULL LIMITS OF
5.0
I
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LEAST 8 INCHES IN DIAMETER, AND HARDWOOD.
3:1 MAX
PROPOSED CHANNEL
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3:1 MAX/\\/\\/\\/ /\\� SLOPE
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SLOPE
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518" REBAR
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INSTALL COIR MATTING '�
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DITCH
SECTIONAL VIEW A - A'
INSTRUCTIONS
PLAN VIEW
FLOODPLAIN SILL
NTS
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ti
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MIN 5FT MIN 5FT
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DUCKBILL ANCHORS INSTALLED PERMANUFACTUFS;S
CHANNEL BOTTOM OF
INSTRUCIIONS(TYP.)
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PERMANUFAC:T JF�S
DOWNSTREAM LOG
�d
OVAPOF INSTRJCTIONS(TYP.)
PROFILE B -B'
NOTES:
I I
I
DOWNSTREAM LOG
1. LOGS SHOULD BE RELATIVELY STRAIGHT HARDWOOD AND RECENTLY
HARVESTED.
I I
I L�
SECTION B -B (OPT 2)
2. LOG DIMENSIONS:
CHANNELTOPOF
I A I POOL
MIN DIAM. = 10", MIN LENGTH = 12'
BANK
3. NAIL FILTER FABRIC USING 3" 10D GALVANIZED COMMON NAIL
EVERY 1.5'
ALONG THE LOG
TYPICAL PLAN VIEW (OPT 2)
NOTES:
1. LOGS SHOULD BE RELATIVELY STRAIGHT HARDWOOD AND RECENTLY
HARVESTED.
2. LOG DIMENSIONS:
DOUBLE LOG DROP
MIN DIAM. = 10", MIN LENGTH = 12'
NAIL FILTER FABRIC USING 3" 10D GALVANIZED COMMON NAIL EVERY 1.5'
NTS
ALONG THE LOG
LOG SILL
3. DUCKBILL ANCHORS MAY BE USED IN PLACE OF REBAR.
NTS
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Sol utions\2017024300 RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
vw
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
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PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
D4
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
vw
DICKSON
community infrastructure consultants
BANKFULL STREAM BANK
NOTES:
Transportation + Water Resources
FLOW
16 FT MAX
720 Corporate Drive
ODAFUEAGGFEGATE
1. LOGS3-WLLBEOFAMINIMUM OF 12' IN LENGTH AND 10" IN DIAM ETERAND
LINE POST BARBED OR LINE
WOVEN WIRE ELECTRIC
POST
TOEOFBANK, TYRCAL STRIEAM BANKS BACKFILL(2" TO 6")
TWICAL \ \
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RB_ATIVELYSTRAIGHTHARDWOOD, RECENTLY HARVESTED.
2. ASINGLE LOG MAYBE USED INUEUOFA HEADB:?lFOOTEZLOGCOM BINATION,PER
WIRE
(f) 919.782.9672
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DIREC110NOFDESIGNER
NC. LICENSE NO. F-0374
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CROSS VANE INVERT FOOTER LOG, IF
3. RLTERFABRCSHALLBEUca)TOSFALTHE GAPS BETWEEN THE LOG(S)AND THE
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BANKFULL
COARSE BACKR LL SdALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE
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TO THE STF AM BANK AN D U PSTREAM
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.
LINE PANEL
0OAF S<AGGREGATE
BACI41 LL (2" TO 6")
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D
5. AS AN OFTION, FLAT -9 DBD BOULDBZS MAYBE PLACID AS BALLAST CNV TOP OF THE
STREAM BANK SIDE OFTHEEVIBBDDBDVANEARMS DUCKBILLANCHORSMAYBE
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BANKS FLAT 9 DED BOULDERS CAN BE USSBARBED
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Q.C.: BC
ASTM CLASS 3 GALVANIZED.
T
DRAWING NUMBER:
TOP AND BOTTOM WIRES
MIN. 12 GAUGE.
PROD. NO.:
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� COAF�AGGREGATE
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i OPTIONAL BALLAST BOULDER - ----- -- --- -----
'-� HEADBRLOG-
FLOW
WOVEN WIRE WITH ONE BARB DETAIL
3%TO 8%
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STREAM B®
LINE POSTS (WOODEN): MIN. 4 IN. DIAM. OR 4 IN. SQUARE.
\/\\/\\ F`VV
LINE POSTS (STEEL): STUDDED OR PUNCHED T, U, OR Y SHAPED, WITH ANCHOR PLATES.POOL
MIN. WEIGHT 1.3 LBS./FT. (EXCLUDING ANCHOR PLATE). POSTS SHALL BE DRIVEN A MINIMUM OF 18" DEEP AND
MUST BE AT
LEAST 5.5 FT IN LENGTH
RLTERFABR C
FOOTER LOG
SPECIES AND TREATMENT FOR ALL WOOD: USE UNTREATED DURABLE POSTS OF SPECIES SUCH AS RED CEDAR,
FOOTER LOG
BLACK LOCUST OR OSAGE-ORANGE WITH BARK REMOVED, OR NON -DURABLE WOOD THAT IS PRESERVATIVE
PRESSURE TREATED (0.40 LBS./CUBIC FOOT CCA, OR EQUIVALENT NON -CCA TREATMENT). DO NOT USE
RED
PINE.
DUCKBILL ANCHOR
PLAN VIEW
WOVEN WIRE FENCE (NRCS DETAIL 382A)
PROFILE VIEW
NTS
LOG CROSS VANE
NTS
TCN' OF BANK TOE OF BANK
RIP RAP APPROACH
[TIMBER
(5' MIN) MAT CROSSING TIMBER MAT APPROACH
II M BER MAT I NSTALLED
FLOW
PARALLEL
WING CROSS WING
I
OF OF OF
CLASSBRIPRAP I I I
CHANNEL CHANNEL CHANNEL
I 1 I
1
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WIDTH WIDTH WIDTH
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OF CHANNE OF CHANNEL OF CHANNEL BOTTOM
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UPSTREAM BED STRUCTURE TABLE
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VANE
BOULDER STRUCTURE TABLE
Yea Yea
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WATER = -------------- -_BANKFULL
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CARRIAGE BOLT
\\ \\ \\ \\ �� �\ .1
\ \ \ \' \ �:: . • • , �� \ F TER BOULDERS \�\� ;;! -. '�;. I\�\�
�\�\\\\��\\��\\� 5 \\�j\\�j\ / �j��� ��\\��\\ \ / ;, •. `\ . J .. I\\��\\��
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2' MIN 10'
\� -
11
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TI M BER AT,
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FOOTER ROCKS CROSS SECTION ,..
5' MIN. 5' MIN.
CLASS 'A' STONE
FOOTER BOULDER
FILTER FABRIC TO EXTEND #5 STONE
PLAN VIEW
1' BELOW BOTTOM FOOTER
I
BOULDER SECTION - A -A VIEW
II M BER M AT I NSTALLED I
PERPENDICULAR I
I I
NOTES:
PLAN VIEW
1.
TIMBER MATS SHALL BE USED FOR TEMPORARY
CONSTRUCTION ACCESS TO TRAVERSE WET AND/OR MUDDY
ARES ADJACENT TO THE STREAM AND TO CROSS THE
STREAM AND OTHER CONCENTRATED FLOW AREAS.
Tl M BER M AT I NSTALL®
CARPoAGEBOLT, 2.
PERPENDICULAR
THE STREAM CROSSING SHALL BE INSTALLED WHEN FLOW IS
NOTES:
CLASSBRRIPRAP I FALLE AT
TOP CN BANK INSSTALL® PPRALLD
LOW. THERE SHALL BE MINIMAL TO NO DISTURBANCE OF
THE CHANNEL BED AND BANKS AS A RESULT OF INSTALLING
1. HEADER AND FOOTER BOULDERS SHALL BE APPROXIMATELY 24" X 24" X 18" AS A MINIMUM SIZE. THE
THE APPROACHES OR CROSSING.
UPPER LIMIT FOR BOULDERS SHALL BE APPROVED BY THE ENGINEER PRIOR TO INSTALLATION OF THE
0 0 0 0 3.
"IV,:�/\
THE LENGTH OF TIMBER MAT REQUIRED TO CROSS THE
STREAM OR CONCENTRATED FLOW AREAS SHALL BE SUCH
STRUCTURE.
2. CROSS VANES SHALL BE CONSTRUCTED SO THAT ADJOINING BOULDERS TAPER IN AN UPSTREAM
DIRECTION, FROM THE BANKFULL ELEVATION TO THE STREAM INVERT. THE UPSTREAM END OF THE CROSS
\\ \
�
BANK
EACH SID ETOF THE CROSSING A SUFFICIENT DISTTHAT MAT EXTENDS PAST THE TOPOANC TON
VANE IS SET AT AN ANGLE OF 20 TO 30 DEGREES TANGENT TO THE PROJECTED STREAM BANK DIRECTION. BANKFULL
VANE BOULDERS—
//\/\� j\� j\� j\� j\
SUPPORT
SUPPORT THE MAXIMUM EQUIPMENT SIZE USING THE
THE TOP ELEVATION OF BOTH VANES WILL DECREASE TOWARD THE CENTER OF THE CHANNEL.
FLOW
/
/
/\\/\\/\\/\\/\\\\\
CROSSING.
3. THE DOWNSTREAM END OF THE CROSS VANE SHALL BE KEYED INTO THE STREAMBANK AT THE BANKFULL
5,
ELEVATION. THE CROSS VANE SHALL BE KEYED A MINIMUM OF FIVE FEET INTO THE STREAMBANK. THE
c
_ ------------------------------------------
---
4.
RLTERFABPoC TOE OFBANIC
STREAM CROSSINGS SHALL BE INSTALLED WITH THE TIMBER
MAT LENGTHS ORIENTED PERPENDICULAR TO THE TOPS OF
UPSTREAM END OF CROSS VANE SHALL BE KEYED INTO THE STREAMBANK AT THE DESIGNED STREAMBED STREAM BED
INVERT ELEVATION. ELEVATION
3° TO 5°
N
TYPICAL APPROXI M ATE BAS= FLOW
WATBRSURFACE
THE STREAM BANKS. TIMBER MAT STREAM APPROACHES
SHALL BE INSTALLED WITH THE TIMBER MAT LENGTHS
ORIENTED PARALLEL TO THE TOPS OF THE STREAM BANKS.
4. VANE BOULDERS SHALL BE PLACED IN A LINEAR FASHION SO AS TO PRODUCE THE SLOPING CROSS VANE,
AND SHALL BE PLACED WITH TIGHT, CONTINUOUS SURFACE CONTACT BETWEEN ADJOINING BOULDER.
- --- - ---- T ----------
\\Tf\\,
5.
STREAM CROSSING APPROACHES FROM DRY AREAS SHALL
BOULDER SHALL BE PLACE SO AS TO HAVE NO SIGNIFICANT GAPS BETWEEN ADJOINING BOULDER.
5. VANE BOULDERS SHALL BE PLACED SO AS TO HAVE A FINAL SMOOTH SURFACE ALONG THE TOP PLANE OF
BE CONSTRUCTED USING CLASS B RIP RAP PLACED OVER
THE CROSS VANE. NO VANE BOULDER SHALL PROTRUDE HIGHER THAN THE OTHER BOULDER IN THE
SECTION VIEW
FILTER FABRIC.
BOULDER VANE. A COMPLETED CROSS VANE HAS A SMOOTH, CONTINUOUS FINISH GRADE FROM THE
BANKFULL ELEVATION TO THE STREAMBED.
6.
ALL TIMBER MATS, FILTER FABRIC, AND RIP RAP SHALL BE
6. AS THE CROSS VANE IS CONSTRUCTED, THE CONTRACTOR SHALL CHINK ALL VOIDS BETWEEN THE FOOTER
COMPLETELY REMOVED FROM THE SITE WHEN THE
CROSSING IS REMOVED.
BOULDERS, AND BETWEEN THE FOOTER BOULDERS AND VANE BOULDERS. VOIDS SHALL BE CHINKED WITH
FOOTER BOULDERS
SMALLER ROCK SUCH THAT NO VOIDS GREATER THAN FOUR INCHES IN SIZE WILL BE PRESENT.
PROFILE VIEW - B -B VIEW
TIMBER MAT TEMPORARY CROSSING
ROCK CROSS VANE
NTS
NTS
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
vw
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
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PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
D5
PROD. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
S3ECT BAOKF1 LL MATERIAL (MIX OF ODAFEE
community infrastructure consultants
AGGREGATE AND #5 STONE) A
Urban Development + Geomatics
LOG BURIED
Raleigh, NC 27607
IN STREAM
(v) 919.782.0495
BANK VANELENGTH
www.wkdickson.com
NC. LICENSE NO. F-0374
BANKFULL
OFFSET FROM
00
Q
�
TOP FB KSTREAM
LOG BURIED ; � o o �o�
BANKFULL
CHANNEL
3' MAXIMUM
BANK HEIGHT
IN STREAM
IANK I IIII
- MAX DEPTH OF NEAREST BANK STRIEAVI BED o 0 0
RIFFLE MIN.5FT FOOTERLOG
0 - INT
SURFACE
c�_BAR
HEADERFLOWINVERT
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I-
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53EC7 BA04�LL MATERIAL
\\\\\ \ \/�%/\�/\\/� \%/�\% (M IX OF ODAF�EAGGREGATE OUTSIDE,
O
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SECTION A -A'
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W LL
Q
AND B RIPRAP OVER
B
Y L LLJ
FILTER FABRIC
NON -WOVEN
GEOTEXTILE FABRIC
SURFACE FLOW
NOTES: (NCDOT TYPE II) SGOU
O_
Q
DIVERSION
�-
1. LOGS SHALL HAVE MINIMUM DIMENSIONS AS FOLLOWS: / POOL
LLJ _j
oL0
MIN DIAM = 10" �� `/
MIN LENGTH = 25'
0
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EXISTING STREAMBANK
2. ALL LOGS SHALL BE RELATIVELY STRAIGHT, HARDWOOD, AND LIMBS SHALL BE TRIMMED FLUSH.
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3. FOOTER LOGS/BOULDERS ARE LOGS/BOULDER PLACED TO PROVIDE A FOUNDATION AND SCOUR PROTECTION FOR THE HEADER
Q
LOGS/BOULDERS. SLLLOGOR
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4. HEADER LOGS/BOULDERS SHALL BE UNDERLAIN BY FOOTER LOGS/BOULDERS UNLESS OTHERWISE DIRECTED BY THE ENGINEER. ROOTWAD A
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0
0w
50/50 MIX OF
5. HEADER LOGS ARE THE TOP MOST LOGS USED IN EACH LOG STRUCTURE. ALL HEADER LOGS CAN BE SEEN PROTRUDING FROM THE
W
J
CLASS A AND B
WATER SURFACE DURING EXTREMELY LOW FLOWS.
Q� 0
RIPRAP - - -
6. HEADER LOGS SHALL BE OFFSET SLIGHTLY DOWNSTREAM OF THE FOOTING LOGS WHERE SCOUR POOLS ARE ANTICIPATED TO FORM
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AS SHOWN IN THE DETAIL.
Q 0 p ,°„
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FILTER FABRIC
7. SILL LOGS SHALL BE PLACED PERPENDICULAR TO THE BANKFULL FLOW DIRECTION.
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8. THE FOOTER LOGS SHALL EXTEND FROM THE SILL LOG TO THE END OF THE HEADER LOG TOWARD THE BANK. UVESTAI4NG
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NOTES:
1. CONSTRUCT STREAM CROSSING WHEN FLOW IS LOW.
9. HOOK BOULDERS SHALL EXTEND FROM THE HEADER LOG TO BEYOND BANKFULL WIDTH.
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2. HAVE ALL NECESSARY MATERIALS AND EQUIPMENT ON-SITE BEFORE
10. SET INVERTS AT ELEVATION SHOWN ON THE PLAN AND PROFILE SHEETS.
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WORK BEGINS.
11. HEADER LOG SHALL TIE INTO THE STREAM BANK AT A MAXIMUM ELEVATION OF a DMAX (MEASURED AT THE NEXT DOWNSTREAM
Q.C.: BC
3. MINIMIZE CLEARING AND EXCAVATION OF STREAMBANKS. DO NOT
RIFFLE) BELOW BANKFULL ELEVATION AND A MINIMUM ELEVATION OF 2 DMAX (MEASURE AT THE NEXT DOWNSTREAM RIFFLE) BELOW PLANVIEW
EXCAVATE CHANNEL BOTTOM. COMPLETE ONE SIDE BEFORE STARTING
BANKFULL ELEVATION UNLESS OTHERWISE DIRECTED BY THE ENGINEER.
N THE OTHER SIDE.
I
4. NSTALL STREAM CROSSING PERPENDICULAR TO FLOW.
12. CUTTING OF THE SILL LOG ROOTWAD BAY BE REQUIRED TO PREVENT THE ROOTWAD FROM PROTRUDING ABOVE THE BANKFULL
D6
5. GRADE SLOPES TO A MAXIMUM 5:1.
ELEVATION.
PROJ. NO.:
6. MAINTAIN CROSSING SO THAT RUNOFF IN THE CONSTRUCTION ROAD
13. ALL GAPS/VOIDS LARGER THAN 1 INCH BETWEEN THE HEADER AND FOOTING LOGS SHALL BE CHINKED WITH LIMBS AND/OR BRUSH ON
DOES NOT ENTER EXISTING CHANNEL.
THE UPSTREAM SIDE PRIOR TO PLACEMENT OF THE GEOTEXTILE.
7. A STABILIZED PAD OF NATURAL CLASS A STONE, 18 INCHES THICK,
14. ALL GAPS/VOIDS LARGER THAN 1 INCH BETWEEN THE HEADER AND FOOTING BOULDERS SHALL BE CHINKED WITH GRAVEL AND
LINED WITH FILTER FABRIC SHALL BE USED OVER THE BERM AND
COBBLES. LIVE STAKES
(TYP.)
ACCESS SLOPES.
8. FILTER FABRIC USED SHALL BE NCDOT TYPE 2 ENGINEERING FABRIC
15. ON THE UPSTREAM SIDE OF THE LOGS AND/OR BOULDERS, NON WOVEN GEOTEXTILE FABRIC SHALL BE PLACED AS SHOWN IN
BANKFULL
OR EQUIVALENT.
PLANVIEW AND IN SECTION B -B'. PLACE SELECT BACKFILL FOR THE ENTIRE LENGTH OF THE LOG AND BOULDER HOOK.
9. WIDTH OF THE CROSSING SHALL BE SUFFICIENT (8' MIN.) TO
16. BACKFILL STRUCTURE WITH SELECT BACKFILL MATERIAL AS SHOWN SHOWN IN PLANVIEW AND IN SECTION B -B'.
ACCOMMODATE THE LARGEST VEHICLE CROSSING THE CHANNEL.
17. SELECT BACKFILL AND SOIL BACKFILL MATERIAL SHALL BE COMPACTED SUCH THAT FUTURE SETTLEMENT OF THE MATERIAL IS KEPT
10. CONTRACTOR SHALL DETERMINE AN APPROPRIATE RAMP ANGLE
TO A MINIMUM. 901LBAO¢1LL -
ACCORDING TO EQUIPMENT UTILIZED.
18. NAIL NON -WOVEN GEOTEXTILE USING 3" 10D GALVANIZED COMMON NAIL TO EDGE OF HEADER LOG AND BACKFILL AS SHOWN IN THE HEADER LOG LOG
11. TEMPORARY CROSSINGS ARE TO BE ABANDONED IN PLACE.
-q=
GEOTEXTILE PLACEMENT AND SELECT BACKFILL DETAIL. BA0KFILLMATERAL lJ�/
\ \
FORD CROSSING
NON -WOVEN
GEOTEXTILE FABRICNTS
(NCDOT TYPE II) FOOTHZLOG SMB®
SECTION B -B'
LOG J -HOOK
NTS
SMALL POOL, TYP LARGE COBBLE/ SMALL
BOULDE:S TYP
FLOW TOP OF BANK NOTES:
4.0' CHANNEL 4.0'
1 BEGIN RIFFLE TYP BOTTOM WIDTH TYP 1.
CONSTRUCTED RIFFLES SHALL BE INSTALLED IN NEWLY GRADED CHANNEL SECTIONS, AS SPECIFIED BY
4.0' CHANNEL 4.0' / Z/ /, /." j
TYPBOTTOM WIDTH
THE DESIGNER.
TYP \
2.
ELEVATION CONTROL POINTS SHALL BE DESIGNATED AT THE BEGINNING AND END OF RIFFLE POINTS
RIFFLEMATEPoAL TOP OF BAN K / ��
TO ESTABLISH PART OF THE PROFILE OF THE CHANNEL. SURVEY OF CONTROL POINTS SHALL BE
I \ \'_
0.5' MIN cX z--- PROPOSED TOE OF BANK
REQUIRED TO ESTABLISH ACCURATE RIFFLE INSTALLATION WITHIN A TOLERANCE OF ±0.2'.
" GLI�E � 1.0'MIN
4' MIN � O�O O O �
�O\ \ 3.
GRADE CONTROL ROCK SHALL BE COMPRISED OFA 50/50 MIX OF CLASS A AND B RIPRAP. GRADE
o o
CONTROL ROCK SHALL BE PLACED SUCH THAT THE ADDITION OF THE SPECIFIED THICKNESS OF RIFFLE
MATERIAL SHALL ACHIEVE THE DESIGNATED GRADES.
/\\ RIFFLE M AT�AL, EQUAL M I X
\N \�/�\/
\� \� \� \�� OF#5/#57 STONE SJRGE 4.
STONEAND NATIVE
RIFFLE MATERIAL SHALL BE COMPRISED OF ROCKS AND WOOD. THE ROCK MATERIAL SHALL CONSIST
OF AN EQUAL MIX OF #5 / #57 STONE, SURGE STONE AND NATIVE SUBSTRATE MATERIAL. RIFFLE
GJBS'1RATEMATHRIAL
SMALL FOOL' t LOGS WOODY DEBRI
MATERIAL SHALL BE EXCAVATED, STOCKPILED, AND RE -USED FROM ABANDONED CHANNEL
RIF E o o c VARIES GRADE CONTROL F<
50/50 MIX OFCASSAAND B
SECTIONS. OTHERWISE ROCK RIFFLE MATERIAL SHALL BE SLIGHTLY
"RIVER
CROSS SECTION A
ROUNDED, -TYPE" ROCK, UNLESS OTHER ROCK CHARACTERISTICS ARE APPROPRIATE FOR THE
_ o o -A' RIPRAP
OCIBBLE
CHANNEL. IN ADDITION, LOGS AND WOODY DEBRIS SHALL BE INCLUDED WITH THE ROCK MATERIAL AS
3VlALL BOU �o �'� o -
SPECIFIED BY THE DESIGNER.
oU RI FFLE M ATERIAL
5.
THE PLACEMENT OF GRADE CONTROL ROCK AND/OR RIFFLE MATERIAL SHALL BE DONE IN A MANNER
LOGS' WOODY Y Po FFLE MATERIAL EQUAL M IX OF
(TRANSITION)
TO CREATE A SMOOTH PROFILE, WITH NO ABRUPT "JUMP" TRANSITION BETWEEN THE UPSTREAM
DEBRIS #5/#57 STONF, SJRGESTONEAND
POOL -GLIDE AND THE RIFFLE, AND LIKEWISE NO ABRUPT "DROP" (TRANSITION) BETWEEN THE RIFFLE
4' MIN NATIVESJBS'TPATEMATE IAL
AND THE DOWNSTREAM RUN -POOL. THE FINISHED CROSS SECTION OF THE RIFFLE MATERIAL SHALL
��L
GENERALLY MATCH THE SHAPE AND DIMENSIONS SHOWN ON THE RIFFLE TYPICAL SECTION WITH SOME
�­Z 'w 4' 4'
TOP OF BANK-----IMIN VARIES
VARIABILITY OF THE THALWEG LOCATION AS A RESULT OF THE SMALL POOLS AND LOGS.
MIN
BEGIN WFFLE PROPCISED TOP 6.
OF BANK
THE END OF RIFFLE CONTROL POINT MAY TIE IN TO ANOTHER IN -STREAM STRUCTURE (LOG SILL OR
RI F
BVD FLE CONTROL POI NT
J -H 00 K).
TOE OF BANK 7.
FLOW BVD FFLEOONTROLPOINT
THE CONSTRUCTED RIFFLE SHALL BE KEYED IN TO THE STREAM BANKS AND/OR BED AS DESIGNATED
PLAN VIEW
FLOW
BY THE DESIGNER. THE "KEY" SHALL EXTEND BEYOND THE TOP OF BANK AT THE BEGINNING (CREST) OF
THE RIFFLE. WHERE PRESERVATION OF EXISTING STREAM BANK VEGETATION IS A PRIORITY A "KEY"
THALWEG-.\,\
MAY NOT BE USED (OR THE DIMENSIONS MAY BE ADJUSTED) TO LIMIT DISTURBANCE.
o"
_ THALWEG
LOGS/WOODY GRADE CONTROL ROCK
RIFFLE GRADE CONTROL DEBRIS 50/ 50 I X OF CLASSA AN D B
NTS PROFILE
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
vw
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
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PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
D6
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
vw
DICKSON
community infrastructure
consultants
Transportation + Water
Resources
CENTERLINE OF
Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
STREAMBED
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
- _ TOP OF BANK
VARIES
00
CONSTRUCTION NOTES:
Q
�
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N
BANKFULL ELEVATIOq - - -
�
- - - - -
O�
- - - - - - - -- - - -
z
1.
CONSTRUCTION OBSERVATION OF MODIFIED A -VANE SHOULD INCLUDE ENGINEER OR DESIGNER WITH STREAM
O
- -
2% (INCLINE SLOPE OF VANE ARM)
RESTORATION EXPERIENCE.
FLOWS 0.5% TO
_ -
__ --------------------- -
-
\\
2.
DIG A TRENCH BELOW THE BED FOR FOOTER ROCKS AND PLACE FILL ON UPSTREAM SIDE OF DROP STRUCTURE
O
\
\
0
ARM, BETWEEN THE ARM AND STREAM BANK
H
a
LL
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3.
INSTALL GEOTEXTILE FABRIC THE FULL LENGTH OF THE STRUCTURE STARTING AT THE UPSTREAM END, AND THEN
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HEADER ROCK
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-----�� �`�
\`\
LL
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DOWNSTREAM PAST THE LAST DROP STRUCTURE POOL TO A MINIMUM OF THREE FEET
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(TYP)
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4.
PLACE FOOTER ROCKS FIRST AND THEN HEADER (TOP) ROCK. FOOTER ROCKS SHALL BE FIRMLY KEYED INTO THE
FOOTER ROCK
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STREAMBED. TOP OF HEADER CROSS ROCK(S) SHALL BE PLACED 0.2' ABOVE PROPOSED STREAM BED ELEVATION
N
(TYP)
z
oz
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WITH THE WEIR HEADER ROCK PLACED AT PROPOSED STREAMBED ELEVATION
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CONSTRUCTED POOL
JUST DOWNSTREAM
5.
CONTINUE WITH STRUCTURE, FOLLOWING ANGLE AND SLOPE SPECIFICATIONS
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SECTION C
-C
OF A -VANE ARM
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6.
ROCKS SHALL BE PLACED IN A LINEAR FASHION, AND SHALL BE PLACED WITH TIGHT, CONTINUOUS SURFACE
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CONTACT BETWEEN ADJOINING ROCKS. ROCK SHALL BE PLACED SO AS TO HAVE NO SIGNIFICANT GAP (NO MORE
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BANKFULL ELEVATION
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Iii
THAN 2 INCHES) BETWEEN ADJOINING ROCKS. A COMPLETED ROCK VANE ARM HAS A SMOOTH, CONTINUOUS FINISH
FOR PROPOSED HB -2 A -VANES:
A
FOR PROPOSED UT -2 A -VANES:
DO M
O Qat
PROJ. DATE: APR 2018
GRADE RUNNING IN AN UPSTREAM DIRECTION FROM THE BANKFULL ELEVATION TO THE STREAMBED
DIMENSION A = 10.9' C
B C DIMENSION A = 9.0'
Q.C. DATE: 3/18
N
HEADER
7.
KEY SILL ROCKS INTO THE BANK A MINIMUM OF 5'
DIMENSION B = 3.0'
DIMENSION B = 2.0'
o
ROCK
PROJ. NO.:
DIMENSION C = 3.95'
DIMENSION C = 3.5'
HEADER ROCK
8.
USE COBBLE SUBSTRATE MATERIAL EXCAVATED FROM CHANNEL BED TO FILL GAPS BETWEEN AND ON THE
(VANE ARM)
WEIR HEADER ELEVATION
UPSTREAM SIDE OF ROCKS AND TO LINE POOL BEDS. IF ADEQUATE SUBSTRATE MATERIAL IS NOT AVAILABLE, USE A
'
50/50 MIXTURE OF CLASS A AND CLASS B STONE. SEALING WEIR ROCK(S) IS CRITICAL TO SUCCESS OF STRUCTURE.
G - (BANKFULL
AS SPECIFIED ON PROFILE
�'
ELEVATION)
AND TABLE THIS SHEET.
9.
AFTER ALL HEADER AND FOOTER ROCKS HAVE BEEN PLACED, FILL IN THE UPSTREAM SIDE OF THE STRUCTURE WITH
FOOTER ROCK
MIX OF CLASS A, B RIP -RAP, NO. 57 STONE, AND SUBSTRATE MATERIAL TO THE ELEVATION OF THE TOP OF THE
(VANE ARM)
HEADER ROCK. COMPACT IN 6 INCH LIFTS. BENTONITE CLAY MAY BE USED AT FACE OF HEADER BOULDERS IF
N
WEIR HEADER ELEVATION
VOIDS EXIST WITH HEADER BOULDERS AND THE CLASS A AND B RIP -RAP
C5
AS SPECIFIED ON PROFILE AND
TABLE THIS SHEET.
10.
AFTER INSTALLATION OF ALL ROCK IS COMPLETE, CONTRACTOR SHALL RESHAPE THE BANK SLOPES AND STREAM
FOOTER ROCK
SEE MATERIAL NOTES
BED TO THE SPECIFIED ELEVATIONS. ALL UNSUITABLE AND SURPLUS ROCK WILL BE REMOVED FROM THE SITE
SEE MATERIAL NOTES
FOR ROCK SIZES
11.
UPON COMPLETION OF THE ROCK A -VANE, THE CONTRACTOR SHALL PLACE STABILIZING VEGETATION AS SHOWN IN
HEADER ROCK
FOR ROCK SIZES
FIVE BOULDERS MAY NOT BE NECESSARY TO SPAN CHANNEL
THE PLANTING PLAN
(TYP)
DEPENDING ON SIZE OF BOULDERS SELECTED.
FLANKING
NON WOVEN
BOULDERS TO CENTER BOULDER SHOULD HAVE
A TOP
GEOTEXTILE FABRIC
FOOTER ROCK
NON WOVEN TYPE II
ELEVATION 0.3 FEET HIGHER THAN CENTER BOULDER.
(NCDOT TYPE II)
MATERIALS
NOTES (SEE ABOVE ROCK DIMENSIONS DETAIL
(TYP) SECTION
A -A GEOTEXTILE FABRIC
(TYP.)
SECTION D -D
1.
ROCKS MUST HAVE AN INTERMEDIATE DIMENSION (Z) OF AT LEAST 18" FOR HEADERS AND 20-26" FOR FOOTERS.
SILL ROCKS SHALL HAVE AN INTERMEDIATE DIAMETER OF AT LEAST 18". ALL ROCKS SHALL BE APPROVED BY
ENGINEER PRIOR TO INSTALLATION
2.
LENGTH OF HEADER AND FOOTER ROCKS (LONGEST DIMENSION), (X) MUST BE AT LEAST 24". DEPTH OF HEADER
AND FOOTER ROCKS (SHORTEST DIMENSION), (Y) MUST BE AT LEAST 18". WIDTH AND DEPTH OF SILL ROCKS MUST
BE AT LEAST 12"
3.
ROCKS SHALL BE COMPRISED OF ANGULAR, FLAT OR CUBED ROCK OBTAINED FROM A SOURCE THAT IS APPROVED
FLOW
BY THE ENGINEER PRIOR TO CONSTRUCTION
DIRECTION
FOR PROPOSED HB -2 A -VANES: FOR PROPOSED
UT -2 A -VANES:
4.
ROCK SHALL BE OF SUFFICIENT HARDNESS TO RESIST WEATHERING AND SHALL BE FREE OF CRACKS AND OTHER
DIMENSION A = 10.9' DIMENSION A =
9.0'
STRUCTURAL FAULTS. IN NO INSTANCE SHALL CONCRETE BE ALLOWED
A
DIMENSION B = 3.0' DIMENSION B =
2.0'
5.
GEOTEXTILE FABRIC SHALL MEET SPECIFICATIONS FOR TYPE 2 NCDOT GEOTEXTILE FABRIC ACCORDING TO NCDOT
C
B
C DIMENSION C = 3.95' DIMENSION C =
3.5'
STANDARD SPECIFICATION 1056
WEIR HEADER ELEVATION AS
SPECIFIED ON PROFILE AND
B
NON WOVEN
TABLE 1. (TYP)
C GEOTEXTILE FABRIC
FILL POOL BED WITH 18"
OF EVEN MIXTURE OF SC I
(NCDOT TYPE ll)
CLASS A AND CLASS B
RIP -RAP, NO. 57 / NO. 5 I A
A I
STONE, AND NATIVE MATERIAL ON TOP OF TYPE II I
I
HEADER ROCK
GEOTEXTILE FABRIC.
COMPACT IN 6 INCH LIFTS.
(TYP)
BENTONITE CLAY MAY BE
USED IF VOIDS EXIST WITH I
I
SECTION B -B INSET CLASS A RIP -RAP AND HEADER BOULDERS
CENTERLINE OF (SEE ABOVE)
STREAMBED
I
FOR PROPOSED:
I I
I I
TOP OF BANK
HB -2 = 5.5'
NON WOVEN GEOTEXTILEI
I
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I
I I o
ELEVATION)
UT -2 = 5.0'
FABRIC (NCDOT TYPE II)
o
-(BANKFULL
D I
I
------
__
0 0 0 0
0
_
HEADER ROCK I
I
I
(VANE ARM) (TYP) I
I
1777
NON WOVEN GEOTEXTILE
FOOTER ROCK
�` %/���!��`�
FABRIC (NCDOT TYPE II) I
o
(TYP)
24" OF EVEN MIXTURE OF CLASS A, B
D o
SILL ROCK
0
D
UNDISTURBED SOIL AND CLASS CRIP-RAP,
N0. 57 STONE, ROW OF CLASS B
o
o(TYP)
AND NATIVE
MATERIAL ON TOP OF RIPRAP
NCDOT TYPE
II GEOTEXTILE FABRIC
I I
I c 5.0'
FOOTER ROCK
Z
(TYP) I
I
I
w
���TOP
Y
O;of
_j o
OF BANK (G)
(BANKFULL ELEVATION) (TYP)
FILL DOWNSTREAM POOL BED AND
3 PRIMARY ROCK DIMENSIONS:
ADJACENT AREAS WITH 24" OF EVEN
X. LONGEST DIMENSION
THIS SYMBOL DENOTES CRITICAL
BOTTOM OF BANK
o MIXTURE OF CLASS A, B AND CLASS
(STREAMBED ELEVATION)
C RIP -RAP, NO. 57 / NO. 5 STONE,
Y. SHORTEST DIMENSION
ELEVATION ON STRUCTURE.
AND NATIVE MATERIAL ON TOP OF
Z. INTERMEDIATE DIMENSION
IC
CHECK DIMENSION AND CRITICAL
TYPE II GEOTEXTILE FABRIC. COMPACT
ELEVATION TABLE 1 BELOW
IN 6 INCH LIFTS.
PROFILE FOR EXACT ELEVATION
CONSTRUCTED POOL
CALLOUT DESIGNATIONS:
ROW OF CLASS B RIPRAP,
A. BANKFULL WIDTH
SET 2" ABOVE GRADE
B. STREAMBED WIDTH
C. DISTANCE FROM BOTTOM OF BANK
TO TOP OF BANK
ROCK
A -VANE
DETAIL
NTS
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
vw
DICKSON
community infrastructure
consultants
Transportation + Water
Resources
Urban Development +
Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
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DO M
O Qat
PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
D7
PROJ. NO.:
20170243.00. RA

COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
vw
DICKSON
community infrastructure
consultants
Transportation + Water
Resources
CENTERLINE OF
Urban Development +
Geomatics
720 Corporate Drive
Raleigh, NC 27607
STREAMBED
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
- _ TOP OF BANK
VARIES
NC. LICENSE NO. F-0374
CONSTRUCTION NOTES:
LLI
BANKFULL ELEVATIOq - - -
- - - - -
Q
�
o
N
�
M
- - - - - - - -- - - -
1.
CONSTRUCTION OBSERVATION OF MODIFIED A -VANE SHOULD INCLUDE ENGINEER OR DESIGNER WITH STREAM
- -
2% (INCLINE SLOPE OF VANE ARM)
RESTORATION EXPERIENCE.
FLOWS 0.5% TO
_ -
__ --------------------- -
-
\\
2.
DIG A TRENCH BELOW THE BED FOR FOOTER ROCKS AND PLACE FILL ON UPSTREAM SIDE OF DROP STRUCTURE
\
\
ARM, BETWEEN THE ARM AND STREAM BANK
O
3.
INSTALL GEOTEXTILE FABRIC THE FULL LENGTH OF THE STRUCTURE STARTING AT THE UPSTREAM END, AND THEN
O
HEADER ROCK
-----�� �`�
\`\
LL
�
DOWNSTREAM PAST THE LAST DROP STRUCTURE POOL TO A MINIMUM OF THREE FEET
O
U)
I W
(TYP)
z
i p
O
'
Lu
LL
Q
I
LU
U)
4.
PLACE FOOTER ROCKS FIRST AND THEN HEADER (TOP) ROCK. FOOTER ROCKS SHALL BE FIRMLY KEYED INTO THE
_O
W
J
FOOTER ROCK
STREAMBED. TOP OF HEADER CROSS ROCK(S) SHALL BE PLACED 0.2' ABOVE PROPOSED STREAM BED ELEVATION
Q
(TYP)
Z
WITH THE WEIR HEADER ROCK PLACED AT PROPOSED STREAMBED ELEVATION
CONSTRUCTED POOL
JUST DOWNSTREAM
F- �O
5.
CONTINUE WITH STRUCTURE, FOLLOWING ANGLE AND SLOPE SPECIFICATIONS
LU N
O=
SECTION C -C
OF A -VANE ARM
Q
(D
UI O (n
w Q
H Z J
6.
ROCKS SHALL BE PLACED IN A LINEAR FASHION, AND SHALL BE PLACED WITH TIGHT, CONTINUOUS SURFACE
jo
0
r
LLI
W
W
(n
W
J
CONTACT BETWEEN ADJOINING ROCKS. ROCK SHALL BE PLACED SO AS TO HAVE NO SIGNIFICANT GAP (NO MORE
°C cn
0
Q� O
BANKFULL ELEVATION
0
0
THAN 2 INCHES) BETWEEN ADJOINING ROCKS. A COMPLETED ROCK VANE ARM HAS A SMOOTH, CONTINUOUS FINISH
A
FOR PROPOSED HB -2 A -VANES:
FOR PROPOSED UT -2 A -VANES:
0
CO
Q
Q 0
~
Z
O IM
GRADE RUNNING IN AN UPSTREAM DIRECTION FROM THE BANKFULL ELEVATION TO THE STREAMBED
DIMENSION A = 10.9' C B
C DIMENSION A = 9.0'
'L'))LLI
CP
N HEADER
= N
7.
KEY SILL ROCKS INTO THE BANK A MINIMUM OF 5'
DIMENSION B = 3.0'
DIMENSION B = 2.0'
U � Z_
o ROCK
Iii
W >
W
Z 0� Z m
DIMENSION C = 3.95'
DIMENSION C = 3.5'
HEADER ROCK
O Qat
PROJ. DATE: APR 2018
8.
USE COBBLE SUBSTRATE MATERIAL EXCAVATED FROM CHANNEL BED TO FILL GAPS BETWEEN AND ON THE
(VANE ARM)
WEIR HEADER ELEVATION
UPSTREAM SIDE OF ROCKS AND TO LINE POOL BEDS. IF ADEQUATE SUBSTRATE MATERIAL IS NOT AVAILABLE, USE A
'
D8
50/50 MIXTURE OF CLASS A AND CLASS B STONE. SEALING WEIR ROCK(S) IS CRITICAL TO SUCCESS OF STRUCTURE.
G -
(BANKFULL
AS SPECIFIED ON PROFILE
20170243.00. RA
�'
ELEVATION)
AND TABLE THIS SHEET.
9.
AFTER ALL HEADER AND FOOTER ROCKS HAVE BEEN PLACED, FILL IN THE UPSTREAM SIDE OF THE STRUCTURE WITH
FOOTER ROCK
MIX OF CLASS A, B RIP -RAP, NO. 57 STONE, AND SUBSTRATE MATERIAL TO THE ELEVATION OF THE TOP OF THE
(VANE ARM)
HEADER ROCK. COMPACT IN 6 INCH LIFTS. BENTONITE CLAY MAY BE USED AT FACE OF HEADER BOULDERS IF
N
WEIR HEADER ELEVATION
VOIDS EXIST WITH HEADER BOULDERS AND THE CLASS A AND B RIP -RAP
C5
AS SPECIFIED ON PROFILE AND
TABLE THIS SHEET.
10.
AFTER INSTALLATION OF ALL ROCK IS COMPLETE, CONTRACTOR SHALL RESHAPE THE BANK SLOPES AND STREAM
FOOTER ROCK
SEE MATERIAL NOTES
BED TO THE SPECIFIED ELEVATIONS. ALL UNSUITABLE AND SURPLUS ROCK WILL BE REMOVED FROM THE SITE
SEE MATERIAL NOTES
FOR ROCK SIZES
11.
UPON COMPLETION OF THE ROCK A -VANE, THE CONTRACTOR SHALL PLACE STABILIZING VEGETATION AS SHOWN IN
HEADER ROCK
FOR ROCK SIZES
FIVE BOULDERS MAY NOT BE NECESSARY TO SPAN CHANNEL
THE PLANTING PLAN
(TYP)
DEPENDING ON SIZE OF BOULDERS SELECTED.
FLANKING NON WOVEN
BOULDERS TO CENTER BOULDER SHOULD HAVE
A TOP GEOTEXTILE FABRIC
FOOTER ROCK
NON WOVEN TYPE II
ELEVATION 0.3 FEET HIGHER THAN CENTER BOULDER.
(NCDOT TYPE II)
MATERIALS
NOTES (SEE ABOVE ROCK DIMENSIONS DETAIL
(TYP) SECTION A -A
GEOTEXTILE FABRIC
(TYP.)
SECTION D -D
1.
ROCKS MUST HAVE AN INTERMEDIATE DIMENSION (Z) OF AT LEAST 18" FOR HEADERS AND 20-26" FOR FOOTERS.
SILL ROCKS SHALL HAVE AN INTERMEDIATE DIAMETER OF AT LEAST 18". ALL ROCKS SHALL BE APPROVED BY
ENGINEER PRIOR TO INSTALLATION
2.
LENGTH OF HEADER AND FOOTER ROCKS (LONGEST DIMENSION), (X) MUST BE AT LEAST 24". DEPTH OF HEADER
AND FOOTER ROCKS (SHORTEST DIMENSION), (Y) MUST BE AT LEAST 18". WIDTH AND DEPTH OF SILL ROCKS MUST
BE AT LEAST 12"
3.
ROCKS SHALL BE COMPRISED OF ANGULAR, FLAT OR CUBED ROCK OBTAINED FROM A SOURCE THAT IS APPROVED
FLOW
BY THE ENGINEER PRIOR TO CONSTRUCTION
DIRECTION
FOR PROPOSED HB -2 A -VANES: FOR PROPOSED
UT -2 A -VANES:
4.
ROCK SHALL BE OF SUFFICIENT HARDNESS TO RESIST WEATHERING AND SHALL BE FREE OF CRACKS AND OTHER
DIMENSION A = 10.9' DIMENSION A =
9.0'
STRUCTURAL FAULTS. IN NO INSTANCE SHALL CONCRETE BE ALLOWED
A
DIMENSION B = 3.0' DIMENSION B =
2.0'
5.
GEOTEXTILE FABRIC SHALL MEET SPECIFICATIONS FOR TYPE 2 NCDOT GEOTEXTILE FABRIC ACCORDING TO NCDOT
C
B C DIMENSION C = 3.95' DIMENSION C =
3.5'
STANDARD SPECIFICATION 1056
WEIR HEADER ELEVATION AS
SPECIFIED ON PROFILE AND
B NON WOVEN
TABLE 1. (TYP)
C GEOTEXTILE FABRIC
FILL POOL BED WITH 18"
OF EVEN MIXTURE OF SC I
(NCDOT TYPE ll)
CLASS A AND CLASS B
RIP -RAP, NO. 57 / NO. 5 I A
A I
STONE, AND NATIVE MATERIAL ON TOP OF TYPE II I
I
HEADER ROCK
GEOTEXTILE FABRIC.
COMPACT IN 6 INCH LIFTS.
(TYP)
BENTONITE CLAY MAY BE
USED IF VOIDS EXIST WITH I
I
CLASS A RIP -RAP AND HEADER BOULDERS
CENTERLINE OF
I
I
STREAMBED
FOR PROPOSED:
I I
I I
HB -2 = 5.5'
I
o I
TOP OF BANK UT -2 = 5.0'
NON WOVEN GEOTEXTILE
I
I I o
(BANKFULL ELEVATION)
FABRIC (NCDOT TYPE II)
o
-
p I
I
---------
FLOW ---
-----------------
I
I
HEADER ROCK I
(VANE ARM) (TYP)
NON WOVEN GEOTEXTILE I o
0 0 I
FOOTER ROCK
FABRIC (NCDOT TYPE II) I 0
0 0 o
(TYP)
0 0 o
0 0
SECTION B -B INSET
ASS B -j
ROW OF CRIPRAP
SILL ROCK o
3, o 0
(SEE ABOVE)
(TYP)
W
UNDISTURBED SOIL
24" OF EVEN MIXTURE OF CLASS A, B
o 0 0 0 0 0
0 0 0 0 0 0 0 0
AND CLASS C RIP -RAP, NO. 57 STONE,
AND NATIVE MATERIAL ON TOP OF
NCDOT TYPE II GEOTEXTILE FABRIC
5.0'
FOOTER ROCK
o o
(TYP) I
I�
Z
Y �
I
I TOP OF BANK (G)
_
(BANKFULL ELEVATION) (TYP)
CONSTRUCTED POOL
FILL DOWNSTREAM POOL BED AND
ADJACENT AREAS WITH 24" OF EVEN
B MIXTURE OF CLASS A, B AND CLASS
3 PRIMARY ROCK DIMENSIONS:
C RIP -RAP, NO. 57 / NO. 5 STONE,
X. T DIMENSION
THIS SYMBOL DENOTES CRITICAL
BOTTOM OF BANK
AND NATIVE MATERIAL ON TOP OF
TYPE II GEOTEXTILE FABRIC. COMPACT
ELEVATION ON STRUCTURE.
(STREAMBED ELEVATION)
Y. SHORTEST
SHORTEST DIMENSION
IN 6 INCH LIFTS.
Z. INTERMEDIATE DIMENSION
CHECK DIMENSION AND CRITICAL
ELEVATION TABLE 1 BELOW OR
ROW OF CLASS B RIPRAP,
PROFILE FOR EXACT ELEVATION
SET 2" ABOVE GRADE
CALLOUT DESIGNATIONS:
A. BANKFULL WIDTH
B. STREAMBED WIDTH
C. DISTANCE FROM BOTTOM OF BANK
TO TOP OF BANK
ROCK
A -VANE DETAIL
NTS
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
FILE NAME: O:\Projects\Resource Environmental Solutions\2017024300RA - T013 Poplar Creek Mitigation Site\CADD\Plan Set\2017024300RA SHT DETAILS.dwg - April 13, 2018 - Ben Carroll
vw
DICKSON
community infrastructure
consultants
Transportation + Water
Resources
Urban Development +
Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
NC. LICENSE NO. F-0374
LLI
00
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Lu
LL
Q
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LU
U)
Y
_O
W
J
U)
z
Q
O
Z
O
U)
F- �O
i
Z U
LU N
O=
00z
Q
(D
UI O (n
w Q
H Z J
0 or
jo
0
r
LLI
W
W
(n
W
J
Lu
°C cn
0
Q� O
0z
0
0
o
Z
0
CO
Q
Q 0
~
Z
O IM
o
0-
O z w
U �
w
'L'))LLI
CP
Q �_
= N
N
Z O
N
�_
U � Z_
of 0
Iii
W >
W
Z 0� Z m
d 0
O Qat
PROJ. DATE: APR 2018
Q.C.: BC
Q.C. DATE: 3/18
DRAWING NUMBER:
D8
PROJ. NO.:
20170243.00. RA

Appendix B —Data, Analysis, and
Supplementary Information

a
Cw §fix. � m �•'r:�k�a ' ..r ✓'
8 '.
Ak
A`�
a
ir+i+ of
P
8 '.
Ak

NOTES: ExistingConditions Vegetation Survey Date: Latitude: 5Wcvcl
11o,(�d Basal=36.50mi
Site:.'��� Plot: Longitude: Stems/acre=32
fcyo,
Sam
us
sp.
um
vara me tie uosa
*List unidentified species starting with UNK-1; Take pics and/or pressings for later ID
/
/—N,/, Multiflora
p Multiflora Rose <1%
V
TREE - DBH
>10cm = Meas
(>5in)
5.CT
'2/ha
3.76
Est. % Cover
.ire Size Record 5% to 100% in
increments of 5; c5% for
anything below
Personnel: ���<� " �`1
Azimuth:
For SEEDLINGS -Height Classes
SAPLINGS - DBH
�6
Species S H 0-9cm 10-50cm 51
101-137cm
0-1cm 1-2.5cm 2.5-5cm
5-12.7cm
(19.8
(19.8-
(0-3.5in) i3.6 19.7inj 39 din (39.5-54in)
(0-0.4in) (0.5 -lin) (1-2in)
(2-5in)
r"f l ° o e
m
fcyo,
Sam
us
sp.
um
vara me tie uosa
*List unidentified species starting with UNK-1; Take pics and/or pressings for later ID
/
/—N,/, Multiflora
p Multiflora Rose <1%
V
TREE - DBH
>10cm = Meas
(>5in)
5.CT
'2/ha
3.76
Est. % Cover
.ire Size Record 5% to 100% in
increments of 5; c5% for
anything below
�6
TC a nn to
Camp
X1041
,
r�
�i
Carpi
Gi%
`r,1LQ
Magno.
fcyo,
Sam
us
sp.
um
vara me tie uosa
*List unidentified species starting with UNK-1; Take pics and/or pressings for later ID
/
/—N,/, Multiflora
p Multiflora Rose <1%
V
TREE - DBH
>10cm = Meas
(>5in)
5.CT
'2/ha
3.76
Est. % Cover
.ire Size Record 5% to 100% in
increments of 5; c5% for
anything below
r�
�i
Gi%

V C)O A caoYk1 z V/ Oxalis violacea
1'0Ae5t/Ve`L y: �`!; Botrypus virginianus
Ophioglossum pycnostichum
Southern adder's-tongue

