20160981 Ver 2_Baseline Monitoring Report FINAL_20190708

ID#* 20160981
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Mac Haupt
Initial Review
Completed Date
07/08/2019
Mitigation Project Submittal - 7/8/2019
Version* 2
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Contact Name:*
Brad Breslow
Project Informatio-
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(DWR) (nunbers only no dash)
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Project Type: r DMS r Mitigation Bank
Project Name: Uale
County: Johnston
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Mitigation Monitoring Report
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Print Name:* Ryan Medric
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UZZLE STREAM
MITIGATION SITE
JOHNSTON COUNTY, NORTH CAROLINA
SA W-2016-01973
AS -BUILT BASELINE MONITORING REPORT
Provided by:
fires
Bank Sponsor: EBX-Neuse I, LLC,
An entity of Resource Environmental Solutions
302 Jefferson Street, Suite 110
Raleigh, NC 27605
919-209-1056
July 2019

Table of Contents
1.0 Project Summary..................................................................................................................................... 2
1.1
Project Location and Description.............................................................................................. 2
1.2
Project Goals and Objectives.................................................................................................... 2
1.3
Project Success Criteria............................................................................................................. 3
StreamSuccess Criteria................................................................................................................... 3
VegetationSuccess Criteria............................................................................................................. 4
1.4
Project Components.................................................................................................................. 4
1.5
Stream Design/Approach.......................................................................................................... 5
1.6
Construction and As -Built Conditions...................................................................................... 6
1.7
Baseline Monitoring Performance(MYO)................................................................................. 6
Vegetation........................................................................................................................................ 6
StreamGeomorphology................................................................................................................... 6
StreamHydrology............................................................................................................................ 7
WetlandHydrology.......................................................................................................................... 7
2.0 Methods.................................................................................................................................................. 7
3.0 References............................................................................................................................................... 8
Appendix A: Background Tables
Table 1: Project Mitigation Components
Table 2: Project Activity and Reporting History
Table 3: Project Contacts Table
Table 4: Project Background Information Table
Figure 1: Site Location Map
Appendix B: Visual Assessment Data
Figure 2: Current Conditions Plan View
Vegetation Plot Photos
Monitoring Device Photos
Appendix C: Vegetation Plot Data
Table 5: Planted Species Summary
Table 6: Vegetation Plot Mitigation Success Summary
Table 7a. Stem Count Total and Planted by Plot Species
Table 7b. Random Vegetation Monitoring Plot Data
Appendix D: Stream Measurement and Geomorpholo2y Data
Baseline Cross -Section Plots
Table 8. Baseline Stream Data Summary
Table 9. Cross Section Morphology Data Table
Appendix E: As -Built Plan Sheets
Uzzle As -Built Survey
Redline Uzzle As -Built Survey
Uzzle 1 As -Built Baseline Monitoring Report
Stream Mitigation Site July 2019

