20160404 Ver 2_Year 0 Monitoring Report_2018_FINAL_20190502

ID#* 20160404
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Mac Haupt
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05/07/2019
Mitigation Project Submittal - 5/2/2019
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Catherine Manner [e-mail]
Project Information
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Project Type: F DMS r Mitigation Bank
Project Name: Edwards -Johnson Mitigation Project
County: Johnston
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Mitigation Monitoring Report
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As -Built Baseline Monitoring Report
FINAL VERSION
Edwards -Johnson Mitigation Project
Monitoring Year 0
Calendar Year of Data Collection: 2018
NCDEQ DMS Project Identification # 97080
NCDEQ DMS Contract # 6825
Neuse River Basin (Cataloging Unit 03020201)
USACE Action ID Number: SAW -2016-00883
NCDEQ DWR Project # 2016-0404
Johnston County, NC
Contracted Under RFP # 16-006477
Data Collection Period: April -June 2018, Submission Date: March 2019
a
Prepared for:
kz".
Environmental
Quality
North Carolina Department of Environmental Quality
Division of Mitigation Services
1652 Mail Service Center
Raleigh, NC 27699-1652
Prepared by:
WATER & LAND SOLUTIONS
7721 SIX FORKS ROAD, SUITE 130, RALEIGH, NC 27615
(919) 614 - 5111 1 waterlandsolutions.com

Table of Contents
1 Project Summary...................................................................................................................................1
2 Project Background...............................................................................................................................1
2.1 Project Location, Setting, and Existing Conditions.......................................................................1
2.2 Mitigation Project Goals and Objectives.......................................................................................2
2.3 Project History, Contacts, and Timeframe....................................................................................3
3 Project Mitigation Components............................................................................................................3
3.1 Stream Mitigation Types and Approaches....................................................................................3
3.1.1 R1 Preservation.....................................................................................................................3
3.1.2 R2 Restoration.......................................................................................................................3
3.1.3 R3 (Upper Reach) Restoration..............................................................................................4
3.1.4 R3 (Lower Reach) Preservation.............................................................................................4
3.1.5 R4 Restoration.......................................................................................................................4
3.2 Wetlands Mitigation Types and Approaches................................................................................4
4 Performance Standards........................................................................................................................5
4.1 Streams......................................................................................................................................... 6
4.1.1 Stream Hydrology.................................................................................................................6
4.1.2 Stream Profiles, Vertical Stability, and Floodplain Access....................................................6
4.1.3 Stream Horizontal Stability...................................................................................................6
4.1.4 Streambed Material Condition and Stability........................................................................6
4.1.5 Jurisdictional Stream Flow....................................................................................................6
4.2 Vegetation.....................................................................................................................................6
4.3 Wetlands.......................................................................................................................................7
5 Monitoring Plan.................................................................................................................................... 7
5.1 Monitoring Schedule and Reporting.............................................................................................7
5.2 Visual Assessment Monitoring......................................................................................................7
5.3 Stream Assessment Monitoring....................................................................................................8
5.3.1 Stream Hydrologic Monitoring..............................................................................................8
5.3.2 Stream Geomorphic Monitoring...........................................................................................8
5.3.3 Stream Flow Duration Monitoring......................................................................................10
5.4 Vegetation...................................................................................................................................10
5.5 Wetlands.....................................................................................................................................11
6 As -Built (Baseline) Condition..............................................................................................................11

6.1 As -built (Baseline) Survey...........................................................................................................11
6.2 As -Built (Baseline) Plans/ Record Drawings................................................................................11
6.3 As -Built/ Baseline Assessment....................................................................................................12
6.3.1 Morphological Assessment.................................................................................................12
7 References..........................................................................................................................................14
LIST OF APPENDICES
Appendix A Background Tables and Figures
Table 1
Project Mitigation Components
Table 2
Project Activity and Reporting History
Table 3
Project Contacts
Table 4
Project Information and Attributes
Appendix B Visual Assessment Data
Figure 1 Current Condition Plan View (CCPV)
Table 5 Visual Stream Morphology Stability Assessment
Table 5a Vegetation Condition Assessment
Photos Stream Station Photographs
Photos Vegetation Plot Photographs
Appendix C Vegetation Plot Data
Table 6 Baseline Vegetation — As -Built Stem Counts
Appendix D Stream Measurement and Geomorphology Data
Figure 2
Baseline Cross -Sections
Figure 3
Baseline Longitudinal Profiles
Table 7a
Baseline Stream Data Summary
Table 7b
Cross-section Morphology Data
Table 7c
Stream Reach Morphology Data
Appendix E As -Built Plans/ Record Drawings

Water & Land Solutions
1 Project Summary
9
Water and Land Solutions, LLC (WLS) completed the construction and planting of the Edwards -Johnson
Mitigation Project (Project) full -delivery project for the North Carolina Department of Environmental
Quality (NCDEQ), Division of Mitigation Services (DMS) in March 2018. The Project is located in Johnston
County, North Carolina between the Community of Archer Lodge and the Town of Wendell at 35° 43'
30.36" North and 78° 21' 22.90" West. The Project site is located in the NCDEQ Sub -basin 03-04-06, in
the Lower Buffalo Creek Priority Sub -watershed 030202011504 study area for the Neuse 01 Regional
Watershed Plan (RWP), and in the Targeted Local Watershed 03020201180050, all of the Neuse River
Basin.
The Project involved the restoration, preservation and permanent protection of four stream reaches (111,
R2, R3, and 114) and their riparian buffers, totaling approximately 3,729 linear feet of existing streams.
The Project construction and planting were completed in May 2018 and as -built survey was completed in
June 2018. Planting and baseline monitoring activities occurred in May 2018 (Table 2). This report
documents the completion of the construction activities and presents as -built baseline monitoring data
(MYO) for the post -construction monitoring period. Field adjustments were made to the final design
during construction and the MYO longitudinal profiles and cross-section dimensions illustrate that the
proposed design parameters and are within a normal range of variability for these natural stream systems.
The Project is expected to meet the Year 1 Monitoring Year success criteria.
2 Project Background
2.1 Project Location, Setting, and Existing Conditions
The Edwards -Johnson Mitigation Project (Project) site is located in the Lower Buffalo Creek Priority Sub -
watershed 030202011504 study area for the Neuse 01 Regional Watershed Plan (RWP), in the Wake -
Johnston Collaborative Local Watershed Plan, and in the Targeted Local Watershed 03020201180050, all
of the Neuse River Basin. The Project site is situated in the lower piedmont where potential for future
development associated with the 1-540 corridor and rapidly growing Johnston County area is imminent,
as described in the Regional Watershed Plan (RWP) for the Upper Neuse River Basin within Hydrologic
Unit (HU) 03020201.
The RWP identified and prioritized potential mitigation strategies to offset aquatic resource impacts from
development and provided mitigation project implementation recommendations to improve ecological
uplift within the Neuse 01 subbasin, which included traditional stream and wetland mitigation, buffer
restoration, nutrient offsets, non-traditional mitigation projects such as stormwater and agricultural
BMPs, and rare, threatened, or endangered (RTE) species habitat preservation or enhancement.
The project included four stream reaches (111, R2, R3, and 114) which involved the restoration, preservation
and permanent protection of approximately 3,729 linear feet of streams permanently protected by a
recorded conservation easement. The catchment area is 223 acres and has an impervious cover less than
one percent. The dominant land uses are agriculture and mixed forest. Prior to Project construction,
some of the riparian buffers were less than 50 feet wide.
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2.2 Mitigation Project Goals and Objectives
WLS established project mitigation goals and objectives based on the resource condition and functional
capacity of the watershed to improve and protect diverse aquatic resources comparable to stable
headwater stream systems within the Piedmont Physiographic Province. The proposed mitigation types
and design approaches described in the final approved mitigation plan considered the general restoration
and resource protection goals and strategies outlined in the 2010 Neuse River Basin Restoration Priority
Plan (RBRP). The functional goals and objectives were further defined in the 2013 Wake -Johnston
Collaborative Local Watershed Plan (LWP) and 2015 Neuse 01 Regional Watershed Plan (RWP) and
include:
• Reducing sediment and nutrient inputs to the upper Buffalo Creek Watershed,
• Restoring, preserving and protecting wetlands, streams, riparian buffers and aquatic habitat,
• Implementing agricultural BMPs and stream restoration in rural catchments together as "project
clusters".
The following site specific goals were developed to address the primary concerns outlined in the LWP and
RWP and include:
• Restore stream and floodplain interaction and geomorphically stable conditions by reconnecting
historic flow paths and promoting more natural flood processes,
• Improve and protect water quality by reducing streambank erosion, nutrient and sediment inputs,
• Restore and protect riparian buffer functions and habitat connectivity in perpetuity by recording
a permanent conservation easement,
• Implement agricultural BMPs to reduce nonpoint source inputs to receiving waters.
To accomplish these site-specific goals, the following function -based objectives will be measured and
included with the performance standards to document overall project success as described in the table
below:
Improve Base Flow
Reconnect Floodplain / Increase
Floodprone Area Widths
Improve Bedform Diversity
Increase Lateral Stability
Enhance Riparian Buffer Vegetation
Improve Water Quality
Edwards -Johnson Mitigation Project
FINAL As -Built Baseline Monitoring Report
Remove man-made pond dam and restore a
more natural flow regime and aquatic passage.
Lower BHRs from >2.0 to 1.0-1.2 and maintain
ERs at 2.2 or greater.
Increase riffle/pool percentage to 70/30 and
pool -to -pool spacing ratio 4-7X bankfull width.
Reduce BEHI/NBS streambank erosion rates
comparable to downstream reference
condition and stable cross-section values.
Plant or protect native species vegetation a
minimum 50' wide from the top of the
streambanks with a composition/density
comparable to reference condition.
Install water quality treatment basins along
the riparian corridor and reduce sediment and
nutrient levels.
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Improve Macroinvertebrate Incorporate native woody debris and bedform
Community and Aquatic Species diversity into channel and change DWR
Health bioclassification rating from 'Poor' to a
minimum 'Fair' by Monitoring Year 7.
2.3 Project History, Contacts, and Timeframe
The chronology of the project history and activity is presented in Table 2. Relevant project contact
information is presented in Table 3. Relevant project background information is presented in Table 4. The
final mitigation plan and PCN were submitted to DMS September 29, 2017 for submission to the NCIRT.
The Section 404 General (Regional and Nationwide) Permit Verification was issued January 12, 2018.
Project construction started on March 23, 2018 and mitigation site earthwork and mitigation site planting
were completed on May 5, 2018, both by RiverWorks Construction. Trueline Surveying, PC completed the
as -built survey in June 2018. WLS completed the installation of baseline monitoring devices on May 14,
2018 and the installation of survey monumentation and conservation easement boundary marking on
August 13, 2018.
Refer to Figure 1 and Table 1 for the project components/asset information. A recorded conservation
easement consisting of 10.96 acres protects and preserves all stream reaches, existing wetland areas, and
riparian buffers in perpetuity.
3 Project Mitigation Components
3.1 Stream Mitigation Types and Approaches
Stream restoration practices involved raising the existing streambed and reconnecting the stream to the
relic floodplain. Some portions of the existing degraded channels that were abandoned within the
restoration areas were filled to decrease surface and subsurface drainage and raise the local water table.
The project also included restoring, enhancing and protecting riparian buffers and riparian wetlands
within the conservation easement. The vegetative components of this project included stream bank,
floodplain, and transitional upland zones planting. The Site was planted with native species riparian buffer
vegetation and now protected through a permanent conservation easement. Table 1 and Figure 1
(Appendix A) provide a summary of the project components.
3.1.1 R1 Preservation
Preservation was implemented along this reach since the existing stream and wetland system is stable
with a mature riparian buffer due to minimal historic impacts. The preservation area is being protected
in perpetuity through a permanent conservation easement. This approach will extend the wildlife corridor
from the Buffalo Creek floodplain boundary throughout a majority of the riparian valley, while providing
a hydrologic connection and critical habitat linkage within the catchment area.
3.1.2 R2 Restoration
Work along R2 involved a Priority Level I Restoration approach by raising the bed elevation and
reconnecting the stream with its abandoned floodplain. This approach will promote more frequent over
bank flooding in areas with hydric soils, thereby creating favorable conditions for wetland re-
establishment. The reach was restored using appropriate riffle -pool morphology with a conservative
meander planform geometry that accommodates the valley slope and width. This approach allowed
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restoration of a stable channel form with appropriate bedform diversity, as well as, improved biological
functions through increased aquatic and terrestrial habitats. In -stream structures included constructed
wood riffles for grade control and habitat, log j -hook vanes, and log weirs/jams for encouraging step -pool
formation energy dissipation, bank stability, and bedform diversity. Riparian buffers greater than 50 feet
were planted in disturbed areas and will be protected along the entire length of R2. Mature trees and
significant native vegetation were protected and incorporated into the design.
Bioengineering techniques such as vegetated geolifts and live stakes were also used to protect
streambanks and promote woody vegetation growth along the streambanks. During construction, the
existing unstable channel was filled to an elevation sufficient to connect the new bankfull channel to its
active floodplain using suitable fill material excavated from the newly restored channels and remnant
spoil piles. Additionally, water quality treatment features were installed to reduce direct sediment and
nutrient inputs.
3.1.3 R3 (Upper Reach) Restoration
A Priority Level I Restoration approach was implemented for the upstream portion to improve stream
functions and water quality. Prior to restoration activities, the reach exhibited both lateral and vertical
instability, as shown by active headcuts and moderate bank erosion. A new single -thread meandering
channel was constructed offline in this area before reconnecting with multiple relic channel features and
the existing steam and wetland complex further downstream. In -stream structures, including log riffles,
log weirs and log vanes were used to dissipate flow energy, protect streambanks, and eliminate potential
for future incision. Shallow floodplain depressions were created or preserved to provide habitat diversity,
nutrient cycling, and improved treatment of overland flows. Restored streambanks were graded to stable
side slopes and the floodplain was reconnected to further promote stability and hydrological function.
3.1.4 R3 (Lower Reach) Preservation
Preservation was implemented along this reach since the existing stream and wetland system is stable
with a mature riparian buffer due to minimal historic impacts. The reach is being protected in perpetuity
through a permanent conservation easement. This approach will extend the wildlife corridor from the
Buffalo Creek floodplain boundary throughout a majority of the riparian valley, while providing a
hydrologic connection and critical habitat linkage within the catchment area.
3.1.5 R4 Restoration
The restoration of R4 involved raising the existing bed elevation gradually to reconnect the stream with
its active floodplain. Prior to restoration activities, the existing channel began experiencing backwater
conditions and sediment aggradation from a man-made pond. The failing dam and remnant spoil piles
were removed and the pond was drained to reconnect the new stream channel with its geomorphic
floodplain. Channel and floodplain excavation in this reach segment included the removal of shallow
legacy sediments (approx. 12" depth) to accommodate a new bankfull channel and in -stream structures,
as well as a more natural step -pool morphology using grade control structures in the steeper transitional
areas. Shallow floodplain depressions were created to provide habitat diversity, nutrient cycling, and
improved treatment of overland flows. Riparian buffers greater than 50 feet were restored and protected
along all R4.
3.2 Wetlands Mitigation Types and Approaches
Wetland mitigation credits are not contracted or proposed for this project.
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4 Performance Standards
7
The applied success criteria for the Project will follow necessary performance standards and monitoring
protocols presented in final approved mitigation plan. Annual monitoring and semi-annual site visits will
be conducted to assess the condition of the project throughout the monitoring period. Monitoring
activities will be conducted for a period of seven (7) years with the final duration dependent upon
performance trends toward achieving project goals and objectives. The following Proposed Monitoring
Plan Summary from the approved final mitigation plan summarizes the measurement methods and
performance standards. Specific success criteria components and evaluation methods follow.
Improve Base Flow
Duration and
Overbank Flows (Le
channel forming
discharge)
Reconnect
Floodplain / Increase
Floodprone Area
Widths
Remove man-made
pond, well device
(pressure
transducer), regional
curve, regression
equations, catchment
assessment
Bank Height Ratio,
Entrenchment Ratio,
crest gauge
Maintain seasonal flow for a
minimum of 30 consecutive
days during normal annual
rainfall.
Maintain average BHRs at 1.2
and increase ERs at 2.2 or
greater and document
bankfull/geomorphically
significant flow events.
Create a more natural
and higher functioning
headwater flow regime
and provide aquatic
passage.
Provide temporary
water storage and
reduce erosive forces
(shear stress) in
channel during larger
flow events.
Pool to Pool spacing,
Increase riffle/pool
Provide a more natural
Improve Bedform riffle -pool sequence,
percentage and pool -to -pool
stream morphology,
Diversity pool max depth ratio,
spacing ratios compared to
energy dissipation and
Longitudinal Profile
reference reach conditions.
aquatic habitat/refugia.
Increase Vertical and
Lateral Stability
Establish Riparian
Buffer Vegetation
Improve Water
Quality
Improve Benthic
Macroinvertebrate
Communities and
Aquatic Health
BEHI / NBS, Cross-
sections and
Longitudinal Profile
Surveys, visual
assessment
CVS Level I & II
Protocol Tree Veg
Plots (Strata
Composition and
Density), visual
assessment
N/A
DWR Small Stream/
Qual v4 sampling, IBI
Decrease streambank erosion
rates comparable to
reference condition cross-
section, pattern and vertical
profile values.
Within planted portions of
the site, a minimum of 320
stems per acre must be
present at year three; a
minimum of 260 stems per
acre must be present at year
five; and a minimum of 210
stems per acre must be
present at year seven.
N/A
N/A
Reduce sedimentation,
excessive aggradation,
and embeddedness to
allow for interstitial
flow habitat.
Increase woody and
herbaceous vegetation
will provide channel
stability and reduce
streambank erosion,
runoff rates and exotic
species vegetation.
Reduction of excess
nutrients and organic
pollutants will increase
the hyporheic exchange
and dissolved oxygen
(DO) levels.
Increase leaf litter and
organic matter critical
to provide in -stream
cover/shade, wood
recruitment, and
carbon sourcing.
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Note: Level 4 and 5 project parameters and monitoring activities will not be tied to performance standards nor
required to demonstrate success for credit release.
4.1 Streams
4.1.1 Stream Hydrology
Two separate bankfull events must be documented within the seven-year monitoring period. These two
bankfull events must occur in separate years. Otherwise, the stream monitoring will continue until two
bankfull events have been documented in separate years. In addition to the two bankfull flow events, two
"geomorphically significant" flow events (Qg5=0.66Cl2) must also be documented during the monitoring
period. There are no temporal requirements regarding the distribution of the geomorphically significant
flows.
4.1.2 Stream Profiles, Vertical Stability, and Floodplain Access
Stream profiles, as a measure of vertical stability will be evaluated by looking at Bank Height Ratios (BHR).
The BHR shall not exceed 1.2 along the restored project reaches. This standard only applies to the restored
project reaches where BHRs were corrected through design and construction. In addition, observed
bedforms should be consistent with stream reference data. Vertical stability and floodplain access will both
be evaluated using Entrenchment Ratios (ER). The ER shall be no less than 2.2 (>1.5 for "B" stream types)
along the restored project stream reaches. This standard only applies to restored reaches of the channel
where ERs were corrected through design and construction.
4.1.3 Stream Horizontal Stability
Cross-sections will be used to evaluate horizontal stream stability. There should be little change expected
in as -built restoration cross-sections. If measurable changes do occur, they should be evaluated to
determine if the changes represent a movement toward a more unstable condition (e.g., downcutting,
erosion) or a movement towards increased stability (e.g., settling, vegetation establishment, deposition
along the streambanks, decrease in width/depth ratio). Cross-sections shall be classified using the Rosgen
Stream Classification method and all monitored cross-sections should fall within the quantitative
parameters defined for channels of the design stream type.
4.1.4 Streambed Material Condition and Stability
After construction, there should be minimal change in the particle size distribution of the streambed
materials, over time, given the current watershed conditions and future sediment supply regime. Since the
streams are predominantly sand -bed systems with minimal fine/coarse gravel, some coarsening is
anticipated after restoration activities, however significant changes in particle size distribution are not
expected.
4.1.5 Jurisdictional Stream Flow
The restored stream systems must be classified as at least intermittent, and therefore must exhibit base
flow for some portion of the year during a year with normal rainfall conditions as described in the approved
mitigation plan.
4.2 Vegetation
Vegetative restoration success for the project during the intermediate monitoring years will be based on
the survival of at least 320, three-year-old planted trees per acre at the end of Year 3 of the monitoring
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period and at least 260, five-year-old, planted trees per acre at the end of Year 5 of the monitoring period.
The final vegetative restoration success criteria will be achieving a density of not less than 210, seven-
year-old planted stems per acre in Year 7 of monitoring. Planted vegetation (for projects in coastal plain
and piedmont counties) must average seven (7) feet in height at Year 5 of monitoring and ten (10) feet in
height at Year 7 of monitoring. For all of the monitoring years (Year 1 through Year 7), the number of Red
maple (Acer rubrum) stems cannot exceed 20% of the total stems in any of the vegetation monitoring
plots.
4.3 Wetlands
Wetland mitigation credits are not contracted or proposed for this project. Wetland mitigation
performance standards are therefore not included in this section.
5 Monitoring Plan
The monitoring plan is described in the approved mitigation plan and is intended to document the site
improvements based on restoration potential, catchment health, ecological stressors and overall
constraints. The measurement methods described below provide a connection between project goals
and objectives, performance standards, and monitoring requirements to evaluate functional
improvement.
5.1 Monitoring Schedule and Reporting
A period of at least six months will separate the as -built baseline measurements and the first-year
monitoring measurements. The baseline monitoring document and as -built monitoring report will include
all information required by the current DMS templates (June 2017) and applicable guidance referenced in
the approved mitigation plan, including planimetric (plan view) and elevation (profile view) information,
photographs, sampling plot locations, a description of initial vegetation species composition by
community type, and location of monitoring stations. The report will include a list of the vegetation
species planted, along with the associated planting densities. WLS will conduct mitigation performance
monitoring based on these methods and will submit annual monitoring reports to DMS by December 15t
of each monitoring year during which required monitoring is conducted. The annual monitoring reports
will organize and present the information resulting from the methods described in detail below.
5.2 Visual Assessment Monitoring
WLS will conduct visual assessments in support of mitigation performance monitoring. Visual assessments
of all stream reaches will be conducted twice per monitoring year with at least five months in between
each site visit for each of the seven years of monitoring. Photographs will be used to visually document
system performance and any areas of concern related to streambank and bed stability, condition of in -
stream structures, channel migration, active headcuts, live stake mortality, impacts from invasive plant
species or animal browsing, easement boundary encroachments, cattle exclusion fence damage, and the
general condition of pools and riffles. The monitoring activities will be summarized in DMS's Visual Stream
Morphology Stability Assessment Table and the Vegetation Conditions Assessment Table, which are used
to document and quantify the visual assessment throughout the monitoring period.
A series of photographs over time will be also be compared to evaluate channel aggradation (bar
formations) or degradation, streambank erosion, successful maturation of riparian vegetation, and
effectiveness of sedimentation and erosion control measures. More specifically, the longitudinal profile
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photos should indicate the absence of developing bars within the channel or excessive increase in channel
depth, while lateral photos should not indicate excessive erosion or continuing degradation of the banks.
The photographs will be taken from a height of approximately five feet to ensure that similar locations (and
view directions) at the site are documented in each monitoring period and will be shown on the current
conditions plan view map (CCPV). The results of the visual monitoring assessments will be used to support
the development of the annual monitoring document that provides the visual assessment metrics.
5.3 Stream Assessment Monitoring
Based on the stream design approaches, different stream monitoring methods are proposed for the
various project reaches. Hydrologic monitoring will be conducted for all project stream reaches. For
reaches that involve a traditional Restoration (Rosgen Priority Level I and II) approach, geomorphic
monitoring methods that follow those recommended by the USACE Stream Mitigation Guidelines, issued
in April 2003 and October 2005, and NCEEP's Stream and Wetland Mitigation Monitoring Guidelines, which
are described below, will be employed to evaluate the effectiveness of the restoration practices. Visual
monitoring will also be conducted along these reaches as described herein. Each of the proposed stream
monitoring methods are described in detail below.
5.3.1 Stream Hydrologic Monitoring
The occurrence of the two required bankfull events (overbank flows) and the two required
"geomorphically significant" flow events (Qgs=0.66Q2) within the monitoring period, along with floodplain
access by flood flows, will be documented using a crest gage and photography. The crest gage was
installed on December 12, 2018 on the floodplain of the restored channel at the left top of bank of Reach
R2, immediately upstream of the confluence of Reach R2 and R4 (Figure 1). The crest gage will record the
watermark associated with the highest flood stage between monitoring site visits. The gage will be
checked each time WLS staff conduct a site visit to determine if a bankfull and/or geomorphically
significant flow event has occurred since the previous check. Corresponding photographs will be used to
document the occurrence of debris lines and sediment deposition on the floodplain during monitoring
site visits. This monitoring will help establish that the restoration objectives of restoring floodplain
functions and promoting more natural flood processes are being met. Because the crest gage was
installed after the submission of the Draft As -built Baseline Monitoring Reports and Draft Monitoring
Reports Year 1, only the described photographic measures will be used for Year 1 stream hydrologic
monitoring.
5.3.2 Stream Geomorphic Monitoring
5.3.2.1 Stream Horizontal Pattern
A planimetric survey has been conducted for the entire length of restored channel to document as -built
baseline conditions (MYO). The survey was tied to a permanent benchmark and measurements include
thalweg, bankfull, and top of banks. The plan view measurements such as sinuosity, radius of curvature,
meander width ratio were taken on newly constructed meanders during baseline documentation (MYO)
only. The described visual monitoring will also document any changes or excessive lateral movement in
the plan view of the restored channel. The results of the planimetric survey should show that the restored
horizontal geometry is consistent with intended design stream type. These measurements will
demonstrate that the restored stream channel pattern provides more stable planform and associated
features than the old channel, which provide improved aquatic habitat and geomorphic function, as per
the restoration objectives.
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5.3.2.2 Stream Longitudinal Profile
A longitudinal profile has been surveyed for the entire length of restored channel to document as -built
baseline conditions for the first year of monitoring only. The survey was tied to a permanent benchmark
and measurements include thalweg, water surface, bankfull, and top of low bank. Measurements were
taken at the head of each feature (e.g., riffle, pool) and at the maximum pool depth. The longitudinal
profile shows that the bedform features installed are consistent with intended design stream type. The
longitudinal profiles will not be taken during subsequent monitoring years unless vertical channel instability
has been documented or remedial actions/repairs are deemed necessary. These measurements will
demonstrate that the restored stream profile provides more bedform diversity than the old channel with
multiple facet features (such as scour pools and riffles) that provide improved aquatic habitat, as per the
restoration objectives. BHRs will be measured along each of the restored reaches using the results of the
longitudinal profile to demonstrate that the BHRs shall not exceed 1.2 along the restored project reaches.
5.3.2.3 Stream Horizontal Dimension
Permanent cross-sections have been installed and surveyed at an approximate rate of one cross-section
per twenty (20) bankfull widths or an average distance interval (not to exceed 500 LF) of restored stream,
for a total of four (4) cross-sections located at riffles, and three (3) located at pools. Each cross-section has
been monumented on both streambanks to establish the exact transect used and to facilitate repetition
each year and easy comparison of year-to-year data. The cross-section surveys will occur in years zero (as -
built), one, two, three, five, and seven, and must include measurements of Bank Height Ratio (BHR) and
Entrenchment Ratio (ER). The monitoring survey will include points measured at all breaks in slope,
including top of streambanks, bankfull, inner berm, edge of water, and thalweg, if the features are present.
There should be minimal change in as -built cross-sections. Stable cross-sections will establish that the
restoration goal of creating geomorphically stable stream conditions has been met. If changes do take
place, they will be documented in the survey data and evaluated to determine if they represent a
movement toward a more unstable condition (e.g., down -cutting or erosion) or a movement toward
increased stability (e.g., settling, vegetative changes, deposition along the streambanks, or decrease in
width -to -depth ratio). Using the Rosgen Stream Classification System, all monitored cross-sections should
fall within the quantitative parameters as defined for the design channels of the design stream type.
Reference photo transects will be taken at each permanent cross-section. Photos should not indicate
excessive erosion or continuing degradation of the streambanks. Photographs will be taken of both
streambanks at each cross-section. A survey tape stretched between the permanent cross-section
monuments/pins will be centered in each of the streambank photographs. The water elevation will be
shown in the lower edge of the frame, and as much of the streambank as possible will be included in each
photo. Photographers should attempt to consistently maintain the same area in each photo over time.
5.3.2.4 Streambed Material
Representative streambed material samples will be collected in locations where riffles are installed as part
of the project. The dominant substrate is coarse sand and the post -construction riffle substrate samples
will be compared to the existing riffle substrate data collected during the design phase. Any significant
changes (e.g., aggradation, degradation, embeddedness) will be noted after streambank vegetation
becomes established and a minimum of two bankfull flows or greater have been documented. If
significant changes (i.e. excess deposition) are observed within stable riffles and pools, additional
sediment transport analyses and calculations may be required.
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5.3.3 Stream Flow Duration Monitoring
5.3.3.1 Jurisdictional Stream Flow Documentation
Monitoring of stream flow will be conducted to demonstrate that the restored stream systems classified
as intermittent exhibit surface flow for a minimum of 30 consecutive days throughout some portion of the
year during a year with normal rainfall conditions. To determine if rainfall amounts are normal for the
given year, precipitation amounts using tallied data obtained from the Johnston County weather station
weather station (COOP 317994), approximately twenty miles south of the site. Data from the weather
station can be obtained from the CRONOS Database located on the State Climate Office of North Carolina's
website. If a normal year of precipitation does not occur during the first seven years of monitoring,
monitoring of flow conditions on the site will continue until it documents that the intermittent streams
have been flowing during the appropriate times of the year.
The proposed monitoring of the restored intermittent reach will include the installation of a monitoring
gage (flow gage) within the thalweg (bottom) of the channel towards the middle portions of the reach. A
total of 1 monitoring flow gage (continuous -read pressure transducers) has been installed towards the
middle portion of restored intermittent Reach R4 (See Figure 1). The gage device will be inspected on a
quarterly/semi-annual basis to document surface hydrology and provide a basis for evaluating flow
response to rainfall events and surface runoff during various water tables levels throughout the monitoring
period (KCI, DMS, 2010).
5.4 Vegetation
Successful restoration of the vegetation at the project site is dependent upon successful hydrologic
restoration, active establishment and survival of the planted preferred canopy vegetation species, and
volunteer regeneration of the native plant community. To determine if these criteria are successfully
achieved, vegetation -monitoring quadrants or plots have been installed and will be monitored across the
restoration site in accordance with the CVS-EEP Level I & II Monitoring Protocol (CVS, 2008) and DMS
Stream and Wetland Monitoring Guidelines (DMS, 2017).
The vegetation monitoring plots are approximately 2% of the planted portion of the site with a total of
four (4) plots established randomly within the planted riparian buffer areas. The sampling may employ
quasi -random plot locations which may vary upon approval from DMS, DWR and IRT. Any random plots
should comprise more than 50% of the total required plots and the location (GPS coordinates and
orientation) will identified in the monitoring reports. No monitoring quadrants were established within
undisturbed wooded areas, such as those along Reach R1 and lower R3, however visual observations will
be documented in the annual monitoring reports to describe any changes to the existing vegetation
community. The size and location of individual quadrants is 100 square meters (10m X 10m) for woody
tree species. The vegetation plot corners have been marked and surveyed with a GPS unit. See Figure 1
in Appendix B for the vegetation monitoring plot locations.
Vegetation monitoring will occur in the fall each required monitoring year, prior to the loss of leaves.
Mortality will be determined from the difference between the previous year's living, planted seedlings
and the current year's living, planted seedlings. Data will be collected at each individual quadrant and will
include specific data for monitored stems on diameter, height, species, date planted, and grid location, as
well as a collective determination of the survival density within that quadrant. Relative values will be
calculated and importance values will be determined. Individual planted seedlings were marked at
planting or monitoring baseline setup so that those stems can be found and identified consistently each
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Water & Land Solutions 4
successive monitoring year. Volunteer species will be noted and their inclusion in quadrant data will be
evaluated with DMS on a case-by-case basis. The presence of invasive species vegetation within the
monitoring quadrants will also be noted, as will any wildlife effects.
At the end of the first full growing season (from baseline/MYO) or after 180 days between March I" and
November 301h, species composition, stem density, and survival will be evaluated. For each subsequent
year, vegetation plots shall be monitored for seven years in years 1, 2, 3, 5 and 7, and visual monitoring
in years 4 and 6, or until the final success criteria are achieved.
WLS will provide required remedial action on a case-by-case basis, such as replanting more wet/drought
tolerant species vegetation, conducting beaver and beaver dam management/removal, and removing
undesirable/invasive species vegetation, and will continue to monitor vegetation performance until the
corrective actions demonstrate that the site is trending towards or meeting the standard requirement.
Existing mature woody vegetation will be visually monitored during annual site visits to document any
mortality, due to construction activities or changes to the water table, that negatively impact existing
forest cover or favorable buffer vegetation.
5.5 Wetlands
Wetland mitigation credits are not contracted or proposed for this project. One groundwater monitoring
well was installed during the baseline monitoring within an existing wetland area along Reach R3. The
well data was unrecoverable and therefore an additional groundwater monitoring well was installed along
Reach R3 (preservation) after the first year of monitoring, in early January 2019. The wells were installed
to document groundwater levels within the stream and wetland restoration for reference and comparison
to the preservation areas, at the request of the NCIRT (DWR). No performance standards for wetland
hydrology success was proposed in the Mitigation Plan and therefore wetland mitigation monitoring is
not included for this project.
6 As -Built (Baseline) Condition
6.1 As -built (Baseline) Survey
An as -built survey, conducted under the responsible charge of a North Carolina Professional Land Surveyor
(PLS), was utilized to document the as -built or baseline condition of the Project post -construction. The
Project construction and planting were completed in May 2018 and as -built survey was completed in June
2018. Planting and baseline monitoring activities occurred in May 2018. The as -built survey included a
locating the constructed stream channels, in -stream structures, monitoring device locations, a
longitudinal profile survey, and cross-section surveys. For comparison purposes, the site reaches were
divided into the same reaches that were established for the project assessment and design (111, R2, R3
(upper and lower), and 114).
6.2 As -Built (Baseline) Plans/ Record Drawings
The results of the as -built survey are used to establish and document post -construction or baseline
conditions and will be used for comparing post -construction monitoring data each monitoring year. The
as -built survey plan set includes these same plan sheets (cover, legend/construction sequence/general
notes, typical sections, details, plans and profile, and revegetation plan) as the final construction plans.
The as -built survey plan set was developed utilizing the final construction plan set as the "background",
and then overlaying the as -built survey information on the plan and profile sheets. Any significant
adjustments or deviations made to the final construction plans during construction are shown as redline
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Water & Land Solutions 4
mark-ups or callouts on the as -built survey plan sheets, as appropriate, to serve as record drawings. The
as -built survey plan set is located in Appendix E.
6.3 As -Built/ Baseline Assessment
No deviations of significance were documented between the final construction plans and the as -built
condition that may affect channel performance or changes in vegetation species planted. Additionally,
no major issues or mitigating factors were observed immediately after construction which require
consideration or remedial action.
6.3.1 Morphological Assessment
Morphological data for the as -built profile was collected between May and June 2018. Refer to
Appendix B for summary data tables, morphological plots, and stream photographs.
6.3.1.1 Stream Horizontal Pattern & Longitudinal Profile
The MYO stream channel pattern and longitudinal profiles closely match the profile design parameters,
with the exception of middle R3. In the upper portion of R3, a single -thread meandering channel was
constructed offline per the design plan alignment before connecting with multiple relic channel features
farther downstream. During project construction, the alignment of the lower end of R3 and the
corresponding conservation easement boundaries were adjusted slightly from what was proposed to in
the approved final mitigation plan. This section of R3 was restored by re -diverting the reach flow to the
historic abandoned multi -thread channel (approximate stations 33+07.35 to 37+43.92), rather than
constructing the new single thread alignment proposed in the approved final mitigation plan. This field
adjustment restored a more natural diffuse flow pattern within the topographic low -point of the valley
while minimizing disturbance to existing jurisdictional wetlands and native species vegetation in this area.
The described field adjustment was discussed by phone with and approve by Andrea Hughes (USACE,
NCIRT) in May 2018 immediately prior to implementation. See appendices for as -built plans.
For design profiles, riffles were depicted as straight lines with consistent slopes. Various locations the
riffle profiles shown on the as -built survey illustrate multiple slope breaks due to the installation of log
and rock structures and woody debris within the streambed. The constructed riffle slopes and pool depths
vary slightly from design parameters due to field adjustments and fine sediment migration during
construction. The MYO plan form geometry or pattern fell within acceptable ranges of the design
parameters for all restored reaches, except the middle portion of R3. These minor channel adjustments
in riffle slopes, pool depths and pattern do not present a stability concern or indicate a need for remedial
action and will be assessed visually during the annual assessments.
6.3.1.2 Stream Horizontal Dimension
The MYO channel dimensions generally match the design parameters and are within acceptable a stable
range of tolerance. It is expected that over time that some pools may accumulate fine sediment and
organic matter, however, this is not an indicator of channel instability. Maximum riffle depths are
expected to fluctuate slightly throughout the monitoring period as the channels adjust to restored flow
regime.
6.3.1.3 Vegetation
The MYO average planted density is 700 stems per acre, which exceeds the interim measure of
vegetative success of at least 320 planted stems per acre at the end of the third monitoring year.
Summary data and photographs of each plot can be found in Appendix 3.
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9
6.3.1.4 Wetlands
Groundwater gage data will be included in the annual monitoring report to document existing wetland
hydrology.
6.3.1.5 Bankfull Events
Bankfull events that occurred after construction will be documented in the MY1 report.
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Water & Land Solutions 4
7 References
Doll, B.A., Grabow, G.L., Hall, K.A., Halley, J., Harman, W.A., Jennings, G.D., and Wise, D.E. 2003. Stream
Restoration A Natural Channel Design Handbook.
Harrelson, Cheryl C; Rawlins, C.L.; Potyondy, John P. 1994. Stream Channel Reference Sites: An Illustrated
Guide to Field Technique. Gen. Tech. Rep. RM -245. Fort Collins, CO: U.S. Department of Agriculture,
Forest Service, Rocky Mountain Forest and Range Experiment Station. 61 p.
KCI Associates of NC, DMS. 2010. Using Pressure Transducers for Stream Restoration Design and
Monitoring.
Lee, M., Peet R., Roberts, S., Wentworth, T. CVS-NCEEP Protocol for Recording Vegetation, Version 4.1,
2007.
North Carolina Department of Environmental Quality, Division of Mitigation Services, Wildlands
Engineering, Inc. 2015. Neuse 01 Regional Watershed Plan Phase II. Raleigh, NC.
North Carolina Department of Environmental Quality, Division of Mitigation Services, 2017. As -built
Baseline Monitoring Report Format, Data and Content Requirement. Raleigh, NC.
Rosgen, D. L., 1994. A Classification of Natural Rivers. Catena 22: 169-199.
Rosgen, D.L., 1996. Applied River Morphology. Wildland Hydrology Books, Pagosa Springs, CO.
Schafale, M. P., and A. S. Weakley. 1990. Classification of the natural communities of North Carolina,
third approximation. North Carolina Natural Heritage Program. NCDENR Division of Parks and
Recreation. Raleigh, NC.
United States Army Corps of Engineers. 1987. Corps of Engineers Wetlands Delineation Manual.
Technical Report Y-87-1. Environmental Laboratory. US Army Engineer Waterways Experiment
Station. Vicksburg, MS.
1997. Corps of Engineers Wetlands Research Program. Technical Note VN -RS -4.1. Environmental
Laboratory. U.S. Army Engineer Waterways Experiment Station. Vicksburg, MS.
2003. Stream Mitigation Guidelines, April 2003, U.S. Army Corps of Engineers. Wilmington District.
Water and Land Solutions, LLC (2017). Edwards -Johnson Mitigation Project Final Mitigation Plan.
NCDMS, Raleigh, NC.
Edwards -Johnson Mitigation Project
FINAL As -Built Baseline Monitoring Report Page 14