Existing Conditions Vegetation Survey date:
Latitude: ]NOTES:y
Longitude: �""` ' —�, op -x, Basal=37.82m^2/ha
-pop
Site:
Plat:
I
� � i y�v�; _ Stems/acre=121.4
Personnel:
-11
Azimuth:�,
0
!
1 0 — ••
For
SEEDLINGS
-
Height Classes
SAPLINGS - DBH TREE - DBH Est. % Cover
Species
T
S
H
0-9cm
10-50cm
51 108-
(19.8-
101-137cm
0-1cm 1-2.5cm 2.5-5cm 5-12.7cm >10cm Measure Size Record 5% to lOOq in
cm
(0-3.5in)
(3-6-19.7in)
39.4in
(39.5-54in)
increments of 5; for
(0-0.4in) (0.5-lin) (1 -tin) (2 -sin} �
( sin)
anything below
n.
nr
��
Vaccini
m co ry
osum
ro i, r'o C-1 1 V
V1
Il I
J
Y
►�`�. ,�1
Onoclet
sensibil
s
t7J' S
Y'1
/
j1.,�bas
J
AT -r\&- SHofof f e.
Botryp
us virgin
anus
%
!1, G4D i
Phytol
acca amE
ricana
z
Rubus
trivialis
Stellari
media
0
�c%`
*List unidentified
species
starting
with UNK-1;
Take
pics and/or
pressings for later ID

L
G I f Cardamine flexuosa
I- i "'. Poa annua

UT to Buffalo Creek
(Ref.)
YBl-C
Watery Fork
(Ref.)
YB2-B
YB3
1
Watershed characteristics
8
10
2
10
8
2
Flow habit
4
11
2
7
5
3
Channel pattern
3
6
2
6
4
4
Entrenchment/channel confinement
3
9
3
12
3
5
Bed material
5
8
4
5
7
6
Bar development
5
5
2
7
10
7
Obstructions/debris jams
3
4
2
8
4
8
Bank soil texture and coherence
4
9
4
8
10
9
Average bankangle
4
10
4
12
9
10
Bank vegetation/protection
3
6
5
8
3
11
Bank cutting
4
7
4
10
4
12
Mass wasting/bank failure
2
7
4
12
1
13
Upstream distance to bridge
NA
NA
NA
NA
NA
Score
48
92
38
105
68
Rating
Good
Fair
Good
Poor
Fair

Stream:
Reach:
Date:
Weather:
Location:
Stability Indicator Excellent (1 -3 ) Good (4 - 6)
Observers:
Project:
Drainage Area:
Stream Type:
Fair (7 - 9)
Poor (10 -12) Score
1. Watershed and flood plain activity
Stable, forested, undisturbed
Occasional minor disturbances in the
Frequent disturbances in the
Continual disturbances in the watershed.
and characteristics
watershed
watershed, including cattle activity
watershed, including cattle activity,
Significant cattle activity, landslides,
(grazing and/or access to stream),
landslides, channel sand or gravel
channel sand or gravel mining, logging,
construction, logging, or other minor
mining, logging, farming, or
farming, or construction of buildings,
deforestation. Limited agricultural
construction of buildings, roads, or
roads, or other infrastructure. Highly
activities
other infrastructure. Urbanization over
urbanized or rapidly urbanizing
significant portion of watershed
watershed
2. Flow habit
Perennial stream with no flashy
Perennial stream or ephemeral first-
Perennial or intermittent stream with
Extremely flashy; flash floods prevalent
behavior
order stream with slightly increased
flashy behavior
mode of discharge; ephemeral stream
rate of flooding
other than first -order stream
3. Channel pattern
Straight to meandering with low radius
Meandering, moderate radius of
Meandering with some braiding;
Braided; primarily bed load; engineered
of curvature; primarily suspended load
curvature; mix of suspended and bed
tortuous meandering; primarily bed
channel that is maintained
loads; well-maintained engineered
load; poorly maintained engineered
channel
channel
3. Channel pattern (revised)
No evidence of channelization.
Appears to have previously been
Appears to have previously been
Appears to have previously been
Meandering, stable channel or straighi
channelized. Stream is relatively
channelized. Stream is actively
channelized. Stream is actively
(step -pool system, narrow valley),
stable. Channel has some meanders
adjusting (meandering); localized areas
adjusting (laterally and/or vertically) with
stable channel.
due to previous channel adjustment.
of instability and/or erosion around
few bends. Straight, unstable reach.
bends. Straightened, stable channel.
4. Entrenchment/ channel confinement
Active flood plain exists at top of
Active flood plain abandoned, but is
Moderate confinement in valley or
Knickpoints visible downstream;
banks; no sign of undercutting
currently rebuilding; minimal channel
channel walls; some exposure of
exposed water lines or other
infrastructure; no levees
confinement; infrastructure not
infrastructure; terraces exist; flood plain
infrastructure; channel -width -to -top -of -
exposed; levees are low and set well
abandoned; levees are moderate in
banks ration small; deeply confined; no
back from the river
size and have minimal setback from the
active flood plain; levees are high and
river
along the channel edge
5. Bed material
Assorted sized tightly packed,
Moderately packed with some
Loose assortment with no apparent
Very loose assortment with no packing.
Fs = approximate portion of sand in the
overlapping, and possibly imbricated.
overlapping. Very small amounts of
overlap. Small to medium amounts of
Large amounts of material < 4 mm. Fs
bed
Most material > 4 mm. Fs < 20%
material < 4 mm. 20 < Fs < 50%
material < 4 mm. 50 < Fs < 70%
> 70
6. Bar development
For S < 0.02 and w/y > 12, bars are
For S < 0.02 and w/y > 12, bars
For S < 0.02 and w/y > 12, bar widths
Bar widths are generally greater than 1/2
mature, narrow relative to stream
may have vegetation and/or be
tend to be wide and composed of newly
the stream width at low flow. Bars are
width at low flow, well -vegetated,
composed of coarse gravel to
deposited coarse sand to small cobbles
composed of extensive deposits of fine
and composed of coarse gravel to
cobbles, but minimal recent growth of
and/or may be sparsely vegetated.
particles up to coarse gravel with little to
cobbles. For S > 0.02 and w/y are <
bar evident by lack of vegetation on
Bars forming for S > 0.02 and w/y < 12
no vegetation. No bars for S < 0.02 and
12, no bars are evident
portions of the bar. For S > 0.02 and
w/y > 12
w/y <12, no bars are evident
7. Obstructions, including bedrock
Rare or not present
Occasional, causing cross currents
Moderately frequent and occasionally
Frequent and often unstable, causing a
outcrops, armor layer, LWD jams, grade
and minor bank and bottom erosion
unstable obstructions, cause noticeable
continual shift of sediment and flow.
control, bridge bed paving, revetments,
erosion of the channel. Considerable
Traps are easily filled, causing channel
dikes or vanes, riprap
sediment accumulation behind
to migrate and/or widen
obstructions

Stabilitv Indicator Excellent 0 -3 ) Good R - 6) Fair (7 - 9) Poor 00 -12) Score
8. Bank soil texture and coherence
Clay and silty clay; cohesive material
Clay loam to sandy clay loam; minor
Sandy clay to sandy loam;
Loamy sand to sand; noncohesive
amounts of noncohesive or
unconsolidated mixtures of glacial or
material; unconsolidated mixtures of
unconsolidated mixtures; layers may
other materials; small layers and lenses
glacial or other materials; layers of
exist, but are cohesive materials
of noncohesive or unconsolidated
lenses that include noncohesive sands
mixtures
and gravels
9. Average bank slope angle (where
Bank slopes < 3H:1V (18°) for
Bank slopes up to 2H:1 V (27°) in
Bank slopes to 1 HAV (45°) in
Bank slopes over 45° in noncohesive or
90° is a vertical bank)
noncohesive or unconsolidated
noncohesive or unconsolidated
noncohesive or unconsolidated
unconsolidated materials or over 60° in
materials to < 1:1 (45°) in clays on
materials to 0.8:1 (50°) in clays on
materials to 0.6:1 (60°) in clays
clays common on one or both banks
both sides
one or occasionally both banks
common on one or both banks
10. Vegetative or engineered bank
Wide band of woody vegetation with
Medium band of woody vegetation
Small band of woody vegetation with 50
Woody vegetation band may vary
protection
at least 90% density and cover.
with 70-90% plant density and cover.
70% plant density and cover. A
depending on age and health with less
Primarily hard wood, leafy, deciduous
A majority of hard wood, leafy,
majority of soft wood, piney, coniferous
than 50% plant density and cover.
trees with mature, healthy, and
deciduous trees with maturing,
trees with young or old vegetation
Primarily soft wood, piney, coniferous
diverse vegetation located on the
diverse vegetation located on the
lacking in diversity located on or near
trees with very young, old and dying,
bank. Woody vegetation oriented
bank. Wood vegetation oriented 80-
the top of bank. Woody vegetation
and/or monostand vegetation located off
vertically. In absence of vegetation,
90% from horizontal with minimal root
oriented at 70-80% from horizontal,
of the bank. Woody vegetation oriented
both banks are lined or heavily
exposure. Partial lining or armoring of
often with evident root exposure. No
at less than 70% from horizontal with
armored
one or both banks
lining of banks, but some armoring may
extensive root exposure. No lining or
be in place on one bank
armoring of banks
11. Bank cutting
Little or none evident. Infrequent raw
Some intermittently along channel
Significant and frequent on both banks.
Almost continuous cuts on both banks,
banks, insignificant percentage of total
bends and at prominent constrictions.
Raw banks comprise large portion of
some extending over most of the banks.
bank
Raw banks comprise minor portion of
bank in vertical direction. Root mat
Undercutting and sod -root overhangs
bank in vertical direction
overhangs
12. Mass wasting or bank failure
No or little evidence of potential or
Evidence of infrequent and/or minor
Evidence of frequent and/or significant
Frequent and extensive mass wasting.
very small amounts of mass wasting.
mass wasting. Mostly healed over
occurrences of mass wasting that can
The potential for bank failure, as
Uniform channel width over the entire
with vegetation. Relatively constant
be aggravated by higher flows, which
evidenced by tension cracks, massive
reach
channel width and minimal scalloping
may cause undercutting and mass
undercuttings, and bank slumping is
of banks
wasting of unstable banks. Channel
considerable. Channel width is highly
width quite irregular, and scalloping of
irregular, and banks are scalloped
banks is evident
13. Upstream distance to bridge from
More than 35 m; bridge is well -aligned
20-35 m; bridge is aligned with flow
10-20 m; bridge is skewed to flow, or
Less than 10 m; bridge is poorly aligned
meander impact point and alignment
with river flow
flow alignment is otherwise not centerec
with flow
beneath bridge
H = horizontal, V = vertical, Fs = fraction of sand, S = slope, w/y = width -to -depth ratio
Total Score

Stream:
Reach:
Date:
Weather:
Location:
Stability Indicator Excellent (1 -3 ) Good (4 - 6)
Observers:
Project:
Drainage Area:
Stream Type:
Fair (7 - 9)
Poor (10 - 12) Score
1. Watershed and flood plain activity
Stable, forested, undisturbed
Occasional minor disturbances in the
Frequent disturbances in the
Continual disturbances in the watershed.
and characteristics
watershed
watershed, including cattle activity
watershed, including cattle activity,
Significant cattle activity, landslides,
(grazing and/or access to stream),
landslides, channel sand or gravel
channel sand or gravel mining, logging,
construction, logging, or other minor
mining, logging, farming, or
farming, or construction of buildings,
deforestation. Limited agricultural
construction of buildings, roads, or
roads, or other infrastructure. Highly
activities
other infrastructure. Urbanization over
urbanized or rapidly urbanizing
significant portion of watershed
watershed
2. Flow habit
Perennial stream with no flashy
Perennial stream or ephemeral first-
Perennial or intermittent stream with
Extremely flashy; flash floods prevalent
behavior
order stream with slightly increased
flashy behavior
mode of discharge; ephemeral stream
rate of flooding
other than first -order stream
3. Channel pattern
Straight to meandering with low radius
Meandering, moderate radius of
Meandering with some braiding;
Braided; primarily bed load; engineered
of curvature; primarily suspended load
curvature; mix of suspended and bed
tortuous meandering; primarily bed
channel that is maintained
loads; well-maintained engineered
load; poorly maintained engineered
channel
channel
3. Channel pattern (revised)
No evidence of channelization.
Appears to have previously been
Appears to have previously been
Appears to have previously been
Meandering, stable channel or straighrl
channelized. Stream is relatively
channelized. Stream is actively
channelized. Stream is actively
(step -pool system, narrow valley),
stable. Channel has some meanders
adjusting (meandering); localized areas
adjusting (laterally and/or vertically) with
stable channel.
due to previous channel adjustment.
of instability and/or erosion around
few bends. Straight, unstable reach.
bends. Straightened, stable channel.
4. Entrenchment/ channel confinement
Active flood plain exists at top of
Active flood plain abandoned, but is
Moderate confinement in valley or
Knickpoints visible downstream;
banks; no sign of undercutting
currently rebuilding; minimal channel
channel walls; some exposure of
exposed water lines or other
infrastructure; no levees
confinement; infrastructure not
infrastructure; terraces exist; flood plain
infrastructure; channel -width -to -top -of -
exposed; levees are low and set well
abandoned; levees are moderate in
banks ration small; deeply confined; no
back from the river
size and have minimal setback from the
active flood plain; levees are high and
river
along the channel edge
5. Bed material
Assorted sized tightly packed,
Moderately packed with some
Loose assortment with no apparent
Very loose assortment with no packing.
Fs = approximate portion of sand in the
overlapping, and possibly imbricated.
overlapping. Very small amounts of
overlap. Small to medium amounts of
Large amounts of material < 4 mm. Fs
bed
Most material > 4 mm. Fs < 20%
material < 4 mm. 20 < Fs < 50%
material < 4 mm. 50 < Fs < 70%
> 70
6. Bar development
For S < 0.02 and w/y > 12, bars are
For S < 0.02 and w/y > 12, bars
For S < 0.02 and w/y > 12, bar widths
Bar widths are generally greater than 1/2
mature, narrow relative to stream
may have vegetation and/or be
tend to be wide and composed of newly
the stream width at low flow. Bars are
width at low flow, well -vegetated,
composed of coarse gravel to
deposited coarse sand to small cobbles
composed of extensive deposits of fine
and composed of coarse gravel to
cobbles, but minimal recent growth of
and/or may be sparsely vegetated.
particles up to coarse gravel with little to
cobbles. For S > 0.02 and w/y are <
bar evident by lack of vegetation on
Bars forming for S > 0.02 and w/y < 12
no vegetation. No bars for S < 0.02 and
12, no bars are evident
portions of the bar. For S > 0.02 and
w/y > 12
w/y <12, no bars are evident
7. Obstructions, including bedrock
Rare or not present
Occasional, causing cross currents
Moderately frequent and occasionally
Frequent and often unstable, causing a
outcrops, armor layer, LWD jams, grade
and minor bank and bottom erosion
unstable obstructions, cause noticeable
continual shift of sediment and flow.
control, bridge bed paving, revetments,
erosion of the channel. Considerable
Traps are easily filled, causing channel
dikes or vanes, riprap
sediment accumulation behind
to migrate and/or widen
obstructions

Stabilitv Indicator Excellent 0 -3 ) Good R - 6) Fair (7 - 9) Poor 00 -12) Score
8. Bank soil texture and coherence
Clay and silty clay; cohesive material
Clay loam to sandy clay loam; minor
Sandy clay to sandy loam;
Loamy sand to sand; noncohesive
amounts of noncohesive or
unconsolidated mixtures of glacial or
material; unconsolidated mixtures of
unconsolidated mixtures; layers may
other materials; small layers and lenses
glacial or other materials; layers of
exist, but are cohesive materials
of noncohesive or unconsolidated
lenses that include noncohesive sands
mixtures
and gravels
9. Average bank slope angle (where
Bank slopes < 3H:1V (18°) for
Bank slopes up to 2H:1 V (27°) in
Bank slopes to 1 HAV (45°) in
Bank slopes over 45° in noncohesive or
90° is a vertical bank)
noncohesive or unconsolidated
noncohesive or unconsolidated
noncohesive or unconsolidated
unconsolidated materials or over 60° in
materials to < 1:1 (45°) in clays on
materials to 0.8:1 (50°) in clays on
materials to 0.6:1 (60°) in clays
clays common on one or both banks
both sides
one or occasionally both banks
common on one or both banks
10. Vegetative or engineered bank
Wide band of woody vegetation with
Medium band of woody vegetation
Small band of woody vegetation with 50
Woody vegetation band may vary
protection
at least 90% density and cover.
with 70-90% plant density and cover.
70% plant density and cover. A
depending on age and health with less
Primarily hard wood, leafy, deciduous
A majority of hard wood, leafy,
majority of soft wood, piney, coniferous
than 50% plant density and cover.
trees with mature, healthy, and
deciduous trees with maturing,
trees with young or old vegetation
Primarily soft wood, piney, coniferous
diverse vegetation located on the
diverse vegetation located on the
lacking in diversity located on or near
trees with very young, old and dying,
bank. Woody vegetation oriented
bank. Wood vegetation oriented 80-
the top of bank. Woody vegetation
and/or monostand vegetation located off
vertically. In absence of vegetation,
90% from horizontal with minimal root
oriented at 70-80% from horizontal,
of the bank. Woody vegetation oriented
both banks are lined or heavily
exposure. Partial lining or armoring of
often with evident root exposure. No
at less than 70% from horizontal with
armored
one or both banks
lining of banks, but some armoring may
extensive root exposure. No lining or
be in place on one bank
armoring of banks
11. Bank cutting
Little or none evident. Infrequent raw
Some intermittently along channel
Significant and frequent on both banks.
Almost continuous cuts on both banks,
banks, insignificant percentage of total
bends and at prominent constrictions.
Raw banks comprise large portion of
some extending over most of the banks.
bank
Raw banks comprise minor portion of
bank in vertical direction. Root mat
Undercutting and sod -root overhangs
bank in vertical direction
overhangs
12. Mass wasting or bank failure
No or little evidence of potential or
Evidence of infrequent and/or minor
Evidence of frequent and/or significant
Frequent and extensive mass wasting.
very small amounts of mass wasting.
mass wasting. Mostly healed over
occurrences of mass wasting that can
The potential for bank failure, as
Uniform channel width over the entire
with vegetation. Relatively constant
be aggravated by higher flows, which
evidenced by tension cracks, massive
reach
channel width and minimal scalloping
may cause undercutting and mass
undercuttings, and bank slumping is
of banks
wasting of unstable banks. Channel
considerable. Channel width is highly
width quite irregular, and scalloping of
irregular, and banks are scalloped
banks is evident
13. Upstream distance to bridge from
More than 35 m; bridge is well -aligned
20-35 m; bridge is aligned with flow
10-20 m; bridge is skewed to flow, or
Less than 10 m; bridge is poorly aligned
meander impact point and alignment
with river flow
flow alignment is otherwise not centerec
with flow
beneath bridge
H = horizontal, V = vertical, Fs = fraction of sand, S = slope, w/y = width -to -depth ratio
Total Score

Poplar Creek Morphological Parameters
Bankfull stage was estimated using NC Regional Curve equations and existing conditions data
2 NC Regional Curve equations source: Doll et al. (2003)
3 NC Regional Curve equations source: Sweet and Geratz (2003)
UT to Buffalo Branch
Reference
Watery Fork Reference
YB1-C
YB1-C
Existing'
YB2-B YB2-B
YB3
YB1-C
YB2-A
Design
YB2-B (Upstream)
YB2-B (Downstream)
Feature
Pool
I
Riffle
Pool
Riffle
Riffle
Pool
Riffle
Pool
Riffle
Riffle
I
Pool
Riffle
I
Pool
Riffle
I
Pool
Riffle
I
Pool
Drainage Area (ac)
540
624
66
66
102
102
29
102
51
78
102
Drainage Area mit
0.84
0.84
0.10
0.10
0.16
0.16
0.05
0.16
0.08
0.12
0.16
NC Regional
Curve Discharge cfs 2
14.7
78
3.2
3.2
4.4
4.4
1.9
4.4
2.7
3.6
4.4
NC Regional Curve Discharge (cfs)3
7.7
81
37.9
37.9
2.2
2.2
0.9
2.2
1.3
1.8
2.2
Design/Calculated
Discharge cfs
17
87
---
---
---
---
---
3
3
4
5
Dimension
BF Width ft
8.5
9.9
13.5
15.3
5.2
4.5
6.2
7.6
3.9
4.9
5
5
5
5
5
5.3
5.4
Floodprone Width (ft)
36
50
>30
>30
6
6
7
10
>17
>11
>11
>11
>11
>11
>11
>12
>12
BF Cross Sectional Area (ft)
11.8
11.2
25.7
23.9
2.4
5.3
2.5
6.3
2.4
2.6
3.9
2.6
3.6
2.6
3.6
2.7
4
BF Mean Depth (ft)
1.4
1.1
1.9
1.6
0.5
1.2
0.4
0.8
0.6
0.5
0.8
0.5
0.7
0.5
0.7
0.5
0.7
BF Max Depth (ft)
2.2
1.7
2.5
2.0
0.7
1.4
0.6
1.2
0.8
0.8
1.3
0.7
1.1
0.7
1.1
0.7
1.1
Width/Depth Ratio
6.2
8.7
7.1
9.8
11.3
3.8
15.5
9.3
6.5
9.1
6.4
9.7
7.0
9.7
7.0
10.3
7.3
Entrenchment Ratio
>2.2
>2.2
>2.2
2.0
1.2
1.3
1.1
1.3
>4.3
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
Wetted Perimeter (ft)
10.2
10.7
16.6
19.0
5.7
6.3
6.5
8.3
4.6
5.3
5.7
5.4
5.6
5.4
5.6
5.6
6.0
Hydraulic Radius (ft)l
1.2
1
1.0
1 1.5
1
1.3 1
0.4
1
0.8
1 0.4
1
0.8 1
0.5
0.5
1
0.7
0.5
1
0.6
1 0.5
1
0.6
1 0.5
1
0.7
Bank Height Ratiol
1.2
1
1.3
1 1.4
1
1.8 1
3.6
1
2.1
1 5.7
1
3.9 1
1.3
1.0
1
1.0
1.0
1
1.0
1 1.0
1
1.0
1 1.0
1
1.0
Substrate
Coarse Sand
Very Coarse Gravel
Coarse Sand
Fine Gravel
Course Sand
Course Sand
Course Sand
Fine Gravel
Fine Gravel
Pattern
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Channel Beltwidth (ft)
41.2
43.5
36
114
20
35
16
44
13
22
13
27
13
28
9
22
11
25
Radius of Curvature (ft)
13.11
24.6
14
73
10
62
7
57
4
30
10
15
11
32
13
33
12
24
Radius of Curvature Ratio
1.2
2.3
0.9
4.8
1.9
11.9
1.1
9.2
1.03
7.69
2.0
3.1
2.2
6.4
2.6
6.6
2.3
4.5
Meander Wavelength (ft)
49.5
64.9
112
345
45.0
109.0
27
139
20
61
36
77
43
80
36
70
40
72
Meander Width Ratio
3.8
4.0
2.4
7.5
3.8
6.7
2.6
7.1
3.33
5.64
2.7
5.5
2.6
5.6
1.8
4.4
2.1
4.7
Profile
Shallow Length (ft)
4
19.9
12
35
2.5
15
3
13
---
1.2
17.2
4.1
12.0
4.1
12.0
4.4
12.7
Run Length (ft)
7.8
23
2
10
3
6
3
18
---
1.0
9.8
1
3.4
1
3.4
1
3.6
Pool Length (ft)
6.9
21.6
3
18
5
22
6
14
---
3.9
16.2
1.1
6.2
1.1
6.2
1.2
6.5
Pool -to-Pool Spacing (ft)
40.3
109.8
29
62
22
39
23
63
---
9.8
27.9
9.8
21.2
9.8
21.2
10.4
22.5
Additional Reach Parameters
Valley Length ft
285
1238
611
1512
1068
611
1068
750
762
Channel Length ft
375
1500
720
1721
1238
797
1246
840
871
Sinuosity
1.32
1.21
1.18
1.14
1.16
1.30
1.17
1.12
1.14
Water Surface Slope ft/ft
0.0023
0.011
-
0.012
-
---
---
---
---
Channel Slope(ft/ft),0.0025
0.0100
0.0058
0.013
0.021
0.0035
0.0035
0.0080
0.0080
Rosgen Classificationi
E5
I
E4
I
G5
I
G4
I
E5
E5
E5
E4
E4
Bankfull stage was estimated using NC Regional Curve equations and existing conditions data
2 NC Regional Curve equations source: Doll et al. (2003)
3 NC Regional Curve equations source: Sweet and Geratz (2003)

Morphological Parameters
Dimension
BB Reference
Y1131 -C
WF Reference
Y1132A
YB2B (US)
YB2B (DS)
BF Width ft
10
4.9
14.6
5
5
5.3
Floodprone Width ft
BF Cross Sectional Area(ft)
BF Mean Depth ft
BF Max Depth ft
Width/Depth Ratio
Entrenchment Ratio
Wetted Perimeter ft
Hydraulic Radius ft
Substrate
Description D50
D16 mm
D50 mm
D84 mm
Pattern
Channel Beltwidth ft
Radius of Curvature ft
Radius of Curvature Ratio
Meander Wavelength ft
Meander Width Ratio
Profile
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Shallow Length ft
2.4
35
1.176
17.15
12
35
4.1
12.0
4.1
12.0
4.4
12.7
Shallow Length Ratio
0.24
3.50
0.82
2.40
Shallow Sloe
0.20%
6.30%
0.3%
9.6%
1.10%
2.70%
0.35%
0.86%
0.80%
1.96%
0.80%
1.96%
Shallow Sloe Ratio
0.87
27.39
1.00
2.45
Run Length ft
2
20
0.98
9.8
2
10
0.7
3.4
0.7
3.4
0.7
3.6
Run Length Ratio
0.20
2.00
0.14
0.68
Run Sloe
0.20%
8.70%
0.3%
13.2%
1.20%
7.90%
0.38%
2.51%
0.87%
5.75%
0.87%
5.75%
Run Sloe Ratio
0.87
37.83
1.09
7.18
Glide Length ft
5
26
2.45
12.74
5
8.5
1.7
2.9
1.7
2.9
1.8
3.1
Glide Length Ratio
0.50
2.60
0.34
0.58
Glide Sloe
0.20%
8.70%
0.3%
13.2%
3.20%
6.11%
1.02%
1.94%
2.33%
4.44%
2.33%
4.44%
Glide Slope Ratio
0.87
37.83
2.91
5.55
Pool Length ft
8
33
3.92
16.17
3.2
18
1.1
6.2
1.1
6.2
1.2
6.5
Pool Length Ratio
0.80
3.30
0.22
1.23
Pool -to-Pool Spacing ft
20
57
9.8
27.93
28.7
62
9.8
21.2
9.8
21.2
10.4
22.5
Pool -to-Pool Ratio
2.00
5.70
1.97
4.25
Additional Reach Parameters
Valley Length ft
Channel Length ft
Sinuosity
Water Surface Slope ft/ft
Channel Slope ft/ft
0.23%
0.35%
1.10%
0.35%
0.80%
0.80%
Ros en Classification