1.0 Proiect Summary
1.1 Project Location and Description
The Uzzle Stream Mitigation Site (the "Site"), a component of the Neu -Con Stream and Wetland Umbrella
Mitigation Bank, is located in Johnston County, North Carolina, approximately six miles southeast of
Clayton. Water quality stressors currently affecting the Site include livestock production, agricultural
production, and improper flow dynamics due to impervious surface runoff. The Site presents 5,897 linear
feet of stream restoration and enhancement generating 2,876 Stream Mitigation Units (SMU) along Little
Poplar Creek and two unnamed tributaries.
The Site is located in the Neuse River Basin within Cataloging Unit 03020201, TLW 03020201100040,
part of the Neuse Regional Watershed Planning (RWP) area, and the Wake -Johnston Collaborative Local
Watershed Plan (WJCLWP). As part of the RWP and WJCLWP, the Site is located in a subwatershed
identified as High Priority for stream corridor restoration due to current surrounding land use, hydrologic
impairment due to stormwater runoff, and projected impact from highway development.
Consisting of pasture land and wooded areas, the Site's total easement area is 27.3 acres within the overall
drainage area of 1,312 acres. Grazing livestock have historically had access to all stream reaches within the
Site. The lack of riparian buffer vegetation, deep-rooted vegetation, and unstable channel characteristics
have contributed to the degradation of stream banks throughout the Site. Erosion and aggradation are
especially prominent at the upstream end of the Site where Little Poplar Creek enters via culvert under
HWY US -70.
The stream design approach for the Site is to combine the analog method of natural channel design with
analytical methods to evaluate stream flows and hydraulic performance of the channel and floodplain. The
analog method involves the use of a reference reach, or "template" stream adjacent to, nearby, or previously
in the same location as the design reach. The template parameters of the analog reach are replicated to create
the features of the design reach. The analog approach is useful when watershed and boundary conditions
are similar between the design and analog reaches (Skidmore et al., 2001). Hydraulic geometry was
developed using analytical methods to identify the design discharge.
The Site will be monitored on a regular basis throughout the seven-year post -construction monitoring
period, or until performance standards are met. Upon approval for closeout by the Interagency Review
Team (IRT), the Site will be transferred to the North Carolina Wildlife Habitat Foundation (NCWHF). The
NCWHF will be responsible for periodic inspection of the Site to ensure that restrictions required in the
Conservation Easement or the deed restriction document(s) are upheld. Endowment funds required to
uphold easement and deed restrictions will be negotiated prior to site transfer to the responsible party.
This site will be co -located with a DWR Riparian Buffer Bank. The width of the riparian restoration and
enhancement areas where buffer or nutrient offset credits are generated will begin at the most landward
limit of the top of bank and extend landward to a distance of at least 50 feet perpendicular to the streams,
then again 151-200 feet from the top of bank. There will be no overlapping buffer crediting areas with
stream crediting areas between 51-150 feet from the top of bank.
1.2 Project Goals and Objectives
Through the comprehensive analysis of the Site's maximum functional uplift using the Stream Functions
Pyramid Framework, specific attainable goals and objectives will be realized by the Site. These goals
address the excess nutrient input, streambank erosion, and sedimentation that were identified as major
Uzzle 2 As -Built Baseline Monitoring Report
Stream Mitigation Site July 2019

watershed stressors in the 2010 Neuse RBRP. The Site will address outlined RBRP Goals 2 and 6 (listed
in Section 2).
The Site goals are:
• Improve water transport from watershed to the channel in a non-erosive manner in a stable
channel;
• Improve water quality within the restored channel reach and downstream water sources by
reducing sediment and nutrient loads, and increasing dissolved oxygen levels;
• Improve flood flow attenuation on-site and downstream by allowing for overbank flows and
connection to the active floodplain; and
• Improve ecological processes by reducing water temperature, improving terrestrial and
aquatic habitat, and restoring a native plant community.
The Site objectives to address the goals are:
• Design and construct stable stream channels with appropriate pattern, dimension, and profile
based on reference reach conditions;
• Permanently exclude livestock from stream channels and their associated buffers;
• Add in -stream structures and bank stabilization measures to protect restored and enhanced
streams;
• Reduce bank height ratios and increase entrenchment ratios to reference reach conditions;
• Maintain and improve forested riparian buffers to at least 50 feet on both sides of the channel
along all reaches with a coastal plain hardwood riparian community;
• Treat exotic invasive species; and
• Establish a permanent conservation easement on the Site.
Anticipated functional benefits and improvements within the Site area, as based on the Function -Based
Framework are outlined in Table 9.
Limitations to achieving these watershed goals arise by remaining constrained to our Site boundaries.
While we are restoring the habitat and streams to stable and effective conditions that achieve our goals
within the Site parcels, we are unable to influence the effect of poor riparian buffers and livestock impact
in other areas within the watershed. However, through this Site's connectivity with other projects in the
watershed and responsible stewardship of current restoration projects, overall watershed functionality and
health will improve to meet the RBRP goals.
1.3 Project Success Criteria
The Site follows the USACE 2003 Stream Mitigation Guidelines and the "Wilmington District Stream and
Wetland Compensatory Mitigation Update" dated October 24, 2016. Cross section and vegetation plot data
will be collected in Years 0, 1, 2, 3, 5, and 7. Stream hydrology data and visual monitoring will be reported
annually.
Stream Success Criteria
Four bankfull flow events must be documented within the seven-year monitoring period. The bankfull
events must occur in separate years. Otherwise, the stream monitoring will continue until four bankfull
events have been documented in separate years.
There should be little change in as -built cross-sections. If changes do take place, they should be evaluated
to determine if they represent a movement toward a less stable condition (for example down -cutting or
erosion), or are minor changes that represent an increase in stability (for example settling, vegetative
Uzzle 3 As -Built Baseline Monitoring Report
Stream Mitigation Site July 2019