Appendices
9
Edwards -Johnson Mitigation Project

Appendix A — Background Tables and Figures
9
Edwards -Johnson Mitigation Project

Table 1. Mitigation Assets and Components
Stream
(linear feet)
Edwards -Johnson Mitigation Project (NCDEQ DMS
Project ID# 97080)
Stream
3,023
Existing
Mitigation
As -Built
Enhancement
Project
Wetland
Footage
Plan
Footage or
Approach
Creation
Component
Position and
or
741
Footage or
Acreage
Restoration
Priority
Mitigation
Mitigation
(reach ID, etc.)'
HydroType2
Acreage
Stationing
Acreage
Level
Level
Ratio (X:1)
Credits*
Notes/Comments
R1
611
10+00-16+11
611
611
P
-
10
61
Invasive Control, Permanent Conservation Easement.
R2
1007
16+11 - 27+94
1183
1180
R
PI
1
1183
Full Channel Restoration, Invasive Control, Permanent Conservation Easement.
R3 (upper)
629
27+94 - 36+09
815
853
R
PI
1
815
Full Channel Restoration, Invasive Control, Permanent Conservation Easement.
R3 (lower)
240
36+09 - 37+39
130
149
P
-
10
13
Invasive Control, Permanent Conservation Easement.
Full Channel Restoration, Pond Removal, Invasive Control, Permanent
R4
815
10+00 - 19+36
951
936
R
PI/PII
1
951
Conservation Easement.
Length and Area Summations by Mitigation Category
Restoration Level
Stream
(linear feet)
Riparian Wetland
(acres)
Non -riparian
Wetland
(acres)
Stream
3,023
Riverine Non-Riverine
Restoration
2949
Enhancement
Enhancement I
Enhancement II
Creation
Preservation
741
High Quality Pres
Overall Assets Summary
* Mitigation Credits are from the final approved mitigation plan, as verified by the as -built survey.
Overall
Asset Category
Credits*
Stream
3,023
RP Wetland
NR Wetland
* Mitigation Credits are from the final approved mitigation plan, as verified by the as -built survey.