UT to Buffalo Creek Cross Section 1 - Riffle
189
188
c
° 187
.6
aa)
w
186
185
0 5 10 15 20 25 30 35
Distance (ft)
--*--Reference Reach Approx. Bankfull Floodprone Area

pstream
UT to Buffalo Creek Cross Section 2 - Pool
192
191
190
189
C:
° 188
187
LU
186
185
184
0 5 10 15 20 25 30 35 40
Distance (ft)
--*--Reference Reach Approx. Bankfull Floodprone Area

t%ze"

UT to Buffalo Creek CrossSection 4 - Riffle
190
189
188
C:
° 187
m
LU 186
185
184
0 5 10 15 20 25 30 35 40
Distance (ft)
—40-- Reference Reach Approx. Bankfull Floodprone Area

�`_�:' • .. - � r-� _ -moi
Ci

Upstream Downstream
Watery Fork Cross Section 2 - Riffle
100
99
.00
98
0 97
R
>
96
w
95
94
0 5 10 15 20 25 30 35
Distance (ft)
—a—Ground Approx. Bankfull Floodprone Area

Appendix C —Site Protection Instrument

SITE PROTECTION INSTRUMENT
The land required for the construction, management, and stewardship of this Site includes portions of
the following parcels (Table 1).
Table 1. Project Parcel and Landowner Information
The Wilmington District Conservation Easement model template was utilized to draft the site protection
instrument. Once finalized, a copy of the final recorded easement will be provided in Appendix A.
EBX-Neuse I, LLC, acting as the Bank Sponsor, will establish a Conservation Easement, and will
monitor the Site for a minimum of seven years. This Mitigation Plan provides detailed information
regarding bank operation, including long term management and annual monitoring activities, for review
and approval by the Interagency Review Team (IRT). Upon approval of the Site by the IRT, the Site
will be transferred to the North Carolina Wildlife Habitat Foundation (NCWHF). The NCWHF will be
responsible for periodic inspection of the Site to ensure that restrictions required in the Conservation
Easement or the deed restriction document(s) are upheld. Endowment funds required to uphold
easement and deed restrictions will be negotiated prior to site transfer to the responsible party.
The Bank Sponsor will ensure that the Conservation Easement will allow for the implementation of an
initial monitoring phase, which will be developed during the design phase and conducted by the Bank
Sponsor. The Conservation Easement will allow for yearly monitoring and, if necessary, maintenance
of the Site during the initial monitoring phase. These activities will be conducted in accordance with
the terms and conditions of the approved Mitigation Plan for the Poplar Creek Mitigation Site. The
Poplar Creek Site will be authorized under the Neu -Con Wetland and Stream Umbrella Mitigation Bank
made and entered into by EBX-Neuse I, LLC, US Army Corps of Engineers, and NC Division of Water
Resources.
PIN
Owner of Record
Or
Stream Reach
Tax Parcel ID#
169500-47-2720
169500-36-8766
YB 1-C
169500-36-5192
YB2-A
Dwight B Youngblood JR.
169500-27-6486
YB2-B
169500-25-9195
Y133
169500-25-0748
169500-16-5546
Dwight Benjamin Youngblood
No reach, but Conservation
169500-17-7883
Jr.
Easement on the parcel
Terry M Keen
169500-34-9404
YB3
The Wilmington District Conservation Easement model template was utilized to draft the site protection
instrument. Once finalized, a copy of the final recorded easement will be provided in Appendix A.
EBX-Neuse I, LLC, acting as the Bank Sponsor, will establish a Conservation Easement, and will
monitor the Site for a minimum of seven years. This Mitigation Plan provides detailed information
regarding bank operation, including long term management and annual monitoring activities, for review
and approval by the Interagency Review Team (IRT). Upon approval of the Site by the IRT, the Site
will be transferred to the North Carolina Wildlife Habitat Foundation (NCWHF). The NCWHF will be
responsible for periodic inspection of the Site to ensure that restrictions required in the Conservation
Easement or the deed restriction document(s) are upheld. Endowment funds required to uphold
easement and deed restrictions will be negotiated prior to site transfer to the responsible party.
The Bank Sponsor will ensure that the Conservation Easement will allow for the implementation of an
initial monitoring phase, which will be developed during the design phase and conducted by the Bank
Sponsor. The Conservation Easement will allow for yearly monitoring and, if necessary, maintenance
of the Site during the initial monitoring phase. These activities will be conducted in accordance with
the terms and conditions of the approved Mitigation Plan for the Poplar Creek Mitigation Site. The
Poplar Creek Site will be authorized under the Neu -Con Wetland and Stream Umbrella Mitigation Bank
made and entered into by EBX-Neuse I, LLC, US Army Corps of Engineers, and NC Division of Water
Resources.

Appendix D — DWR Stream Identification
Forms

m N N N N N N O Im ry- C Im m O C O C- C Olh
C C C O C O O C C C 10 --co. 'C O C O ....
N -,-Ill -- O I------ IN m O O O C O O
Ifl -----------
NNNNNN---O IN N - -- O IM m 0 0 0 0, O C
O O O C C O C O C O O IO O O C O C IO 0 0 0 0 0 0 0
0
O Cy C m G
NC
E M $O•: O V O G L CCI O V E C.0 'J 9 V'� O L J R
E G
uy=o.�.c4<s4uzumLO°='�cmmLL�i<4:u<<
M1 I% -? 10`! N N N N Yh G
- N N
cn
E
0
LL
c
0
ZZ
cu
E
cu
CD
�
v`�AJ'
— I
CY
U
Z

NC DWQ Stream Identification Form Version 4.11
Date:
Project/Site:
Latitude:
Evaluator.
County:
Longitude:
Total Points:
Stream Determination (circle one)
Other
Stream is at laest/ntennirtent
9919or ial%930•
Ephemeral Intermittent Pemnnlal
e.p, Quad Neme;
A. Geomorphology (Subtotal=
Absent
Weak
Moderate
Strong
1' Continuity of channel bed and bank
0
1
2 1
3
2. Sinuosity of channel along thalwell
0
1
2
3
3. In -channel structure: ex. riffle -pool, step -pool,
r I sequence
0
1
2
3
4. Particle size of stream substrate
0
1
2
3
5. Act va(relict floodplain
0
1
2
3
6. Deposilional bars or benches
0
1
2
3
7. Recent alluvial deposits
0
1
2
3
8. Headouts
0
1
2
3
9. Grade control
0
0.5
1
1.5
10. Natural valley
0
0.5
1
1.5
11. Second or greater order channel
No = 0
Yes = 3
Sketch.
'Nadel ditches are not rated; we discussions In manual
B. Hvdroloov (Subtotal = )
12, Presence of Baseflow
0
1
2
3
13. Iron oxidizing bacteria
0
1
2
3
14. Leat litter
1.5
1
0.5
0
15. Sediment on plants or debris
0
0.5
1
1.5
16. Organic debris fines or plies
0
0.5
1
1.5
17. Soil -based evidence of high water table7
0
No = 0
Yes = 3
1.5
C. Bioloov (Subtotal =
18. Fibrous roots in stmambed
3
2
1
0
19. Rooted upland plants in straambed
3
2
1
0
20. Macrobenthos (note dHersity and abundance)
0
1
2
3
21. Aquatic Mollusks
0
1
2
3
22. Fish
0
0.5
1
L5
23. Crayfish
0
OS
1
1.5
24. Amphibians
0
0.5
1
1.5
25, Algae
0
0.5
1
1.5
26. Welland plants in streembed
FACW = 0.75; OBL = 1.5
Other = 0
'perennial streams may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch.

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Water Resources
ENVIRONMENTAL QUALITY
August 19, 2016
Brad Breslow, RES
302 Jefferson St., Suite 110
Raleigh, NC 27605
PAT MCCRORY
Governor
DONALD R. VAN DER VAART
Secretary
S. JAY ZIMMERMAN
Direcmr
Subject: Buffer Determination Letter
RRO #16-260
Johnston County
Determination Type:
Buffer
Intermittent/Perennial
® Neuse (15A NCAC 2B.0233)
Start@
Stop@
❑ Intermittent/Perennial Determination (where local buffer
❑ Tar -Pamlico (15A NCAC 2B .0259)
ordinances apply)
❑ Jordan (15A NCAC 2B .0267)
(governmental and/or interjurisdictional
projects)
Project Name: Poplar Creek Mitigation Site
Address/Location: 2549 Wilson Mills Road Smithfield NC 27577
Stream(s): Poplar Creek
Determination Date: 08/18/2016
Staff. Rick Trone
Stream
E/I/P*
Not Subject
Subject
Start@
Stop@
Soil
USGS
To o
171-175
------Survey
I
X
DWR Flag
DWR
X
X
Flag/Pipeline
Easement
177-178
I
X
DWR Flag
Confluence
X
X
w/Po lar Creek
YB1
I
X
DWR Flag
Confluence
X
X
w/Polar Creek
YB2B-
P
X
DWR Flag at LeeConfluence
X
X
Y132C
Youngblood Rd
w/Polar Creek
YB3
I
X
DWR Flag
DWR
X
Flag/Pipeline
Easement
"E/IIP = Ephemeral/Intermittent/Perennial
Division of Water Resources, Raleigh Regional Office, Water Quality Operations Section http://portal.ncdenr.org/web/wq/aps
1628 Mail Service Center, Raleigh, NC 27699-1628 Phone: [phone]
Location: 3800 Barrett Drive, Raleigh, NC 27609 Fax: [phone]

Explanation: The stream(s) listed above has been located on the most recent published NRCS Soil Survey of
Johnston County, North Carolina and/or the most recent copy of the USGS Topographic map at a 1:24,000 scale.
Each stream that is checked "Not Subject' has been determined to not be at least intermittent or is not present.
Streams that are checked "Subject' have been located on the property and possess characteristics that qualify it to be
at least an intermittent stream. There may be other streams located on the property that do not show up on the maps
referenced above but may be considered jurisdictional according to the US Army Corps of Engineers.
This on-site determination shall expire five (5) years from the date of this letter. Landowners or affected
parties that dispute a determination made by the DWR may request a determination by the Director. An
appeal request must be made within sixty (60) days of date of this letter. A request for a determination by the
Director shall be referred to the Director in writing. If sending via US Postal Service: c/o Karen Higgins,
DWR — 401 & Buffer Permitting Unit, 1617 Mail Service Center; Raleigh, NC 27699-1617. If sending via
delivery service (UPS, FedEx, etc.): Karen Higgins, DWR — 401 & Buffer Permitting Unit, 512 N. Salisbury
Street, Raleigh, NC 27604.
This determination is final and binding unless, as detailed above, an appeal is requested within sixty (60)
days.
This project may require a Section 404/401 Permit for the proposed activity. Any inquiries should be
directed to the US Army Corp of Engineers (Raleigh Regulatory Field Office) at (919)-554-4884.
If you ave questions regarding this deterin ton, please feel free to contact Rick Trone at [phone].
S' cereI
If
y/
Danny Smith/
�v
Supervisor, Water Quality Regional Operations Center
cc: RRO DWR File Copy

Popular Creek Mitigation Site
I Johnston County, NC-DWR Project # 16-260 I
Stream F1- —
F5
A
os,
PP< Subject
Stream F8
4 Stream YB1
Subject isml
ftY_ _ tib
i i e Pond \ —
\\` ', X v y
loMESTfAAD
I
SPA
Stream YB2B- �
YB2C
—
',g�\ Subject
I
o "rJones
g Cc -n
USGS Topo Map •yTq cd Map provided by NCDEQ
Selma Quandrangle ' " Division of Water Re-
s sources
Johnston Co., NC S
•;ry �. :: Locations are approxi-
2016
pproxi- r•� n
2016�',� mate and are provided for IILJ,AV\'JII
.�., reference only ::

I
It

Appendix E —Wetland JD Forms and
Maps

fires
March 28, 2017
The purpose of this project is the establishment of a mitigation site under the existing
10055 Red Run Blvd.
Ms. Samantha Dailey
Suite 130
U.S. Army Corps of Engineers
Owings Mills, MD
associated with Department of the Army permit authorizations pursuant to Section 404 of
117
3331 Heritage Trade Drive, Suite 105
1371/2 East Main St.
Wake Forest, North Carolina 27587
412 N. 4th St.
Delineation Information
Suite 300
RES completed its delineation of potentially jurisdictional areas on this property on January 17,
Baton Rouge, LA
2017 and January 31, 2017 in accordance with the 1987 Corps of Engineers Wetlands
70802
Dear Ms. Samantha Dailey,
Suite 431
Supplement to the Corps of Engineers Delineation Wetland Delineation Manual: Atlantic and
100 Calhoun St.
Resource Environmental Solutions RES is leased to resent this Request for a Preliminary
(RES) p P q rY
Suite 320
Charleston, SC
Jurisdictional Determination for the Poplar Creek Mitigation Site in Smithfield, Johnston County,
29401
North Carolina. As part of this scope of work, RES is submitting this request to the U.S. Army
Suite 110
Corps of Engineers (Corps) for a confirmation of the limits of Waters of the U.S. on the subject
� gneers ( �) �
5020 Montrose Blvd.
were located using Global Positioning System (GPS) technology with sub -meter accuracy and
Suite 650
site.
Houston, TX
location of these areas are depicted on the attached Waters of the U.S. Delineation Map.
p p
77006
The purpose of this project is the establishment of a mitigation site under the existing
Neu -con Umbrella Banking Instrument to generate stream mitigation credits that may be
1200 Camellia Blvd.
Suite 220
used to provide compensatory mitigation for unavoidable impacts to warm water streams
Lafayette, LA
associated with Department of the Army permit authorizations pursuant to Section 404 of
70508
the Clean Water Act.
1371/2 East Main St.
Suite 210
Delineation Information
Oak Hill, WV
RES completed its delineation of potentially jurisdictional areas on this property on January 17,
25901
2017 and January 31, 2017 in accordance with the 1987 Corps of Engineers Wetlands
33 Terminal Way
Delineation Manual methodology (Environmental Laboratory 1987), as well as the Regional
Suite 431
Supplement to the Corps of Engineers Delineation Wetland Delineation Manual: Atlantic and
Pittsburgh, PA
Gulf Coastal Plain (Version 2.0). Stream buffer determinations were verified during a site visit
15219
on August 19, 2016 by a North Carolina Division of Water Resources representative. The Buffer
302 Jefferson St.
Determinaton Letter can be found in the attachments. Flags were numbered and placed onsite to
Suite 110
mark the limits of potentially jurisdictional wetlands and other waters of the U.S. Wetland flags
Raleigh, NC
27605
were located using Global Positioning System (GPS) technology with sub -meter accuracy and
the streams were professional surveyed at the top of their banks. The approximate size and
1521 W. Main
location of these areas are depicted on the attached Waters of the U.S. Delineation Map.
p p
2 Id Floor
Richmond, VA
Richmond,
23220
The current land use on-site is agricultural, light -residential, and forested land. The site contains
three tributaries to Poplar Creek, two farm ponds, and six wetland areas.
Attachments for Reference
- Jurisdictional Determination Request Form
- Preliminary Jurisdictional Determination Form
- Landowner Authorization Forms
- Project Vicinity Map
- Project Location Map (with topography)
- National Wetlands Inventory Map
- Aerial Imagery
- Soils Map
- Wetland Delineation Data Sheets
- NCDWR Buffer Determination
- Waters of the U.S. Delineation Map

fires
RES respectfully requests that the Corps confirm this delineation of Waters of the U.S. on this property. I
will contact you in the coming days to arrange a site visit for this purpose. Please contact me ((919) 345-
3034) if you have any additional questions regarding this matter.
Sincerely,
Jeremy Schmid, PWS
Ecologist
1
Matthew DeAngelo
Ecologist

Jurisdictional Determination Request
0
US Amy Corps
of Engineers.
Wilmingbn Divw
This force is intended for use by anyone requesting a jurisdictional determination (JD) from the
U.S. Army Corps of Engineers, Wilmington District (Corps). Please include all supporting
information, as described within each category, with your request. You may submit your request
to the appropriate Corps Field Office (or project manager, if known) via mail, electronic mail, or
facsimile. A current list of county assignments by Field Office and project manager can be
found on-line at: hqp://www.saw.usace.anny.mil/Missions/RegulatoryPermitProgram.aspx , by
telephoning: 910-251-4633, or by contacting any of the field offices listed below:
ASHEVILLE REGULATORY FIELD OFFICE
US Army Corps of Engineers
151 Patton Avenue, Room 208
Asheville, North Carolina 28801-5006
General Number: [phone]
Fax Number: [phone]
RALEIGH REGULATORY FIELD OFFICE
US Army Corps of Engineers
3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
General Number: [phone]
Fax Number: [phone]
WASHINGTON REGULATORY FIELD OFFICE
US Army Corps of Engineers
2407 West Fifth Street
Washington, North Carolina 27889
General Number: [phone]
Fax Number: [phone]
WILMINGTON REGULATORY FIELD OFFICE
US Army Corps of Engineers
69 Darlington Avenue
Wilmington, North Carolina 28403
General Number: 910-251-4633
Fax Number: [phone]
Version: December 2013 Page 1

Jurisdictional Determination Request
INSTRUCTIONS:
All requestors must complete Parts A, B, C, D, E and F.
NOTE TO CONSULTANTS AND AGENCIES: If you are requesting a JD on behalf of a
paying client or your agency, please note the specific submittal requirements in Part G.
NOTE ON PART D — PROPERTY OWNER AUTHORIZATION: Please be aware that all JD
requests must include the current property owner authorization for the Corps to proceed with the
determination, which may include inspection of the property when necessary. This form must be
signed by the current property owner to be considered a complete request.
NOTE ON PART D - NCDOT REQUESTS: Property owner authorization/notification for JD
requests associated with North Carolina Department of Transportation (NCDOT) projects will be
conducted according to the current NCDOT/USACE protocols.
NOTE TO USDA PROGRAM PARTICIPANTS: A Corps approved or preliminary JD may not
be valid for the wetland conservation provisions of the Food Security Act of 1985. If you or
your tenant are USDA Program participants, or anticipate participation in USDA programs, you
should also request a certified wetland determination from the local office of the Natural
Resources Conservation Service, prior to starting work.
Version: December 2013 Page 2

Jurisdictional Determination Request
A. PARCEL INFORMATION
IN
C.
Street Address:
City, State:
County:
Directions:
See attached Site Ownership Information
Parcel Index Number(s) (PIN):
REQUESTOR INFORMATION
Name:
Mailing Address:
Telephone Number:
Electronic Mail Address f
See attached Site Ownership Information
Jeremy Schmid, PWS
302 Jefferson Street, Suite 110
919-345-3034
[e-mail]
Select one:
❑ I am the current property owner.
❑✓ I am an Authorized Agent or Environmental Consultantz
❑ Interested Buyer or Under Contract to Purchase
❑ Other, please explain.
PROPERTY OWNER INFORMATION
Name:
Mailing Address:
Telephone Number:
Electronic Mail Address':
See attached Site Ownership Information
❑ Proof of Ownership Attached (e.g. a copy of Deed, County GIS/Parcel/Tax Record data)
1 If available
z Must attach completed Agent Authorization Form
3 If available
Version: December 2013 Page 3

Jurisdictional Determination Request
D. PROPERTY OWNER CERTIFICATION°
I, the undersigned, a duly authorized owner of record of the property/properties identified herein,
do authorize representatives of the Wilmington District, U.S. Army Corps of Engineers (Corps)
to enter upon the property herein described for the purpose of conducting on-site investigations
and issuing a determination associated with Waters of the U.S. subject to Federal jurisdiction
under Section 404 of the Clean Water Act and/or Section 10 of the Rivers and Harbors Act of
1899.
See attached Site Ownership Information
Property Owner (please print)
Property Owner Signature
E. JURISDICTIONAL DETERMINATION TYPE
Select One:
Date
❑✓ I am requesting that the Corps provide a preliminary JD for the property identified herein.
This request does include a delineation.
❑ I am requesting that the Corps provide a preliminary JD for the property identified herein.
This request does NOT include a delineation.
I am requesting that the Corps investigate the property/project area for the presence or
absence of WoUS5 and provide an approved JD for the property identified herein. This
request does NOT include a request for a verified delineation.
0 I am requesting that the Corps delineate the boundaries of all WoUS on a property/project
area and provide an approved JD (this may or may not include a survey plat).
I am requesting that the Corps evaluate and approve a delineation of WoUS (conducted
by others) on a property/project area and provide an approved JD (may or may not
include a survey plat).
4 For NCDOT requests following the current NCDOT/USACE protocols, skip to Part E.
5 Waters of the United States
Version: December 2013 Page 4

Jurisdictional Determination Request
F. ALL REQUESTS
✓0 Map of Property or Project Area (attached). This Map must clearly depict the boundaries
of the area of evaluation.
✓0 Size of Property or Project Area 63
acres
n✓ I verify that the property (or project) boundaries have recently been surveyed and marked
by a licensed land surveyor OR are otherwise clearly marked or distinguishable.
G. JD REQUESTS FROM CONSULTANTS OR AGENCIES
(1) Preliminary JD Requests:
❑✓ Completed and signed Preliminary Jurisdictional Determination Form 6.
Project Coordinates: 35.555200 Latitude 76.356735 Longitude
Maps (no larger than 11 x 17) with Project Boundary Overlay
❑✓ Large and small scale maps that depict, at minimum: streets, intersections, towns
❑✓ Aerial Photography of the project area
Z✓ USGS Topographic Map
✓0 Soil Survey Map
❑✓ Other Maps, as appropriate (e.g. National Wetland Inventory Map, Proposed Site
Plan, previous delineation maps, LIDAR maps, FEMA floodplain maps)
s See Appendix A of this Form. From Regulatory Guidance Letter No. 08-02, dated lune 26, 2008
Version: December 2013 Page 5

Jurisdictional Determination Request
Delineation Information (when applicable)7:
Wetlands:
❑✓ Wetland Data Sheets8
Tributaries:
❑ USACE Assessment Forms
❑ Upland Data Sheets ❑ Other Assessment Forms
(when appropriate)
❑ Landscape Photos, if taken
❑✓ Field Sketch overlain on legible Map that includes:
■ All aquatic resources (for sites with multiple resources, label and identify)
■ Locations of wetland data points and/or tributary assessment reaches
■ Locations of photo stations
■ Approximate acreage/linear footage of aquatic resources
(2) Approved JDs including Verification of a Delineation:
❑ Project Coordinates:
Latitude
Longitude
Maps (no larger than 11x17) with Project Boundary Overlay:
❑ Large and small scale maps that depict, at minimum: streets, intersections, towns
❑ Aerial Photography of the project area
❑ USGS Topographic Map
❑ Soil Survey Map
❑ Other Maps, as appropriate (e.g. National Wetland Inventory Map, Proposed Site Plan,
previous delineation maps)
' 1987 Manual Regional Supplements and Data forms can be found at:
http://www.usace.army.mil/Missions/CivilWorks/RegulatoryProgramandPermits/reg supp.aspx
Wetland and Stream Assessment Methodologies can be found at:
http://portal.ncdenr.org/c/document library/get file7uuid=76f3c58b-dab8-4960-ba43-45b7faf06f4c&groupld=38364 and,
http://www.saw.usace.army.mil/Portals/59/docs/regulatory/publicnotices/2013/NCSAM Draft User Manual 130318.pdf
B Delineation information must include, at minimum, one wetland data sheet for each wetland/community type.
Version: December 2013 Page 6

Jurisdictional Determination Request
Delineation Information (when applicable):
lands:
Wetland Data Sheets
Tributaries:
USACE Assessment Forms
❑ Upland Data Sheets ❑ Other Assessment Forms
(when appropriate)
❑ Landscape Photos, if taken
❑ Field Sketch overlain on legible Map that includes:
• All aquatic resources (for sites with multiple resources, label and identify)
• Locations of wetland data points and/or tributary assessment reaches
• Locations of photo stations
• Approximate acreage/linear footage of aquatic resources
Supporting Jurisdictional Information (for Approved JDs only)
❑ Approved Jurisdictional Determination Form(s) (also known as "Rapanos
Form(s)")
❑ Map(s) depicting the potential (or lack of potential) hydrologic connection(s),
adjacency, etc. to navigable waters.
9 Delineation information must include, at minimum, one wetland data sheet for each wetland/community type.
Version: December 2013 Page 7

Jurisdictional Determination Request
I. REQUESTS FOR CORPS APPROVAL OF SURVEY PLAT
Prior to final production of a Plat, the Wilmington District recommends that the Land
Surveyor electronically submit a draft of a Survey Plat to the Corps project manager for
review.
Due to storage limitations of our administrative records, the Corps requires that all hard-
copy submittals include at least one original Plat (to scale) that is no larger than 11"x17'
(the use of match lines for larger tracts acceptable). Additional copies of a plat, including
those larger than 11 "x17', may also be submitted for Corps signature as needed. The
Corps also accepts electronic submittals of plats, such as those transmitted as a Portable
Document Format (PDF) file. Upon verification, the Corps can electronically sign these
plats and return them via e-mail to the requestor.
(1) PLATS SUBMITTED FOR APPROVAL
EJMust be sealed and signed by a licensed professional land surveyor
ElMust be to scale (all maps must include both a graphic scale and a verbal scale)
❑ Must be legible
❑ Must include a North Arrow, Scale(s), Title, Property Information
0 Must include a legible WoUS Delineation Table of distances and bearings/metes
and bounds/GPS coordinates of all surveyed delineation points
RMust clearly depict surveyed property or project boundaries
Must clearly identify the known surveyed point(s) used as reference (e.g. property
corner, USGS monument)
❑ When wetlands are depicted:
• Must include acreage (or square footage) of wetland polygons
• Must identify each wetland polygon using an alphanumeric system
Version: December 2013 Page 8