changes, deposition along the banks, or 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. Bank height ratio shall not exceed
1.2, and the entrenchment ratio shall be no less than 2.2 within restored reaches. Channel stability should
be demonstrated through a minimum of four bankfull events documented in the seven-year monitoring
period.
Digital images will be used to subjectively evaluate channel aggradation or degradation, bank erosion,
success of riparian vegetation, and effectiveness of erosion control measures. Longitudinal images should
not indicate the absence of developing bars within the channel or an excessive increase in channel depth.
Lateral images should not indicate excessive erosion or continuing degradation of the banks over time. A
series of images over time should indicate successional maturation of riparian vegetation.
Vegetation Success Criteria
Specific and measurable success criteria for plant density within the riparian buffers on the Site will follow
IRT Guidance. Vegetation monitoring plots will be a minimum of 0.02 acres in size, and cover a minimum
of two percent of the planted area. Vegetation monitoring will occur between July 1St and leaf drop. The
interim measures of vegetative success for the site will be the survival of at least 320 planted three-year
old trees per acre at the end of Year 3, 260 five-year old trees at the end of Year 5 that are at least 7 feet
tall, and the final vegetative success criteria will be 210 trees per acre with an average height of 10 feet at
the end of Year 7. Height measurement success criteria do not apply to the understory trees or shrubs.
Volunteer trees will be counted, identified to species, and included in the yearly monitoring reports, but
will not be counted towards the success criteria of total planted stems. Additionally, no species may
account for over 50 percent of total stems at a given plot.
1.4 Project Components
The Site is comprised of two easement sections, separated by a newly built ford crossing along Little Poplar
Creek. The stream reaches include Little Poplar Creek (LPI, LP2, LP4, LP5, and LP7) and two unnamed
tributaries (LP3 and LP6), split into seven reaches by treatment type and location. The stream mitigation
components are summarized below. Mitigation credits presented below are based upon the Approved
Mitigation Plan. The Project is co -located with a DWR Riparian Buffer and Nutrient Offset Bank, which is
currently in development. The width of the riparian enhancement areas where buffer credits are generated
begin at the most landward limit of the top of bank and extend landward to a distance of at least 50 feet
perpendicular to the streams and from 151 — 200 feet. The buffer from 50 — 150 feet is used to generate
credit using the non-standard buffer credit calculation. Therefore, there is no overlap of buffer crediting
areas and stream crediting areas.
Uzzle 4 As -Built Baseline Monitoring Report
Stream Mitigation Site July 2019