Table 2. Project Activity and Reporting History
Edwards -Johnson Mitigation Project (NCDEQ DMS Project ID# 97080)
Elapsed Time Since grading complete: 0 yrs 8 months
Elapsed Time Since planting complete: 0 yrs 8 months
Number of reporting Years°: 0
Activity or Deliverable
Data Collection
Complete
Completion or
Delivery
Project Contract xecu ion
N/A
3/18/2016
Final Mitigation Plan Submittal
9/29/2017
Section 404 General (Regional and Nationwide) Permit Verfication
1/12/2017
Begin Construction
3/23/2018
Mitigation Site Earthwork Completed
5/5/2018
Mitigation Site Planting Completed
N/A
5/5/2018
Installation of Monitoring Devices Completed
N/A
5/14/2018
Installation of Survey Monumentation and Boundary Marking
N/A
8/13/2018
As-built/Baseline Year 0 Monitoring Report Submittal
6/23/2018
12/3/2018
Year 1 Monitoring Report Submittal
Year 2 Monitoring Report Submittal
Year 3 Monitoring Report Submittal
Year 4 Monitoring Report Submittal
Year 5 Monitoring Report Submittal
Year 6 Monitoring Report Submittal
Year 7 Monitoring Report Submittal

Table 3. Project Contacts
Edwards-Johnson Mitigation Project (NCDEQ DMS Project ID# 97080)
Mitigation Provider
Water & Land Solutions, LLC
11030 Raven Ridge Road, Suite 200, Raleigh, NC 27614
Primary Prosect POC
William Scott Hunt III PE Phone: [phone]
Construction Contractor
RiverWorks Construction
114 W. Main Street, Suite 106, Clayton, NC 27520
Primary Prosect POC
Bill Wri ht Phone: [phone]
Survey Contractor (Existing
WithersRavenel
Condition Surveys)
115 MacKenan Drive, Cary, NC 27511
Primary Prosect POC
Marshall Wi ht PLS Phone: [phone]
Survey Contractor (Conservation
True Line Surveying, PC
Easement, Construction and As-
Builts Survevs)
205 West Main Street, Clayton, NC 27520
Primary Prosect POC
Curk T. Lane PLS 919-359-0427
Planting Contractor
RiverWorks Construction
114 W. Main Street, Suite 106, Clayton, NC 27520
Primary Project POC
Bill Wright Phone: [phone]
Seeding Contractor
RiverWorks Construction
114 W. Main Street, Suite 106, Clayton, NC 27520
Primary Prosect POC
Bill Wri ht Phone: [phone]
Seed Mix Sources
Green Resource
5204 Highgreen Ct., Colfax, NC 27235
Rodnev Mont omer Phone: [phone]
Nursery Stock Suppliers
Foggy Mountain Nursery (Live Stakes)
797 Helton Creek Rd, Lansing, NC 28643
Glenn Sullivan Phone: [phone]
Dykes & Son Nursery (Bare Root Stock)
825 Maude Etter Rd, Mcminnville, Tn 37110
Jeff Dykes Phone: [phone]
Monitoring Performers
Water & Land Solutions, LLC
11030 Raven Ridge Road, Suite 200, Raleigh, NC 27614
William Scott Hunt, III, PE Phone: [phone]
Stream Monitoring POC
Vegetation Monitoring POC
lWilliam Scott Hunt, III, PE Phone: [phone]
Wetland Monitoring POC
IWilliam Scott Hunt, III, PE Phone: [phone]

Parameters
Reach 1
Reach 2
Reach 3 (upper)
Reach 3 (lower)
Reach 4
Length of reach (linear feet)
611
1173
770
130
1176
Valley confinement (Confined, moderately confined, unconfined)
unconfined
unconfined
unconfined
unconfined
unconfined
Drainage area (Acres and Square Miles)
96 acres, 0.15 sq mi
120 acres, 0.19 sq
211 acres, 0.33 sq
223 acres, 0.35 sq
55 acres, 0.09 sq mi
mi
mi
mi
Perennial, Intermittent, Ephemeral
Intermittent
Perennial
Perennial
Perennial
Intermittent
NCDWR Water Quality Classification
C; NSW
C; NSW
C;NSW
C; NSW
C; NSW
Stream Classification (existing)
C5
G5c
E5(incised)
E5(incised)
G5c/Pond
Stream Classification (proposed)
C5
C5
C5
C5, D5
C5
Evolutionary trend (Simon)
I
III/IV
IV
V
III/IV
FEMA classification
N/A
N/A
N/A
Zone AE
N/A
Wetland Summary Information
Parameters
Wetland 1
Wetland 2
Wetland 3
Size of Wetland (acres)
N/A
N/A
N/A
Wetland Type (non -riparian, riparian riverine or riparian non-riverine)
Mapped Soil Series
Drainage class
Soil Hydric Status
Source of Hydrology
Restoration or enhancement method (hydrologic, vegetative etc.)
Regulatory Considerations
Parameters
Applicable?
Resolved?
Supporting Docs?
Water of the United States - Section 404
Yes
Yes
Categorical
Exclusion
Water of the United States - Section 401
Yes
Yes
Categorical
Exclusion
Endangered Species Act
No
Yes
Categorical
Exclusion
Historic Preservation Act
No
N/A
Categorical
Exclusion
Coastal Zone Management Act (CZMA or CAMA)
No
N/A
N/A
FEMA Floodplain Compliance
Yes
Yes
Categorical
Exclusion
Essential Fisheries Habitat
No
N/A
Categorical
Exclusion

Appendix B — Visual Assessment Data
9
Edwards -Johnson Mitigation Project

Table 5. Visual Stream Morphology Stability Assessment
Project Edwards -Johnson Mitigation Project (NCDEQ DMS Project ID# 97080)
Reach ID R1, R2, R3 (upper) and R3 (lower)
Assessed Length 3781
* Please make Note that the calculation for bank footage uses the total bank footage in the reach not the linear footage of channel.
Therefore the denominator is 2 times the channel length in the calculation.
For the above example this would be 430 divided by 5000 feet of bank = 91
Formulas exist in the cells above
Number
Number with
Footage with
Adjusted % for
Stable,
Number of
Amount of
% Stable,
Stabilizing
Stabilizing
Stabilizing
Major Channel
Channel Sub
Performing as
Total Number
Unstable
Unstable
Performing as
Woody
Woody
Woody
Cate o
Category
Metric
Intended
in As -built
Segments
Footage
Intended
Vegetation
Vegetation
Veelation
1. Bank
1. Scoured/Eroding
Bank lacking vegetative cover resulting simply from poor growth
and/or scour and erosion
0
0
100%
0
0
100
Banks undercut/overhanging to the extent that mass wasting
2. Undercut
appears likely. Does NOT include undercuts that are modest,
0
0
100%
0
0
100%
appear sustainable and are providing habitat.
3. Mass Wasting
Bank slumping, calving, or collapse
0
0
100%
0
0
100%
Totals
0
0
100%
0
0
100
2. Engineered
Structures
1. Overall Integrity
Structures physically intactwith no dislodged boulders or logs.
47
47
100%
2. Grade Control
Grade control structures exhibiting maintenance of grade across the
sill.
24
24
100
11
11
100%
2a. Piping Structures lacking any substantial flow underneath sills or arms.
Bank erosion within the structures extent of influence does not
3. Bank Protection
exceed 15%. (See guidance for this table in EEP monitoring
14
14
100%
guidance document)
Pool forming structures maintaining - Max Pool Depth : Mean
4. Habitat
Bankfull Depth ratio > 1.6 Rootwads/logs providing some cover at
12
12
100
base -flow.
* Please make Note that the calculation for bank footage uses the total bank footage in the reach not the linear footage of channel.
Therefore the denominator is 2 times the channel length in the calculation.
For the above example this would be 430 divided by 5000 feet of bank = 91
Formulas exist in the cells above

Table 5a.
Vegetation Condition Assessment
Mapping
CCPV
Number of
Combined
% of Easement
Project
Edwards -Johnson Mitigation Project (NCDEQ DMS Project ID# 97080)
Threshold
De fiction
Pol onsAcrea
a
Acrea e
Planted Acreage
3.6
1000 SF
Pattern and
Color
0
0.00
0.0%
Mapping
CCPV
Number of
Combined
% of Planted
Vegetation Category
Definitions
ThresholdDe
fiction
Pol ons
Acrea a
Acreage
Pattern and
1. Bare Areas
Very limited cover of both woody and herbaceous material.
1 acre
Color
0
0.00
0.0%
2. Low Stem Density Areas
Woody stem densities clearly below target levels based on MY3, 4, or 5 stem count criteria.
0.1 acres
Pattern and
0
0.00
0.0%
Color
0
0.0
3. Areas of Poor Growth Rates or Vig"Areas
stems of a size class that are obviously small given the monitoring year.
0.25 acres
Pattern and
0
0.00
0.0%
Color
Easement Acreage 10.97
Mapping
CCPV
Number of
Combined
% of Easement
Vegetation Cateaory
Definitions
Threshold
De fiction
Pol onsAcrea
a
Acrea e
4. Invasive Areas of Concern
Areas or points (if too small to render as polygons at map scale).
1000 SF
Pattern and
Color
0
0.00
0.0%
5. Easement Encroachment Areas
Areas or points (if too small to render as polygons at map scale).
none
Pattern and
Color
0
0.00
0.0%

2 x y � t° ' yt y..� z•r
h
p
Reach R2, facing upstream, Sta 26+00, April 23, 2018 (MY-00)
all
R r 5y
IN
i
L - FMt t .y�A• k 91 ��i i (.. f ¢� �.
_y x- res k � At
Reach R3, facing downstream, Sta 32+00, April 19, 2018 (MY -00)
Reach R4, facing upstream, Sta 13+00, June 11, 2018 (MY -00)
r.
y1 '
r
Reach R4, facing downstream, Sta 13+00, June 11, 2018 (MY -00)

�. 3
Reach R4, facing upstream, Sta 15+00, June 11, 2018 (MY -00)
r sit � °r' ,. • x..
ai�r` i ,da azo
Reach R4, facing upstream, Sta 17+00, June 11, 2018 (MY -00)

Appendix C — Vegetation Plot Data
9
Edwards -Johnson Mitigation Project

Table 6. Baseline Vegetation
Edwards -Johnson Mitigation Proiect (NCDEQ DMS Proiect IDN 97080)
Current Plot Data (MYO-2018)
Scientific Name
Common Name
Species Type
003-01-0001
Pnol-S P -all T
003-01-0002
Pnol-S P -all T
Pnol-S
003-01-0003
P -all T
003-01-0004
Pnol-S P -all T
MYO(2018)
Pnol-S P -all T
Acer rubrum
Red Maple
Tree
1
1
1
1
1
1
Alnus serrulata
Tag Alder, Smooth Alder, Hazel Alder
Shrub Tree
2
2
2
1
1
1
3
3
3
Betula nigra
River Birch, Red Birch
Tree
6
6
6
1
1
1
1
1
1
8
8
8
Cornus amomum
Silky Dogwood
Shrub Tree
4
4
4
1
1
1
3
3
3
8
8
8
Fraxinus pennsylvanica
Green Ash, Red Ash
Tree
1
1
1
1
1
1
2
2
2
4
4
4
Ilex verticillata
Winterberry
Shrub Tree
1
1
1
1
1
1
Lindera benzoin
Northern Spicebush
Shrub Tree
3
3
3
4
4
4
4
4
4
11
11
11
Liriodendron tulipifera
Tulip Tree
Tree
1
1
1
1
1
1
5
5
5
7
7
7
Platanus occidentalis
Sycamore, Plane -tree
Tree
3
3
3
2
2
2
1
1
1
4
4
4
10
10
10
Quercus michauxii
Basket Oak, Swamp Chestnut Oak
Tree
4
4
4
4
4
4
Quercus nigra
Water Oak, Paddle Oak
Tree
3
3
3
3
3
3
6
6
6
Quercus phellos
Willow Oak
Tree
3
3
3
1
1
1
3
3
3
7
7
7
Stem count
size (ares)
size (ACRES)
Species count
Stems per ACRE
21
7
850
21
1
0.02
7
850
21
7
850
19
9
769
19
1
0.02
9
769
19
9
769
13
5
13
1
0.02
5
526
131
5
526
17 17
1
0.02
8 8
688 688
17
8
688
70
70
70
4
0.10
12 12
12
700 700
700
Color for Density
Exceeds requirements by 10%
Exceeds requirements, but by less than 10%
Fails to meet requirements, by less than 10%
Fails to meet requirements by more than 10%

FJ
Appendix D — Stream Measurement and Geomorphology Data
Edwards -Johnson Mitigation Project

18+77
Edwards -Johnson Mitigation Project - As -Built (MYO), Riffle
246
245.5
245
0 244.5
—
244
LU
243.5
243
242.5
0
5 10
15 20 25
30
35 40
Width
Bankfull
Dimensions
Flood Dimensions
Materials
5.0
x -section area (ft.sq.)
32.0 W flood prone area (ft)
---
D50 (mm)
8.9
width (ft)
3.6 entrenchment ratio
---
D84 (mm)
0.6
mean depth (ft)
1.2 low bank height (ft)
0
threshold grain size (mm):
1.2
max depth (ft)
1.0 low bank height ratio
9.2
wetted parimeter (ft)
0.5
hyd radi (ft)
16.0
width -depth ratio
Bankfull
Flow
Flow Resistance
Forces &
Power
0.4
velocity (ft/s)
0.035 Manning's roughness
0.016
channel slope (%)
1.8
discharge rate (cfs)
0.17 D'Arcy-Weisbach fric.
0.01
shear stress (Ib/sq.ft.)
0.09
Froude number
--- resistance factor u/u*
0.05
shear velocity (ft/s)
--- relative roughness
0.002
unit strm power (Ib/ft/s)

242.5
242
241.5
0 241
ca
240.5
LU
240
239.5
239
0
5
Bankfull Dimensions
6.7
x -section area (ft.sq.)
8.4
width (ft)
0.8
mean depth (ft)
1.7
max depth (ft)
9.1
wetted parimeter (ft)
0.7
hyd radi (ft)
10.6
width -depth ratio
Bankfull Flow
0.4 velocity (ft/s)
2.7 discharge rate (cfs)
0.08 Froude number
21 +14 Edwards -Johnson Mitigation Project - As -Built (MYO), Pool
10 15 20 25 30
Width
Flood Dimensions Materials
31.0 W flood prone area (ft) --- D50 (mm)
3.7 entrenchment ratio --- D84 (mm)
1.6 low bank height (ft) 0 threshold grain size (mm):
0.9 low bank height ratio
Flow Resistance
0.040 Manning's roughness
0.21 D'Arcy-Weisbach fric
--- resistance factor u/u*
--- relative roughness
Forces & Power
0.017
channel slope (%)
0.01
shear stress (Ib/sq.ft.)
0.06
shear velocity (ft/s)
0.0034
unit strm power (Ib/ft/s)
35

241
240.5
240
239.5 --------------
0
239
0
Lu 238.5
238
237.5
237
0 5
Bankfull Dimensions
16+43 Edwards -Johnson Mitigation Project - As -Built (MYO), Pool
10 15 20 25 30
Width
Flood Dimensions
10.4
x -section area (ft.sq.)
9.2
width (ft)
1.1
mean depth (ft)
2.0
max depth (ft)
10.2
wetted parimeter (ft)
1.0
hyd radi (ft)
8.2
width -depth ratio
Bankfull
Flow
0.6
velocity (ft/s)
6.3
discharge rate (cfs)
0.11
Froude number
4.3 entrenchment ratio
2.0 low bank height (ft)
1.0 low bank height ratio
Flow Resistance
0.033 Manning's roughness
0.13 D'Arcy-Weisbach fric
--- resistance factor u/u*
--- relative roughness
35 40 45
Materials
--- D50 (mm)
--- D84 (mm)
1 threshold grain size (mm):
Forces & Power
0.018
channel slope (%)
0.01
shear stress (Ib/sq.ft.)
0.08
shear velocity (ft/s)
0.0077
unit strm power (Ib/ft/s)

240
239.5
0 239
:r--------------------
c�
w 238.5
238
237.5
0 5
Bankfull Dimensions
16+97 Edwards -Johnson Mitigation Project - As -Built (MYO), Riffle
10 15 20 25 30
Width
Flood Dimensions
5.5
x -section area (ft.sq.)
8.8
width (ft)
0.6
mean depth (ft)
1.0
max depth (ft)
9.1
wetted parimeter (ft)
0.6
hyd radi (ft)
14.3
width -depth ratio
Bankfull
Flow
0.4
velocity (ft/s)
2.0
discharge rate (cfs)
0.08
Froude number
4.3 entrenchment ratio
1.1 low bank height (ft)
1.0 low bank height ratio
Flow Resistance
0.035 Manning's roughness
0.17 D'Arcy-Weisbach fric
--- resistance factor u/u*
--- relative roughness
35 40 45
Materials
--- D50 (mm)
--- D84 (mm)
0 threshold grain size (mm):
Forces & Power
0.015
channel slope (%)
0.01
shear stress (Ib/sq.ft.)
0.05
shear velocity (ft/s)
0.0021
unit strm power (Ib/ft/s)

Cross
Section
X-5.
28+24 Edwards -Johnson Mitigation Project - As -Built (MYO), Riffle
236
235.5
235
0
234.5
234
LU
233.5
233
232.5
0 5 10 15
20
25 30
35
40 45 50
Width
Bankfull Dimensions
Flood Dimensions
Materials
4.1 x -section area (ft.sq.)
44.0
W flood prone area (ft) ---
D50 (mm)
7.2 width
(ft)
6.2
entrenchment ratio
---
D84 (mm)
0.6 mean
depth (ft)
1.2
low bank height (ft)
0
threshold grain size (mm):
1.2 max
depth (ft)
1.0
low bank height ratio
7.6 wetted parimeter (ft)
0.5 hyd radi (ft)
12.5 width
-depth ratio
Bankfull Flow
Flow Resistance
Forces &
Power
0.3 velocity (ft/s)
0.035
Manning's roughness 0.012
channel slope (%)
1.3 discharge
rate (cfs)
0.17
D'Arcy-Weisbach fric.
0.00
shear stress (Ib/sq.ft.)
0.07 Froude number
---
resistance factor u/u*
0.05
shear velocity (ft/s)
---
relative roughness
0.0013
unit strm power (Ib/ft/s)

234.5
234
233.5
0
CO 233
0
LU
232.5
232
231.5
0 5 10
Bankfull Dimensions
7.7
x -section area (ft.sq.)
10.4
width (ft)
0.7
mean depth (ft)
1.4
max depth (ft)
10.8
wetted parimeter (ft)
0.7
hyd radi (ft)
14.0
width -depth ratio
Bankfull
Flow
0.4
velocity (ft/s)
2.9
discharge rate (cfs)
0.08
Froude number
29+56 Edwards -Johnson Mitigation Project - As -Built (MYO), Pool
15 20 25 30 35 40 45
Width
Flood Dimensions Materials
44.0 W flood prone area (ft) --- D50 (mm)
4.2 entrenchment ratio --- D84 (mm)
1.4 low bank height (ft) 0 threshold grain size (mm):
1.0 low bank height ratio
Flow Resistance
0.035 Manning's roughness
0.16 D'Arcy-Weisbach fric
--- resistance factor u/u*
--- relative roughness
Forces & Power
0.012
channel slope (%)
0.01
shear stress (Ib/sq.ft.)
0.05
shear velocity (ft/s)
0.0021
unit strm power (Ib/ft/s)
50

231.4
231.2
231
0 230.8
c�
230.6
LU
230.4
230.2
230
0
5
Bankfull Dimensions
4.7
x -section area (ft.sq.)
18.4
width (ft)
0.3
mean depth (ft)
0.4
max depth (ft)
18.5
wetted parimeter (ft)
0.3
hyd radi (ft)
71.8
width -depth ratio
Bankfull Flow
0.1 velocity (ft/s)
0.7 discharge rate (cfs)
0.05 Froude number
33+ 18 Edwards -Johnson Mitigation Project - As -Built (MYO), Riffle
10 15 20 25 30
Width
Flood Dimensions Materials
27.0 W flood prone area (ft) --- D50 (mm)
1.5 entrenchment ratio --- D84 (mm)
0.4 low bank height (ft) 0 threshold grain size (mm):
1.0 low bank height ratio
Flow Resistance
0.045 Manning's roughness
0.37 D'Arcy-Weisbach fric
--- resistance factor u/u*
--- relative roughness
Forces & Power
0.011
channel slope (%)
0.00
shear stress (Ib/sq.ft.)
0.03
shear velocity (ft/s)
0.00025
unit strm power (Ib/ft/s)
35

Edwards -Johnson Mitigation Project
Longitudinal Profile - R2
As -Built (MYO 2018)
250
—Thalweg
8
246
-----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Left TO B
--------
•..•
v
244
------------------
-- ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
— Right TOB
242
O
ca
240
�
O
—
w
238
---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
------------ --------------------------------------------------------- ----------------- ----- ------ ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
236
234
--------------------------
--------------------------- --- ---------------------------------
232
230
1600
1800 2000 2200 2400 2600
2800 3000
Station (ft)

Edwards -Johnson Mitigation Project
Longitudinal Profile - R3
As -Built (MYO 2018)
234
233
---------------------- Th a l weg
232 Left TOB
Right TOB
231------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- --- ------------------
O
------------------------------------------------------------------------
a�
W229 ------------------------------------------------------------------------- ---------------------------------------------- --------------------
228 ----------------------------------------------------------------------- --------------------------------------------------------- ------------------------------------------------
227 ------------------------------------------------------------------------------------------------------------------------------
226
3000 3100 3200 3300 3400 3500 3600 3700
Station (ft)

Edwards -Johnson Mitigation Project
Longitudinal Profile - R4
As -Built (MYO 2108)
250
248
—Thalweg ------
246
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Right TO B
•+-,.,
244
----------------------------------------------------------------------------------------------------------------------
-
------------------------------------------------------------------------ ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
Left TOB
242
------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
- - ----- ------ --- -- ------------------------- ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
O
++
ca
240
_a
238
W
236
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
------------------------------------ ---------------------------- ----------------------------------------------------
234
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
----- ------ ---- - ----- -----------------
23 2
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------
-------
230
1000 1100
1200 1300 1400 1500 1600
1700 1800 1900
Station (ft)

Table 7a. Baseline Stream Data Summary
Edwards -Johnson Mitigation Project (NCDEQ DMS Project ID# 97080)
Parameter
Pre -
Restoration
Condition
Reference
Reach Data
Design
As -Built/ Baseline
Reach ID: R1 (Preservation)
Dimension (Riffle)
Min Max
Min Max Min Max Min Max
Bankfull Width (ft)
5.5 7.2
4.5 8.3 - - - -
Floodprone Width (ft)
30.0 80.0
10.0 20.0 - - - -
Bankfull Mean Depth (ft)
0.4 0.8
0.8 1.6 - - - -
Bankfull Max Depth (ft)
0.5 0.9
0.9 1.3 - - - -
Bankfull Cross Sectional Area ftZ
4.1 5.0
3.0 5.0 - - - -
Width/Depth Ratio
8.2 15.2
6.2 14.2 - - - -
Entrenchment Ratio
4.2 12.0
7.1 8.4 - - - -
Bank Height Ratiol
1.1 1 1.1
0.9 1.1 - - - -
Profile
Riffle Length (ft)
7.5 38.2
9.5 22.7 - - - -
Riffle Slope (ft/ft)
0.011 0.014
0.009 0.015 - - - -
Pool Length (ft)
4.1 7.9
6.1 8.7 - - - -
Pool Max Depth (ft)
1.2 1.4
1.8 2.4 - - - -
Pool Spacing (ft)l
22.0 1 50.0
1 14.4 1 22.3 1 - - - -
Pattern
Channel Beltwidth (ft)
22.0 28.0
23.4 29.0 - - - -
Radius of Curvature (ft)
11.3 19.1
11.2 17.5 - - - -
Rc:Bankfull Width (ft/ft)
1.6 2.9
1.6 2.5 - - - -
Meander Wavelength (ft)
27.0 60.0
43.4 65.1 - - - -
Meander Width Ratiol
2.2 6.4
3.9 4.5 - - - -
Transport Parameters
Boundary Shear Stress Ib/ftz'
-
- - -
Max part size (mm) mobilized at bankful
-
- - -
Stream Power(W/m2)
-
- - -
Additional Reach Parameters
Rosgen Classification
C5
E5/C5 E5/C5 E5/C5
Bankfull Velocity (fps)
4.1
4.5 - -
Bankfull Discharge (cfs)
20.0
--- - -
Sinuosity
1.21
1.1 -1.3 - -
Water Surface Slope (Channel) (ft/ft)l
0.010
0.015 - -
Bankfull Slope (ft/ft)l
0.012
1 0.015 1- -

Parameter
Pre-Restoration
Condition
Reference
Reach Data
Design
As-Built/
Baseline
Reach ID: R2
Dimension (Riffle)
Min
Max
Min
Max
Min Max
Min
Max
Bankfull Width (ft)
4.4
7.2
4.5
8.3
7.7
8.9
Floodprone Width (ft)
30.0
70.0
10.0
20.0
20.0 50.0
32.0
Bankfull Mean Depth (ft)
0.4
0.8
0.8
1.6
0.6
0.6
Bankfull Max Depth (ft)
1.3
1.5
0.9
1.3
0.9
1.2
Bankfull Cross Sectional Area (ff)
3.3
5.1
3.0
5.0
5.0
5.0
Width/Depth Ratio
8.2
15.2
6.2
14.2
12.0
16.0
Entrenchment Ratio
4.3
10.0
7.1
8.4
2.2
3.6
Bank Height Ratio
1.1
1.6
0.9
1.1
1.0
1.0
Profile
Riffle Length (ft)
17.0
44.0
9.5
22.7
10.0 30.0
12.0
34.0
Riffle Slope (ft/ft)
0.011
0.013
0.009
0.015
0.010 0.022
0.017 0.029
Pool Length (ft)
3.9
6.0
6.1
8.7
6.0 9.0
6.2
9.9
Pool Max Depth (ft)
1.2
1.3
1.8
2.4
1.1 1.5
1.1
1.6
Pool Spacing (ft)l
22.0
1 39.0
1 14.4
1 22.3
1 30.0 1 55.0
1 11.8
36.1
Pattern
Channel Beltwidth (ft)
28.0
23.4
29.0
28.0 51.0
27.0
46.0
Radius of Curvature (ft)
11.3
19.1
11.2
17.5
15.0 25.0
13.0
29.0
Rc:Bankfull Width (ft/ft)
1.6
2.9
1.6
2.5
2.0 3.0
2.1
3.5
Meander Wavelength (ft)
31.0
45.0
43.4
65.1
55.0 100.0
35.0
88.0
Meander Width Ratiol
2.3
1 6.4
1 3.9
1 4.5
1 3.0 1 8.0
1 4.4
1 7.6
Transport Parameters
Boundary Shear Stress Ib1fe"
-
-
0.49
-
Max part size (mm) mobilized at bankful
-
-
2.00
-
Stream Power(W/M2
-
-
31.00
-
Additional Reach Parameters
Rosgen Classification
G5
E5/C5
C5
C5
Bankfull Velocity (fps)
4.1
4.5
4.7
4.7
Bankfull Discharge (cfs)
26.0
-
26.0
26.0
Sinuosity
1.16
1.1
-1.3
1.17
1.17
Water Surface Slope (Channel) (ft/ft)l
0.011
0.015
0.011
0.012
Bankfull Slope (ft/ft)l
0.012
1 0.015
1 0.012
1
0.013