Jurisdictional Determination Request
FJWhen tributaries are depicted:
• Must include either a surveyed, approximate centerline of tributary with
approximate width of tributary OR surveyed Ordinary High Water Marks
(OHWM) of tributary
• Must identify each tributary using an alphanumeric system
• Must include linear footage of tributaries and calculated area (using approximate
widths or surveyed OHWM)
• Must include name of tributary (based on the most recent USGS topographic
map) or, when no USGS name exists, identify as "unnamed tributary"
FJall depicted WoUS (wetland polygons and tributary lines) must intersect or tie -to
surveyed project/property boundaries
F] Must include the location of wetland data points and/or tributary assessment
reaches
❑ Must include, label accordingly, and depict acreage of all waters not currently
subject to the requirements of the CWA (e.g. "isolated wetlands", "non -
jurisdictional waters"). NOTE: An approved JD must be conducted in order to
make an official Corps determination that a particular waterbody or wetland is not
jurisdictional.
Must include and survey all existing conveyances (pipes, culverts, etc.) that
transport WoUS
Version: December 2013 Page 9

Jurisdictional Determination Request
(2) CERTIFICATION LANGUAGE
E]When the entire actual Jurisdictional Boundary is depicted:
include the following Corps Certification language:
"This certifies that this copy of this plat accurately depicts the boundary of the jurisdiction
of Section 404 of the Clean Water Act as determined by the undersigned on this date.
Unless there is a change in the law or our published regulations, the determination of
Section 404 jurisdiction may be relied upon for a period not to exceed five (S) years from
this date. The undersigned completed this determination utilizing the appropriate Regional
Supplement to the 1987 U.S. Army Corps of Engineers Wetlands Delineation Manual."
Regulatory Official:
Title:
Date:
USACE Action ID No.:
ElWhen uplands may be present within a depicted Jurisdictional Boundary
include the following Corps Certification language:
"This certifies that this copy of this plat identifies all areas of waters of the United States
regulated pursuant to Section 404 of the Clean Water Act as determined by the
undersigned on this date. Unless there is change in the law or our published regulations,
this determination of Section 404 jurisdiction may be relied upon for a period not to exceed
five years from this date. The undersigned completed this determination utilizing the
appropriate Regional Supplement to the 1987 U.S. Army Corps of Engineers Wetlands
Delineation Manual."
Regulatory Official:
Title:
Date:
USACE Action ID No.:
Version: December 2013 Page 10

Jurisdictional Determination Request
(3) GPS SURVEYS
For Surveys prepared using a Global Positioning System (GPS), the Survey must include
all of the above, as well as:
❑ be at sub -meter accuracy at each survey point.
0 include an accuracy verification:
One or more known points (property corner, monument) shall be located with the
GPS and cross-referenced with the existing traditional property survey (metes and
bounds).
Minclude a brief description of the GPS equipment utilized.
Version: December 2013 Page 11

ATTACHMENT A
PRELIMINARY JURISDICTIONAL DETERMINATION FORM
BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR PRELIMINARY JURISDICTIONAL
DETERMINATION (JD):
B. NAME AND ADDRESS OF PERSON REQUESTING PRELIMINARY JD:
Jeremy Schmid, PWS- Resource Environmental Solutions, 302 Jefferson Street, Suite 110, Raleigh, NC 27605
C. DISTRICT OFFICE, FILE NAME, AND NUMBER:
Raleigh Regulatory Field Office
D. PROJECT LOCATION(S) AND BACKGROUND INFORMATION:
(USE THE ATTACHED TABLE TO DOCUMENT MULTIPLE WATERBODIES AT DIFFERENT
SITES)
State: NC
County/parish/borough: Johnston
City: Smithtled
Center coordinates of site (lat/long in degree decimal format):
Lat. 35.555200 ON; Long. -78356735
Universal Transverse Mercator: NAD 1983
Name of nearest waterbody: Poplar Cook
OLTIM
Identify (estimate) amount of waters in the review area:
Non -wetland waters:
3,724 linear feet: width (ft) and/or acres.
Cowardin Class: R5 and R4
Stream Flow: Intermittent and Perennial
Wetlands: 13.22 acres.
Cowardin Class: Pro, POW
Name of any water bodies on the site that have been identified as Section 10
waters:
Tidal:
Non -Tidal:

E
REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT
APPLY):
❑ Office (Desk) Determination. Date:
❑ Field Determination. Date(s):
SUPPORTING DATA. Data reviewed for preliminary JD
(check all that apply - checked items should be included in case file and,
where checked and requested, appropriately reference sources below):
❑ Maps, plans, plots or plat submitted by or on behalf of the
applicant/consultant:
❑ Data sheets prepared/submitted by or on behalf of the
appI c nt/consultant.
Office concurs with data sheets/delineation report.
Office does not concur with data sheets/delineation report.
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey Hydrologic Atla
❑ USGS NHD data
❑ USGS 8 and 12 digit HUC maps
❑ U.S. Geological Survey map(s). Cite scale & quad name:
❑ USDA Natural Resources Conservation Service Soil Survey.
Citation:
❑ National wetlands inventory map(s). Cite name:
❑ State/Local wetland inventory map(s):
❑ FEMA/FIRM maps:
❑ 100 -year Floodplain Elevation is:
(National Geodectic Vertical Datum of 1929)
❑ Photographs: ❑ Aerial (Name & Date): or
❑ Other (Name & Date):
❑ Previous determination(s). File no. and date of response letter:
❑ Other information (please specify):

1. The Corps of Engineers believes that there may be jurisdictional waters of the
United States on the subject site, and the permit applicant or other affected party
who requested this preliminary JD is hereby advised of his or her option to
request and obtain an approved jurisdictional determination (JD) for that site.
Nevertheless, the permit applicant or other person who requested this
preliminary JD has declined to exercise the option to obtain an approved JD in
this instance and at this time.
2. In any circumstance where a permit applicant obtains an individual permit, or
a Nationwide General Permit (NWP) or other general permit verification requiring
"pre -construction notification" (PCN), or requests verification for a non -reporting
NWP or other general permit, and the permit applicant has not requested an
approved JD for the activity, the permit applicant is hereby made aware of the
following: (1) the permit applicant has elected to seek a permit authorization
based on a preliminary JD, which does not make an official determination of
jurisdictional waters; (2) that the applicant has the option to request an approved
JD before accepting the terms and conditions of the permit authorization, and
that basing a permit authorization on an approved JD could possibly result in less
compensatory mitigation being required or different special conditions; (3) that
the applicant has the right to request an individual permit rather than accepting
the terms and conditions of the NWP or other general permit authorization; (4)
that the applicant can accept a permit authorization and thereby agree to comply
with all the terms and conditions of that permit, including whatever mitigation
requirements the Corps has determined to be necessary; (5) that undertaking
any activity in reliance upon the subject permit authorization without requesting
an approved JD constitutes the applicant's acceptance of the use of the
preliminary JD, but that either form of JD will be processed as soon as is
practicable; (6) accepting a permit authorization (e.g., signing a proffered
individual permit) or undertaking any activity in reliance on any form of Corps
permit authorization based on a preliminary JD constitutes agreement that all
wetlands and other water bodies on the site affected in any way by that activity
are jurisdictional waters of the United States, and precludes any challenge to
such jurisdiction in any administrative or judicial compliance or enforcement
action, or in any administrative appeal or in any Federal court; and (7) whether
the applicant elects to use either an approved JD or a preliminary JD, that JD
will be processed as soon as is practicable. Further, an approved JD, a proffered
individual permit (and all terms and conditions contained therein), or individual
permit denial can be administratively appealed pursuant to 33 C.F.R. Part 331,
and that in any administrative appeal, jurisdictional issues can be raised (see 33
C.F.R. 331.5(a)(2)). If, during that administrative appeal, it becomes necessary
to make an official determination whether CWA jurisdiction exists over a site, or
to provide an official delineation of jurisdictional waters on the site, the Corps will
provide an approved JD to accomplish that result, as soon as is practicable.
M

This preliminary JD finds that there "maybe" waters of the United States on the
subject project site, and identifies all aquatic features on the site that could be
affected by the proposed activity, based on the following information.-
IMPORTANT
nformation:
IMPORTANT NOTE: The information recorded on this form has not
necessarily been verified by the Corps and should not be relied upon for
later jurisdictional determinations.
G
Signature and date of
Regulatory Project Manager
(REQUIRED)
4
Signature and date of
person requesting preliminary JD
(REQUIRED, unless obtaining
the signature is impracticable)

Waters Name
State
YB1-B
NORTH CAROLINA
YB1-C
NORTH CAROLINA
Y132 -A
NORTH CAROLINA
YB2-B
NORTH CAROLINA
Y133
NORTH CAROLINA
Wetland A (WA)
NORTH CAROLINA
Wetland B (WB)
NORTH CAROLINA
Wetland C (WC)
NORTH CAROLINA
Wetland D (WD)
NORTH CAROLINA
Wetland E (WE)
NORTH CAROLINA
Wetland F (WF)
NORTH CAROLINA
Pond A (PA)
NORTH CAROLINA
Ponb B (PB)
NORTH CAROLINA
Cowardin_Code HGM_Code Meas -Type Amount
R4
Linear
R4
Linear
R5
Linear
R5
Linear
R4
Linear
PFO
Area
PFO
Area
PFO
Area
PFO
Area
PFO
Area
PFO
Area
POW
Area
POW
Area
Units
Waters -Type
Latitude
635 FOOT
DELINEATE
35.5547
154 FOOT
DELINEATE
35.5511
401 FOOT
DELINEATE
35.5556
1426 FOOT
DELINEATE
35.5504
1108 FOOT
DELINEATE
35.5482
1.82 ACRE
DELINEATE
35.5485
0.49 ACRE
DELINEATE
35.5556
0.35 ACRE
DELINEATE
35.5519
3.07 ACRE
DELINEATE
35.5555
0.11 ACRE
DELINEATE
35.5536
0.74 ACRE
DELINEATE
35.5519
3.3 ACRE
DELINEATE
35.5541
3.34 ACRE
DELINEATE
35.5527
Longitude Local -Waterway
-78.3537 Poplar Creek
-78.356 Poplar Creek
-78.3498 Poplar Creek
-78.3517 Poplar Creek
-78.3489 Poplar Creek
-78.3487 Poplar Creek
-78.3498 Poplar Creek
-78.3512 Poplar Creek
-78.3538 Poplar Creek
-78.3543 Poplar Creek
-78.3558 Poplar Creek
-78.3506 Poplar Creek
-78.3546 Poplar Creek

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"R LEGEND
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Smithfield
n� f•Mark°tS, J APPROXIMATE PROJECT LIMITS
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Street Map Source:
VICINITY MAP World Street Map
ESKI ArcGIS Online
re N
POPLAR CREEK MITIGATION SITE
10 JOHN5TON COUNTY, NC
I inch = 800 feet

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POPLAR CREEK MITIGATION SITE
JOHNSTON COUNTY, NC
I Inch = 2,000 feet

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LEGEND
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APPROXIMATE PROJECT LIMITS
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501 L5 MAP U.S. Department of Agriculture
Natural Resources
Conservation Service
re
lip POPLAR CREEK MITIGATION SITE Soil Survey Geographic N
(SS U RGO)
JOHNSTON COUNTY, NC I Inch = 500 feet
Document Path: C:\Users\rmeJ—\Dropbm (RE5)\9RE5 GI5\,nroje is\NC\Poplar Creek (bank site)\MXDVD_Rgures\PoplarCreek_5als.mxa - Date Saved: 3/28/2017

WETLAND DETERMINATION DATA FORM - Atlantic and Gulf Coastal Plain Region
Project/Site: Poplar Creek Mitigation Site City/County: Johnston Sampling Date: 17-3an-17
Applicant/Owner: Resource Environmental Solutions State: NC Sampling Point: DP -1
Investigator(s): ]. Schmid, M. DeAngelo Section, Township, Range: S T R
Landform (hillslope, terrace, etc.): Floodplain Local relief (concave, convex, none): convex Slope: 0.0 % / 0.0
Subregion (LRR or MLRA): LRR P Lat.: 35.5488231 Long.: -78.3478915 Datum: NAD83
Soil Map Unit Name: Norfolk loamy sand NWI classification: PFO
Are climatic/hydrologic conditions on the site typical for this time of year? Yes 0 No O (If no, explain in Remarks.)
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ significantly disturbed? Are "Normal Circumstances" present? Yes O No O
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes C No O
Is the Sampled Area
Hydric Soil Present? Yes No C
Yes `- No O
Wetland Hydrology Present? Yes O' No O
within a Wetland?
Remarks:
HYDROLOGY
wetland Hydrology Indicators:
Secondary Indicators (minimum of 2 required)
Primary Indicators (minimum of one required;
check all that apply)
❑ Surface Soil Cracks (B6)
❑ Surface Water (Al)
L Aquatic Fauna (B13)
❑ Sparsely Vegetated Concave Surface (B8)
❑ High Water Table (A2)
L Marl Deposits (B15) (LRR U)
❑ Drainage Patterns (B10)
❑ Saturation (A3)
[ Hydrogen Sulfide Odor (Cl)
❑ Moss Trim Lines (B16)
❑ Water Marks (Bl)
❑ Oxidized Rhizospheres along Living Roots (0)
❑ Dry Season Water Table (C2)
❑ Sediment Deposits (B2)
❑ Presence of Reduced Iron (C4)
❑ Crayfish Burrows (C8)
❑ Drift Deposits (B3)
❑ Recent Iron Reduction in Tilled Soils (C6)
❑ Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
❑ Thin Muck Surface (0)❑
Geomorphic Position (D2)
❑ Iron Deposits (B5)
❑ Other (Explain in Remarks)
❑ Shallow Aquitard (D3)
❑ Inundation Visible on Aerial Imagery (B7)
❑ FAC -Neutral Test (D5)
❑ Water -Stained Leaves (B9)
❑ Sphagnum moss (D8) (LRR T, U)
Field Observations:
Surface Water Present? Yes O No O
Depth (inches):
Water Table Present? Yes O No OO
Depth (inches):
Yes O No O
Saturation Present?Wetland
Yes * No O
Depth (inches): 2
Hydrology
Present?
(includes capillary frinqe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

VEGETATION (Five/Four Strata) - Use scientific names of plants.
Dominant
C .. .'i-7
Sampling Point: DP -1
7.
Absolute
Rel.Strat.
Indicator
Dominance Test worksheet:
Prevalence Index worksheet:
8,
Tree Stratum (Plot size: 30 )
% Cover
❑
Cover
Status
50% of Total Cover: 40
20% of Total Cover: 16
80
= Total Cover
OBL species 0 x 1 = 0
Sapling or Sapling/Shrub Stratum (Plot size: 30
)
Number of Dominant Species
FACW species 20 x 2 = 40
1 .
1 , Liquidambar styraciflua
60d❑
❑
75.0%
FAC
That are OBL, FACW, or FAC:
5
(A)
2. Uriodendron tulipifera
20d❑
FACU species 20 x 4 = 80
25.0%
FACU
0
❑
0.0%
UPL species 0 x 5= 0
4.
❑
0
❑
Total Number of Dominant
Column Totals: 130 (A) 390 (B)
5.
5.
3.
0
Ll
0.0%
Species Across All Strata:
6
(B)
4.
0
❑
0.0%
0
Ll
0.0
5.
0
❑
0.0%
❑
Percent of dominant Species
Hydrophytic Vegetation Indicators:
8.
0
❑
0.0%
❑ 1 -Rapid Test for Hydrophytic Vegetation
That Are OBL, FACW, or FAC:
83.3%
(A/B)
6.
0
0 2 - Dominance Test is > so%
0.0%
)❑
7.
0
❑
0.0%
Prevalence Index worksheet:
8,
0
❑
0.o%
Total % Cover of: Multiply by:
50% of Total Cover: 40
20% of Total Cover: 16
80
= Total Cover
OBL species 0 x 1 = 0
Sapling or Sapling/Shrub Stratum (Plot size: 30
)
5.
FACW species 20 x 2 = 40
1 .
Hydrophytic
0
❑
0.0%
FAC species 90 x 3 = 270
2.
10
0
❑
0.0%
FACU species 20 x 4 = 80
3.
0
❑
0.0%
UPL species 0 x 5= 0
4.
0
❑
0.0%
Column Totals: 130 (A) 390 (B)
5.
5.
o
Ll
o.o
0.0%
Prevalence Index = B/A = 3.000
0
Ll
0.0
7.
0
❑
0.0%
Hydrophytic Vegetation Indicators:
8.
0
❑
0.0%
❑ 1 -Rapid Test for Hydrophytic Vegetation
50% of Total Cover: 0
20% of Total Cover: 0
0
= Total Cover
0 2 - Dominance Test is > so%
Shrub Stratum (Plot size: 30
)❑
3 - Prevalence Index is <_3.0 1
1. Ligustrum sinense
20d❑
66.7% FAC
❑ Problematic Hydrophytic Vegetation 1 (Explain)
2. Rubus argutus
10d❑
33.3% FAC
3.
0
❑
0.0%
1 Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
4.
o
❑
o.o°r°
5.
0
❑
0.0%
Definition of Vegetation Strata:
6.
0
❑
0.0%
Tree - Woody plants, excluding woody vines,
50% of Total Cover: 15
20% of Total Cover: 6
30
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH).
Herb Stratum (Plot size: 30
)
1 Arundinaria gigantea
10d❑
100.0% FACW
Sapling - Woody plants, excluding woody vines,
,
approximately 20 ft (6 m) or more in height and less
2.
0
❑
0.0%
than 3 in. (7.6 cm) DBH.
3.
0
❑
0.0%
4.
0
❑
0.0%
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than 3.28 ft (1 m) tall.
5.
0
❑
0.0%
6.
0
❑
0.0%
Shrub - Woody plants, excluding woody vines,
7.
0
❑
0.0%
approximately 3 to 20 ft (1 to 6 m) in height.
8.
0
❑
0.0%
9.
0
❑
0.0%
Herb - All herbaceous (non -woody) plants, including
❑
herbaceous vines, regardless of size, and woody
1 Q.
0
0.0%
plants, except woody vines, less than approximately
11.
0
❑
0.0%
3 ft (1 m) in height.
12.
0
❑
0.0%
50% of Total Cover: 5
20% of Total Cover: 2
10
= Total Cover
Woody vine - All woody vines, regardless of height.
Woody Vine Stratum (Plot size: 30 )
1 Smilax laurifolia
10
d❑ 100.0% FACW
2.
0
❑ 0.0%
3.
o
❑ 0.0%
4.
0
❑ 0.0%
5.
0
❑ 0.0%
Hydrophytic
-
Vegetation
50% of Total Cover: 5 20% of Total Cover: 2
10
= Total Cover
Present? Yes ` No
Remarks: (If observed, list morphological adaptations below).
*Indicator suffix = National status or professional decision assigned because Regional status not defined by FWS.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

SOIL
Sampling Point: DP -1
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Tvne 1 Locz Texture Remarks
0-12 10YR 4/1 90 10YR 4/6 10 C M Loam
1 Type: C=Concentration. D=Depletion. RM=Reduced Matrix, CS=Covered or Coated Sand Grains zLocation: PL=Pore Lining. M=Matrix
Hydric Soil Indicators:
❑ Histosol (Al)
❑ Histic Epipedon (A2)
❑ Black Histic (A3)
❑ Hydrogen Sulfide (A4)
❑ Stratified Layers (AS)
❑ Organic Bodies (A6) (LRR P, T, U)
❑ 5 cm Mucky Mineral (A7) (LRR P, T, U)
❑ Muck Presence (A8) (LRR U)
❑ 1 cm Muck (A9) (LRR P, T)
❑ Depleted Below Dark Surface (All)
❑ Thick Dark Surface (Al2)
❑ Coast Prairie Redox (A16) (MLRA 150A)
❑ Sandy Muck Mineral (Sl) (LRR 0, S)
❑ Sandy Gleyed Matrix (S4)
❑ Sandy Redox (S5)
❑ Stripped Matrix (S6)
❑ Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
❑ Marl (F30) (LRR U)
❑ Depleted Ochric (F31) (MLRA 151)
❑ Iron -Manganese Masses (F12) (LRR O, P, T)
❑ Umbric Surface (F33) (LRR P, T, U)
❑ Delta Ochric (1`17) (MLRA 151)
❑ Reduced Vertic (F18) (MLRA 150A, 150B) 3Indicators of hydrology
mushydrophytic vegetation and
wetland hydrology must be present,
❑ Piedmont Floodplain Soils (F19) (MLRA 149A) unless disturbed or problematic.
❑ Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Hydric Soil Present? Yes 0 No 0
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0
Indicators for Problematic Hydric Soils3:
❑ Polyvalue Below Surface (S8) (LRR S, T, U)
❑ 1 cm Muck (A9) (LRR O)
❑ Thin Dark Surface (S9) (LRR S, T, U)
❑ 2 cm Muck (A10) (LRR S)
❑ Loamy Mucky Mineral (Fl) (LRR O)
❑ Reduced Vertic (F18) (outside MLRA 150A,B)
❑ Loamy Gleyed Matrix (F2)
❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
d❑ Depleted Matrix (F3)
❑ Anomalous Bright Loamy Soils (F20) (MLRA 1538)
❑ Redox Dark Surface (F6)
❑ Red Parent Material (TF2)
❑ Depleted Dark Surface (F7)
❑ Very Shallow Dark Surface (TF12)
❑ Redox Depressions (F8)
❑ Other (Explain in Remarks)
❑ Marl (F30) (LRR U)
❑ Depleted Ochric (F31) (MLRA 151)
❑ Iron -Manganese Masses (F12) (LRR O, P, T)
❑ Umbric Surface (F33) (LRR P, T, U)
❑ Delta Ochric (1`17) (MLRA 151)
❑ Reduced Vertic (F18) (MLRA 150A, 150B) 3Indicators of hydrology
mushydrophytic vegetation and
wetland hydrology must be present,
❑ Piedmont Floodplain Soils (F19) (MLRA 149A) unless disturbed or problematic.
❑ Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Hydric Soil Present? Yes 0 No 0
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

WETLAND DETERMINATION DATA FORM - Atlantic and Gulf Coastal Plain Region
Project/Site: Poplar Creek Mitigation Site City/County: Johnston Sampling Date: 17 -Jan -17
Applicant/Owner: Resource Environmental Solutions State: NC Sampling Point: DP -2
Investigator(s): ]. Schmid, M. DeAngelo Section, Township, Range: S T R
Landform (hillslope, terrace, etc.): Hillslope Local relief (concave, convex, none): flat Slope: 5.0 % / 2.9 °
Subregion (LRR or MLRA): LRR P Lat.: 35.5487788 Long.: -78.3478663 Datum: NAD83
Soil Map Unit Name: Norfolk loamy sand NWI classification: Upland
Are climatic/hydrologic conditions on the site typical for this time of year? Yes 0 No O (If no, explain in Remarks.)
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ significantly disturbed? Are "Normal Circumstances" present? Yes O No O
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes (•% No n
Is the Sampled Area
Hydric Soil Present? Yes O No '
` •
Yes No
Wetland Hydrology Present? Yes 0 No C
within a Wetland?
Remarks:
HYDROLOGY
wetland Hydrology Indicators:
Secondary Indicators (minimum of 2 required)
Primary Indicators (minimum of one required;
check all that apply)
❑ Surface Soil Cracks (B6)
❑ Surface Water (Al)
L Aquatic Fauna (B13)
❑ Sparsely Vegetated Concave Surface (B8)
❑ High Water Table (A2)
L Marl Deposits (B15) (LRR U)
❑ Drainage Patterns (B10)
❑ Saturation (A3)
❑ Hydrogen Sulfide Odor (Cl)
❑ Moss Trim Lines (B16)
❑ Water Marks (Bl)
❑ Oxidized Rhizospheres along Living Roots (0)
❑ Dry Season Water Table (C2)
❑ Sediment Deposits (B2)
❑ Presence of Reduced Iron (C4)
❑ Crayfish Burrows (C8)
❑ Drift Deposits (B3)
❑ Recent Iron Reduction in Tilled Soils (C6)
❑ Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
❑ Thin Muck Surface (0)
❑ Geomorphic Position (D2)
❑ Iron Deposits (B5)
❑ Other (Explain in Remarks)
❑ Shallow Aquitard (D3)
❑ Inundation Visible on Aerial Imagery (B7)
❑ FAC -Neutral Test (D5)
❑ Water -Stained Leaves (B9)
❑ Sphagnum moss (D8) (LRR T, U)
Field Observations:
Surface Water Present? Yes O No 0
Depth (inches):
Water Table Present? Yes O No
Depth (inches):
Yes O No
Saturation Present?Wetland
Yes O No
Depth (inches):
Hydrology
Present?
(includes capillary frinqe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

VEGETATION (Five/Four Strata) - Use scientific names of plants.
Dominant
C .. .'i-7
Sampling Point: DP -2
7.
Absolute
Rel.Strat.
Indicator
Dominance Test worksheet:
Prevalence Index worksheet:
8,
Tree Stratum (Plot size: 30 )
% Cover
El
Cover
Status
50% of Total Cover: 25
20% of Total Cover: 10
50
= Total Cover
OBL species 0 x 1 = 0
Sapling or Sapling/Shrub Stratum (Plot size: 30
)
Number of Dominant Species
FACW species 10 x 2 = 20
1. Ilex opaca
1 , Liquidambar styraciflua
30d❑
-
60.0%
FAC
That are OBL, FACW, or FAC:
5
(A)
2. Uriodendron tulipifera
20d❑
FACU species 40 x 4 = 160
40.0%
FACU
0
❑
0.0%
UPL species 0 x 5= 0
4.
❑
0
❑
Total Number of Dominant
Column Totals: 105 (A) 345 (B)
5.
5.
3.
0
Ll
0.0%
Species Across All Strata:
7
(B)
4.
o
❑
0.0%
0
Ll
0.0
5.
o
❑
0.0%
❑
Percent of dominant Species
Hydrophytic Vegetation Indicators:
8.
0
❑
0.0%
❑ 1 -Rapid Test for Hydrophytic Vegetation
That Are OBL, FACW, or FAC:
71.4%
(A/B)
6.
0
0 2 - Dominance Test is > so%
0.0%
)
7.
0
❑
0.0%
Prevalence Index worksheet:
8,
0
El
0.o%
Total % Cover of: Multiply by:
50% of Total Cover: 25
20% of Total Cover: 10
50
= Total Cover
OBL species 0 x 1 = 0
Sapling or Sapling/Shrub Stratum (Plot size: 30
)
5.
FACW species 10 x 2 = 20
1. Ilex opaca
Hydrophytic
5❑
-
100.0% FAC
FAC species 55 x 3 = 165
2.
40
0
❑
0.0%
FACU species 40 x 4 = 160
3.
0
❑
0.0%
UPL species 0 x 5= 0
4.
0
❑
0.o%
Column Totals: 105 (A) 345 (B)
5.
5.
o
Ll
o.o
0.0%
Prevalence Index = B/A = 3.286
0
Ll
0.0
7.
0
❑
0.0%
Hydrophytic Vegetation Indicators:
8.
0
❑
0.0%
❑ 1 -Rapid Test for Hydrophytic Vegetation
50% of Total Cover: 2.5
20% of Total Cover: 1
5
= Total Cover
0 2 - Dominance Test is > so%
Shrub Stratum (Plot size: 30
)
❑ 3 - Prevalence Index is <_3.0 1
1.
0
❑
0.0%
❑ Problematic Hydrophytic Vegetation 1 (Explain)
2.
_
0
❑
0.0%
3.
0
❑
0.0%
1 Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
4. _
o
❑
0.0%
5.
0
❑
0.0%
Definition of Vegetation Strata:
6.
0
❑
0.0%
Tree - Woody plants, excluding woody vines,
50% of Total Cover: 0
20% of Total Cover: 0
0
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH).
Herb Stratum (Plot size: 30
)
1 Arundinaria gigantea
10d❑
100.0% FACW
Sapling - Woody plants, excluding woody vines,
,
approximately 20 ft (6 m) or more in height and less
2.
0
❑
0.0%
than 3 in. (7.6 cm) DBH.
3.
0
❑
0.0%
4.
0
❑
0.0%
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than 3.28 ft (1 m) tall.
5.
0
❑
0.0%
6.
0
❑
0.0%
Shrub - Woody plants, excluding woody vines,
7.
0
❑
0.0%
approximately 3 to 20 ft (1 to 6 m) in height.
8.
0
❑
0.0%
9.
0
❑
0.0%
Herb - All herbaceous (non -woody) plants, including
Ll
herbaceous vines, regardless of size, and woody
1 Q.
0
0.0%
plants, except woody vines, less than approximately
11.
0
❑
0.0%
3 ft (1 m) in height.
12.
0
❑
0.0%
50% of Total Cover: 5
20% of Total Cover: 2
10
= Total Cover
Woody vine - All woody vines, regardless of height.
Woody Vine Stratum (Plot size: 30 )
1 . Lonicera japonica
20❑
50.0% FACU
2. Smilax rotundifolia
10d❑
25.0% FAC
3. Vitis rotundifolia
10d❑
25.0% FAC
4.
o
❑ 0.0%
5.
0
❑ 0.0%
Hydrophytic
-
Vegetation
50% of Total Cover: 20 20% of Total Cover: 8
40
= Total Cover
Present? Yes ` No',J
Remarks: (If observed, list morphological adaptations below).
*Indicator suffix = National status or professional decision assigned because Regional status not defined by FWS.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

SOIL
Sampling Point: DP -2
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % _ Color (moist) % Tvoe t Locz Texture
0-6 10YR 3/3 100 Sandy Loam
6-12 2.5Y 4/4 100
Sandv Loam
Remarks
t Type: C=Concentration. D=Depletion. RM=Reduced Matrix, CS=Covered or Coated Sand Grains zLocation: PL=Pore Lining. M=Matrix
Hydric Soil Indicators: Indicators for Problematic Hydric Soils3:
❑ Histosol (Al)
❑ Polyvalue Below Surface (S8) (LRR S, T, U)
❑ 1 cm Muck (A9) (LRR O)
❑ Histic Epipedon (A2)
❑ Thin Dark Surface (S9) (LRR S, T, U)
❑ 2 cm Muck (A10) (LRR S)
❑ Black Histic (A3)
❑ Loamy Mucky Mineral (Fl) (LRR O)
❑ Reduced Vertic (F18) (outside MLRA 150A,B)
❑ Hydrogen Sulfide (A4)
❑ Loamy Gleyed Matrix (F2)
❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
❑ Stratified Layers (AS)
❑ Depleted Matrix (F3)
❑ Anomalous Bright Loamy Soils (F20) (MLRA 153B)
❑ Organic Bodies (A6) (LRR P, T, U)
❑ Redox Dark Surface (F6)
❑ Red Parent Material (TF2)
❑ 5 cm Mucky Mineral (A7) (LRR P, T, U)
❑ Depleted Dark Surface (F7)
❑ Very Shallow Dark Surface (TF12)
❑ Muck Presence (A8) (LRR U)
❑ Redox Depressions (F8)
❑ Other (Explain in Remarks)
❑ 1 cm Muck (A9) (LRR P, T) ❑ Marl (F30) (LRR U)
❑ Depleted Below Dark Surface (All) ❑ Depleted Ochric (F31) (MLRA 151)
❑ Thick Dark Surface (Al2) ❑ Iron -Manganese Masses (F12) (LRR 0, P, T)
❑ Coast Prairie Redox (A16) (MLRA 150A) ❑ Umbric Surface (F33) (LRR P, T, U)
❑ Sandy Muck Mineral (Sl) (LRR 0, S) ❑ Delta Ochric (1`17) (MLRA 151)
❑ Sandy Gleyed Matrix (S4) ❑ Reduced Vertic (F18) (MLRA 150A, 150B) 3Indicators of hydrology
mushydrophytic vegetation and
wetland hydrology must be present,
❑ Sandy Redox (S5) ❑ Piedmont Floodplain Soils (F19) (MLRA 149A) unless disturbed or problematic.
❑ Stripped Matrix (S6) ❑ Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
❑ Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
Hydric Soil Present? Yes 0 NO O
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

WETLAND DETERMINATION DATA FORM - Atlantic and Gulf Coastal Plain Region
Project/Site: Poplar Creek Mitigation Site City/County: Johnston Sampling Date: 17-3an-17
Applicant/Owner: Resource Environmental Solutions State: NC Sampling Point: DP -3
Investigator(s): ]. Schmid, M. DeAngelo Section, Township, Range: S T R
Landform (hillslope, terrace, etc.): Floodplain Local relief (concave, convex, none): flat Slope: 0.0 % / 0.0
Subregion (LRR or MLRA): LRR P Lat.: 35.5560729 Long.: -78.3497293 Datum: NAD83
Soil Map Unit Name: Norfolk loamy sand NWI classification: PFO
Are climatic/hydrologic conditions on the site typical for this time of year? Yes 0 No O (If no, explain in Remarks.)
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ significantly disturbed? Are "Normal Circumstances" present? Yes O No O
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes C No O
Is the Sampled Area
Hydric Soil Present? Yes No C
Yes `- No O
Wetland Hydrology Present? Yes O' No O
within a Wetland?
Remarks:
HYDROLOGY
wetland Hydrology Indicators:
Secondary Indicators (minimum of 2 required)
Primary Indicators (minimum of one required;
check all that apply)
❑ Surface Soil Cracks (B6)
❑ Surface Water (Al)
O Aquatic Fauna (B13)
❑ Sparsely Vegetated Concave Surface (B8)
❑ High Water Table (A2)
O Marl Deposits (B15) (LRR U)d❑
Drainage Patterns (B10)
❑ Saturation (A3)
[ Hydrogen Sulfide Odor (Cl)
❑ Moss Trim Lines (B16)
❑ Water Marks (Bl)
❑ Oxidized Rhizospheres along Living Roots (0)
❑ Dry Season Water Table (C2)
❑ Sediment Deposits (B2)
❑ Presence of Reduced Iron (C4)
❑ Crayfish Burrows (C8)
❑ Drift Deposits (B3)
❑ Recent Iron Reduction in Tilled Soils (C6)
❑ Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
❑ Thin Muck Surface (0)❑
Geomorphic Position (D2)
d❑ Iron Deposits (BS)
❑ Other (Explain in Remarks)
❑ Shallow Aquitard (D3)
❑ Inundation Visible on Aerial Imagery (B7)
❑ FAC -Neutral Test (D5)
❑ Water -Stained Leaves (B9)
❑ Sphagnum moss (D8) (LRR T, U)
Field Observations:
Surface Water Present? Yes O No O
Depth (inches):
Water Table Present? Yes O No OO
Depth (inches):
Yes O No O
Saturation Present?Wetland
Yes O No
Depth (inches):
Hydrology
Present?
(includes capillary frinqe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

VEGETATION (Five/Four Strata) - Use scientific names of plants.
Dominant
C .. .'i-7
Sampling Point: DP -3
7.
Absolute
Rel.Strat.
Indicator
Dominance Test worksheet:
1.
Prevalence Index worksheet:
Tree Stratum (Plot size: 30 )
% Cover
0
Cover
Status
❑ o.o%
Total % Cover of: Multiply by:
50% of Total Cover: 30
20% of Total Cover: 12
60
= Total Cover
OBL species 15 x 1 = 15
Number of Dominant Species
)
❑ o.o%
1 , Uriodendron tulipifera
30d❑
FACW species 0 x 2 = 0
50.0%
FACU
That are OBL, FACW, or FAC:
5
(A)
2. Liquidambar styraciflua
30d❑
2.
50.0%
FAC
❑
0.0%
FACU species 30 x 4 = 120
3.
❑
0
❑
Total Number of Dominant
UPL species 0 x 5= 0
3.
0
0
0.0%
0.o%
Species Across All Strata:
6
(B)
4.
0
❑
0.0%
5.
0
❑
0.0%
Prevalence Index = B/A = 3.000
Percent of dominant Species
0
Ll
0.0
❑
7.
That Are OBL, FACW, or FAC:
83.3%
(A/B)
6.
0
Hydrophytic Vegetation Indicators:
0.0%
0
❑
0.0%
7.
0
❑
0.0%
1.
Prevalence Index worksheet:
8,
0
Elo.o%
0
❑ o.o%
Total % Cover of: Multiply by:
50% of Total Cover: 30
20% of Total Cover: 12
60
= Total Cover
OBL species 15 x 1 = 15
Sapling or Sapling/Shrub Stratum (Plot size: 30
)
❑ o.o%
FACW species 0 x 2 = 0
1. Ilex opaca
❑ 0.0%
20❑
Hydrophytic
100.0%
FAC
FAC species 90 x 3 = 270
2.
Vegetation
0
❑
0.0%
FACU species 30 x 4 = 120
3.
0
❑
0.0%
UPL species 0 x 5= 0
4.
0
❑
0.o%
Column Totals: 135 (A) 405 (B)
5.
5.
o
Ll
0.0%
o.o
Prevalence Index = B/A = 3.000
0
Ll
0.0
7.
0
❑
0.0%
Hydrophytic Vegetation Indicators:
8.
0
❑
0.0%
❑ 1 -Rapid Test for Hydrophytic Vegetation
50% of Total Cover: 10
20% of Total Cover: 4
20
= Total Cover
0 2 - Dominance Test is > so%
Shrub Stratum (Plot size: 30
)
0 3 - Prevalence Index is <_3.0 1
1. Ligustrum sinense
20
d❑
100.0%
FAC
❑ Problematic Hydrophytic Vegetation 1 (Explain)
2.
0
❑
0.0%
3.
0
❑
0.0%
1 Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
4.
o
❑
0.0%
5.
0
❑
0.0%
Definition of Vegetation Strata:
6.
0
❑
0.0%
Tree - Woody plants, excluding woody vines,
50% of Total Cover: 10
20% of Total Cover: 4
20
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH).
Herb Stratum (Plot size: 30
)
1 Microstegium vimineum
20d❑
57.1%
FAC
Sapling - Woody plants, excluding woody vines,
,
approximately 20 ft (6 m) or more in height and less
2. ]uncus effusus
15d❑
42.9%
OBL
than 3 in. (7.6 cm) DBH.
3.
0
❑
0.0%
4.
0
❑
0.0%
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than 3.28 ft (1 m) tall.
5.
0
❑
0.0%
6.
0
❑
0.0%
Shrub - Woody plants, excluding woody vines,
7.
0
❑
0.0%
approximately 3 to 20 ft (1 to 6 m) in height.
8.
0
❑
0.0%
9.
0
❑
0.0%
Herb - All herbaceous (non -woody) plants, including
❑
herbaceous vines, regardless of size, and woody
1 Q.
0
0.0%
plants, except woody vines, less than approximately
11.
0
❑
0.0%
3 ft (1 m) in height.
12.
0
❑
0.0%
50% of Total Cover: 175
20% of Total Cover: 7
35
= Total Cover
Woody vine - All woody vines, regardless of height.
Woody Vine Stratum (Plot size: 30 )
1.
0
❑ o.o%
2.
0
❑ o.o%
3.
o
❑ o.o%
4.
0
❑ o.o%
5.
0
❑ 0.0%
Hydrophytic
-
Vegetation
50% of Total Cover: 0 20% of Total Cover: 0
0
= Total Cover
Present? Yes ` No',J
Remarks: (If observed, list morphological adaptations below).
*Indicator suffix = National status or professional decision assigned because Regional status not defined by FWS.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

SOIL
Sampling Point: DP -3
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Tvne 1 Locz Texture Remarks
0-12+ 10YR 4/1 85 10YR 5/8 15 C M Loam
1 Type: C=Concentration. D=Depletion. RM=Reduced Matrix, CS=Covered or Coated Sand Grains zLocation: PL=Pore Lining. M=Matrix
Hydric Soil Indicators:
❑ Histosol (Al)
❑ Histic Epipedon (A2)
❑ Black Histic (A3)
❑ Hydrogen Sulfide (A4)
❑ Stratified Layers (AS)
❑ Organic Bodies (A6) (LRR P, T, U)
❑ 5 cm Mucky Mineral (A7) (LRR P, T, U)
❑ Muck Presence (A8) (LRR U)
❑ 1 cm Muck (A9) (LRR P, T)
❑ Depleted Below Dark Surface (All)
❑ Thick Dark Surface (Al2)
❑ Coast Prairie Redox (A16) (MLRA 150A)
❑ Sandy Muck Mineral (Sl) (LRR 0, S)
❑ Sandy Gleyed Matrix (S4)
❑ Sandy Redox (S5)
❑ Stripped Matrix (S6)
❑ Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
❑ Marl (F30) (LRR U)
❑ Depleted Ochric (F31) (MLRA 151)
❑ Iron -Manganese Masses (F12) (LRR O, P, T)
❑ Umbric Surface (F33) (LRR P, T, U)
❑ Delta Ochric (1`17) (MLRA 151)
❑ Reduced Vertic (F18) (MLRA 150A, 150B) 3Indicators of hydrology
mushydrophytic vegetation and
wetland hydrology must be present,
❑ Piedmont Floodplain Soils (F19) (MLRA 149A) unless disturbed or problematic.
❑ Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Hydric Soil Present? Yes 0 No 0
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0
Indicators for Problematic Hydric Soils3:
❑ Polyvalue Below Surface (S8) (LRR S, T, U)
❑ 1 cm Muck (A9) (LRR O)
❑ Thin Dark Surface (S9) (LRR S, T, U)
❑ 2 cm Muck (A10) (LRR S)
❑ Loamy Mucky Mineral (Fl) (LRR O)
❑ Reduced Vertic (F18) (outside MLRA 150A,B)
❑ Loamy Gleyed Matrix (F2)
❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
d❑ Depleted Matrix (F3)
❑ Anomalous Bright Loamy Soils (F20) (MLRA 1538)
❑ Redox Dark Surface (F6)
❑ Red Parent Material (TF2)
❑ Depleted Dark Surface (F7)
❑ Very Shallow Dark Surface (TF12)
❑ Redox Depressions (F8)
❑ Other (Explain in Remarks)
❑ Marl (F30) (LRR U)
❑ Depleted Ochric (F31) (MLRA 151)
❑ Iron -Manganese Masses (F12) (LRR O, P, T)
❑ Umbric Surface (F33) (LRR P, T, U)
❑ Delta Ochric (1`17) (MLRA 151)
❑ Reduced Vertic (F18) (MLRA 150A, 150B) 3Indicators of hydrology
mushydrophytic vegetation and
wetland hydrology must be present,
❑ Piedmont Floodplain Soils (F19) (MLRA 149A) unless disturbed or problematic.
❑ Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Hydric Soil Present? Yes 0 No 0
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

WETLAND DETERMINATION DATA FORM - Atlantic and Gulf Coastal Plain Region
Project/Site: Poplar Creek Mitigation Site City/County: Johnston Sampling Date: 17-3an-17
Applicant/Owner: Resource Environmental Solutions State: NC Sampling Point: DP -4
Investigator(s): ]. Schmid, M. DeAngelo Section, Township, Range: S T R
Landform (hillslope, terrace, etc.): Floodplain Local relief (concave, convex, none): concave Slope: 0.0 % / 0.0
Subregion (LRR or MLRA): LRR P Lat.: 35.5521540 Long.: -78.3510778 Datum: NAD83
Soil Map Unit Name: Rains sandy loam NWI classification: PFO
Are climatic/hydrologic conditions on the site typical for this time of year? Yes 0 No O (If no, explain in Remarks.)
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ significantly disturbed? Are "Normal Circumstances" present? Yes O No O
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes C No O
Is the Sampled Area
Hydric Soil Present? Yes No C
Yes `- No O
Wetland Hydrology Present? Yes O' No O
within a Wetland?
Remarks:
HYDROLOGY
wetland Hydrology Indicators:
Secondary Indicators (minimum of 2 required)
Primary Indicators (minimum of one required;
check all that apply)
❑ Surface Soil Cracks (B6)
❑ Surface Water (Al)
L Aquatic Fauna (B13)
❑ Sparsely Vegetated Concave Surface (B8)
❑ High Water Table (A2)
L Marl Deposits (B15) (LRR U)d❑
Drainage Patterns (B10)
❑ Saturation (A3)
[ Hydrogen Sulfide Odor (Cl)
❑ Moss Trim Lines (B16)
❑ Water Marks (Bl)
❑ Oxidized Rhizospheres along Living Roots (0)
❑ Dry Season Water Table (C2)
❑ Sediment Deposits (B2)
❑ Presence of Reduced Iron (C4)
❑ Crayfish Burrows (C8)
❑ Drift Deposits (B3)
❑ Recent Iron Reduction in Tilled Soils (C6)
❑ Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
❑ Thin Muck Surface (0)❑
Geomorphic Position (D2)
d❑ Iron Deposits (BS)
❑ Other (Explain in Remarks)
❑ Shallow Aquitard (D3)
❑ Inundation Visible on Aerial Imagery (B7)
❑ FAC -Neutral Test (D5)
❑ Water -Stained Leaves (B9)
❑ Sphagnum moss (D8) (LRR T, U)
Field Observations:
Surface Water Present? Yes O No O
Depth (inches):
Water Table Present? Yes O No OO
Depth (inches):
Yes O No O
Saturation Present?Wetland
Yes * No O
Depth (inches): 0
Hydrology
Present?
(includes capillary frinqe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

VEGETATION (Five/Four Strata) - Use scientific names of plants.
Dominant
C .. .'i-7
Sampling Point: DP -4
7.
Absolute
Rel.Strat.
Indicator
Dominance Test worksheet:
15
Tree Stratum (Plot size: 30 )
% Cover
2.
Cover
Status
0.o%
3.
Total % Cover of: Multiply by:
50% of Total Cover: 25
20% of Total Cover: 10
50
= Total Cover
Number of Dominant Species
OBL species 10 x 1 = 10
1 , Liquidambar styraciflua
30d❑
❑ 0.0%
60.0%
FAC
That are OBL, FACW, or FAC:
7 (A)
2. Uriodendron tulipifera
20d❑
15
40.0%
FACU
FAC species 90 x 3 = 270
2 •
❑
0.0%
Total Number of Dominant
3.
3.
0
❑
0.0%
Species Across All Strata:
8 (B)
4.
0
❑
0.0%
Column Totals: 135 (A) 390 (B)
5
5.
5.
0
❑
0.0%
Percent of dominant Species
•
❑
-0.0%
That Are OBL, FACW, or FAC:
87.5% (A/B)
6.
0
Ll
0.0%
7.
7.
0
❑
0.0%
15
Prevalence Index worksheet:
8,
2.
0
El
0.o%
3.
Total % Cover of: Multiply by:
50% of Total Cover: 25
20% of Total Cover: 10
50
= Total Cover
❑ 0.0%
OBL species 10 x 1 = 10
Sapling or Sapling/Shrub Stratum (Plot size: 30
)
❑ 0.0%
Hydrophytic
FACW species 15 x 2 = 30
1. Ilex opaca
Vegetation
20❑
15
100.0%
FAC
FAC species 90 x 3 = 270
2 •
❑
0.0%
FACU species 20 x 4 = 80
3.
❑
0.o%
UPL species 0 x 5 = 0
4.
0
❑
0.0%
Column Totals: 135 (A) 390 (B)
5
5.
o
Ll
o.o
•
-0.0%
Prevalence Index = B/A = 2.889
0
Ll
0.0
7.
0
❑
0.0%
Hydrophytic Vegetation Indicators:
8 •
0
❑
0.0%
❑ 1 -Rapid Test for Hydrophytic Vegetation
50% of Total Cover: 10
20% of Total Cover: 4
20
= Total Cover
0 2 - Dominance Test is > so%
Shrub Stratum (Plot size: 30
)❑
3 - Prevalence Index is <_3.0 1
1. Ligustrum sinense
20d❑
80.0%
FAC
❑ Problematic Hydrophytic Vegetation 1 (Explain)
2. Rubus argutus
5d❑
20.0%
FAC
3
0
❑
0.0%
1 Indicators of hydric soil and wetland hydrology must
•
be present, unless disturbed or problematic.
4.
o
❑
0.0%
5.
0
❑
0.0%
Definition of Vegetation Strata:
6.
0
❑
0.0%
Tree - Woody plants, excluding woody vines,
50% of Total Cover: 12.5
20% of Total Cover: 5
25
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH).
Herb Stratum (Plot size: 30
)
1 Microstegium vimineum
15d❑
60.0%
FAC
Sapling - Woody plants, excluding woody vines,
,
approximately 20 ft (6 m) or more in height and less
2. ]uncus effusus
10d❑
40.0%
OBL
than 3 in. (7.6 cm) DBH.
3.
0
❑
0.0%
4.
0
❑
0.0%
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than 3.28 ft (1 m) tall.
5.
0
❑
0.0%
6.
0
❑
0.0%
Shrub - Woody plants, excluding woody vines,
7•
0
❑
0.0%
approximately 3 to 20 ft (1 to 6 m) in height.
8 •
0
❑
0.0%
9
0
❑
0.0%
Herb - All herbaceous (non -woody) plants, including
•
❑
herbaceous vines, regardless of size, and woody
1 Q.
0
0.0%
plants, except woody vines, less than approximately
11.
0
❑
0.0%
3 ft (1 m) in height.
12.
0
❑
0.0%
50% of Total Cover: 125
20% of Total Cover: 5
25
= Total Cover
Woody vine - All woody vines, regardless of height.
Woody Vine Stratum (Plot size: 30 )
1 Smilax laurifolia
15
d❑ 100.0% FACW
2.
0
❑ 0.0%
3.
o
❑ 0.0%
4.
0
❑ 0.0%
5.
0
❑ 0.0%
Hydrophytic
-
Vegetation
50% of Total Cover: 7.5 20% of Total Cover: 3
15
= Total Cover
Present? Yes ` No',J
Remarks: (If observed, list morphological adaptations below).
*Indicator suffix = National status or professional decision assigned because Regional status not defined by FWS.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

SOIL
Sampling Point: DP -4
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Tvne 1 Locz Texture Remarks
0-12+ 10YR 5/1 90 10YR 4/6 10 C M Loam
1 Type: C=Concentration. D=Depletion. RM=Reduced Matrix, CS=Covered or Coated Sand Grains zLocation: PL=Pore Lining. M=Matrix
Hydric Soil Indicators:
❑ Histosol (Al)
❑ Histic Epipedon (A2)
❑ Black Histic (A3)
❑ Hydrogen Sulfide (A4)
❑ Stratified Layers (AS)
❑ Organic Bodies (A6) (LRR P, T, U)
❑ 5 cm Mucky Mineral (A7) (LRR P, T, U)
❑ Muck Presence (A8) (LRR U)
❑ 1 cm Muck (A9) (LRR P, T)
❑ Depleted Below Dark Surface (All)
❑ Thick Dark Surface (Al2)
❑ Coast Prairie Redox (A16) (MLRA 150A)
❑ Sandy Muck Mineral (Sl) (LRR 0, S)
❑ Sandy Gleyed Matrix (S4)
❑ Sandy Redox (S5)
❑ Stripped Matrix (S6)
❑ Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
❑ Marl (F30) (LRR U)
❑ Depleted Ochric (F31) (MLRA 151)
❑ Iron -Manganese Masses (F12) (LRR O, P, T)
❑ Umbric Surface (F33) (LRR P, T, U)
❑ Delta Ochric (1`17) (MLRA 151)
❑ Reduced Vertic (F18) (MLRA 150A, 150B) 3Indicators of hydrology
mushydrophytic vegetation and
wetland hydrology must be present,
❑ Piedmont Floodplain Soils (F19) (MLRA 149A) unless disturbed or problematic.
❑ Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Hydric Soil Present? Yes 0 No 0
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0
Indicators for Problematic Hydric Soils3:
❑ Polyvalue Below Surface (S8) (LRR S, T, U)
❑ 1 cm Muck (A9) (LRR O)
❑ Thin Dark Surface (S9) (LRR S, T, U)
❑ 2 cm Muck (A10) (LRR S)
❑ Loamy Mucky Mineral (Fl) (LRR O)
❑ Reduced Vertic (F18) (outside MLRA 150A,B)
❑ Loamy Gleyed Matrix (F2)
❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
d❑ Depleted Matrix (F3)
❑ Anomalous Bright Loamy Soils (F20) (MLRA 1538)
❑ Redox Dark Surface (F6)
❑ Red Parent Material (TF2)
❑ Depleted Dark Surface (F7)
❑ Very Shallow Dark Surface (TF12)
❑ Redox Depressions (F8)
❑ Other (Explain in Remarks)
❑ Marl (F30) (LRR U)
❑ Depleted Ochric (F31) (MLRA 151)
❑ Iron -Manganese Masses (F12) (LRR O, P, T)
❑ Umbric Surface (F33) (LRR P, T, U)
❑ Delta Ochric (1`17) (MLRA 151)
❑ Reduced Vertic (F18) (MLRA 150A, 150B) 3Indicators of hydrology
mushydrophytic vegetation and
wetland hydrology must be present,
❑ Piedmont Floodplain Soils (F19) (MLRA 149A) unless disturbed or problematic.
❑ Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Hydric Soil Present? Yes 0 No 0
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