Parameter
Pre-Restoration
Condition
Reference
Reach Data
Design
As-Built/
Baseline
Reach ID: R3 (lower) Preservation
Dimension (Riffle)
Min
Max
Min Max
Min Max Min Max
Bank-full Width (ft)
4.4
7.2
4.5 8.3
- - - -
Floodprone Width (ft)
30.0
70.0
10.0 35.0
- - - -
Bank-full Mean Depth (ft)
0.4
0.8
0.8 1.6
- - - -
Bank-full Max Depth (ft)
0.5
0.9
0.9 1.3
- - - -
Bank-full Cross Sectional Area ft2)
3.3
5.3
3.0 5.0
- - - -
Width/Depth Ratio
8.0
20.0
6.2 14.2
- - - -
Entrenchment Ratio
3.0
8.0
7.1 8.4
- - - -
Bank Height Ratiol
1.0
1 -
1 0.9 1.1
1 - - - -
Profile
Riffle Length (ft)
11.0
22.0
9.5 22.7
- - - -
Riffle Slope (ft/ft)
0.008 0.009
0.009 0.015
- - - -
Pool Length (ft)
5.0
8.0
6.1 8.7
- - - -
Pool Max Depth (ft)
1.3
1.7
1.8 2.4
- - - -
Pool Spacing (ft)l
22.0
1 39.0
1 14.4 1 22.3
1 - I - -I -
Pattern
Channel Beltwidth (ft)
28.0
40.0
23.4 29.0
- - - -
Radius of Curvature (ft)
11.0
19.0
11.2 17.5
- - - -
Rc:Bankfull Width (ft/ft)
1.6
2.9
1.6 2.5
- - - -
Meander Wavelength (ft)
27.0
50.0
43.4 65.1
- - - -
Meander Width Ratiol
6.4
1 8.5
1 3.9 1 4.5
1 - I - - -
Transport Parameters
Boundary Shear Stress Ib/ft2)
-
-
0.49 -
Max part size (mm) mobilized at bank-full
-
-
2.00 -
Stream Power W/m2)
-
1 29.00 -
Additional Reach Parameters
Rosgen Classification
E5
E5/C5
- -
Bank-full Velocity (fps)
4.1
4.0
- -
Bank-full Discharge (cfs)
37.0
-
- -
Sinuosity
1.21
1.1 -1.3
- -
Water Surface Slope (Channel) (ft/ft)l
0.008
1 0.015
1 - I-
Bank-full Slope (ft/ft)l
0.009
1 0.015
1 - I -

Parameter
Pre-Restoration
Condition
Reference
Reach Data
Design
As-Built/
Baseline
Reach ID: R3 (upper)
Dimension (Riffle)
Min
Max
Min
Max
Min
Max
Min
Max
Bankfull Width (ft)
4.4
7.2
4.5
8.3
8.2
8.8
18.4
Floodprone Width (ft)
30.0
70.0
10.0
35.0
30.0
80.0
38.0
27.0
Bankfull Mean Depth (ft)
1.0
1.8
0.8
1.6
0.7
0.6
0.3
Bankfull Max Depth (ft)
1.5
2.3
0.9
1.3
1.0
1.0
0.4
Bankfull Cross Sectional Area ftp
3.3
3.0
5.0
5.6
5.5
4.7
Width/Depth Ratio
8.2
15.2
6.2
14.2
12.0
14.3
71.8
Entrenchment Ratio
4.3
10.0
7.1
8.4
3.7
8.0
4.3
1.5
Bank Height Ratiol
1.1 1
1.7
1 0.9
1 1.1
1.0
1.0
1.0
Profile
Riffle Length (ft)
33.0
55.0
9.5
22.7
12.0
33.0
10.0
30.0
Riffle Slope (ft/ft)
0.007 0.009
0.009
0.015
0.011 0.014
0.020 0.035
Pool Length (ft)
8.0
13.0
6.1
8.7
8.0
11.0
7.0
10.0
Pool Max Depth (ft)
1.4
2.0
1.8
2.4
1.4
2.0
1.1
1.6
Pool Spacing (ft)l
22.0 1
39.0
1 14.4
1 22.3
1 25.0 1
51.0
1 11.8
35.5
Pattern
Channel Beltwidth (ft)
28.0
23.4
29.0
25.0
45.0
30.0
45.0
Radius of Curvature (ft)
10.0
11.2
17.5
12.0
22.0
15.0
25.0
Rc:Bankfull Width (ft/ft)
1.6
1.6
2.5
2.0
3.0
2.5
4.2
Meander Wavelength (ft)
27.0
43.4
65.1
30.0
42.0
30.0
44.8
Meander Width Ratiol
6.4
3.9
4.5
3.3 1
5.1
5.1
7.6
Transport Parameters
Boundary Shear Stress Ib/ftp"
-
-
0.51
-
Max part size (mm) mobilized at bankful
-
-
2.00
-
Stream Power(W/M2
-
-
28.90
-
Additional Reach Parameters
Rosgen Classification
E5 incised
E5/C5
C5
C5
Bankfull Velocity (fps)
4.1
4.5
5.7
4.5
Bankfull Discharge (cfs)
34.0
-
34.0
34.0
Sinuosity
1.20
1.1
-1.3
1.20
1.16
Water Surface Slope (Channel) (ft/ft)l
0.007
0.015
0.009
0.009
Bankfull Slope (ft/ft)l
0.009
1 0.015
1 0.011
1 0.011

Parameter
Pre-Restoration
Condition
Reference
Reach Data
Design
As-Built/
Baseline
Reach ID: R4
Dimension (Riffle)
Min Max
Min
Max
Min
Max
Min Max
Bankfull Width (ft)
6.9 -
4.5
8.3
6.6
8.8
Floodprone Width (ft)
6.1 -
10.0
35.0
25.0
70.0
38.0
Bankfull Mean Depth (ft)
2.4 -
0.8
1.6
0.5
0.6
Bankfull Max Depth (ft)
3.1 -
0.9
1.3
0.7
1.0
Bankfull Cross Sectional Area(ft)
15.8 -
3.0
5.0
3.6
5.5
Width/Depth Ratio
5.6 -
10.3
14.2
12.0
14.3
Entrenchment Ratio
1.0 -
2.0
5.0
3.8
10.0
4.3
Bank Height RatiA
1.7 1 -
0.9
1.1
1 1.0
1.0
Profile
Riffle Length (ft)
17.0 44.0
5.1
13.9
13.0
31.0
12.0 27.0
Riffle Slope (ft/ft)
0.019 0.027
0.017
0.026
0.016 0.027
0.015 0.027
Pool Length (ft)
4.0 6.6
4.5
7.0
6.8
9.4
6.0 8.7
Pool Max Depth (ft)
1.9 2.2
1.1
1.7
1.1
1.6
1.1 1.6
Pool Spacing (ft)l
38.0 1 87.0
1 10.0
1 30.0
1 22.0
1 50.0
1 19.0 41.0
Pattern
Channel Beltwidth (ft)
- -
23.4
29.0
22.0
35.0
19.0 31.0
Radius of Curvature (ft)
- -
11.2
17.5
12.0
20.0
10.0 19.0
Rc:Bankfull Width (ft/ft)
- -
1.6
2.5
1.8
3.0
2.1 3.4
Meander Wavelength (ft)
- -
43.4
65.1
40.0
60.0
34.0 77.0
Meander Width Ratio
- I -
1 3.9
1 4.5
1 3.3
1 5.3
3.0 6.0
Transport Parameters
Boundary Shear Stress Ib/ftz
0.48
-
Max part size (mm) mobilized at bankful
-
-
2.00
-
Stream Power(W/M2
-
-
24.50
-
Additional Reach Parameters
Rosgen Classificatio
G5c
C5
C5
C5
Bankfull Velocity (fps
7.0
4.0
4.5
4.5
Bankfull Discharge (cfs)
16.0
-
16.0
16.0
Sinuosit
1.06
1.1 - 1.2
1.15
1.14
Water Surface Slope (Channel) (ft/ft)l
0.019
0.015
0.017
0.017
Bankfull Slope (ft/ft)l
0.018
1 0.015
1
0.017
1 0.017

Table 7c. Monitoring Data - Stream Reach Summary
Edwards -Johnson Mitigation Project (NCDEQ DMS Project ID# 97080)
Parameter
Baseline MY1 MY2 MY3 MY4 MY5
Reach ID: R1 (Preservation)
Min Max Min Max Min Max Min Max Min Max Min Max
Profile
Riffle Length (ft)
- -
Riffle Slope (ft/ft)
- -
Pool Length (ft)
- -
Pool Max depth (ft)
- -
Pattern and Profile data will not typically be
collected unless visual data, dimensional data or
profile data indicate significant deviations from
baseline conditions
Pool Spacing (ft]
- -
Pattern
Channel Beltwidth (ft)
-
Radius of Curvature (ft)
-
Rc:Bankfull width (ft/ft)
-
Meander Wavelength (ft)
-
6omMeander Wdth Ratio
Additional Reach Parameters
- I-
Rosgen Classification
C5
Sinuosity (ft)
1.21
Water Surface Slope (Channel) (ft/ft)
0.01
BF slope (ft/ft)
0.012
Ri% / Ru% / P% / G% / S°/
'SC% / Sa% / G% / C% / B% / Be-
d16/d35/d50/d84/d95
2% of Reach with Eroding Bank
Channel Stability or Habitat Metri
Biological or Othe

Parameter
Baseline MY1 MY2 MY3 MY4 MY5
Reach ID: R2
Min
Max Min Max Min Max Min Max Min Max Min Max
Profile
Riffle Length (ft
12
34
Riffle Slope (ft/ft)
0.017
0.029
Pool Length (ft
6.2
9.9
Pool Max depth (ft
1.1
1.6
Pool Spacing (ft)
11.8
36.1
Pattern
Channel Beltwidth (ft)
27
46
Radius of Curvature (ft)
13
29
Rc:Bankfull width (ft/ft)
2.1
3.5
Meander Wavelength (ft)
35
88
Meander Width Ratio
4.4
7.6
Additional Reach Parameters
Rosgen Classification
C5
Sinuosity (ft)
1.17
Water Surface Slope (Channel) (ft/ft)
0.012
BF slope (ft/ft)
0.013
Ri% / Ru% / P% / G% / S%
3SC% / Sa% / G% / C% / B% / Be%
d16/d35/d50/d84/d95
2% of Reach with Eroding Bank
Channel Stability or Habitat Metri
Biological or Othe

Parameter
Baseline MY1 MY2 MY3 MY4 MY5
Reach ID: R3 (upper)
Min I Max Min Max Min Max Min Max Min Max Min Max
Profile
Riffle Length (ft)
10 30
Riffle Slope (ft/ft)
0.02 0.035
Pool Length (ft)
7 10
Pool Max depth (ft)
1.1 1.6
Pool Spacing (ft)
11.8 35.5
Pattern
Channel Beltwidth (ft)
30 45
Radius of Curvature (ft)
15 25
Rc:Bankfull width (ft/ft)
2.5 4.2
Meander Wavelength (ft)
30 44.8
6mmMeander Width Ratio
5.1 7.6
Additional Reach Parameters
Rosgen Classification
C5
Sinuosity (ft)
1.16
Water Surface Slope (Channel) (ft/ft)
0.009
BF slope (ft/ft)
0.011
3Ri%/ Ru%/ P%/ G%/S°/
'SC% / Sa% / G% / C% / B% / Be°/
d16/d35/d50/d84/d95
Z% of Reach with Eroding Banks
Channel Stability or Habitat Metric
Biological or Other

Parameter
Baseline MY1 MY2 MY3 MY4 MY5
Reach ID: R4
Min Max Min Max Min Max Min Max Min Max Min Max
Profile
Riffle Length (ft)
12 27
Riffle Slope (ft/ft)
0.015 0.027
Pool Length (ft)
6 8.7
Pool Max depth (ft)
1.1 1.6
Pool Spacing (ft)
19 41
Pattern
Channel Beltwidth (ft)
19 31
Radius of Curvature (ft)
10 19
Rc:Bankfull width (ft/ft)
2.1 3.4
Meander Wavelength (ft)
34 77
6 Meander Width Ratio
3 6
=E
Additional Reach Parameters
Rosgen Classification
C5
Sinuosity (ft)
1.14
Water Surface Slope (Channel) (ft/ft)
0.017
BF slope (ft/ft)
0.017
3Ri%/ Ru%/ P%/ G%/ S%
'SC% / Sa% / G% / C% / B%/ Be°/
d16/d35/d50/d84/d95
Z% of Reach with Eroding Banks
Channel Stability or Habitat Metric
Biological or Other

Appendix E — As -Built Plans / Record Drawings
9
Edwards -Johnson Mitigation Project

NC DEPARTMENT OF ENVIRONMENTAL QUALITY - DIVISION OF MITIGATION SERVICES
EDWARDS-JOHNSON MITIGATION PROJECT
VICINITY MAP
N.T.S.
} a
—4ENDELL
PROJECT`LAKE -/ ,
LOCATION '
ti f IC
LAKE WENDELL ROAD —1_� j� O
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NCDEQ-DMS CONTRACT ADMINISTRATOR
KRISTIE CORSON
1652 MAIL SERVICE CENTER
RALEIGH, NC 27699-1652
PH: 919-707-8935
/ SHEET 16
SHEET 11
END CONSTRUCTION R3
STATION 37+59.99
JOHNSTON COUNTY, NORTH CAROLINA
NCDEQ - DMS PROJECT ID # 97080
NCDEQ - DMS CONTRACT #6825 UNDER RFP 16-006477
NEUSE RIVER BASIN (CU 03020201)
USACE ACTION ID # SAW -2016-00883
TYPE OF WORK: AS -BUILT PLANS FOR STREAM MITIGATION
* a 0Yi► JVkA
' :Y
Project Reach
Proposed Stream
I Proposed Stream Mitigation
Designation
Type of Mitigation
Length (LF) Mitigation Ratio X:7
Credits SMCs
R1
Stream Preservation
611 10
61
R2
Stream Restoration
1,183 1
1,183
R3 (upper)
Stream Restoration
815 1
815
R3 (lower
Stream Preservation
130 10
13
R4
Stream Restoration
951 1 1
1 951
Total
3,690
3,023
Note: No mitigation credits were calculated outside the conservation easement boundaries.
END CONSTRUCTION R2 -
BEGIN CONSTRUCTION R3
STATION 27+94.38
END CONSTRUCTION R4
STATION 19+51.30
SHEET 10
l
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r
CE---
END CONSTRUCTION R1 -
BEGIN CONSTRUCTION R2
STATION 16+11.34
SHEET 14
r' SHEET 15
Y SHEET 9
1
1
33
BEGIN CONSTRUCTION R1
STATION 10+00.00
LAkE
I
SHEET 8 I
30 -_.---__..^--'`v WITNESS MY ORIGINAL SIGNATURE, REGISTRATION NUMBER, AND SEAL THIS THE 29th
NOVEMBER, 2018
el
OFFICIAL SEAL
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SHEET INDEX
1 COVER SHEET
2 LEGEND/CONSTRUCTION
SEQUENCE /GENERAL
NOTES
3 TYPICAL SECTIONS
4-7 DETAILS
8-13 PLAN AND PROFILE
14-16 REVEGETATION PLAN
'rel ROgO ISR 1320)
CERTIFICATE OF AS -BUILT SURVEY AND ACCURACY
I, CURK T. LANE, CERTIFY THAT THE AS -BUILT GROUND TOPOGRAPHIC SURVEY INFORMATION
DEPICTED ON THESE PLANS WAS PROVIDED FROM AN ACTUAL SURVEY MADE UNDER MY DIRECT
SUPERVISION; THAT THESE AS -BUILT PLANS/RECORD DRAWINGS WERE PREPARED BY WLS
ENGINEERING, PLLC, FOR WATER & LAND SOLUTIONS, LLC, AND WERE CREATED FROM THE AS -BUILT
SURVEY DIGITAL FILES PROVIDED BY TRUE LINE SURVEYING, P.C.; THAT THE REFERENCED SURVEY WAS
PERFORMED AT THE 95% CONFIDENCE LEVEL TO MEET THE FEDERAL GEOGRAPHIC DATA COMMITTEE
STANDARDS; THATTHE REFERENCED SURVEY WAS PERFORMED TO MEET THE REQUIREMENTS FOR A
TOPOGRAPHIC SURVEY TO THE ACCURACY OF CLASS A HORIZONTAL AND CLASS C VERTICAL, WHERE
APPLICABLE; THAT THE CONTOURS SHOWN AS BROKEN LINES MAY NOT MEET THE STATED STANDARD
AND ALL COORDINATES ARE BASED ON NAD 83 (NSRS 2011) AND ALL ELEVATIONS ARE BASED ON
NAVD 88; THAT THE AS -BUILT GROUND TOPOGRAPHIC MAPPING MEETS THE SPECIFICATIONS FOR
O TOPOGRAPHIC SURVEYS AS STATED IN TITLE 21, CHAPTER 56, SECTION 1606; THAT THE AS -BUILT
GROUND TOPOGRAPHIC MAPPING WAS NOT PREPARED IN ACCORDANCE WITH G.S. 47-30, AS
AMENDED, AND DOES NOT REPRESENT AN OFFICIAL BOUNDARY SURVEY.
SHEET 13
SHEET 12
APPROXIMATE PROJECT CENTER
35.72492220 N
-78.35525830 W
BEGIN CONSTRUCTION R4
STATION 10+00.00
.,-
SEAL = -_
L-3990 = --
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CURK T. LANE, PLS L-3990
DAY OF
1iWATER & LAND
SOLUTIONS
10940 Raven Ridge Rd., Suite 200
Raleigh, NC 27614
[phone]
waterla ndsolutions.com
PROJECT ENGINEER
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ENGINEERING SERVICES BY
WLS ENGINEERING, PLLC
FIRM LICENSE NO. P-1480
REVISIONS
A DRAFT MIT PLAN 7-21-17
B FINAL DRAFT MIT PLAN 8-21-17
C FINAL MIT PLAN 11-22-17
D ISSUED FOR CONSTRUCTION 1-29-18
E AS -BUILT 11-30-18
PROJECT NAME
EDWARDS-
JOHNSON
MITIGATION
PROJECT
JOHNSTON COUNTY, NC
DRAWING INFORMATION
PROJECT NO.: 97080
FILENAME: 01_EDWARDS JOHNSON_COVER.DWG
DESIGNED BY: KMVANSH
DRAWN BY; APL
DATE: 11-30-18
HORIZ.
SCALE: I"= 150'
VERT.SCALE: NIA
(9
NORTH
150 75 0 150 3Q0
GRAPHIC SCALE
SHEET NAME
COVER
SHEET
SHEET NUMBER
1