WETLAND DETERMINATION DATA FORM - Atlantic and Gulf Coastal Plain Region
Project/Site: Poplar Creek Mitigation Site City/County: Johnston Sampling Date: 24-3an-17
Applicant/Owner: Resource Environmental Solutions State: NC Sampling Point: DP -5
Investigator(s): ]. Schmid, M. DeAngelo Section, Township, Range: S T R
Landform (hillslope, terrace, etc.): Toeslope Local relief (concave, convex, none): concave Slope: 0.0 % / 0.0
Subregion (LRR or MLRA): LRR P Lat.: 35.5546987 Long.: -78.3538137 Datum: NAD83
Soil Map Unit Name: Rains sandy loam NWI classification: PFO
Are climatic/hydrologic conditions on the site typical for this time of year? Yes 0 No O (If no, explain in Remarks.)
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ significantly disturbed? Are "Normal Circumstances" present? Yes O No O
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes C No O
Is the Sampled Area
Hydric Soil Present? Yes No C
Yes `- No O
Wetland Hydrology Present? Yes O' No O
within a Wetland?
Remarks:
HYDROLOGY
wetland Hydrology Indicators:
Secondary Indicators (minimum of 2 required)
Primary Indicators (minimum of one required;
check all that apply)
❑ Surface Soil Cracks (B6)
❑ Surface Water (Al)
L Aquatic Fauna (B13)
❑ Sparsely Vegetated Concave Surface (B8)
❑ High Water Table (A2)
L Marl Deposits (B15) (LRR U)
❑ Drainage Patterns (B10)
❑ Saturation (A3)
[ Hydrogen Sulfide Odor (Cl)
❑ Moss Trim Lines (B16)
❑ Water Marks (Bl)
❑ Oxidized Rhizospheres along Living Roots (0)
❑ Dry Season Water Table (C2)
❑ Sediment Deposits (B2)
❑ Presence of Reduced Iron (C4)
❑ Crayfish Burrows (C8)
❑ Drift Deposits (B3)
❑ Recent Iron Reduction in Tilled Soils (C6)
❑ Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
❑ Thin Muck Surface (0)
❑ Geomorphic Position (D2)
d❑ Iron Deposits (BS)
❑ Other (Explain in Remarks)
❑ Shallow Aquitard (D3)
❑ Inundation Visible on Aerial Imagery (B7)❑
FAC -Neutral Test (D5)
❑ Water -Stained Leaves (B9)
❑ Sphagnum moss (D8) (LRR T, U)
Field Observations:
Surface Water Present? Yes O No O
Depth (inches):
Water Table Present? Yes O No OO
Depth (inches):
Yes O No O
Saturation Present?Wetland
Yes * No O
Depth (inches): 0
Hydrology
Present?
(includes capillary frinqe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

VEGETATION (Five/Four Strata) - Use scientific names of plants.
Dominant
C .. .'i-7
Sampling Point: DP -5
7.
Absolute
Rel.Strat.
Indicator
Dominance Test worksheet:
Prevalence Index worksheet:
Tree Stratum (Plot size: 30 )
% Cover
0
Cover
Status
Total % Cover of: Multiply by:
50% of Total Cover: 7.5
20% of Total Cover: 3
15
= Total Cover
OBL species 10 x 1 = 10
Sapling or Sapling/Shrub Stratum (Plot size: 30
Number of Dominant Species
1 , Acer rubrum
15
d❑
100.0%
FAC
That are OBL, FACW, or FAC:
4 (A)
2.
o
❑
o.o°ro
❑
0.0%
FACU species 0 x 4= 0
3.
❑
❑
0.0%
Total Number of Dominant
4.
3. _
0
❑
0.0%
Column Totals: 105 (A) 275 (B)
Species Across All Strata:
4 (B)
4.
0
❑
0.0%
5.
0
❑
0.0%
Percent of dominant Species
Ll
0.0
❑
0
That Are OBL, FACW, or FAC:
100.0% (A/B)
6.
0
0.0%
❑
0.0%
❑ 1 -Rapid Test for Hydrophytic Vegetation
7.
0
❑
0.0%
Prevalence Index worksheet:
8,
0
❑
0.o%
Total % Cover of: Multiply by:
50% of Total Cover: 7.5
20% of Total Cover: 3
15
= Total Cover
OBL species 10 x 1 = 10
Sapling or Sapling/Shrub Stratum (Plot size: 30
)
5.
FACW species 20 x 2 = 40
1 .
Hydrophytic
0
❑
0.0%
FAC species 75 x 3 = 225
2.
20
0
❑
0.0%
FACU species 0 x 4= 0
3.
0
❑
0.0%
UPL species 0 x 5= 0
4.
0
❑
0.0%
Column Totals: 105 (A) 275 (B)
5.
5.
o
Ll
o.o
0.0%
Prevalence Index = B/A = 2.619
0
Ll
0.0
7.
0
❑
0.0%
Hydrophytic Vegetation Indicators:
8.
0
❑
0.0%
❑ 1 -Rapid Test for Hydrophytic Vegetation
50% of Total Cover: 0
20% of Total Cover: 0
0
= Total Cover
0 2 - Dominance Test is > so%
Shrub Stratum (Plot size: 30
)
0 3 - Prevalence Index is <_3.0 1
1. Ligustrum sinense
60d❑
100.0% FAC
❑ Problematic Hydrophytic Vegetation 1 (Explain)
2.
0
❑
0.0%
3.
0
❑
0.0%
1 Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
4.
o
❑
0.0%
5.
0
❑
0.0%
Definition of Vegetation Strata:
6.
0
❑
0.0%
Tree - Woody plants, excluding woody vines,
50% of Total Cover: 30
20% of Total Cover: 12
60
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH).
Herb Stratum (Plot size: 30
)
1 ]uncus effusus
10d❑
100.0% OBL
Sapling - Woody plants, excluding woody vines,
,
approximately 20 ft (6 m) or more in height and less
2.
0
❑
0.0%
than 3 in. (7.6 cm) DBH.
3.
0
❑
0.0%
4.
0
❑
0.0%
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than 3.28 ft (1 m) tall.
5.
0
❑
0.0%
6.
0
❑
0.0%
Shrub - Woody plants, excluding woody vines,
7.
0
❑
0.0%
approximately 3 to 20 ft (1 to 6 m) in height.
8.
0
❑
0.0%
9.
0
❑
0.0%
Herb - All herbaceous (non -woody) plants, including
❑
herbaceous vines, regardless of size, and woody
1 Q.
0
0.0%
plants, except woody vines, less than approximately
11.
0
❑
0.0%
3 ft (1 m) in height.
12.
0
❑
0.0%
50% of Total Cover: 5
20% of Total Cover: 2
10
= Total Cover
Woody vine - All woody vines, regardless of height.
Woody Vine Stratum (Plot size: 30 )
1 Smilax laurifolia
20
d❑ 100.0% FACW
2.
0
❑ 0.0%
3.
o
❑ 0.0%
4.
0
❑ 0.0%
5.
0
❑ 0.0%
Hydrophytic
-
Vegetation
50% of Total Cover: 10 20% of Total Cover: 4
20
= Total Cover
Present? Yes ` No',J
Remarks: (If observed, list morphological adaptations below).
*Indicator suffix = National status or professional decision assigned because Regional status not defined by FWS.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

SOIL
Sampling Point: DP -5
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Tvne 1 Locz Texture Remarks
0-12 10YR 4/1 85 10YR 5/8 15 C M Loam
1 Type: C=Concentration. D=Depletion. RM=Reduced Matrix, CS=Covered or Coated Sand Grains zLocation: PL=Pore Lining. M=Matrix
Hydric Soil Indicators:
❑ Histosol (Al)
❑ Histic Epipedon (A2)
❑ Black Histic (A3)
❑ Hydrogen Sulfide (A4)
❑ Stratified Layers (AS)
❑ Organic Bodies (A6) (LRR P, T, U)
❑ 5 cm Mucky Mineral (A7) (LRR P, T, U)
❑ Muck Presence (A8) (LRR U)
❑ 1 cm Muck (A9) (LRR P, T)
❑ Depleted Below Dark Surface (All)
❑ Thick Dark Surface (Al2)
❑ Coast Prairie Redox (A16) (MLRA 150A)
❑ Sandy Muck Mineral (Sl) (LRR 0, S)
❑ Sandy Gleyed Matrix (S4)
❑ Sandy Redox (S5)
❑ Stripped Matrix (S6)
❑ Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
❑ Marl (F30) (LRR U)
❑ Depleted Ochric (F31) (MLRA 151)
❑ Iron -Manganese Masses (F12) (LRR O, P, T)
❑ Umbric Surface (F33) (LRR P, T, U)
❑ Delta Ochric (1`17) (MLRA 151)
❑ Reduced Vertic (F18) (MLRA 150A, 150B) 3Indicators of hydrology
mushydrophytic vegetation and
wetland hydrology must be present,
❑ Piedmont Floodplain Soils (F19) (MLRA 149A) unless disturbed or problematic.
❑ Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Hydric Soil Present? Yes 0 No 0
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0
Indicators for Problematic Hydric Soils3:
❑ Polyvalue Below Surface (S8) (LRR S, T, U)
❑ 1 cm Muck (A9) (LRR O)
❑ Thin Dark Surface (S9) (LRR S, T, U)
❑ 2 cm Muck (A10) (LRR S)
❑ Loamy Mucky Mineral (Fl) (LRR O)
❑ Reduced Vertic (F18) (outside MLRA 150A,B)
❑ Loamy Gleyed Matrix (F2)
❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
d❑ Depleted Matrix (F3)
❑ Anomalous Bright Loamy Soils (F20) (MLRA 1538)
❑ Redox Dark Surface (F6)
❑ Red Parent Material (TF2)
❑ Depleted Dark Surface (F7)
❑ Very Shallow Dark Surface (TF12)
❑ Redox Depressions (F8)
❑ Other (Explain in Remarks)
❑ Marl (F30) (LRR U)
❑ Depleted Ochric (F31) (MLRA 151)
❑ Iron -Manganese Masses (F12) (LRR O, P, T)
❑ Umbric Surface (F33) (LRR P, T, U)
❑ Delta Ochric (1`17) (MLRA 151)
❑ Reduced Vertic (F18) (MLRA 150A, 150B) 3Indicators of hydrology
mushydrophytic vegetation and
wetland hydrology must be present,
❑ Piedmont Floodplain Soils (F19) (MLRA 149A) unless disturbed or problematic.
❑ Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
Hydric Soil Present? Yes 0 No 0
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

WETLAND DETERMINATION DATA FORM - Atlantic and Gulf Coastal Plain Region
Project/Site: Poplar Creek Mitigation Site City/County: Johnston Sampling Date: 24-3an-17
Applicant/Owner: Resource Environmental Solutions State: NC Sampling Point: DP -6
Investigator(s): ]. Schmid, M. DeAngelo Section, Township, Range: S T R
Landform (hillslope, terrace, etc.): Backslope-NRCS Local relief (concave, convex, none): flat Slope: 0.0 % / 0.0
Subregion (LRR or MLRA): LRR P Lat.: 35.5546451 Long.: -78.3539534 Datum: NAD83
Soil Map Unit Name: Rains sandy loam NWI classification: Upland
Are climatic/hydrologic conditions on the site typical for this time of year? Yes 0 No O (If no, explain in Remarks.)
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ significantly disturbed? Are "Normal Circumstances" present? Yes O No O
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes (•% No n
Is the Sampled Area
Hydric Soil Present? Yes O No '
` •
Yes No
Wetland Hydrology Present? Yes 0 No C
within a Wetland?
Remarks:
HYDROLOGY
wetland Hydrology Indicators:
Secondary Indicators (minimum of 2 required)
Primary Indicators (minimum of one required;
check all that apply)
❑ Surface Soil Cracks (B6)
❑ Surface Water (Al)
L Aquatic Fauna (B13)
❑ Sparsely Vegetated Concave Surface (B8)
❑ High Water Table (A2)
L Marl Deposits (B15) (LRR U)
❑ Drainage Patterns (B10)
❑ Saturation (A3)
❑ Hydrogen Sulfide Odor (Cl)
❑ Moss Trim Lines (B16)
❑ Water Marks (Bl)
❑ Oxidized Rhizospheres along Living Roots (0)
❑ Dry Season Water Table (C2)
❑ Sediment Deposits (B2)
❑ Presence of Reduced Iron (C4)
❑ Crayfish Burrows (C8)
❑ Drift Deposits (B3)
❑ Recent Iron Reduction in Tilled Soils (C6)
❑ Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
❑ Thin Muck Surface (0)
❑ Geomorphic Position (D2)
❑ Iron Deposits (B5)
❑ Other (Explain in Remarks)
❑ Shallow Aquitard (D3)
❑ Inundation Visible on Aerial Imagery (B7)
❑ FAC -Neutral Test (D5)
❑ Water -Stained Leaves (B9)
❑ Sphagnum moss (D8) (LRR T, U)
Field Observations:
Surface Water Present? Yes O No 0
Depth (inches):
Water Table Present? Yes O No
Depth (inches):
Yes O No
Saturation Present?Wetland
Yes O No
Depth (inches):
Hydrology
Present?
(includes capillary frinqe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

VEGETATION (Five/Four Strata) - Use scientific names of plants.
Dominant
C .. .'i-7
Sampling Point: DP -6
7.
Absolute
Rel.Strat.
Indicator
Dominance Test worksheet:
Prevalence Index worksheet:
8,
Tree Stratum (Plot size: 30 )
% Cover
❑
Cover
Status
50% of Total Cover: 15
20% of Total Cover: 6
30
= Total Cover
OBL species 0 x 1 = 0
Sapling or Sapling/Shrub Stratum (Plot size: 30
)
Number of Dominant Species
FACW species 0 x 2 = 0
1.
1 , Uriodendron tulipifera
20d❑
❑
66.7%
FACU
That are OBL, FACW, or FAC:
4
(A)
2. Liquidambar styraciflua
10d❑
FACU species 20 x 4 = 80
33.3%
FAC
0
❑
0.0%
UPL species 0 x 5= 0
4.
❑
0
❑
Total Number of Dominant
Column Totals: 125 (A) 395 (B)
5.
5.
3.
0
Ll
0.0%
Species Across All Strata:
5
(B)
4.
0
❑
0.0%
0
Ll
0.0
5.
0
❑
0.0%
❑
Percent of dominant Species
Hydrophytic Vegetation Indicators:
8.
0
❑
0.0%
❑ 1 -Rapid Test for Hydrophytic Vegetation
That Are OBL, FACW, or FAC:
80.0%
(A/B)
6.
0
0 2 - Dominance Test is > so%
0.0%
)
7.
0
❑
0.0%
Prevalence Index worksheet:
8,
0
❑
0.o%
Total % Cover of: Multiply by:
50% of Total Cover: 15
20% of Total Cover: 6
30
= Total Cover
OBL species 0 x 1 = 0
Sapling or Sapling/Shrub Stratum (Plot size: 30
)
5.
FACW species 0 x 2 = 0
1.
Hydrophytic
0
❑
0.0%
FAC species 105 x 3 = 315
2.
25
0
❑
0.0%
FACU species 20 x 4 = 80
3.
0
❑
0.0%
UPL species 0 x 5= 0
4.
0
❑
0.0%
Column Totals: 125 (A) 395 (B)
5.
5.
o
Ll
o.o
0.0%
Prevalence Index = B/A = 3.160
0
Ll
0.0
7.
0
❑
0.0%
Hydrophytic Vegetation Indicators:
8.
0
❑
0.0%
❑ 1 -Rapid Test for Hydrophytic Vegetation
50% of Total Cover: 0
20% of Total Cover: 0
0
= Total Cover
0 2 - Dominance Test is > so%
Shrub Stratum (Plot size: 30
)
❑ 3 - Prevalence Index is <_3.0 1
1. Ligustrum sinense
70
d❑
100.0% FAC
❑ Problematic Hydrophytic Vegetation 1 (Explain)
2.
0
❑
0.0%
3.
0
❑
0.0%
1 Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
4.
o
❑
0.0%
5.
0
❑
0.0%
Definition of Vegetation Strata:
6.
0
❑
0.0%
Tree - Woody plants, excluding woody vines,
50% of Total Cover: 35
20% of Total Cover: 14
70
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH).
Herb Stratum (Plot size: 30
)
1
0
❑
0.0%
Sapling - Woody plants, excluding woody vines,
.
approximately 20 ft (6 m) or more in height and less
2.
0
❑
0.0%
than 3 in. (7.6 cm) DBH.
3.
0
❑
0.0%
4.
0
❑
0.0%
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than 3.28 ft (1 m) tall.
5.
0
❑
0.0%
6.
0
❑
0.0%
Shrub - Woody plants, excluding woody vines,
7.
0
❑
0.0%
approximately 3 to 20 ft (1 to 6 m) in height.
8.
0
❑
0.0%
9.
0
❑
0.0%
Herb - All herbaceous (non -woody) plants, including
❑
herbaceous vines, regardless of size, and woody
1 Q.
0
0.0%
plants, except woody vines, less than approximately
11.
0
❑
0.0%
3 ft (1 m) in height.
12.
0
❑
0.0%
50% of Total Cover: 0
20% of Total Cover: 0
0
= Total Cover
Woody vine - All woody vines, regardless of height.
Woody Vine Stratum (Plot size: 30 )
1 . Vitis rotundifolia
20❑
80.0% FAC
2. Smilax rotundifolia
5d❑
20.0% FAC
3.
o
❑ o.o%
4.
0
❑ o.o%
5.
0
❑ 0.0%
Hydrophytic
-
Vegetation
50% of Total Cover: 12.5 20% of Total Cover: 5
25
= Total Cover
Present? Yes ` No
Remarks: (If observed, list morphological adaptations below).
*Indicator suffix = National status or professional decision assigned because Regional status not defined by FWS.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

SOIL
Sampling Point: DP -6
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % _ Color (moist) % Tvoe t Locz Texture
0-3 2.5YR 3/3 100 Sandy Loam
3-12 2.5YR 5/4 100
Sandv Loam
Remarks
t Type: C=Concentration. D=Depletion. RM=Reduced Matrix, CS=Covered or Coated Sand Grains zLocation: PL=Pore Lining. M=Matrix
Hydric Soil Indicators: Indicators for Problematic Hydric Soils3:
❑ Histosol (Al)
❑ Polyvalue Below Surface (S8) (LRR S, T, U)
❑ 1 cm Muck (A9) (LRR O)
❑ Histic Epipedon (A2)
❑ Thin Dark Surface (S9) (LRR S, T, U)
❑ 2 cm Muck (A10) (LRR S)
❑ Black Histic (A3)
❑ Loamy Mucky Mineral (Fl) (LRR O)
❑ Reduced Vertic (F18) (outside MLRA 150A,B)
❑ Hydrogen Sulfide (A4)
❑ Loamy Gleyed Matrix (F2)
❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
❑ Stratified Layers (AS)
❑ Depleted Matrix (F3)
❑ Anomalous Bright Loamy Soils (F20) (MLRA 153B)
❑ Organic Bodies (A6) (LRR P, T, U)
❑ Redox Dark Surface (F6)
❑ Red Parent Material (TF2)
❑ 5 cm Mucky Mineral (A7) (LRR P, T, U)
❑ Depleted Dark Surface (F7)
❑ Very Shallow Dark Surface (TF12)
❑ Muck Presence (A8) (LRR U)
❑ Redox Depressions (F8)
❑ Other (Explain in Remarks)
❑ 1 cm Muck (A9) (LRR P, T) ❑ Marl (F30) (LRR U)
❑ Depleted Below Dark Surface (All) ❑ Depleted Ochric (F31) (MLRA 151)
❑ Thick Dark Surface (Al2) ❑ Iron -Manganese Masses (F12) (LRR 0, P, T)
❑ Coast Prairie Redox (A16) (MLRA 150A) ❑ Umbric Surface (F33) (LRR P, T, U)
❑ Sandy Muck Mineral (Sl) (LRR 0, S) ❑ Delta Ochric (1`17) (MLRA 151)
❑ Sandy Gleyed Matrix (S4) ❑ Reduced Vertic (F18) (MLRA 150A, 150B) 3Indicators of hydrology
mushydrophytic vegetation and
wetland hydrology must be present,
❑ Sandy Redox (S5) ❑ Piedmont Floodplain Soils (F19) (MLRA 149A) unless disturbed or problematic.
❑ Stripped Matrix (S6) ❑ Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
❑ Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
Hydric Soil Present? Yes 0 NO O
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

WETLAND DETERMINATION DATA FORM - Atlantic and Gulf Coastal Plain Region
Project/Site: Poplar Creek Mitigation Site City/County: Johnston Sampling Date: 31-3an-17
Applicant/Owner: Resource Environmental Solutions State: NC Sampling Point: DP -7
Investigator(s): ]. Schmid, R. Medric Section, Township, Range: S T R
Landform (hillslope, terrace, etc.): Floodplain Local relief (concave, convex, none): flat Slope: 0.0 % / 0.0
Subregion (LRR or MLRA): LRR P Lat.: 35.5588335 Long.: -78.3589653 Datum: NAD83
Soil Map Unit Name: Nason silt loam NWI classification: PFO
Are climatic/hydrologic conditions on the site typical for this time of year? Yes 0 No O (If no, explain in Remarks.)
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ significantly disturbed? Are "Normal Circumstances" present? Yes O No O
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes C No O
Is the Sampled Area
Hydric Soil Present? Yes No C
Yes `- No O
Wetland Hydrology Present? Yes O' No O
within a Wetland?
Remarks:
HYDROLOGY
wetland Hydrology Indicators:
Secondary Indicators (minimum of 2 required)
Primary Indicators (minimum of one required;
check all that apply)
❑ Surface Soil Cracks (B6)
❑ Surface Water (Al)
L Aquatic Fauna (B13)
❑ Sparsely Vegetated Concave Surface (B8)
❑ High Water Table (A2)
L Marl Deposits (B15) (LRR U)d❑
Drainage Patterns (B10)
❑ Saturation (A3)
[ Hydrogen Sulfide Odor (Cl)
❑ Moss Trim Lines (B16)
❑ Water Marks (Bl)
❑ Oxidized Rhizospheres along Living Roots (0)
❑ Dry Season Water Table (C2)
❑ Sediment Deposits (B2)
❑ Presence of Reduced Iron (C4)
❑ Crayfish Burrows (C8)
❑ Drift Deposits (B3)
❑ Recent Iron Reduction in Tilled Soils (C6)
❑ Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
❑ Thin Muck Surface (0)❑
Geomorphic Position (D2)
❑ Iron Deposits (B5)
❑ Other (Explain in Remarks)
❑ Shallow Aquitard (D3)
❑ Inundation Visible on Aerial Imagery (B7)
❑ FAC -Neutral Test (D5)
❑ Water -Stained Leaves (B9)
❑ Sphagnum moss (D8) (LRR T, U)
Field Observations:
Surface Water Present? Yes O No O
Depth (inches):
Water Table Present? Yes O No OO
Depth (inches):
Yes O No O
Saturation Present?Wetland
Yes * No O
Depth (inches): 8
Hydrology
Present?
(includes capillary frinqe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