LEGEND
I��III CONSTRUCTED LOG RIFFLE
GRADE CONTROL LOGJ-HOOKVANE
mot
GEOLIFT W TOEWOOD
= PROPOSED OUTLET CHANNEL
- FP FP -----
ROOTWAD
OHPL
LOG VANE
DCHANNEL
LOG WEIR
\A
LOG STEP -POOL
STONE AND LOG STEP -POOL
o•
a oo•o
CONSTRUCTED STONE RIFFLE
p.
EXISTING MAJOR CONTOUR
I��III CONSTRUCTED LOG RIFFLE
GRADE CONTROL LOGJ-HOOKVANE
mot
GEOLIFT W TOEWOOD
= PROPOSED OUTLET CHANNEL
- FP FP -----
100 YEAR FLOOD PLAIN
OHPL
EXISTING OVERHEAD ELECTRIC
DCHANNEL
TEMPORARY STREAM CROSSING
0-X -f
PROPOSED GATE
PERMANENT STREAM CROSSING
- CE CE
PROPOSED CONSERVATION EASEMENT BOUNDARY
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
100
PROPOSED MAJOR CONTOUR
101
PROPOSED MINOR CONTOUR
- LD LD
LIMITS OF DISTURBANCE
- CIF CIF -
CUTIFILL LIMITS
EXISTING WETLAND BOUNDARY
EXISTING WOODLINE
PROPOSED TOP OF STREAM BANK
EXISTING PROPERTY BOUNDARY
EXISTING FENCE
15+00
t -
PROPOSED CENTERLINE (THALWEG)
X x
PROPOSED FIELD FENCE
TP - TP
PROPOSED TREE PROTECTION FENCE
r
EXISTING FARM PATH
PROPOSED FARM PATH
EXISTING TREE
CONSTRUCTION SEQUENCE
THE ENGINEER WILL PROVIDE CONSTRUCTION OBSERVATION DURING THE
CONSTRUCTION PHASE OF THIS PROJECT. THE GENERAL CONSTRUCTION
SEQUENCE SHALL BE USED DURING IMPLEMENTATION OF THE PROPOSED PROJECT
CONSTRUCTION. CONTRACTOR SHALL REFER TO THE APPROVED PERMITS FOR
SPECIFIC CONSTRUCTION SEQUENCE ITEMS AND SHALL BE RESPONSIBLE FOR
FOLLOWING THE APPROVED PLANS AND PERMIT CONDITIONS.
1- THE CONTRACTOR SHALL NOTIFY 'NC 81 V (1-800.632-4949) BEFORE ANY
EXCAVATION BEGINS. ANY UTILITIES AND RESPECTIVE EASEMENTS S O
TISHOWN ON THE
PLANS ARE CONSIDERED APPROXIMATE AND THE CONTRACTOR SHALL NOTIFY THE
ENGINEER OF ANY DISCREPANCIES. THE CONTRACTOR IS RESPONSIBLE FOR
LOCATING ALL UTILITIES AND ADJOINING EASEMENTS AND SHALL REPAIR OR
REPLACE ANY DAMAGED UTILITIES AT HISMER OWN EXPENSE.
2, THE CONTRACTOR SHALL MOBILIZE EQUIPMENT. MATERIALS AND PREPARE STAGING
AREA(S) AND STOCKPILE AREA(S) AND HAUL ROADS AS SHOWN ON THE PLANS,
3. CONSTRUCTION TRAFFIC SHALL BE RESTRICTED TO THE PROJECT AREA
BOUNDARIES OR AS DENOTED'UMITS OF DISTURBANCE' OR "HAUL ROADS"ON THE
PLANS.
4, THE CONTRACTOR SHALL INSTALL APPROVED TEMPORARY SEDIMENTATION AND
EROSION CONTROL MEASURES AT LOCATIONS INDICATED ON THE PLANS.
S. THE CONTRACTOR SHALL INSTALL TEMPORARY SILT FENCE AROUND ALL STAGING
AREA(S). TEMPORARY SILT FENCING WILL ALSO BE PLACED AROUND THE
TEMPORARY STOCKPILE AREAS AS MATERIAL IS STOCKPILED THROUGHOUT THE
CONSTRUCTION PERIOD.
6. THE CONTRACTOR SHALL INSTALL ALL TEMPORARY AND PERMANENT STREAM
CROSSINGS AS SHOWN ON THE PLANS IN ACCORDANCE WITH THE SEDIMENTATION
AND EROSION CONTROL PERMIT. THE EXISTING CHANNEL AND DITCHES ON SITE
WILL REMAIN OPEN DURING THE INITIAL STAGES OF CONSTRUCTION TO ALLOW FOR
DRAINAGE AND TO MAINTAIN SITE ACCESSIBILITY.
7. THE CONTRACTOR SHALL CONSTRUCT ONLY THE PORTION OF THE PROPOSED
CHANNEL THAT CAN BE COMPLETED AND STABILIZED WITHIN THE SAME DAY. THE
CONTRACTOR SHALL APPLY TEMPORARY AND PERMANENT SEEDING, MATTING AND
MULCHING TO ALL DISTURBED AREAS AT THE END OF EACH WORK DAY.
a. THE CONTRACTOR SHALL CLEAR AND GRUB AN AREA ADEQUATE TO CONSTRUCT
THE STREAM CHANNEL AND GRADING OPERATIONS AFTER ALL SEDIMENTATION AND
EROSION CONTROL PRACTICES HAVE BEEN INSTALLED AND APPROVED. IN
GENERAL, THE CONTRACTOR SHALL WORK FROM UPSTREAM TO DOWNSTREAM AND
IN -STREAM STRUCTURES AND CHANNEL FILL MATERIAL SHALL BE INSTALLED USING
A PUMP -AROUND OR FLOW DIVERSION MEASURE AS SHOWN ON THE PLANS.
9. THE CONTRACTOR WILL BEGIN CONSTRUCTION BY EXCAVATING CHANNEL FILL
MATERIAL IN AREAS ALONG THE EXISTING CHANNEL. THE CONTRACTOR MAY FILL
DITCHES WHICH DO NOT CONTAIN ANY WATER DURING THE GRADING OPERATIONS.
ALONG DITCHES WITH WATER OR STREAM REACHES, EXCAVATED MATERIAL SHOULD
BE STOCKPILED IN DESIGNATED AREAS SHOWN ON THE PLANS. IN ANY AREAS
WHERE EXCAVATION DEPTHS WILL EXCEED TEN INCHES, TOPSOIL SHALL BE
SEPARATED, STOCKPILED AND PLACED BACK OVER THESE AREAS TO A DEPTH OF
EIGHT INCHES TO ACHIEVE DESIGN GRADES AND CREATE A SOIL BASE FOR
VEGETATION PLANTING ACCORDING TO THE DESIGN PLANS AND CONSTRUCTION
SPECIFICATIONS.
10. CONTRACTOR SHALL BEGIN DESIGN CHANNEL CONSTRUCTION AT STATION 10+00
AND PROCEED IN A DOWNSTREAM DIRECTION. THE DESIGN CHANNEL SHOULD BE
CONSTRUCTED OFFLINE AND/OR IN THE DRY WHENEVER POSSIBLE.
11. AFTER EXCAVATING THE CHANNEL TO DESIGN GRADES, INSTALL IN -STREAM
STRUCTURES, GRASSING, MATTING, AND TEMPORARY VEGETATION IN THIS SECTION,
AND READY THE CHANNEL TO ACCEPT FLOW PER APPROVAL BY THE ENGINEER.
12. FLOWING WATER MAY BE TURNED INTO THE CONSTRUCTED CHANNEL ONCE THE
AREA IN AND AROUND THE NEW CHANNEL HAS BEEN STABILIZED. IMMEDIATELY
BEGIN PLUGGING, FILLING. AND GRADING THE ABANDONED CHANNEL, AS INDICATED
ON PLANS, MOVING IN A DOWNSTREAM DIRECTION TO ALLOW FOR DRAINAGE OF THE
OLD CHANNELS. NO FLOWING WATER SHALL BE TURNED INTO ANY SECTION OF
RESTORED CHANNEL PRIOR TO THE CHANNEL BEING COMPLETELY STABILIZED WITH
ALL IN -STREAM STRUCTURES INSTALLED,
13. THE NEW CHANNEL SECTIONS AND FARM POND AREA SHALL REMAIN OPEN ON THE
DOWNSTREAM END TO ALLOW FOR DRAINAGE DURING RAIN EVENTS.
14. ANY GRADING ACTIVITIES ADJACENT TO THE EXISTING OR LIVE STREAM CHANNEL
SHALL BE COMPLETED PRIOR TO TURNING WATER INTO THE NEW STREAM CHANNEL
SEGMENTS. GRADING ACTIVITIES SHALL NOT BE PERFORMED WITHIN 10 FEET OF
THE NEW STREAM CHANNEL BANKS. THE CONTRACTOR SHALL NOT GRADE OR
ROUGHEN ANY AREAS WHERE EXCAVATION ACTIVITIES HAVE NOT BEEN
COMPLETED.
15. ONCE A STREAM WORK PHASE IS COMPLETE. APPLY TEMPORARY SEEDING TO ANY
AREAS DISTURBED DURING CONSTRUCTION WITHIN HOURS AND ALL SLOPES
STEEPER THAN 3.1 SHALL BE STABILIZED WITH GROUND COVER AS SOON AS
PRACTICABLE WITHIN 7 CALENDAR DAYS. ALL OTHER DISTURBED AREAS AND
SLOPES FLATTER THAN 3.1 SHALL BE STABILIZED WITHIN 14 CALENDAR DAYS FRO
THE LAST LAND -DISTURBING ACTIVITY
16. PERMANENT SEEDING SHALL BE PLACED ON ALL DISTURBED AREAS WITHIN 15
WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS SHORTER) FOLLOWING
COMPLETION OF CONSTRUCTION. ALL DISTURBED AREAS SHOULD HAVE
ESTABLISHED GROUND COVER PRIOR TO DEMOBILIZATION. REMOVE ANY
TEMPORARY STREAM CROSSINGS AND TEMPORARY EROSION CONTROL MEASURES,
17. THE CONTRACTOR SHALL TREAT AREAS OF INVASIVE SPECIES VEGETATION
THROUGHOUT THE PROJECT AREA ACCORDING TO THE DESIGN PLANS AND
CONSTRUCTION SPECIFICATIONS PRIOR TO DEMOBILIZATION.
18. THE CONTRACTOR SHALL PLANT WOODY VEGETATION AND LIVE STAKES,
ACCORDING TO PLANTING DETAILS AND SPECIFICATIONS. THE CONTRACTOR SHALL
COMPLETE THE REFORESTATION PHASE OF THE PROJECT AND APPLY PERMANENT
SEEDING AT THE APPROPRIATE TIME OF THE YEAR.
19, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OFF-SITE REMOVAL OF ALL TRASH.
EXCESS BACKFILL, AND ANY OTHER INCIDENTAL MATERIALS PRIOR TO
DEMOBILIZATION OF EQUIPMENT FROM THE SITE. THE DISPOSAL AND STOCKPILE
LOCATIONS SELECTED MUST BE APPROVED TO THE ENGINEER AND ANY FEES SHALL
BE PAID FOR BY THE CONTRACTOR.
GENERAL NOTES
1, THE PROJECT SITE IS LOCATED IN JOHNSTON COUNTY, NORTH CAROLINA, APPROXIMATELY
3.1 MILES SOUTH OF THE TOWN OF WENDELL AS SHOWN ON THE COVER SHEET VICINITY
MAP. TO ACCESS THE SITE FROM RALEIGH, TAKE 1.440 E AND US -264 EAJS-64 E TO MARKS
CREEK. TAKE EXIT 427 FROM US -264 EIUS-64 E (14.7 MI) AND CONTINUE ON WENDELL FALLS
PARKWAY, TAKE EAGLE ROCK ROAD AND STOTTS MILL ROAD TO WENDELL ROAD. TAKE A
RIGHT ONTO THE GRAVEL ENTRANCE AT 2499 WENDELL ROAD. FOLLOW THE FARM ROAD
TO THE SITE BOUNDARY.
2. THE PROJECT SITE BOUNDARIES ARE SHOWN ON THE DESIGN PLANS AS THE PROPOSED
I P EO
CONSERVATION EASEMENT. THE CONTRACTOR SHALL PERFORM ALL RELATED WORK
ACTIVITIES WITHIN THE PROJECT SITE BOUNDARIES AND/OR WITHIN THE LIMITS OF
DISTURBANCE (LOD). THE PROJECT SITE SHALL BE ACCESSED THROUGH THE DESIGNATED
ACCESS POINTS SHOWN ON THE PLANS. THE CONTRACTOR IS RESPONSIBLE FOR
MAINTAINING PERMITTED ACCESS THROUGHOUT ALL CONSTRUCTION ACTIVITIES.
3. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS AND MEASURES TO
PROTECT ALL PROPERTIES FROM DAMAGE. THE CONTRACTOR SHALL REPAIR ALL DAMAGE
CAUSED BY HISMER OPERATIONS TO ALL PUBLIC AND PRIVATE PROPERTY AND LEAVE THE
PROPERTY IN GOOD CONDITION AND/OR AT LEAST EQUIVALENT TO THE
PRE -CONSTRUCTION CONDITIONS. UPON COMPLETION OF ALL CONSTRUCTION ACTIVITIES,
THE AREA IS TO BE RESTORED TO A CONDITION EQUAL TO OR BETTER THAN FOUND PRIOR
TO CONSTRUCTION.
4. THE TOPOGRAPHIC BASE MAP WAS DEVELOPED USING SURVEY DATA COLLECTED BY
WITHERSRAVENEL, INC. (WR) IN THE FALL OF 2016. THE HORIZONTAL DATUM WAS TIED TO
NAD83 NC STATE PLANE COORDINATE SYSTEM, US SURVEY FEET AND NAVD88 VERTICAL
DATUM USING VRS NETWORK AND NCGS MONUMENT. IT IS POSSIBLE THAT EXISTING
ELEVATIONS AND SITE CONDTIONS MAY HAVE CHANGED SINCE THE ORIGINAL SURVEY WAS
COMPLETED DUE TO EROSION. AND/OR SEDIMENT ACCRETION. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO CONFIRM EXISTING GRADES AND ADJUST QUANTITIES, EARTHWORK.
AND WORK EFFORTS AS NECESSARY.
S. THE CONTRACTOR SHALL VISIT THE CONSTRUCTION SITE AND THOROUGHLY FAMILIARIZE
HIMMERSELF WITH ALL EXISTING CONDITIONS. PRIOR TO BEGINNING CONSTRUCTION. THE
CONTRACTOR SHALL VERIFY THE ACCURACY AND COMPLETENESS OF THE CONSTRUCTION
SPECIFICATIONS AND DESIGN PLANS REGARDING THE NATURE AND EXTENT OF THE WORK
DESCRIBED.
6. THE CONTRACTOR SHALL BRING ANY DISCREPANCIES BETWEEN THE CONSTRUCTION
PLANS AND SPECIFICATIONS AND/OR FIELD CONDITIONS TO THE ATTENTION OF THE
SPONSORS ENGINEER BEFORE CONSTRUCTION BEGINS.
7. THERE SHALL BE NO CLEARING OR REMOVAL OF ANY NATIVE SPECIES VEGETATION OR
TREES OF SIGNIFICANCE, OTHER THAN THOSE INDICATED ON THE PLANS OR AS DIRECTED
BY THE ENGINEER.
8. THE CONTRACTOR SHALL EXERCISE CARE DURING GRADING ACTIVITIES IN THE VICINITY OF
NATIVE VEGETATION AND TREES OF SIGNIFICANCE AT THE CONSTRUCTION SITE. ALL
GRADING IN THE VICINITY OF TREES NOT IDENTIFIED FOR REMOVAL SHALL BE MADE IN A
MANNER THAT DOES NOT DISTURB THE ROOT SYSTEM WITHIN THE DRIP LINE OF THE TREE.
9. WORK ACTIVITIES ARE BEING PERFORMED AS AN ENVIRONMENTAL RESTORATION PLAN
NEAR PRIVATE RESIDENCES. THE CONTRACTOR SHALL MAKE ALL REASONABLE EFFORTS
TO REDUCE SEDIMENT LOSS, PROTECT PUBLIC SAFETY, AND MINIMIZE DISTURBANCE OF
THE SITE WHILE PERFORMING THE CONSTRUCTION WORK. ALL AREAS SHALL BE KEPT
NEAT, CLEAN, AND FREE OF ALL TRASH AND DEBRIS, AND ALL REASONABLE PRECAUTIONS
SHALL BE TAKEN TO AVOID DAMAGE TO EXISTING ROADS, VEGETATION, TURF,
STRUCTURES. AND PRIVATE PROPERTY.
10. PRIOR TO START OF WORK. THE CONTRACTOR SHALL SUBMIT THE SOURCE OF MATERIALS,
INCLUDING AGGREGATES, EROSION CONTROL MATTING, WOOD AND NATIVE PLANTING
MATERIAL TO THE ENGINEER FOR REVIEW AND APPROVAL. NO WORK SHALL BE
PERFORMED UNTIL THE SOURCE OF MATERIAL IS APPROVED BY THE ENGINEER.
11. THE CONTRACTOR SHALL BE HELD SOLELY RESPONSIBLE FOR ANY NECESSARY
COORDINATION BETWEEN THE VARIOUS COUNTY, STATE OR FEDERAL AGENCIES, UTILITY
COMPANIES, HISMER SUB -CONTRACTORS, AND THE ENGINEER FOR THE DURATION OF THE
PROJECT.
12. PRIOR TO START OF WORK. THE CONTRACTOR SHALL SUBMIT THEIR DETAILED PLANTING
SCHEDULE TO THE ENGINEER FOR REVIEW. NO WORK SHALL BE PERFORMED UNTIL THIS
SCHEDULE IS APPROVED BY THE ENGINEER. THE DETAILED PLANTING SCHEDULE SHALL
CONFORM TO THE PLANTING REVEGETATION PLAN AND SHALL INCLUDE A SPECIES LIST
AND TIMING SEQUENCE.
13. THE CONTRACTOR IS REQUIRED TO INSTALL IN -STREAM STRUCTURES AND CULVERT PIPES
USING A BACKHOE/EXCAVATOR WITH A HYDRAULIC THUMB OF SUFFICIENT SIZE TO PLACE
STRUCTURES INCLUDING LOGS, STONE, BOULDERS, ROOT WADS. AND TEMPORARY WOOD
MAT STREAM CROSSINGS.
GRADING NOTES
1. NO GRADING ACTIVITIES SHALL OCCUR BEYOND THE
PROJECT LIMITS OF DISTURBANCE (LOD) AS SHOWN ON THE
DESIGN PLANS.
2. ONCE PROPOSED GRADES ARE ACHIEVED ALONG THE
CONSTRUCTED STREAM CHANNEL, BANKFULL BENCHES
AND FLOODPLAIN AREAS AS SHOWN ON THE PLANS,
GRADED AREAS SHALL BE ROUGHENED USING TECHNIQUES
DESCRIBED IN THE CONSTRUCTION SPECIFICATIONS.
3. ALL SUITABLE SOIL MATERIAL REQUIRED TO FILL AND/OR
PLUG EXISTING DITCHES AND'OR STREAM CHANNEL SHALL
BE GENERATED ONSITE AS DESCRIBED IN THE
CONSTRUCTION SPECIFICATIONS. ANY EXCESS SPOIL
MATERIAL SHALL BE STOCKPILED IN DESIGNATED AREAS
AND OR HAULED OFF-SITE AS APPROVED BY THE ENGINEER.
1iWATER & LAND
SOLUTIONS
10940 Raven Ridge Rd., Suite 200
Raleigh, NC 27614
[phone]
waterlandsolutions.com
PROJECT ENGINEER
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'�71IIIIIIIIIWIW
ENGINEERING SERVICES BY
WLS ENGINEERING, PLLC
FIRM LICENSE NO. P-1480
REVISIONS
ADRAFT MIT PLAN 7-21-17
B ___ FINAL DRAFT MIT PLAN 8-21-17
C FINAL MIT PLAN 11-22-17
D ISSUED FOR CONSTRUCTION 1-29-18
E AS -BUILT 11.30-18
NO. I DESCRIPTION I DATE
PROJECT NAME
EDWARDS-
JOHNSON
MITIGATION
PROJECT
JOHNSTON COUNTY, NC
DRAWING INFORMATION
PROJECT NO.: 97080
FILENAME : @ EANMJ%WSON CFNBW.NOTB-SYM BB LW'.
DESIGNEDBY: KMVNJSH
DRAWN BY : APL
DATE : 11-30.18
HORIZ. SCALE: N.T.S.
VERT. SCALE: NIA
SHEET NAME
LEGEND/
CONSTRUCTION
SEQUENCE/
GENERAL NOTES
SHEET NUMBER
PROPOSED WATER QUALITY TREATMENT FEATURE
®
CHANNELBLOCK
DCHANNEL
FILL
0-X -f
PROPOSED GATE
EXISTING STRUCTURE
EXISTING WETLAND AREA
CONSTRUCTION SEQUENCE
THE ENGINEER WILL PROVIDE CONSTRUCTION OBSERVATION DURING THE
CONSTRUCTION PHASE OF THIS PROJECT. THE GENERAL CONSTRUCTION
SEQUENCE SHALL BE USED DURING IMPLEMENTATION OF THE PROPOSED PROJECT
CONSTRUCTION. CONTRACTOR SHALL REFER TO THE APPROVED PERMITS FOR
SPECIFIC CONSTRUCTION SEQUENCE ITEMS AND SHALL BE RESPONSIBLE FOR
FOLLOWING THE APPROVED PLANS AND PERMIT CONDITIONS.
1- THE CONTRACTOR SHALL NOTIFY 'NC 81 V (1-800.632-4949) BEFORE ANY
EXCAVATION BEGINS. ANY UTILITIES AND RESPECTIVE EASEMENTS S O
TISHOWN ON THE
PLANS ARE CONSIDERED APPROXIMATE AND THE CONTRACTOR SHALL NOTIFY THE
ENGINEER OF ANY DISCREPANCIES. THE CONTRACTOR IS RESPONSIBLE FOR
LOCATING ALL UTILITIES AND ADJOINING EASEMENTS AND SHALL REPAIR OR
REPLACE ANY DAMAGED UTILITIES AT HISMER OWN EXPENSE.
2, THE CONTRACTOR SHALL MOBILIZE EQUIPMENT. MATERIALS AND PREPARE STAGING
AREA(S) AND STOCKPILE AREA(S) AND HAUL ROADS AS SHOWN ON THE PLANS,
3. CONSTRUCTION TRAFFIC SHALL BE RESTRICTED TO THE PROJECT AREA
BOUNDARIES OR AS DENOTED'UMITS OF DISTURBANCE' OR "HAUL ROADS"ON THE
PLANS.
4, THE CONTRACTOR SHALL INSTALL APPROVED TEMPORARY SEDIMENTATION AND
EROSION CONTROL MEASURES AT LOCATIONS INDICATED ON THE PLANS.
S. THE CONTRACTOR SHALL INSTALL TEMPORARY SILT FENCE AROUND ALL STAGING
AREA(S). TEMPORARY SILT FENCING WILL ALSO BE PLACED AROUND THE
TEMPORARY STOCKPILE AREAS AS MATERIAL IS STOCKPILED THROUGHOUT THE
CONSTRUCTION PERIOD.
6. THE CONTRACTOR SHALL INSTALL ALL TEMPORARY AND PERMANENT STREAM
CROSSINGS AS SHOWN ON THE PLANS IN ACCORDANCE WITH THE SEDIMENTATION
AND EROSION CONTROL PERMIT. THE EXISTING CHANNEL AND DITCHES ON SITE
WILL REMAIN OPEN DURING THE INITIAL STAGES OF CONSTRUCTION TO ALLOW FOR
DRAINAGE AND TO MAINTAIN SITE ACCESSIBILITY.
7. THE CONTRACTOR SHALL CONSTRUCT ONLY THE PORTION OF THE PROPOSED
CHANNEL THAT CAN BE COMPLETED AND STABILIZED WITHIN THE SAME DAY. THE
CONTRACTOR SHALL APPLY TEMPORARY AND PERMANENT SEEDING, MATTING AND
MULCHING TO ALL DISTURBED AREAS AT THE END OF EACH WORK DAY.
a. THE CONTRACTOR SHALL CLEAR AND GRUB AN AREA ADEQUATE TO CONSTRUCT
THE STREAM CHANNEL AND GRADING OPERATIONS AFTER ALL SEDIMENTATION AND
EROSION CONTROL PRACTICES HAVE BEEN INSTALLED AND APPROVED. IN
GENERAL, THE CONTRACTOR SHALL WORK FROM UPSTREAM TO DOWNSTREAM AND
IN -STREAM STRUCTURES AND CHANNEL FILL MATERIAL SHALL BE INSTALLED USING
A PUMP -AROUND OR FLOW DIVERSION MEASURE AS SHOWN ON THE PLANS.
9. THE CONTRACTOR WILL BEGIN CONSTRUCTION BY EXCAVATING CHANNEL FILL
MATERIAL IN AREAS ALONG THE EXISTING CHANNEL. THE CONTRACTOR MAY FILL
DITCHES WHICH DO NOT CONTAIN ANY WATER DURING THE GRADING OPERATIONS.
ALONG DITCHES WITH WATER OR STREAM REACHES, EXCAVATED MATERIAL SHOULD
BE STOCKPILED IN DESIGNATED AREAS SHOWN ON THE PLANS. IN ANY AREAS
WHERE EXCAVATION DEPTHS WILL EXCEED TEN INCHES, TOPSOIL SHALL BE
SEPARATED, STOCKPILED AND PLACED BACK OVER THESE AREAS TO A DEPTH OF
EIGHT INCHES TO ACHIEVE DESIGN GRADES AND CREATE A SOIL BASE FOR
VEGETATION PLANTING ACCORDING TO THE DESIGN PLANS AND CONSTRUCTION
SPECIFICATIONS.
10. CONTRACTOR SHALL BEGIN DESIGN CHANNEL CONSTRUCTION AT STATION 10+00
AND PROCEED IN A DOWNSTREAM DIRECTION. THE DESIGN CHANNEL SHOULD BE
CONSTRUCTED OFFLINE AND/OR IN THE DRY WHENEVER POSSIBLE.
11. AFTER EXCAVATING THE CHANNEL TO DESIGN GRADES, INSTALL IN -STREAM
STRUCTURES, GRASSING, MATTING, AND TEMPORARY VEGETATION IN THIS SECTION,
AND READY THE CHANNEL TO ACCEPT FLOW PER APPROVAL BY THE ENGINEER.
12. FLOWING WATER MAY BE TURNED INTO THE CONSTRUCTED CHANNEL ONCE THE
AREA IN AND AROUND THE NEW CHANNEL HAS BEEN STABILIZED. IMMEDIATELY
BEGIN PLUGGING, FILLING. AND GRADING THE ABANDONED CHANNEL, AS INDICATED
ON PLANS, MOVING IN A DOWNSTREAM DIRECTION TO ALLOW FOR DRAINAGE OF THE
OLD CHANNELS. NO FLOWING WATER SHALL BE TURNED INTO ANY SECTION OF
RESTORED CHANNEL PRIOR TO THE CHANNEL BEING COMPLETELY STABILIZED WITH
ALL IN -STREAM STRUCTURES INSTALLED,
13. THE NEW CHANNEL SECTIONS AND FARM POND AREA SHALL REMAIN OPEN ON THE
DOWNSTREAM END TO ALLOW FOR DRAINAGE DURING RAIN EVENTS.
14. ANY GRADING ACTIVITIES ADJACENT TO THE EXISTING OR LIVE STREAM CHANNEL
SHALL BE COMPLETED PRIOR TO TURNING WATER INTO THE NEW STREAM CHANNEL
SEGMENTS. GRADING ACTIVITIES SHALL NOT BE PERFORMED WITHIN 10 FEET OF
THE NEW STREAM CHANNEL BANKS. THE CONTRACTOR SHALL NOT GRADE OR
ROUGHEN ANY AREAS WHERE EXCAVATION ACTIVITIES HAVE NOT BEEN
COMPLETED.
15. ONCE A STREAM WORK PHASE IS COMPLETE. APPLY TEMPORARY SEEDING TO ANY
AREAS DISTURBED DURING CONSTRUCTION WITHIN HOURS AND ALL SLOPES
STEEPER THAN 3.1 SHALL BE STABILIZED WITH GROUND COVER AS SOON AS
PRACTICABLE WITHIN 7 CALENDAR DAYS. ALL OTHER DISTURBED AREAS AND
SLOPES FLATTER THAN 3.1 SHALL BE STABILIZED WITHIN 14 CALENDAR DAYS FRO
THE LAST LAND -DISTURBING ACTIVITY
16. PERMANENT SEEDING SHALL BE PLACED ON ALL DISTURBED AREAS WITHIN 15
WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS SHORTER) FOLLOWING
COMPLETION OF CONSTRUCTION. ALL DISTURBED AREAS SHOULD HAVE
ESTABLISHED GROUND COVER PRIOR TO DEMOBILIZATION. REMOVE ANY
TEMPORARY STREAM CROSSINGS AND TEMPORARY EROSION CONTROL MEASURES,
17. THE CONTRACTOR SHALL TREAT AREAS OF INVASIVE SPECIES VEGETATION
THROUGHOUT THE PROJECT AREA ACCORDING TO THE DESIGN PLANS AND
CONSTRUCTION SPECIFICATIONS PRIOR TO DEMOBILIZATION.
18. THE CONTRACTOR SHALL PLANT WOODY VEGETATION AND LIVE STAKES,
ACCORDING TO PLANTING DETAILS AND SPECIFICATIONS. THE CONTRACTOR SHALL
COMPLETE THE REFORESTATION PHASE OF THE PROJECT AND APPLY PERMANENT
SEEDING AT THE APPROPRIATE TIME OF THE YEAR.
19, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OFF-SITE REMOVAL OF ALL TRASH.
EXCESS BACKFILL, AND ANY OTHER INCIDENTAL MATERIALS PRIOR TO
DEMOBILIZATION OF EQUIPMENT FROM THE SITE. THE DISPOSAL AND STOCKPILE
LOCATIONS SELECTED MUST BE APPROVED TO THE ENGINEER AND ANY FEES SHALL
BE PAID FOR BY THE CONTRACTOR.
GENERAL NOTES
1, THE PROJECT SITE IS LOCATED IN JOHNSTON COUNTY, NORTH CAROLINA, APPROXIMATELY
3.1 MILES SOUTH OF THE TOWN OF WENDELL AS SHOWN ON THE COVER SHEET VICINITY
MAP. TO ACCESS THE SITE FROM RALEIGH, TAKE 1.440 E AND US -264 EAJS-64 E TO MARKS
CREEK. TAKE EXIT 427 FROM US -264 EIUS-64 E (14.7 MI) AND CONTINUE ON WENDELL FALLS
PARKWAY, TAKE EAGLE ROCK ROAD AND STOTTS MILL ROAD TO WENDELL ROAD. TAKE A
RIGHT ONTO THE GRAVEL ENTRANCE AT 2499 WENDELL ROAD. FOLLOW THE FARM ROAD
TO THE SITE BOUNDARY.
2. THE PROJECT SITE BOUNDARIES ARE SHOWN ON THE DESIGN PLANS AS THE PROPOSED
I P EO
CONSERVATION EASEMENT. THE CONTRACTOR SHALL PERFORM ALL RELATED WORK
ACTIVITIES WITHIN THE PROJECT SITE BOUNDARIES AND/OR WITHIN THE LIMITS OF
DISTURBANCE (LOD). THE PROJECT SITE SHALL BE ACCESSED THROUGH THE DESIGNATED
ACCESS POINTS SHOWN ON THE PLANS. THE CONTRACTOR IS RESPONSIBLE FOR
MAINTAINING PERMITTED ACCESS THROUGHOUT ALL CONSTRUCTION ACTIVITIES.
3. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS AND MEASURES TO
PROTECT ALL PROPERTIES FROM DAMAGE. THE CONTRACTOR SHALL REPAIR ALL DAMAGE
CAUSED BY HISMER OPERATIONS TO ALL PUBLIC AND PRIVATE PROPERTY AND LEAVE THE
PROPERTY IN GOOD CONDITION AND/OR AT LEAST EQUIVALENT TO THE
PRE -CONSTRUCTION CONDITIONS. UPON COMPLETION OF ALL CONSTRUCTION ACTIVITIES,
THE AREA IS TO BE RESTORED TO A CONDITION EQUAL TO OR BETTER THAN FOUND PRIOR
TO CONSTRUCTION.
4. THE TOPOGRAPHIC BASE MAP WAS DEVELOPED USING SURVEY DATA COLLECTED BY
WITHERSRAVENEL, INC. (WR) IN THE FALL OF 2016. THE HORIZONTAL DATUM WAS TIED TO
NAD83 NC STATE PLANE COORDINATE SYSTEM, US SURVEY FEET AND NAVD88 VERTICAL
DATUM USING VRS NETWORK AND NCGS MONUMENT. IT IS POSSIBLE THAT EXISTING
ELEVATIONS AND SITE CONDTIONS MAY HAVE CHANGED SINCE THE ORIGINAL SURVEY WAS
COMPLETED DUE TO EROSION. AND/OR SEDIMENT ACCRETION. IT IS THE CONTRACTOR'S
RESPONSIBILITY TO CONFIRM EXISTING GRADES AND ADJUST QUANTITIES, EARTHWORK.
AND WORK EFFORTS AS NECESSARY.
S. THE CONTRACTOR SHALL VISIT THE CONSTRUCTION SITE AND THOROUGHLY FAMILIARIZE
HIMMERSELF WITH ALL EXISTING CONDITIONS. PRIOR TO BEGINNING CONSTRUCTION. THE
CONTRACTOR SHALL VERIFY THE ACCURACY AND COMPLETENESS OF THE CONSTRUCTION
SPECIFICATIONS AND DESIGN PLANS REGARDING THE NATURE AND EXTENT OF THE WORK
DESCRIBED.
6. THE CONTRACTOR SHALL BRING ANY DISCREPANCIES BETWEEN THE CONSTRUCTION
PLANS AND SPECIFICATIONS AND/OR FIELD CONDITIONS TO THE ATTENTION OF THE
SPONSORS ENGINEER BEFORE CONSTRUCTION BEGINS.
7. THERE SHALL BE NO CLEARING OR REMOVAL OF ANY NATIVE SPECIES VEGETATION OR
TREES OF SIGNIFICANCE, OTHER THAN THOSE INDICATED ON THE PLANS OR AS DIRECTED
BY THE ENGINEER.
8. THE CONTRACTOR SHALL EXERCISE CARE DURING GRADING ACTIVITIES IN THE VICINITY OF
NATIVE VEGETATION AND TREES OF SIGNIFICANCE AT THE CONSTRUCTION SITE. ALL
GRADING IN THE VICINITY OF TREES NOT IDENTIFIED FOR REMOVAL SHALL BE MADE IN A
MANNER THAT DOES NOT DISTURB THE ROOT SYSTEM WITHIN THE DRIP LINE OF THE TREE.
9. WORK ACTIVITIES ARE BEING PERFORMED AS AN ENVIRONMENTAL RESTORATION PLAN
NEAR PRIVATE RESIDENCES. THE CONTRACTOR SHALL MAKE ALL REASONABLE EFFORTS
TO REDUCE SEDIMENT LOSS, PROTECT PUBLIC SAFETY, AND MINIMIZE DISTURBANCE OF
THE SITE WHILE PERFORMING THE CONSTRUCTION WORK. ALL AREAS SHALL BE KEPT
NEAT, CLEAN, AND FREE OF ALL TRASH AND DEBRIS, AND ALL REASONABLE PRECAUTIONS
SHALL BE TAKEN TO AVOID DAMAGE TO EXISTING ROADS, VEGETATION, TURF,
STRUCTURES. AND PRIVATE PROPERTY.
10. PRIOR TO START OF WORK. THE CONTRACTOR SHALL SUBMIT THE SOURCE OF MATERIALS,
INCLUDING AGGREGATES, EROSION CONTROL MATTING, WOOD AND NATIVE PLANTING
MATERIAL TO THE ENGINEER FOR REVIEW AND APPROVAL. NO WORK SHALL BE
PERFORMED UNTIL THE SOURCE OF MATERIAL IS APPROVED BY THE ENGINEER.
11. THE CONTRACTOR SHALL BE HELD SOLELY RESPONSIBLE FOR ANY NECESSARY
COORDINATION BETWEEN THE VARIOUS COUNTY, STATE OR FEDERAL AGENCIES, UTILITY
COMPANIES, HISMER SUB -CONTRACTORS, AND THE ENGINEER FOR THE DURATION OF THE
PROJECT.
12. PRIOR TO START OF WORK. THE CONTRACTOR SHALL SUBMIT THEIR DETAILED PLANTING
SCHEDULE TO THE ENGINEER FOR REVIEW. NO WORK SHALL BE PERFORMED UNTIL THIS
SCHEDULE IS APPROVED BY THE ENGINEER. THE DETAILED PLANTING SCHEDULE SHALL
CONFORM TO THE PLANTING REVEGETATION PLAN AND SHALL INCLUDE A SPECIES LIST
AND TIMING SEQUENCE.
13. THE CONTRACTOR IS REQUIRED TO INSTALL IN -STREAM STRUCTURES AND CULVERT PIPES
USING A BACKHOE/EXCAVATOR WITH A HYDRAULIC THUMB OF SUFFICIENT SIZE TO PLACE
STRUCTURES INCLUDING LOGS, STONE, BOULDERS, ROOT WADS. AND TEMPORARY WOOD
MAT STREAM CROSSINGS.
GRADING NOTES
1. NO GRADING ACTIVITIES SHALL OCCUR BEYOND THE
PROJECT LIMITS OF DISTURBANCE (LOD) AS SHOWN ON THE
DESIGN PLANS.
2. ONCE PROPOSED GRADES ARE ACHIEVED ALONG THE
CONSTRUCTED STREAM CHANNEL, BANKFULL BENCHES
AND FLOODPLAIN AREAS AS SHOWN ON THE PLANS,
GRADED AREAS SHALL BE ROUGHENED USING TECHNIQUES
DESCRIBED IN THE CONSTRUCTION SPECIFICATIONS.
3. ALL SUITABLE SOIL MATERIAL REQUIRED TO FILL AND/OR
PLUG EXISTING DITCHES AND'OR STREAM CHANNEL SHALL
BE GENERATED ONSITE AS DESCRIBED IN THE
CONSTRUCTION SPECIFICATIONS. ANY EXCESS SPOIL
MATERIAL SHALL BE STOCKPILED IN DESIGNATED AREAS
AND OR HAULED OFF-SITE AS APPROVED BY THE ENGINEER.
1iWATER & LAND
SOLUTIONS
10940 Raven Ridge Rd., Suite 200
Raleigh, NC 27614
[phone]
waterlandsolutions.com
PROJECT ENGINEER
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'�71IIIIIIIIIWIW
ENGINEERING SERVICES BY
WLS ENGINEERING, PLLC
FIRM LICENSE NO. P-1480
REVISIONS
ADRAFT MIT PLAN 7-21-17
B ___ FINAL DRAFT MIT PLAN 8-21-17
C FINAL MIT PLAN 11-22-17
D ISSUED FOR CONSTRUCTION 1-29-18
E AS -BUILT 11.30-18
NO. I DESCRIPTION I DATE
PROJECT NAME
EDWARDS-
JOHNSON
MITIGATION
PROJECT
JOHNSTON COUNTY, NC
DRAWING INFORMATION
PROJECT NO.: 97080
FILENAME : @ EANMJ%WSON CFNBW.NOTB-SYM BB LW'.
DESIGNEDBY: KMVNJSH
DRAWN BY : APL
DATE : 11-30.18
HORIZ. SCALE: N.T.S.
VERT. SCALE: NIA
SHEET NAME
LEGEND/
CONSTRUCTION
SEQUENCE/
GENERAL NOTES
SHEET NUMBER