VEGETATION (Five/Four Strata) - Use scientific names of plants.
Dominant
C .. .'i-7
Sampling Point: DP -7
7.
❑
Absolute
Rel.Strat.
Indicator
Dominance Test worksheet:
Prevalence Index worksheet:
Tree Stratum (Plot size: 30 )
% Cover
0
Cover
Status
5
Total % Cover of: Multiply by:
50% of Total Cover: 37.5
20% of Total Cover: 15
75
= Total Cover
OBL species 0 x 1 = 0
Number of Dominant Species
)
1 ,
Liquidambar styraciflua
30d❑
FACW species 35 x 2 = 70
40.0%
FAC
That are OBL, FACW, or FAC:
7 (A)
2.
Acer rubrum
20d❑
2.
26.7%
FAC
❑
0.0%
3.
Uriodendron tulipifera
20
d❑
26.7%
FACU
Total Number of Dominant
UPL species 0 x 5= 0
-
0
❑
0.o%
Species Across All Strata:
8 (B)
4.
Quercus laurifolia
5
❑
6.7%
FACW
5.
0
❑
0.0%
Prevalence Index = B/A = 2.900
Percent of dominant Species
o
Ll
0.0
❑
7.
That Are OBL, FACW, or FAC:
87.5% (A/B)
6.
0.0%
0
Hydrophytic Vegetation Indicators:
0.0%
0
❑
7.
❑
0
❑
0.0%
_
0.0%
Prevalence Index worksheet:
8,
_
0.0% _
0
❑
0.o%
5
Total % Cover of: Multiply by:
50% of Total Cover: 37.5
20% of Total Cover: 15
75
= Total Cover
OBL species 0 x 1 = 0
Sapling or Sapling/Shrub Stratum (Plot size: 30
)
FACW species 35 x 2 = 70
1. Ilex opaca
5❑
100.0%
FAC
FAC species 95 x 3 = 285
2.
0
❑
0.0%
FACU species 20 x 4 = 80
3.
0
❑
0.0%
UPL species 0 x 5= 0
4.
0
❑
0.o%
Column Totals: 150 (A) 435 (B)
5.
5.
o
Ll
o.o
0.0%
Prevalence Index = B/A = 2.900
o
Ll
0.0
7.
0
❑
0.0%
Hydrophytic Vegetation Indicators:
8.
0
❑
0.0%
❑ 1 -Rapid Test for Hydrophytic Vegetation
50% of Total Cover: 2.5
20% of Total Cover: 1
5
= Total Cover
0 2 - Dominance Test is > so%
Shrub Stratum (Plot size: 30
)
0 3 - Prevalence Index is <_3.0 1
1. Ligustrum sinense
20
d❑
100.0%
FAC
❑ Problematic Hydrophytic Vegetation 1 (Explain)
2.
0
❑
0.0%
3.
0
❑
0.0%
1 Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
4.
o
❑
0.0%
5.
0
❑
0.0%
Definition of Vegetation Strata:
6.
0
❑
0.0%
Tree - Woody plants, excluding woody vines,
50% of Total Cover: 10
20% of Total Cover: 4
20
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH).
Herb Stratum (Plot size: 30
)
1 Arundinaria gigantea
30d❑
66.7%
FACW
Sapling - Woody plants, excluding woody vines,
,
approximately 20 ft (6 m) or more in height and less
2. Microstegium vimineum
15d❑
33.3%
FAC
than 3 in. (7.6 cm) DBH.
3.
0
❑
0.0%
4.
0
❑
0.0%
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than 3.28 ft (1 m) tall.
5.
0
❑
0.0%
6.
0
❑
0.0%
Shrub - Woody plants, excluding woody vines,
7.
0
❑
0.0%
approximately 3 to 20 ft (1 to 6 m) in height.
8.
0
❑
0.0%
9.
0
❑
0.0%
Herb - All herbaceous (non -woody) plants, including
❑
herbaceous vines, regardless of size, and woody
1 Q.
0
0.0%
plants, except woody vines, less than approximately
11.
0
❑
0.0%
3 ft (1 m) in height.
12.
0
❑
0.0%
50% of Total Cover: 22.5
20% of Total Cover: 9
45
= Total Cover
Woody vine - All woody vines, regardless of height.
Woody Vine Stratum (Plot size: 30 )
1 Toxicodendron radicans
2-
50%
50% of Total Cover: 2.5 20% of Total Cover: 1
Remarks: (If observed, list morphological adaptations below).
5 d❑ 100.0% FAC
0
❑
0.0%
0
❑
_
0.0%
0
❑
_
0.0% _
0
❑
0.0%
5
= Total Cover
*Indicator suffix = National status or professional decision assigned because Regional status not defined by FWS.
Hydrophytic
Vegetation
Present? Yes `•' No
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

SOIL
Sampling Point: DP -7
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Tvne 1 Locz Texture
0-12 10YR 4/2 90 10YR 5/6 10 C M Loam
1 Type: C=Concentration. D=Depletion. RM=Reduced Matrix, CS=Covered or Coated Sand Grains zLocation: PL=Pore Lining. M=Matrix
Remarks
Hydric Soil Indicators:
Indicators for Problematic Hydric Soils3:
❑ Histosol (Al)
❑ Polyvalue Below Surface (S8) (LRR S, T, U)
❑ 1 cm Muck (A9) (LRR O)
❑ Histic Epipedon (A2)
❑ Thin Dark Surface (S9) (LRR S, T, U)
❑ 2 cm Muck (A10) (LRR S)
❑ Black Histic (A3)
❑ Loamy Mucky Mineral (Fl) (LRR O)
❑ Reduced Vertic (F18) (outside MLRA 150A,B)
❑ Hydrogen Sulfide (A4)
❑ Loamy Gleyed Matrix (F2)
❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
❑ Stratified Layers (AS)
d❑ Depleted Matrix (F3)
❑ Anomalous Bright Loamy Soils (F20) (MLRA 153B)
❑ Organic Bodies (A6) (LRR P, T, U)
❑ Redox Dark Surface (F6)
❑ Red Parent Material (TF2)
❑ 5 cm Mucky Mineral (A7) (LRR P, T, U)
❑ Depleted Dark Surface (F7)
❑ Very Shallow Dark Surface (TF12)
❑ Muck Presence (A8) (LRR U)
❑ Redox Depressions (F8)
❑ Other (Explain in Remarks)
❑ 1 cm Muck (A9) (LRR P, T) ❑ Marl (F30) (LRR U)
❑ Depleted Below Dark Surface (All) ❑ Depleted Ochric (F31) (MLRA 151)
❑ Thick Dark Surface (Al2) ❑ Iron -Manganese Masses (F12) (LRR 0, P, T)
❑ Coast Prairie Redox (A16) (MLRA 150A) ❑ Umbric Surface (F33) (LRR P, T, U)
❑ Sandy Muck Mineral (Sl) (LRR 0, S) ❑ Delta Ochric (1`17) (MLRA 151)
❑ Sandy Gleyed Matrix (S4) ❑ Reduced Vertic (F18) (MLRA 150A, 150B) 3Indicators of hydrology
mushydrophytic vegetation and
wetland hydrology must be present,
❑ Sandy Redox (S5) ❑ Piedmont Floodplain Soils (F19) (MLRA 149A) unless disturbed or problematic.
❑ Stripped Matrix (S6) ❑ Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
❑ Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
Hydric Soil Present? Yes 0 No 0
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

WETLAND DETERMINATION DATA FORM - Atlantic and Gulf Coastal Plain Region
Project/Site: Poplar Creek Mitigation Site City/County: Johnston Sampling Date: 31-3an-17
Applicant/Owner: Resource Environmental Solutions State: NC Sampling Point: DP -8
Investigator(s): ]. Schmid, R. Medric Section, Township, Range: S T R
Landform (hillslope, terrace, etc.): Backslope-NRCS Local relief (concave, convex, none): flat Slope: 0.0 % / 0.0
Subregion (LRR or MLRA): LRR P Lat.: 35.5590353 Long.: -78.3590192 Datum: NAD83
Soil Map Unit Name: Nason silt loam NWI classification: Upland
Are climatic/hydrologic conditions on the site typical for this time of year? Yes 0 No O (If no, explain in Remarks.)
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ significantly disturbed? Are "Normal Circumstances" present? Yes O No O
Are Vegetation ❑ , Soil ❑ , or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS - Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes (•% No O
Is the Sampled Area
Hydric Soil Present? Yes O No '
` •
Yes NoO
Wetland Hydrology Present? Yes O No C
within a Wetland?
Remarks:
HYDROLOGY
wetland Hydrology Indicators:
Secondary Indicators (minimum of 2 required)
Primary Indicators (minimum of one required;
check all that apply)
❑ Surface Soil Cracks (B6)
❑ Surface Water (Al)
L Aquatic Fauna (B13)
❑ Sparsely Vegetated Concave Surface (B8)
❑ High Water Table (A2)
L Marl Deposits (B15) (LRR U)
❑ Drainage Patterns (B10)
❑ Saturation (A3)
❑ Hydrogen Sulfide Odor (Cl)
❑ Moss Trim Lines (B16)
❑ Water Marks (Bl)
❑ Oxidized Rhizospheres along Living Roots (0)
❑ Dry Season Water Table (C2)
❑ Sediment Deposits (B2)
❑ Presence of Reduced Iron (C4)
❑ Crayfish Burrows (C8)
❑ Drift Deposits (B3)
❑ Recent Iron Reduction in Tilled Soils (C6)
❑ Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4)
❑ Thin Muck Surface (0)
❑ Geomorphic Position (D2)
❑ Iron Deposits (B5)
❑ Other (Explain in Remarks)
❑ Shallow Aquitard (D3)
❑ Inundation Visible on Aerial Imagery (B7)
❑ FAC -Neutral Test (D5)
❑ Water -Stained Leaves (B9)
❑ Sphagnum moss (D8) (LRR T, U)
Field Observations:
Surface Water Present? Yes O No 0
Depth (inches):
Water Table Present? Yes O No
Depth (inches):
Yes O No
Saturation Present?Wetland
Yes O No
Depth (inches):
Hydrology
Present?
(includes capillary frinqe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

VEGETATION (Five/Four Strata) - Use scientific names of plants.
Dominant
C .. .'i-7
Sampling Point: DP -8
7.
Absolute
Rel.Strat.
Indicator
Dominance Test worksheet:
Prevalence Index worksheet:
8,
Tree Stratum (Plot size: 30 )
% Cover
❑
Cover
Status
50% of Total Cover: 40
20% of Total Cover: 16
80
= Total Cover
OBL species 0 x 1 = 0
Sapling or Sapling/Shrub Stratum (Plot size: 30
)
Number of Dominant Species
FACW species 0 x 2 = 0
1. Liquidambar styraciflua
1 , Pinus taeda
80
d❑
100.0%
FAC
That are OBL, FACW, or FAC:
4
(A)
2.
o
❑
o.o°ro
0
❑
0.0%
UPL species 0 x 5= 0
4.
❑
0
❑
Total Number of Dominant
Column Totals: 125 (A) 385 (B)
5.
5.
3. _
0
Ll
0.0%
Species Across All Strata:
5
(B)
4.
0
❑
0.0%
0
Ll
0.0
5.
0
❑
0.0%
❑
Percent of dominant Species
Hydrophytic Vegetation Indicators:
8.
0
❑
0.0%
❑ 1 -Rapid Test for Hydrophytic Vegetation
That Are OBL, FACW, or FAC:
80.0%
(A/B)
6.
0
0 2 - Dominance Test is > so%
0.0%
)
7.
0
❑
0.0%
Prevalence Index worksheet:
8,
0
❑
o.o%
Total % Cover of: Multiply by:
50% of Total Cover: 40
20% of Total Cover: 16
80
= Total Cover
OBL species 0 x 1 = 0
Sapling or Sapling/Shrub Stratum (Plot size: 30
)
5.
FACW species 0 x 2 = 0
1. Liquidambar styraciflua
Hydrophytic
20❑
-
80.0% FAC
FAC species 115 x 3 = 345
2. Quercus nigra
10
5❑
Present? Yes ` No',J
20.0% FAC
FACU species 10 x 4 = 40
3.
0
❑
0.0%
UPL species 0 x 5= 0
4.
0
❑
0.0%
Column Totals: 125 (A) 385 (B)
5.
5.
o
Ll
o.o
-0.0%
Prevalence Index = B/A = 3.080
0
Ll
0.0
7.
0
❑
0.0%
Hydrophytic Vegetation Indicators:
8.
0
❑
0.0%
❑ 1 -Rapid Test for Hydrophytic Vegetation
50% of Total Cover: 12.5
20% of Total Cover: 5
25
= Total Cover
0 2 - Dominance Test is > so%
Shrub Stratum (Plot size: 30
)
❑ 3 - Prevalence Index is <_3.0 1
1. Ligustrum sinense
10
d❑
100.0% FAC
❑ Problematic Hydrophytic Vegetation 1 (Explain)
2.
0
❑
0.0%
3.
0
❑
0.0%
1 Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
4.
o
❑
0.0%
5.
0
❑
0.0%
Definition of Vegetation Strata:
6.
0
❑
0.0%
Tree - Woody plants, excluding woody vines,
50% of Total Cover: 5
20% of Total Cover: 2
10
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH).
Herb Stratum (Plot size: 30
)
1
0
❑
0.0%
Sapling - Woody plants, excluding woody vines,
.
approximately 20 ft (6 m) or more in height and less
2.
0
❑
0.0%
than 3 in. (7.6 cm) DBH.
3.
0
❑
0.0%
4.
0
❑
0.0%
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than 3.28 ft (1 m) tall.
5.
0
❑
0.0%
6.
0
❑
0.0%
Shrub - Woody plants, excluding woody vines,
7.
0
❑
0.0%
approximately 3 to 20 ft (1 to 6 m) in height.
8.
0
❑
0.0%
9.
0
❑
0.0%
Herb - All herbaceous (non -woody) plants, including
❑
herbaceous vines, regardless of size, and woody
1 Q.
0
0.0%
plants, except woody vines, less than approximately
11.
0
❑
0.0%
3 ft (1 m) in height.
12.
0
❑
0.0%
50% of Total Cover: 0
20% of Total Cover: 0
0
= Total Cover
Woody vine - All woody vines, regardless of height.
Woody Vine Stratum (Plot size: 30 )
1 . Lonicera japonica
10
d❑ 100.0% FACU
2.
0
❑ 0.0%
3.
o
❑ 0.0%
4.
0
❑ 0.0%
5.
0
❑ 0.0%
Hydrophytic
-
Vegetation
50% of Total Cover: 5 20% of Total Cover: 2
10
= Total Cover
Present? Yes ` No',J
Remarks: (If observed, list morphological adaptations below).
*Indicator suffix = National status or professional decision assigned because Regional status not defined by FWS.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

SOIL
Sampling Point: DP -8
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % _ Color (moist) % Tvoe 1 Locz Texture Remarks
0-6 2.5Y 4/4 100 Loam
6-12 2.5Y 6/3 100 Loam
1 Type: C=Concentration. D=Depletion. RM=Reduced Matrix, CS=Covered or Coated Sand Grains zLocation: PL=Pore Lining. M=Matrix
Hydric Soil Indicators:
Indicators for Problematic Hydric Soils3:
❑ Histosol (Al)
❑ Polyvalue Below Surface (S8) (LRR S, T, U)
❑ 1 cm Muck (A9) (LRR O)
❑ Histic Epipedon (A2)
❑ Thin Dark Surface (S9) (LRR S, T, U)
❑ 2 cm Muck (A10) (LRR S)
❑ Black Histic (A3)
❑ Loamy Mucky Mineral (Fl) (LRR O)
❑ Reduced Vertic (F18) (outside MLRA 150A,B)
❑ Hydrogen Sulfide (A4)
❑ Loamy Gleyed Matrix (F2)
❑ Piedmont Floodplain Soils (F19) (LRR P, S, T)
❑ Stratified Layers (AS)
❑ Depleted Matrix (F3)
❑ Anomalous Bright Loamy Soils (F20) (MLRA 153B)
❑ Organic Bodies (A6) (LRR P, T, U)
❑ Redox Dark Surface (F6)
❑ Red Parent Material (TF2)
❑ 5 cm Mucky Mineral (A7) (LRR P, T, U)
❑ Depleted Dark Surface (F7)
❑ Very Shallow Dark Surface (TF12)
❑ Muck Presence (A8) (LRR U)
❑ Redox Depressions (F8)
❑ Other (Explain in Remarks)
❑ 1 cm Muck (A9) (LRR P, T) ❑ Marl (F30) (LRR U)
❑ Depleted Below Dark Surface (All) ❑ Depleted Ochric (F31) (MLRA 151)
❑ Thick Dark Surface (Al2) ❑ Iron -Manganese Masses (F12) (LRR 0, P, T)
❑ Coast Prairie Redox (A16) (MLRA 150A) ❑ Umbric Surface (F33) (LRR P, T, U)
❑ Sandy Muck Mineral (Sl) (LRR 0, S) ❑ Delta Ochric (1`17) (MLRA 151)
❑ Sandy Gleyed Matrix (S4) ❑ Reduced Vertic (F18) (MLRA 150A, 150B) 3Indicators of hydrology
mushydrophytic vegetation and
wetland hydrology must be present,
❑ Sandy Redox (S5) ❑ Piedmont Floodplain Soils (F19) (MLRA 149A) unless disturbed or problematic.
❑ Stripped Matrix (S6) ❑ Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C, 153D)
❑ Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches):
Remarks:
Hydric Soil Present? Yes 0 NO O
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Version 2.0

Water Resources
ENVIRONMENTAL QUALITY
August 19, 2016
Brad Breslow, RES
302 Jefferson St., Suite 110
Raleigh, NC 27605
PAT MCCRORY
Governor
DONALD R. VAN DER VAART
Secretary
S. JAY ZIMMERMAN
Direcmr
Subject: Buffer Determination Letter
RRO #16-260
Johnston County
Determination Type:
Buffer
Intermittent/Perennial
® Neuse (15A NCAC 2B.0233)
Start@
Stop@
❑ Intermittent/Perennial Determination (where local buffer
❑ Tar -Pamlico (15A NCAC 2B .0259)
ordinances apply)
❑ Jordan (15A NCAC 2B .0267)
(governmental and/or interjurisdictional
projects)
Project Name: Poplar Creek Mitigation Site
Address/Location: 2549 Wilson Mills Road Smithfield NC 27577
Stream(s): Poplar Creek
Determination Date: 08/18/2016
Staff. Rick Trone
Stream
E/I/P*
Not Subject
Subject
Start@
Stop@
Soil
USGS
To o
171-175
------Survey
I
X
DWR Flag
DWR
X
X
Flag/Pipeline
Easement
177-178
I
X
DWR Flag
Confluence
X
X
w/Po lar Creek
YB1
I
X
DWR Flag
Confluence
X
X
w/Polar Creek
YB2B-
P
X
DWR Flag at LeeConfluence
X
X
Y132C
Youngblood Rd
w/Polar Creek
YB3
I
X
DWR Flag
DWR
X
Flag/Pipeline
Easement
"E/IIP = Ephemeral/Intermittent/Perennial
Division of Water Resources, Raleigh Regional Office, Water Quality Operations Section http://portal.ncdenr.org/web/wq/aps
1628 Mail Service Center, Raleigh, NC 27699-1628 Phone: [phone]
Location: 3800 Barrett Drive, Raleigh, NC 27609 Fax: [phone]

Explanation: The stream(s) listed above has been located on the most recent published NRCS Soil Survey of
Johnston County, North Carolina and/or the most recent copy of the USGS Topographic map at a 1:24,000 scale.
Each stream that is checked "Not Subject' has been determined to not be at least intermittent or is not present.
Streams that are checked "Subject' have been located on the property and possess characteristics that qualify it to be
at least an intermittent stream. There may be other streams located on the property that do not show up on the maps
referenced above but may be considered jurisdictional according to the US Army Corps of Engineers.
This on-site determination shall expire five (5) years from the date of this letter. Landowners or affected
parties that dispute a determination made by the DWR may request a determination by the Director. An
appeal request must be made within sixty (60) days of date of this letter. A request for a determination by the
Director shall be referred to the Director in writing. If sending via US Postal Service: c/o Karen Higgins,
DWR — 401 & Buffer Permitting Unit, 1617 Mail Service Center; Raleigh, NC 27699-1617. If sending via
delivery service (UPS, FedEx, etc.): Karen Higgins, DWR — 401 & Buffer Permitting Unit, 512 N. Salisbury
Street, Raleigh, NC 27604.
This determination is final and binding unless, as detailed above, an appeal is requested within sixty (60)
days.
This project may require a Section 404/401 Permit for the proposed activity. Any inquiries should be
directed to the US Army Corp of Engineers (Raleigh Regulatory Field Office) at (919)-554-4884.
If you ave questions regarding this deterin ton, please feel free to contact Rick Trone at [phone].
S' cereI
If
y/
Danny Smith/
�v
Supervisor, Water Quality Regional Operations Center
cc: RRO DWR File Copy

Popular Creek Mitigation Site
I Johnston County, NC-DWR Project # 16-260 I
Stream F1- —
F5
A
os,
PP< Subject
Stream F8
4 Stream YB1
Subject isml
ftY_ _ tib
i i e Pond \ —
\\` ', X v y
loMESTfAAD
I
SPA
Stream YB2B- �
YB2C
—
',g�\ Subject
I
o "rJones
g Cc -n
USGS Topo Map •yTq cd Map provided by NCDEQ
Selma Quandrangle ' " Division of Water Re-
s sources
Johnston Co., NC S
•;ry �. :: Locations are approxi-
2016
pproxi- r•� n
2016�',� mate and are provided for IILJ,AV\'JII
.�., reference only ::

I
It

Appendix F —Invasive Species Plan

INVASIVE SPECIES PLAN
Annual monitoring and semi-annual site visits will be conducted to assess the condition of the finished
project. These site inspections may identify the presence of invasive vegetation. RES will treat invasive
species vegetation within the project area and provide remedial action on a case-by-case basis. Common
invasive species vegetation, such as Chinese privet (Ligustrum sinense), multiflora rose (Rosa multiflora),
tree -of -heaven (Ailanthus altissima), and Japanese honeysuckle (Lonicera japonica), will be treated to
allow native plants to become established within the conservation easement. Invasive species vegetation
will be treated by approved mechanical and/or chemical methods such that the percent composition of
exotic/invasive species is less than 5% of the total riparian buffer area. Any control methods requiring
herbicide application will be performed in accordance with NC Department of Agriculture (NCDA) rules
and regulations. If areas of invasive species exist within the easement, they will be monitored yearly as part
of the monitoring protocol, and treated if necessary. If required, problem areas will continue to be treated
until the project easement shows overall trending towards meeting all monitoring requirements.

Appendix G —Regulatory Agency Scoping
Letters

FISH AND WILDLIFE SERVICE
Raleigh ES Field Office
Post Office Box 33726
Raleigh, North Carolina 27636-3726
November 3, 2016
Mr. John Thomas
U. S. Army Corps of Engineers
Raleigh Regulatory Field Office
3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
RECEIVED
NOV 0 9 2016
RALEIGH REGULATORY
Subject: Action ID # 2016-01985; Modification of the Neu -Con Umbrella Mitigation Banking Instrument
associated with the addition of the Poplar Creek Mitigation Site
Dear Mr. Thomas:
The U.S. Fish and Wildlife Service (Service) has reviewed the information concerning the above
referenced project. The project, based on the description in your letter to our office, the provided
Instrument Modification, and other information is expected to have minimal adverse impacts to
fish and wildlife resources.
The proposed Poplar Creek Mitigation Site is approximately 60 -acres, and occurs west of
Wilson's Mills Road, north of Smithfield,_adjacent.to Poplar Creek,,in Johnston County, North
Carolina. The project proposes to restore 4,169 linear feet (LF) of stream channel and to
enhance 9,255 LF of stream channel, all of which will be included within the conservation
easement onsite.
We do not have any major concerns with the Poplar Creek Mitigation site plan as currently
proposed, and think this project could greatly benefit the downstream water quality.
Downstream water quality in this watershed is greatly important to the Service since there have
been records of the following aquatic federal species of concern (FSC) in the recent years: r
Roanoke slabshell (Elliptio oanokensis) found in 2015, Triangle floater (Alasnaidonta undulate)
found in 2012, and the State threatened Eastern lampmussel (Lampsillis radiata) found in 2005.
There have also been records of the Neuse River Waterdog (Necturis levvisi), also a federal
species of concern, found approximately 4.5 miles downstream. The Service encourages
mitigation efforts in priority watersheds, or with work that drains to priority watersheds such as
this one, that will benefit federal and state listed species. The Service would encourage catching
and removing any non-native fish that currently reside in the ponds onsite that is proposed for
removal, prior to breaching the dam and connecting this feature with the tributary system to
reduce impacts to native aquatic species downstream. We will continue to be involved in this
project through discussions with the IRT, and will provide additional comments in the future if
d
wan ante .
The Service has reviewed available information on federally -threatened or endangered species
known to occur in Johnson County, specifically within the proposed mitigation work area,

2
tributaries of Poplar Creek, and downstream in the Neuse River. Federally listed species in
Johnston County, North Carolina include: Red -cockaded woodpecker (Picoides borealis), Tar
River spinymussel (Eliptio steinstansana), dwarf wedgemussel (Alasnaidonta heterodon), and
Michaux's sumac (Rhus n¢ichauxii), in addition to many other federal species of concern. We
have also reviewed information from the North Carolina Natural Heritage Program (NCNI-IP)
database which contains excellent data on the special status species, both federal and state, which
can be found here: https://ncnhde.natureserve.org/. The federally listed species table on page 7
includes Kidney Sedge (State listed) and Virginia Least Trillium (federal species of concern),
which are not federally listed at this time. Those two species should be removed from the federal
species table, but should remain in the discussion of other listed species within the one -mile
radius. Our review indicates that no federally listed species under Service jurisdiction are likely
to occur in the project area due to lack of appropriate habitat. Therefore, the Service would
concur with a determination that the action is not likely to adversely affect species designated as
threatened, endangered, or their designated critical habitat.
In accordance with the Endangered Species Act of 1973, as amended, (ESA) and based on the
information provided, and other available information, it appears the actions described in the
Mitigation Site plan for Poplar Creek are not likely to adversely affect federally listed species or
their critical habitat as defined by the ESA. We believe that the requirements of Section 7 (a)(2)
of the ESA have been satisfied for this project. Please remember that obligations under the ESA
must be reconsidered if: (1) new information identifies impacts of this action that may affect
listed species or critical habitat in a manner not previously considered; (2) this action is modified
in a manner that was not considered in this review; or, (3) a new species is listed or critical
habitat determined that may be affected by the identified action.
The Service appreciates the opportunity to comment on this Mitigation Site plan. If you have
questions regarding these comments, please contact Emily Wells at 919-856-4520, ext. 25 or by
e-mail at < [e-mail] >.
Sincerely,
Peter gamin
Field ffice Supervisor

a
North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Banos, Administrator
Governor Pat McCrory
Secretary Susan Kluttz
November 28, 2016
John Thomas
Raleigh Regulatory Field Office
3331 Heritage Trade Street, Suite 105
Wake Forest, NC 27587
Office of Archives and History
Deputy Secretary Kevin Cherry
Re: Add Poplar Creek Mitigation Site to the New -Con Umbrella Mitigation Bank, SAW 2016-01985,
Johnston County, ER 16-2086
Dear Mr. Thomas:
We have received a public notice concerning the above project.
We have conducted a review of the project and are aware of no historic resources which would be affected
by the project. Therefore, we have no comment on the project as proposed.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36
CFR Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
contact Renee Gledhill -Earley, environmental review coordinator, at 919-807-6579 or
environmental.review cr,ncdcr.gov. In all future communication concerning this project, please cite the
above referenced tracking number.
Sincerely,
Ramona M. Banos
Location: 109 East Jonas Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephonemax: [phone]/807-6599