^ Wbkf
GROUND
PROPOSED
GROUND
RIFFLE
N.T.S
EXISTING TOP OF TERRACE
GROUND
VARIES Wbkf VARIES
PROPOSED D -max h
GROUND (V
Wb
RIFFLE WITH BANKFULL BENCH
N.T.S
N
EXISTING TOP OF TERRACE
GROUND
EXISTINGVlbkf VARIES Wbkf VARIES
----- -
EXISTING-
Wbkf
GROUND ^" GROUND
s D -max PROPOSED D -max
D -max
tw ` GROUND a'
� M•
PROPOSED PROPOSED
GROUND GROUND "Wb
POOL POOL WITH BANKFULL BENCH OUTLET CHANNEL
N.T.S N.T.S N.T.S
Reach Name
R1
R2
R3 (upper)
R3 (lower)
R4
Feature
Riffle
Pool
Riffle
Pool
Riffle
Pool
Riffle
Pool
Riffle
Pool
Outlet Channel
Width of Bankfull, Wbkf (ft)
7,0
8.7
7.7
9.6
8.2
10.4
8.6
10.6
8.6
10.6
3.0 (MIN.)
Average Depth, Dbkf (ft)
0.6
0.7
0.6
0.8
0.7
0.9
0.7
0.9
0.7
0.9
NIA
Maximum Depth, D -Max (ft)
0,8
1.1
0.9
1.3
1.0
1.5
1.0
1.6
1.0
1.6
0.5
Width to Depth Ratio, bkf WID
12.0
12.1
12.0
11.8
12.0
11.5
12.0
11.3
12.0
11.3
NIA
Bankfull Area, Abkf (sq ft)
4.1
6.2
5.0
7.8
5.6
9.4
6.1
9.9
1 6.1
9.9
NIA
Bottom Width, Wb (ft)
1 2,9
2,6
3.2
2.5
3.3 1
2.2
3.5
1.8
1 3.5
1.8
NIA
4 WATER & LAND
SOLUTIONS
10940 Raven Ridge Rd., Suite 200
Raleigh, NC 27614
[phone]
waterla ndsolutions.com
PROJECT ENGINEER
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ENGINEERING SERVICES BY
WLS ENGINEERING, PLLC
FIRM LICENSE NO. P-1480
REVISIONS
A DRAFT MIT PLAN 7-21-17
B FINAL DRAFT MIT PLAN 8-21-17
C FINAL MIT PLAN 11-22-17
D ISSUED FOR CONSTRUCTION 1-29.18
E AS -BUILT 11-30.18
NO. DESCRIPTION DATE
PROJECT NAME
EDWARDS-
JOHNSON
MITIGATION
PROJECT
JOHNSTON COUNTY, NC
DRAWING INFORMATION
PROJECT NO.: 97080
FILENAME:O3 EDWARDSJOHNSON TYPICAL_SECTIONS.OWG
DESIGNED BY: KMV1 SH
DRAWN BY. APL
DATE: 11-30.18
HORIZ. SCALE: N.T.S.
VERT.SCALE: N.T.S.
SHEET NAME
TYPICAL
SECTIONS
SHEET NUMBER
3

TOP OF
STREAMBANK
OPTIONAL
COVER LOG
SCOUR
POOL
t f -
ROOTWAD (TYP.)
TRANSPLANTS
PLAN VIEW
CONTROL MATTING
I (0.S' MAX. HT.) BERM(S) TOP OF
TO EXTEND BEYOND STREAMBANK
FS OF ROOTWADS.
ROOTWADROOTWAD
ENTIRE
BELOW STREAMBED. (OPTIONAL)
SECTION A -A
ROOTWADS WITHOUT TRANSPLANTS
TRANSPLANTS
RESTORED-,
STREAMBANK \
> 1/2 OF RC
IS BELOW BA
R001
NOTES:
1. THE TRENCHING METHOD REQUIRES THAT A TRENCH BE EXCAVATED FOR
THE LOG PORTION OF THE ROOTWAD. A COVER LOG SHOULD BE INSTALLED
UNDERNEATH THE ROOTWAD IN A TRENCH EXCAVATED PERPENDICULAR
TO THE BANK AND BELOW THE RESTORED STREAMBED. ONE-THIRD OF THE
ROOTWAD SHOULD REMAIN BELOW NORMAL BASE FLOW CONDITIONS.
ENTIRE ROOTWAD TRUNK
BELOW STREAMBED.
ROOTWADS
NOT TO SCALE
" `COVER LOG
(OPTIONAL)
SECTION A -A
ROOTWADS WITH TRANSPLANTS
BOULDER
(OPTIONAL) `
INVERT! Dj�5
GRADE POINT\ \� \
' SCOUR
POOL
� f
fOP OF STREAM BANK
BURY
BANK,
PLAN VIEW
NDN -WOVEN
,-NONTEXTILE FABRIC
ARM ANGLE
1\ 20 TO 30'
TOP OF STREAM BANK
p
- FLOW
ELEVATION
PLANTS
SCOUR
STREAMBED
BEGIN STEP INVERT
SET INVERT ELEVATION
BASED ON DESIGN PROFILE
OR LIVE STAKES
NON -WOVEN
LOG
ELEVATION
FOOTER LOG
S
(OPTIONAL)
5
NOTES_
EROSION CONTROL TOP OF STREAM BANK
SHOULD STILL BE USED TO SEAL AROUND LOG. LOGS SHOULD EXTEND INTO THE BANKS 5' ON EACH
LOG AT A MAXIMUM OF 3 INCHES ABOVE THE INVERT ELEVATION.
1.
MATTING
_9 BANKFULI STAGE
SIDE
rsDD>uR�
HARDWOOD AND RECENTLY HARVESTED.
3.
SOIL SHALL BE WELL COMPACTED AROUND BURIED PORTION OF FOOTER LOGS WITH BUCKET OF
POOL
2.
� ! _ _
_1Z --BASEFLOW 1 t�
TRACK HOE.
13. CUT A NOTCH IN THE HEADER LOG APPROXIMATELY 30% OF THE CHANNEL
ADDITIONAL LOG FILTER FABRIC SHOULD STILL BE USED TO SEAL AROUND
HEADER
STONE
I
L 0 J
LOG, AT THE DIRECTION OF THE ENGINEER.
LOG
BACKFILL
SHALL BE USED TO CENTER FLOW AND NOT EXCEED 31NCHES IN DEPTH.
3.
PLACE FOOTER LOGS FIRST AND THEN HEADER (TOP) LOG. SET HEADER
__ - _
BACKFILL ALONG SIDE SLOPES.
14. THE NUMBER OF STEPS MAY VARY BETWEEN BEGINNING AND END
LOG AT A MAXIMUM OF 31NCHES ABOVE THE INVERT ELEVATION.
FOOTER
INSTALL EROSION CONTROL MATTING ALONG COMPLETED BANKS SUCH THAT THE EROSION CONTROL
STATIONING. SEE LONGITUDINAL PROFILE FOR STATION AND ELEVATION.
-
CUT A NOTCH IN THE HEADER LOG APPROXIMATELY 30% OF THE CHANNEL
LOG
MATTING AT THE TOE OF THE BANK EXTENDS DOWN TO THE UNDERCUT ELEVATION.
15. USE GEOTEXTILE FABRIC FOR DRAINAGE TO SEAL GAPS BETWEEN LOGS.
BOTTOM WIDTH AND EXTENDING DOWN TO THE INVERT ELEVATION. NOTCH
1%-2%CROSSSLOPE NOTCH (SEE
AAT _
16. PLACE VEGETATION TRANSPLANTS FROM TOE OF STREAMBANK TO TOP OF
NOTCH (SEE
NOTE 13)
`�.,�
BUINTO
BRY ANK 5'
MINIMUM
NOTE 13)
SECTION A -A
FINAL CHANNEL BED SHAPE SHOULD BE ROUNDED, COMPACTED, AND CONCAVE, WITH THE ELEVATION
I)
"-LARGE
STONE
(TYP-)
POOL tMDTH
I
BACKFILL
ZBANKFULLL STEP
9.
(1.3X BANKFULL
Y,I
ALONG TOE
TA, INVERT
WIDTH)
STONE AND LOG STEP POOL_
7.
ELEVATION
NOTCH (SEE POOL TO POOL SPACING
OR CASCADE POOLS MAY BE SUBSTITUTED IN AREAS WHERE EXISTING SLOPES EXCEED 10% AS
FLOW-- _- �--
NOTE 13) VARIES. SEE NOTE #9 FOR POOL
DETERMINED BY THE ENGINEER.
NOT TO SCALE
SCOUR
_ _ _
_ SPACING REQUIREMENTS.
POOL
H=STEP BASEFLOW
TOP OF
STREAM BANK
( 1 I
/ / -
POOL
TOE
F MINIMUM
�.
( k1
l ��
STREAM BANK
` ) I
END STEP INVERT
NON -WOVEN
Y
B
ELEVATION
GEOTEXTILE
` / \
FABRIC
PROFILE B -B RESTORED +
STREAMBED LAR ONE
BACKFILL
BOULDER
(OPTIONAL) `
INVERT! Dj�5
GRADE POINT\ \� \
' SCOUR
POOL
� f
fOP OF STREAM BANK
BURY
BANK,
PLAN VIEW
NDN -WOVEN
,-NONTEXTILE FABRIC
ARM ANGLE
1\ 20 TO 30'
TOP OF STREAM BANK
INVERT
- FLOW
ELEVATION
i.
SCOUR
STREAMBED
POOL
STONE BACKFILL
HEADER
NON -WOVEN
LOG
GEOTEXTILE FABRIC
FOOTER LOG
S
(OPTIONAL)
MINIMUM
SECTION A -A
2/3 BANKFULL STAGE
FLOW- .1pj'�
q5+ M S�pP
RESTORED STREAMSED ELEVATION PR
Sim BOULDER
(OPTIONAL) 1,
B ROOT WAD
HEADER
LOG
FOOTERLOG
(OPTIONAL) PROFILE B -B
NOTES:
1. LOGS SHOULD BE AT LEAST 1D" IN DIAMETER. RELATIVELY STRAIGHT, HARDWOOD,
AND RECENTLY HARVESTED.
2. SOIL SHOULD BE COMPACTED WELL AROUND BURIED PORTIONS OF LOGS.
3. ROOTWADS SHOULD BE PLACED BENEATH THE HEADER LOG AND PLACED SO THAT
IT LOCKS THE HEADER LOG INTO THE BANK. SEE ROOTWAD DETAIL
4. BOULDERS OF SUFFICIENT SIZE CAN PLACED ON TOP OF HEADER LOG FOR ANCHORING,
PER DIRECTION OF ENGINEER.
5. LOGS SHOULD BE BURIED INTO THE STREAM BED AND BANKS AT LEAST 5 FEET.
6, GEOTEXTILE FABRIC SHOULD BE NAILED TO THE LOG BELOW THE BACKFILL,
7. TRANSPLANTS CAN BE USED INSTEAD OF ROOTWADS, PER DIRECTION OF ENGINEER.
LOG VANE
NOT TO SCALE
INVERT
ELEVATION
PLAN VIEW
NOTES: ry ll VIcVV
TOP OF STREAM BANK
INVERT �- FLOW
ELEVATION
i.
LOGS SHOULD BE AT LEAST 12 INCHES IN DIAMETER, RELATIVELY STRAIGHT HARDWOOD AND
10, INTERIOR LOGS SHOULD BE AT A SLIGHT ANGLE (-70 DEGREES) FROM THE
SCOUR
POOL
RECENTLY HARVESTED.
STREAMBANK AND CROSS SLOPES SHOULD BE 1-2%.
NON -WOVEN
2.
LOGS >24 INCHES IN DIAMETER MAY BE USED ALONE WITHOUT AN ADDITIONAL LOG FILTER FABRIC
11. PLACE FOOTER LOGS FIRST AND THEN HEADER (TOP) LOG, SET HEADER
NOTES_
5 MINIMUM
SHOULD STILL BE USED TO SEAL AROUND LOG. LOGS SHOULD EXTEND INTO THE BANKS 5' ON EACH
LOG AT A MAXIMUM OF 3 INCHES ABOVE THE INVERT ELEVATION.
1.
LOGS SHOULD BE AT LEAST 12 INCHES IN DIAMETER, RELATIVELY STRAIGHT
SIDE
12. AVERAGE STEP HEIGHTS/DROPS SHALL NOT EXCEED 0.5 UNLESS SHOWN
HARDWOOD AND RECENTLY HARVESTED.
3.
SOIL SHALL BE WELL COMPACTED AROUND BURIED PORTION OF FOOTER LOGS WITH BUCKET OF
OTHERWISE.
2.
LOGS>24 INCHES IN DIAMETER MAY BE USED ALONE WITHOUT AN
TRACK HOE.
13. CUT A NOTCH IN THE HEADER LOG APPROXIMATELY 30% OF THE CHANNEL
ADDITIONAL LOG FILTER FABRIC SHOULD STILL BE USED TO SEAL AROUND
4.
INSTALL GEOTEXTILE FILTER FABRIC UNDERNEATH LOGS.
BOTTOM WIDTH AND EXTENDING DOWN TO THE INVERT ELEVATION. NOTCH
LOG, AT THE DIRECTION OF THE ENGINEER.
5.
UNDERCUT POOL BED ELEVATION 81NCHES TO ALLOW FOR LAYER OF STONE INSTALL LARGE STONE
SHALL BE USED TO CENTER FLOW AND NOT EXCEED 31NCHES IN DEPTH.
3.
PLACE FOOTER LOGS FIRST AND THEN HEADER (TOP) LOG. SET HEADER
BACKFILL ALONG SIDE SLOPES.
14. THE NUMBER OF STEPS MAY VARY BETWEEN BEGINNING AND END
LOG AT A MAXIMUM OF 31NCHES ABOVE THE INVERT ELEVATION.
S.
INSTALL EROSION CONTROL MATTING ALONG COMPLETED BANKS SUCH THAT THE EROSION CONTROL
STATIONING. SEE LONGITUDINAL PROFILE FOR STATION AND ELEVATION.
4,
CUT A NOTCH IN THE HEADER LOG APPROXIMATELY 30% OF THE CHANNEL
MATTING AT THE TOE OF THE BANK EXTENDS DOWN TO THE UNDERCUT ELEVATION.
15. USE GEOTEXTILE FABRIC FOR DRAINAGE TO SEAL GAPS BETWEEN LOGS.
BOTTOM WIDTH AND EXTENDING DOWN TO THE INVERT ELEVATION. NOTCH
7.
INSTALL LARGE STONE BACKFILL ALONG SIDE SLOPES.
16. PLACE VEGETATION TRANSPLANTS FROM TOE OF STREAMBANK TO TOP OF
SHALL BE USED TO CENTER FLOW AND NOT EXCEED 3 INCHES IN DEPTH.
e.
FINAL CHANNEL BED SHAPE SHOULD BE ROUNDED, COMPACTED, AND CONCAVE, WITH THE ELEVATION
STREAMBANK.
5.
USE GEOTEXTILE FABRIC FOR DRAINAGE TO SEAL GAPS BETWEEN LOGS.
OF THE BED APPROXIMATELY 1) .5 FT DEEPER IN THE CENTER THAN AT THE EDGES,
17. SEE TYPICAL SECTION FOR CHANNEL DIMENSIONS.
6.
INSTALL VEGETATION TRANSPLANTS FROM TOE OF STREAM BANK TO TOP
9.
AVERAGE POOL POOL SPACING SHALL BE SHOWN ON THE PROFILE SPECIFIED BY ENGINEER
OF STREAM BRNK.
BASED ON EXISTING CONDITIONS SUCH AS SLOPE AND SUITABLE FILL MATERIAL. RIFFLE STEP -POOLS
STONE AND LOG STEP POOL_
7.
SEE TYPICAL SECTION FOR CHANNEL DIMENSIONS.
OR CASCADE POOLS MAY BE SUBSTITUTED IN AREAS WHERE EXISTING SLOPES EXCEED 10% AS
DETERMINED BY THE ENGINEER.
NOT TO SCALE
STREAM BANK
`;
TOP OF STREAM
SET INVERT ELEVATION TRANSPLANTS -
BASED ON DESIGN PROFILE OR LIVE STAKES
EROSION CONTROL
MATTING _ _ v BANKFULL STAGE
_p9 BASEFLOW
BURYINTO
BANK V
MINIMUM
(TYP.) SECTION A -A
LOG
FOO
LOG
LOG WEIR
NOT TO SCALE
PROFILE B -B
4 WATER & LAND
SOLUTIONS
10940 Raven Ridge Rd., Suite 200
Raleigh, NC 27614
[phone]
watedandsolutions.com
PROJECT ENGINEER
CA
`TI11111111/1/j'
967
010
- f
�I Q`I °t+O(•yeo•Ne•° 1 ��
ENGINEERING SERVICES BY
WLS ENGINEERING, PLLC
FIRM LICENSE NO. P-1480
REVISIONS
A DRAFT MIT PLAN 7-21-17
B FINAL DRAFT MIT PLAN 8-21-17
C FINAL MIT PLAN 11-22-17
D ISSUED FOR CONSTRUCTION 1-29-18
E AS -BUILT 11-30.18
NO. DESCRIPTION DATE
PROJECT NAME
EDWARDS-
JOHNSON
MITIGATION
PROJECT
JOHNSTON COUNTY, NC
DRAWING INFORMATION
PROJECT NO.: 97080
FILENAME :01-07 EDWAADS JOHNSON OETAJL SHEETS.DWC
DESIGNED BY: KMVAASH
DRAWN BY: APL
r --ATE: 11-30-18
HORIZ. SCALE: N.T.S.
VERT. SCALE: N.T.S.
SHEET NAME
i
SHEET NUMBER
4
TOP OF STREAM BANK
INVERT �- FLOW
ELEVATION
STREAMBED
SCOUR
POOL
STONE BACKFILL
NON -WOVEN
GEOTEXTILE FABRIC
HEADER LOG
FOOTER LOG
5 MINIMUM
LOG WEIR
NOT TO SCALE
PROFILE B -B
4 WATER & LAND
SOLUTIONS
10940 Raven Ridge Rd., Suite 200
Raleigh, NC 27614
[phone]
watedandsolutions.com
PROJECT ENGINEER
CA
`TI11111111/1/j'
967
010
- f
�I Q`I °t+O(•yeo•Ne•° 1 ��
ENGINEERING SERVICES BY
WLS ENGINEERING, PLLC
FIRM LICENSE NO. P-1480
REVISIONS
A DRAFT MIT PLAN 7-21-17
B FINAL DRAFT MIT PLAN 8-21-17
C FINAL MIT PLAN 11-22-17
D ISSUED FOR CONSTRUCTION 1-29-18
E AS -BUILT 11-30.18
NO. DESCRIPTION DATE
PROJECT NAME
EDWARDS-
JOHNSON
MITIGATION
PROJECT
JOHNSTON COUNTY, NC
DRAWING INFORMATION
PROJECT NO.: 97080
FILENAME :01-07 EDWAADS JOHNSON OETAJL SHEETS.DWC
DESIGNED BY: KMVAASH
DRAWN BY: APL
r --ATE: 11-30-18
HORIZ. SCALE: N.T.S.
VERT. SCALE: N.T.S.
SHEET NAME
i
SHEET NUMBER
4

E -
SECONDARY LOGS
AND WOODY DEBRIS
;.Y
,�ii�
TOE OF STREAM BANKIrl=TOP OF STREAM BANKHEADER
>w�LOG
�
SET INVERT ELEVATION BASED
B
I
_
H s0.3
ON DESIGN PROFILE
ENDINVERT
ELEVATION
TOF
BEGIN INVERT
TRANSPLANTS
ELEVATION
OR LIVE STAKES EROSION CONTROL
LL
HEADER
MATTING
a LL STAGE
LOG
I�)
\
g BASEFLOW
/
HEAT
J
LOG
FOO'
LOG
T� `(A
�'
J
5 MINIMU
5 MINIMUM
'�
BURIED INTO
BURIED INTO
BANK
BANK
;.Y
,�ii�
TOE OF STREAM BANKIrl=TOP OF STREAM BANKHEADER
>w�LOG
�
r
ONSITE ALLUVIUM
B
I
_
H s0.3
b
ENDINVERT
ELEVATION
NON -WOVEN
GEOTEXTILE FABRIC
(TYPICAL)
PLAN VIEW
S MINIMUM FOOTER
LOGS
NOTES: LOG "� N?W 9
1 PRIMARY LOGS SHOULD BE AT LEAST 12" OR MORE IN DIAMETER, RELATIVELY STRAIGHT. HARDWOOD BACKFILL WITH
AND RECENTLY HARVESTED AND EXTENDING INTO THE BANK VON EACH SIDE SUITABLE ON-SITE 24" MINIMUM DEF
2, SECONDARY LOGS SHOULD BE AT LEAST 4" IN DIAMETER AND NO LARGER THAN 10' AND EXTEND INTO ALLUVIUM
THE BANK 3' ON EACH SIDE. WOODY DEBRIS MATERIAL SHALL BE VARYING DIAMETER TO ALLOW PROFILE B -B
MATERIAL TO BE COMPACTED.
3. NON -WOVEN GEOTEXTILE FABRIC SHOULD BE NAILED TO THE HEADER LOG BELOW THE BACKFILL
4. ROOT WADS AND EROSION CONTROL MATTING CAN BE USED INSTEAD OF TRANSPLANTS OR LIVE
STAKES PER DIRECTION OF ENGINEER.
5. AFTER TRENCH HAS BEEN EXCAVATED A LAYER OF SECONDARY LOGS AND WOODY DEBRIS SHOULD BE
PLACED WITH MINIMAL GAPS. A LAYER OF ON-SITE ALLUVIUM SHOULD BE APPLIED TO FILL VOIDS
BETWEEN SECONDARY LOGS BEFORE ADDITIONAL LAYERS ARE PLACED.
S. SEE TYPICAL SECTION FOR CHANNEL DIMENSIONS,
CONSTRUCTED LOG RIFFLE
NOT TO SCALE
GRADE SIDE SLOPES NO STEEPER THAN 3H
INFLOW`w `
SHALLOW -
POOL SHALLOW
POOL
PLAN VIEW
INFLOW 18' POOL DEPTH
STORAGE VOLUME ELEVATION Y _
�
NISHED GRADE Iy�� --_. —�a../I ia../
OUTLET CHANNEL
(WIDTH VARIES)
4' WIDE EMBANKMENT WITH
STONE COVER (OPTIONAL AS
DIRECTED BY ENGINEER)
ENGINEER)
OUTLET CHANNEL
NOTES. EXISTING GRADE—
1. CONSTRUCT EMBANKMENT WITH COMPACTED SOILAND
SUITABLE MATERIAL IN ACCORDANCE WITH TECHNICAL CONSTRUCT EMBANKMENT WITH
SPECIFICATIONS.
SECTION A - A COMPACTED SOIL AND SUITABLE
2 BACKFILL MATERIAL (TVPJ
WATER OUAUTY TREATMENT FEATURE VARIES IN SIZE AND
SHAPE AS SHOWN ON PLANS.
3. PLANT APPROPRIATE WETLAND SPECIES VEGETATION
AS SPECIFIED IN THE PLANTING PLAN.
WATER QUALITY TREATMENT FEATURE
NOT TO SCALE
.'��. ,.�
OF STREAM BANK
SECONDARY LOGS
AND WOODY DEBRIS
5' MINIMUM
4 WATER & LAND
SOLUTIONS
10940 Raven Ridge Rd., Suite 200
Raleigh, NC 27614
[phone]
waterlandsolutions.com
PROJECT ENGINEER
\111111111//,17!
CAR
•
<iq� •••......°•
ttilllllllil\\
ENGINEERING SERVICES BY
WIS ENGINEERING, PLLC
FIRM UCENSE NO. P-1480
REVISIONS
A DRAFT MIT PLAN 7-21-17
B FINAL DRAFT MIT PLAN 8-21-17
C FINAL MIT PLAN 11-22-17
D ISSUED FOR CONSTRUCTION 1-29.1 B
E AS -BUILT 11-30.18
PROJECT NAME
EDWARDS-
JOHNSON
MITIGATION
PROJECT
JOHNSTON COUNTY, NC
DRAWING INFORMATION
PROJECT NO.: 97080
FILENAME: 04.O EDWARDS JDHNSONjDEFAIL SHEETS,DWG
DESIGNED BY: KMVAIVSH
DRAWN BY: APL
DATE: 11-30-18
HORIZ. SCALE: N.T.S.
VERT. SCALE: N.T.S.
SHEET NAME
SHEET NUMBER
5

EXTEND WOODY DEBRIS MATERIAL
TO 1/4 BANKFULL WIDTH
SCOUR
TOP OF RESTORED STREAM BANK POOL
14 k
STAKE TOP LAYER OF
EROSION CONTROL
MATTING IN 6" TRENCH
(SEE COIR FIBER MATTING
DETAIL)
BACKFILL 1.5' LIFT OF COMPACTED
ON-SITE SOIL (TYP.)
ADD BOULDERS OR OTHER APPROVED
COUNTERWEIGHT TO PREVENT WOOD j
FROM FLOATING
gol
PLACE THICK LAYER
OF 1%6" DIAMETER
WOODY DEBRIS
COVER LOGS AND/OR ROOT WADS
INSTALLED IN LOCATIONS AS SHOWN ON
PLANS AND PER RESPECTIVE DETAILS
FOB
rol
PLAN VIEW
TOP OF RESTORED STREAM BANK
NOTES:
1. DIG A TRENCH BELOW THE RESTORED STREAMBED
FOR THE STONE BACKFILL.
2. FILL TRENCH WITH STONE BACKFILL.
1- FOUNDATION LOGS TO BE INSTALLED
AT ANGLES SHOWN BETWEEN 15-25"
PLAN VIEW
BANKFULLSTAGE —
HORIZONTAL SETBACK FOR LIFT IS
APPROX.1 FT. POINT BAR
A LIVE BRANCH CUTTINGS (SEE (SEE TYPICAL SECTIONS)
PLANTING PLAN FOR SPECIES)
_ EROSION CONTROL MATTING
'��� __-� ♦1�� ENCOMPASSES LIFT
� J
U.
BASEFLOW
RESTORED STREAMBED
-`INSTALL FOUNDATION LOGS
SUCH THAT AT LEAST HALF OF
THE LOG DIAMETER IS BELOW
THE RESTORED STREAMBED
SECTION A - A ELEVATION,
GEOLIFT WI TOE WOOD
NOT TO SCALE
OF STREAM BANK
TOP OF STREAM BANK
BANKFULL STAGE_
NCOMPACTED
HEAD OF RIFFLE
RIFFLE OmaK1= MAX DEPTH
INVERT ELEVATION
FIL L 1.5' MINIMUM
A T (tF G
TOE OF STREAMBANK
L(/Q�},�
V
NEW STREAMBANK
EROSION CONTROL
J
16" MIN. THICKNESS
MATTING SHOULD BE
STONE BACKFILL
PLACED BENEATH STONE
SHALL BE TREATED AS
BACKFILL
.� TOP OF STREAM BANK
SECTION A -A
16" MIN. THICKNESS
STONE BACKFILL
LIVE STAKE
NCOMPACTED
TAIL OF RIFFLE STq`C,E
RESTORED STREAMBED
FIL L 1.5' MINIMUM
A T (tF G
V
PLAN VIEW OF STREAM BANK
TOP OF STREAMBANK
P OF STREAMBANK
PLANT LIVE
STAKES FROM
TOP OF
STREAM BANK
TO TOE OF
STREAM BANK
IN A DIAMOND
SHAPED,
STAGGERED
PATTERN TO
SPECIFIED
SPACING
TRFAMRANK
SECTION A -A
NO LIVE STAKES ON POINT BAR
OF STREAMBANK
OFSTREAMBANK IV. --X `��'I.,.'
IV ---
V TO B' SPACING =2' TO X SPACING = NO LIVE STAKES
LIVE STAKE SPACING PLAN VIEW
SQUARE CUT TOP
BUDS FACING UPWARD
2' TO T LENGTH
LIVE CUTTING
MINIMUM 12"
DIAMETER
ANGLE CUT 30 TO
45 DEGREES
LIVE STAKE DETAIL
NOTES
1. LIVE STAKES SHOULD BE CUT AND INSTALLED ON THE SAME DAY.
2. DO NOT INSTALL LIVE STAKES THAT HAVE BEEN SPLIT.
3. LIVE STAKES MUST BE INSTALLED WITH BUDS POINTING UPWARDS.
4. LIVE STAKES SHOULD BE INSTALLED PERPENDICULAR TO BANK
5. LIVE STAKES SHOULD BE 12 TO 2 INCHES IN DIAMETER AND 2 TO 3 FEET LONG.
6. LIVE STAKES SHOULD BE INSTALLED LEAVING 1/5 OF THE LENGTH OF THE LIVE
LIVESTAKING STAKE ABOVE GROUND.
NOT TO SCALE
CHANNEL TO BE
RELOCATED
TOP OF STREAMBANK
\ NEW FLOW DIRECTION
LAS '
CHANNELBLOCK
10�\
PLAN VIEW \ \
F_
4 WATER & LAND
SOLUTIONS
10940 Raven Ridge Rd., Suite 200
Raleigh, NC 27614
[phone]
waterlandsolutions.com
PROJECT ENGINEER
CA
`j11111111►i1!!/
i
Illllllllllll�``
ENGINEERING SERVICES BY
WLS ENGINEERING, PLLC
FIRM LICENSE NO. P-1480
REVISIONS
A DRAFT MIT PLAN 7-21-17
B FINAL DRAFT MIT PLAN 8-21-17
C FINAL MIT PLAN 11-22-17
D ISSUED FOR CONSTRUCTION 1-29-18
E AS -BUILT 11-30.18
NO. DESCRIPTION DATE
PROJECT NAME
EDWARDS-
JOHNSON
MITIGATION
PROJECT
JOHNSTON COUNTY, NC
DRAWING INFORMATION
PROJECT NO.: 97080
FILENAME :044 EDWARDS JOHNSONDETAIL SHEETS OWG
DESIGNED BY: KMV/ SH
DRAWN BY: APL
DATE: 11-30-18
HORIZ. SCALE: N.T.S.
VERT. SCALE : N.T.S.
�BA_KFU-�L
NCOMPACTED
TAIL OF RIFFLE STq`C,E
FIL L 1.5' MINIMUM
INVERT ELEVATION -�- `
NEW STREAMBANK
FLOW '�-
SHALL BE TREATED AS
_
_
TAIL OF RIFFLE
SPECIFIED IN PLANS
INVERT ELEVATION
FINISHED GRADE
RIFFLE ".-
^`
1
OPTIONAL ROOT WAD
OMPACTED
BASEFLOW
PLACEMENT AS DIRECTED
♦
BACKFILL
— v
BY ENGINEER
HEAD OF RIFFLE
RLti
SHEET NAME
INVERT ELEVATION
CHANNEL INVERT
POOL
-
_
OLD FLOW --
PROFILE B -B
16" MIN. THICKNESS
STONE BACKFILL
NOTES:
1. COMPACT BACKFILL USING ON-SITE
SECTION A -A
DETAILS
HEAVY EQUIPMENT IN 10 INCH LIFTS.
2. FILL DITCH PLUG TO TOP OF BANKS
OR AS DIRECTED BY ENGINEER
CHANNEL BLOCK
NOT TO SCALE
CONSTRUCTED STONE RIFFLE
SHEET NUMBER
NOT TO SCALE
6

2. LOGS SHOULD BE BURIED INTO THE STREAM BED AND BANKS
TRANSPLANTED VEGETATION,
AT LEAST 5 FEET.
113113
3. SOIL SHOULD BE COMPACTED WELL AROUND BURIED PORTIONS OF LOGS.
FOOTER LOG
4. INSTALL GEOTEXTILE FABRIC BEGINNING AT THE TOP OF THE HEADER LOG AND
(OPTIONAL) PROFILE B -B
EXTEND DOWNWARD TO THE DEPTH OF THE BOTTOM FOOTER LOG AND THEN
SOIL MATERIAL
BOTTOM BOTTOM
_ TOE OF STREAM BANK
LOG BELOW THE BACKFILL.
RESTORED STREAMBED
5. EXCAVATE ATRENCH BELOW THE BED FOR FOOTER LOG AND PLACE FILL ON
PLAN VIEW OF STREAM BANK
UPSTREAM SIDE OF VANE ARM, BETWEEN THE ARM AND STREAMBANK.
WIDTH OF WIDTH OF
S. START AT BANK AND PLACE FOOTER BOULDERS FIRST AND THEN HEADER BOULDERS.
INVERTf GRADE POINT
7. CONTINUE WITH STRUCTURE, FOLLOWING ANGLE AND SLOPE SPECIFICATIONS.
(-1.3X BANKFULL
Y O NNEL CHANNEL
BANK 5'
AT DIRECTION OF ENGINEER.
STONE BACKFILL
9. USE HAND PLACED STONE TO FILL GAPS ON UPSTREAM SIDE OF HEADER AND FOOTER
(TYP.)
BOULDERS.
10. AFTER ALL STONE BACKFILL HAS BEEN PLACED, FILL IN THE UPSTREAM SIDE OF THE
HEADER
LOG
u¢~
¢
11. VEGETATION TRANSPLANTS CAN BE USED INSTEAD OF ROOTWADS, PER DIRECTION OF ENGINEER
STONE
ww
ARM A
BACKFILL
0
/in
20'70 /
NON -WOVEN
HEADER
GEOTEXTILE FABRIC
GEOTEFABRIC TILE
m
W
BOULDER
FOOTER LOG
(OPTIONAL)
FABRIC
5' MINIMUM
q
/
}
SECTION A -A
I
_
4
LOGS BURIDIN
STREAMBANK
/
SCOUR\
AT lk`AST 5'
/
POOL
j
Z
/\/\
;p 213 BANKFULL STAGE
-
S
FLOW-4PQM Sy p
RESTORED STREAMBED ELEVATION
'
ROOTWAD
(OPTIONAL)
'
PLAN VIEW
1
NOTES:
_
1. LOGS SHOULD BE 12- TO 18' IN DIAMETER, RELATIVELY STRAIGHT, HARDWOOD.
HEADER HEADER
AND RECENTLY
HARVESTED.
LOG BOULDER
2. LOGS SHOULD BE BURIED INTO THE STREAM BED AND BANKS
TRANSPLANTED VEGETATION,
AT LEAST 5 FEET.
WITH ROOTMASS, AND SOIL
3. SOIL SHOULD BE COMPACTED WELL AROUND BURIED PORTIONS OF LOGS.
FOOTER LOG
4. INSTALL GEOTEXTILE FABRIC BEGINNING AT THE TOP OF THE HEADER LOG AND
(OPTIONAL) PROFILE B -B
EXTEND DOWNWARD TO THE DEPTH OF THE BOTTOM FOOTER LOG AND THEN
SOIL MATERIAL
UPSTREAM TO A MINIMUM OF FIVE FEET. GEOTEXTILE FABRIC SHOULD BE NAILED TO THE
_ TOE OF STREAM BANK
LOG BELOW THE BACKFILL.
RESTORED STREAMBED
5. EXCAVATE ATRENCH BELOW THE BED FOR FOOTER LOG AND PLACE FILL ON
PLAN VIEW OF STREAM BANK
UPSTREAM SIDE OF VANE ARM, BETWEEN THE ARM AND STREAMBANK.
� I
I
S. START AT BANK AND PLACE FOOTER BOULDERS FIRST AND THEN HEADER BOULDERS.
7. CONTINUE WITH STRUCTURE, FOLLOWING ANGLE AND SLOPE SPECIFICATIONS.
(-1.3X BANKFULL
S. AN OPTIONAL COVER LOG CAN BE PLACED IN SCOUR POOL FOR HABITAT IMPROVEMENT
BANK 5'
AT DIRECTION OF ENGINEER.
MINIMUM SECTION A -A
9. USE HAND PLACED STONE TO FILL GAPS ON UPSTREAM SIDE OF HEADER AND FOOTER
(TYP.)
BOULDERS.
10. AFTER ALL STONE BACKFILL HAS BEEN PLACED, FILL IN THE UPSTREAM SIDE OF THE
STRUCTURE WITH ON-SITE ALLUVIUM TO THE ELEVATION OF THE TOP OF THE HEADER
BOULDER AND LOG.
11. VEGETATION TRANSPLANTS CAN BE USED INSTEAD OF ROOTWADS, PER DIRECTION OF ENGINEER
GRADE CONTROL LOG J -HOOK VANE
NOT TO SCALE
TRENCH LIMITS j�)j 1-( 24- MAX. TYP (TRENCH ONLY)
® ® ® a ® ® IIn ® 0
36" MAX. TYP .99, I
SMALL MATTING STAKES- j �+�.%
1-{1CQY:b)') L LARGE MATTING STAKES
PLAN VIEW OF STREAM BANK
INSTALL EDGE OF EROSION CONTROL MATTING IN 12 INCH DEEP
TRENCH. AND SECURE BY STAKING, BACKFILLING. AND COMPACTING
SOIL TO FINISHED GRADE.
Y�TOP OF STREAM BANK -
s BANKFULL STAGE
i
SMALL MATTING STAKES (TYPJ
/-TOE OF STREAM BANK
p BASEFLOW_
RESTORED STREAMBED
OF STREAM BANK
EROSION CONTROL
MATTING TO BE
EXTENDED TO TOE
OF SLOPE
TYPICAL LARGE MATTING STAKE
��[efj;�FZLLII. f[i,RiiA,�djt{_19y:1S�1C 7S 7NY11'.
�TiTil7ii:� � ♦ 1-.......
TYPICAL SMALL MATTING STAKE
[IIX�7[�.CHi:�ifd!111�It37BLifL`il�
C?337fiii:Ra.�.f��I�[[IrY>1.�i1�
i1f�G5i:��i7N[�'f39ui7YLT:?3R:i�•f:Ii:]L`ii7
(PECi��1GS�]G[flrF>t��i�l
f��i]TT71TkTiriAE1�
NOTES:
1. RESTORED STREAM BANKS MUST BE SEEDED AND
MULCHED PRIOR TO PLACEMENT OF EROSION CONTROL
MATTING.
2. SEE TECHNICAL SPECIFICATIONS FOR MATTING STAKE
SPACING REQUIREMENTS.
SECURE EROSION CONTROL 3. PLACE LARGE STAKES ALONG ALL MATTING SEAMS, IN
MATTING AT TOE OF SLOPE THE CENTER OF STREAM BANK, AND TOE OF SLOPE.
SECTION A -A WITH LARGE MATTING STAKES.
EROSION CONTROL MATTING
NOT TO SCALE
TRANSPLANTED VEGETATION,
WITH ROOTMASS, AND SOL
MATERIAL
TRANSPLANTED VEGETATION,
NOT TO SCALE
WITH ROOTMASS, AND SOIL
-- -_,_
MATERIAL
OR SUITABLE
TOP OF STREAM BANK
BASED ON DESIGN PROFILE OR LIVE STAKES
SOIL MATERIAL
TOP OF STREAMBANK
_ TOE OF STREAM BANK
RESTORED STREAMBED
(A�
PLAN VIEW OF STREAM BANK
TRANSPLANTED VEGETATION,
WITH ROOTMASS, AND SOL
MATERIAL
TOP OF STREAM BANK
S BANKFULL STAGE
TOE OF STREAM BANK
_ BASE FLOW
SECTION A -A
NOTES:
1. EXCAVATE A HOLE IN THE RESTORED STREAM BANK THAT WILL
ACCOMMODATE THE SIZE OF TRANSPLANT TO BE PLANTED.
BEGIN EXCAVATION AT TOE OF THE STREAM BANK.
2. EXCAVATE THE ENTIRE TRANSPLANT ROOT MASS AND AS
MUCH ADDITIONAL SOIL MATERIAL AS POSSIBLE. IF ENTIRE
ROOT MASS CAN NOT BE EXCAVATED AT ONCE, THE
TRANSPLANT IS TOO LARGE AND ANOTHER SHOULD BE
SELECTED.
3. PLANT TRANSPLANT IN THE RESTORED STREAM BANK SO THAT
VEGETATION IS ORIENTATED VERTICALLY.
4. FILL IN ANY HOLES OR VOIDS AROUND THE TRANSPLANT AND
COMPACT.
5, ANY LOOSE SOIL LEFT IN THE STREAM SHOULD BE REMOVED.
6. WHEN POSSIBLE, PLACE MULTIPLE TRANSPLANTS CLOSE
TOGETHER SUCH THAT THEIR ROOT MASSES CONTACT.
VEGETATION TRANSPLANTS
POOL TO POOL SPACING
NOT TO SCALE
STONE BACKFILL
-
ELEVATION
OR SUITABLE
BASED ON DESIGN PROFILE OR LIVE STAKES
SOIL MATERIAL
TOP OF STREAMBANK
9�ANKFULLL TAGE
I
I
� I
I
POOL WIDTH
(-1.3X BANKFULL
BANK 5'
WIDTH)
MINIMUM SECTION A -A
TOP OF STREAM BANK
S BANKFULL STAGE
TOE OF STREAM BANK
_ BASE FLOW
SECTION A -A
NOTES:
1. EXCAVATE A HOLE IN THE RESTORED STREAM BANK THAT WILL
ACCOMMODATE THE SIZE OF TRANSPLANT TO BE PLANTED.
BEGIN EXCAVATION AT TOE OF THE STREAM BANK.
2. EXCAVATE THE ENTIRE TRANSPLANT ROOT MASS AND AS
MUCH ADDITIONAL SOIL MATERIAL AS POSSIBLE. IF ENTIRE
ROOT MASS CAN NOT BE EXCAVATED AT ONCE, THE
TRANSPLANT IS TOO LARGE AND ANOTHER SHOULD BE
SELECTED.
3. PLANT TRANSPLANT IN THE RESTORED STREAM BANK SO THAT
VEGETATION IS ORIENTATED VERTICALLY.
4. FILL IN ANY HOLES OR VOIDS AROUND THE TRANSPLANT AND
COMPACT.
5, ANY LOOSE SOIL LEFT IN THE STREAM SHOULD BE REMOVED.
6. WHEN POSSIBLE, PLACE MULTIPLE TRANSPLANTS CLOSE
TOGETHER SUCH THAT THEIR ROOT MASSES CONTACT.
VEGETATION TRANSPLANTS
POOL TO POOL SPACING
NOT TO SCALE
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2. LOGS 124 INCHES IN DIAMETER MAY BE USED ALONE WITHOUT AN ADDITIONAL LOG FILTER
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3. SOIL SHALL BE WELL COMPACTED AROUND BURIED PORTION OF FOOTER LOGS WITH
BUCKET OF TRACK HOE.
4. INSTALL NON -WOVEN GEOTEXTILE FABRIC UNDERNEATH LOGS.
5. UNDERCUT POOL BED ELEVATION 8 INCHES TO ALLOW FOR LAYER OF STONE. INSTALL
STONE BACKFILL OR SUITABLE ALLUVIUM ALONG SIDE SLOPES.
6. INSTALL EROSION CONTROL MATTING ALONG COMPLETED BANKS SUCH THAT THE EROSION
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ELEVATION.
7, INSTALL STONE BACKFILL OR SUITABLE SOIL MATERIAL ALONG SIDE SLOPES.
8. FINAL CHANNEL BED SHAPE SHOULD BE ROUNDED, COMPACTED, AND CONCAVE, WITH THE
ELEVATION OF THE BED APPROXIMATELY 0.5 FT DEEPER IN THE CENTER THAN AT THE
EDGES.
9. AVERAGE POOL TO POOL SPACING SHALL BE SHOWN ON THE PROFILE OR SPECIFIED BY
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RIFFLE STEP POOLS OR CASCADE POOLS MAY BE SUBSTITUTED IN AREAS WHERE EXISTING
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15. USE GEOTEXTILE FABRIC FOR DRAINAGE TO SEAL GAPS BETWEEN LOGS.
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17. SEE TYPICAL SECTION FOR CHANNEL DIMENSIONS.
NOT TO SCALE
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WADS (TYP.)
O DB 199"G 478/
PROPOSED FROM STA. 36+29.86 TO
39+00.31
NO. DESCRIPTION DATE
PN K021W�
1
PROJECT NAME
NORTH
NORTH
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250
250
240
240
JOHNSON
MITIGATION
PROJECT
a e
JOHNSTON COUNTY, NC
DRAWING INFORMATION
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PROJECT NO.: 97060
FILENAME : C&13 E ARDS JOHNSON PP SHEETS3Z
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240
230
230
DESIGNED BY: KMV/WSH
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DATE 0-18
111"=
HOR Z. SCALE: 60'
VERT. 6CALE : 1" =61
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220
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GRAPHIC SCALE
SHEET NAME
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17+00 16+00 19+00
36+00 39+00 40+00

PLANTING NOTES
Botanical Name Common Name
Application Rate
(lbs/acre)
\ I
1. THE FOLLOWING TABLES LIST THE PROPOSED VEGETATION SPECIES
130
SELECTION FOR THE PROJECT REVEGETATION. THE TOTAL PLANTING
for Planting
AREA IS APPROXIMATELY 2.6 ACRES AND WILL VARY BASED ON SITE
'
CONDITIONS DURING CONSTRUCTION
I I
2. FINAL VEGETATION SPECIES SELECTION MAY CHANGE DUE TO
7%
REFINEMENT OR SPECIES AVAILABILITY AT THE TIME OF PLANTING.
Permanent Herbaceous Seed Mixture—Streambank, Floodplain, Wetlands and
SPECIES SUBSTITUTIONS WILL BE COORDINATED BETWEEN ENGINEER AND
Riparian
PLANTING CONTRACTOR PRIOR TO THE PROCUREMENT OF PLANT/SEED
10%7444,
STOCK
I
3. IN GENERAL. WOODY SPECIES SHALL BE PLANTED AT A DENSITY OF 680
FAC
STEMS PER ACRE AND A MINIMUM OF 50 FEET FROM THE TOP OF
Big blue stem
RESTORED STREAMBANKS TO THE REVEGETATION LIMITS, EXACT
1.5000
PLACEMENT OF THE SPECIES WILL BE DETERMINED BY THE
Dichanthelium
CONTRACTORS VEGETATION SPECIALIST PRIOR TO SITE PLANTING AND
I
BASED ON THE WETNESS CONDITIONS OF PLANTING LOCATIONS.
FACW
4. SUPPLEMENTAL PLANTING ACTIVITIES SHALL BE PERFORMED WITHIN THE
Diospyros virginiana Persimmon
EXISTING BUFFER ENHANCEMENT AREA (BUFFER GROUP 2) USING SPECIES
FAC
DESCRIBED IN RIPARIAN BUFFER PLANT MIXTURE.
_
\
5. ANY INVASIVE SPECIES VEGETATION, SUCH AS CHINESE PRIVET
\\
(LIGUSTRUM SINENSE), MULTIFLORA ROSE (ROSA MULTIFLORA), AND
\
MICROSTEGIUM (MICROSTEGIUM VIMINEUM) WILL BE INITIALLY TREATED
River oats
AS DESCRIBED IN THE CONSTRUCTION SPECIFICATIONS PRIOR TO
1.5000
PLANTING ACTIVITIES TO ALLOW NATIVE PLANTS TO BECOME ESTABLISHED
latifolium
WITHIN THE CONSERVATION EASEMENT.
\
6. LARGER NATIVE TREE SPECIES TO BE PRESERVED WILL BE FLAGGED BY
\
THE ENGINEER PRIOR TO CONSTRUCTION ACTIVITIES ANY TREES
\
HARVESTED FOR WOODY MATERIAL WILL BE UTILIZED TO PROVIDE BED
1
iJ
AND BANK STABILIZATION, COVER AND/OR NESTING HABITAT.
`
Soft rush
5%
7. ALL DISTURBED AREAS WILL BE STABILIZED USING MULCHING AND
/
SEEDING AS DEFINED IN THE CONSTRUCTION SPECIFICATIONS AND THE
r
APPROVED SEDIMENTATION AND EROSION CONTROL PLANS
.
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SCHEDULE
PLANTING ZONES IF4
WATER &LAND
SOLUTIONS
RIPARIAN BUFFER RESTORATION (BUFFER GROUP 1)
/ 7721 Six Forks Rd., Suite 130
Raleigh, 4- 27615
111
RIPARIAN BUFFER ENHANCEMENT (BUFFER GROUP 2) � (919)614-51 11
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oa o°0 000 0°000 0 0 0 p0@p°o 0 0 0 0°0 0 o Oo 00°00 0 0 0°00 o A DRAFT MIT PLAN 7-21-17
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PLANTING SCHEDULE
r ob80DpO0000000°00 /// J1! JOHNSTON COUNTY, NC
Planting Dates
Botanical Name Common Name
Application Rate
(lbs/acre)
September to
Secale cereate Rye Grain (Cool Season)
130
March
for Planting
(IWacre)
April to August
Urochloa ramosa Browntop Millet (Warm
Season)
40
PERMANENT SEEDING
SCHEDULE
Botanical Name
Common Name
%Proposed
ding Rate
Wetland
Botanical Name
ommon Name
IC
for Planting
(IWacre)
Tolerance
7%btra
FACW
by Species
7%
FACW
Permanent Herbaceous Seed Mixture—Streambank, Floodplain, Wetlands and
Riparian
Buffer Areas
10%7444,
FACW
Acer rubrum Red Maple
(Proposed Seed Rate @ 15 lbs/acre)
FAC
Andropogon gerardii
Big blue stem
10%
1.5000
FAC
Dichanthelium
Deer Tongue
15%
1.5000
FACW
clandestinum
Diospyros virginiana Persimmon
3%K
FAC
Carpinuscarohniana Ironwood
Carex cnnata
Fringed sedge
10%
2.2500
FACW+
Chasmanthium
River oats
5%
1.5000
FACU
latifolium
Alnus serrulata Tag Alder
8%bo4
I OBL
'Ctnp(vremeAcaoa Fhazelatd..
Comus amomum Silky Dogwood
Elymus virgimcus
Virginia wild rye
15%
1.5000
FAC
Juncus etfusus
Soft rush
5%
2.2500
FACW+
Panicum virgatum
Switchgrass
10%
1.5000
FAC+
Eutrochium fistutosum
Joe-pye-weed
5%
0.7500
FACW
Schizachyrium
Little blue stem
10%
0.7500
FACU
scopanum
Tnpsacum dactyloides
Eastern
5%
0.7500
FAC+
gamagrass
Sorghastrum nutans
Indiangrass 1
10%
1 0.7500
1 FACU
Botanical Name
Common Name
%Proposed
for Planting
by Species
Weiland
Tolerance
Riparian Buffer Bare Root Plantings — Overstory,
(Proposed 8'x 8' Planting Spacing @ 680 Stems/Acre)
Fraxinus pennsylvanica Green Ash
6004
FACW
Betula nigra River Birch
7%btra
FACW
Quercus michauxii Swamp Chestnut Oak
7%
FACW
Piatanus occidentalis American Sycamore
10%7444,
FACW
Acer rubrum Red Maple
5%
FAC
Linodendron tulipifera Tulip -poplar
10%74ta,
FACU
Quercus nigra Water Oak
8%7,%
1 C
Quercus phellos jWiIlDwOa1k
7%75Ya
I FACW
Riparian Buffer Bare Root Plantings — Understory
(Proposed 8' x 8' Planting Spacing 680 Stems/Acre)
Diospyros virginiana Persimmon
3%K
FAC
Carpinuscarohniana Ironwood
8%bwk
FAC
77amamel rr rg waaa votch-hazel,
Magnolia virgmiana Sweetbay Magnolia
bk
8%
-FAsu
FACW
Awmirte-fWsba
Hex vertialiata Winterberry
lyra
3%
'7y& -
FACW
Lindera benzoin Spicebush
7%bora
FACW
Alnus serrulata Tag Alder
8%bo4
I OBL
'Ctnp(vremeAcaoa Fhazelatd..
Comus amomum Silky Dogwood
t -A
3%
1 -MIS4
FACW
Riparian Butter Live Stake Plantings - Streambanks
(Proposed 2'-3' Spacing @ Meander Bends and 6'-8' Spacing @l Riffle
Sections)
Sambucus canadensis Elderberry
20%
FACW
Salix sericea Silky Willow
30%
OBL
Salix nigra Black Willow
10%
OBL
Comus amomum I Silky Dogwood
40%
FACW
DRAWING INFORMATION
PROJECT NO.: 97080
FILENAME :141E_E)VW 05 JOHN50N RVEGETA110N PIANS.D*G
DESIGNED BY: KMVM/SH
DRAWN BY: APL
DATE: 11-30.18
HORIZ, SCALE : 1" = 40'
VERT. SCALE : NIA
0
NORTH
40 2D a 40 80
GRAPHIC SCALE
[9`[. 33idf_ Trig
REVEGETATION
PLAN
SHEET NUMBER
W11

PLANTING ZONES
WATER & LAND
RIPARIAN BUFFER RESTORATION (BUFFER GROUP 1) SOLUTIONS
■
10940 Raven Ridge Suite 200
276
RIPARIAN BUFFER ENHANCEMENT (BUFFER GROUP 2) ■ Raleigh, NC 27614
■ [phone]
watedandsolutions.com
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A DRAFT MIT PLAN 7-21-17
B FINAL DRAFT MIT PLAN 8-21-17
C FINALMITPLAN 11-22-17
D ISSUED FOR CONSTRUCTION 1-29-18
E AS -BUILT 11-30.18
NO. DESCRIPTION DATE
PROJECT NAME
EDWARDS-
JOHNSON
MITIGATION
PROJECT
JOHNSTON COUNTY, NC
DRAWING INFORMATION
PROJECT NO.: 97080
FILENAME :1416 B)WAADS JOHNSON-REVEGEU710 PtANSDNM'
DESIGNED BY: KMVANSH
DRANK BY: APL
DATE: 11-30.18
HORI2. SCALE: 1"=40'
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PLAN
SHEET NUMBER
15

PLANTING ZONES
AWATER & LAND
SOLUTIONS
RIPARIAN BUFFER RESTORATION (BUFFER GROUP 1)
10940 Raven Ridge Rd., Suite 200
Raleigh, NC 27614
RIPARIAN BUFFER ENHANCEMENT (BUFFER GROUP 2)
[phone]
waterlandsolutions.com
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