Mitigation Plan Credits
*SMUs are adjusted in accordance with Section XI(C)- "Procedures to Calculate Credits for Non-standard Buffer Widths",
published in the October 2016 Wilmington District Stream and Wetland Compensatory Mitigation Update. A detailed description
of the methodology and calculations is described in the Mitigation Plan.
1.5 Stream Design/Approach
Stream restoration and enhancement efforts along the tributaries at the Uzzle Stream Mitigation site were
accomplished through analyses of geomorphic conditions and watershed characteristics. The design
approach applied a combination of analytical and reference reach -based design methods that meet
objectives commensurate with both ecological and geomorphic improvements. For Reach LPI, natural
design concepts were applied and verified through rigorous engineering analyses and modeling. The
objective of this approach is to build a geomorphically stable channel that provides habitat improvements
and ties into the existing landscape.
The Uzzle Stream Mitigation Site has been broken into the following reaches:
Reach LPI (Priority I Restoration)
Reach beginning downstream of US HWY 70 at the northern project limits flowing south to Reach LP2.
Wooded active pasture was located adjacent to the reach. Priority I Restoration was performed along Reach
LPI to address channel degradation and bank erosion caused by cattle access and high energy storm flows
from the upstream culvert. The design approach included meandering the channel within the natural valley,
aligning the channel with the upstream culvert, backfilling the existing stream, reconnecting the channel to
its floodplain, and excluding livestock from the stream. A minimum 50 -foot buffer was established and
planted with native riparian vegetation. Woody debris and grade control structures were installed along the
bed to improve in -stream habitat and stability. The watershed that drains to the upper end of the project is
approximately 1,124 acres, and land use is primarily agricultural. The drainage area at the downstream end
of the reach is 1,174 acres.
Uzzle 5 As -Built Baseline Monitoring Report
Stream Mitigation Site July 2019
Pre- Design
Mitigation
Stationing
Mitigation
Base
Reach
Construction Length
Type
(Design)
Ratio
SMUs
Length (LF) (LF)
LP1
Restoration
1+24
to
07+53
766 629
1:1
629
LP2
Enhancement II
07+53
to
23+72
1,619 1,619
1 :2.5
648
LP3
Enhancement II
0+50
to
1+92
142 142
1 :2.5
57
LP4
Enhancement II
23+72
to
29+31
559 559
1 :2.5
223
LP5
Enhancement II
29+31
to
36+45
714 714
1 :2.5
286
LP5
Enhancement II
37+06
to
52+50
1,544 1,544
1 : 2.5
618
LP6
Enhancement II
0+22
to
4+00
378 378
1 : 2.5
155
LP7
Enhancement II
52+50
to
55+62
312 312
1 :2.5
128
Totals
6,034 5,897
2,736
Credit Loss in Required Buffer
-150
Credit Gain for Additional Buffer
289
Total Adjusted SMUs
2,876
*SMUs are adjusted in accordance with Section XI(C)- "Procedures to Calculate Credits for Non-standard Buffer Widths",
published in the October 2016 Wilmington District Stream and Wetland Compensatory Mitigation Update. A detailed description
of the methodology and calculations is described in the Mitigation Plan.
1.5 Stream Design/Approach
Stream restoration and enhancement efforts along the tributaries at the Uzzle Stream Mitigation site were
accomplished through analyses of geomorphic conditions and watershed characteristics. The design
approach applied a combination of analytical and reference reach -based design methods that meet
objectives commensurate with both ecological and geomorphic improvements. For Reach LPI, natural
design concepts were applied and verified through rigorous engineering analyses and modeling. The
objective of this approach is to build a geomorphically stable channel that provides habitat improvements
and ties into the existing landscape.
The Uzzle Stream Mitigation Site has been broken into the following reaches:
Reach LPI (Priority I Restoration)
Reach beginning downstream of US HWY 70 at the northern project limits flowing south to Reach LP2.
Wooded active pasture was located adjacent to the reach. Priority I Restoration was performed along Reach
LPI to address channel degradation and bank erosion caused by cattle access and high energy storm flows
from the upstream culvert. The design approach included meandering the channel within the natural valley,
aligning the channel with the upstream culvert, backfilling the existing stream, reconnecting the channel to
its floodplain, and excluding livestock from the stream. A minimum 50 -foot buffer was established and
planted with native riparian vegetation. Woody debris and grade control structures were installed along the
bed to improve in -stream habitat and stability. The watershed that drains to the upper end of the project is
approximately 1,124 acres, and land use is primarily agricultural. The drainage area at the downstream end
of the reach is 1,174 acres.
Uzzle 5 As -Built Baseline Monitoring Report
Stream Mitigation Site July 2019

Reaches LP2, LP3, LP4, LP5, LP6, and LP7 (Enhancement In
Treatments of these reaches include treatment of invasive vegetation, debris removal, pocketed areas of
supplemental planting, and livestock exclusion. A minimum 50 -foot buffer was established along the reach
and was planted with native riparian vegetation where existing vegetation was non-native or limited density.
The drainage area at the downstream end of the reaches is 1,312 acres. A rock ford crossing was constructed
at the crossing in the middle of Reach LP5. Both Reaches LP5 and LP6 right bank have less than 50 feet
buffers, but they run parallel to a 50 feet utility easement corridor that is fully vegetated maintained
herbaceous cover with some foot paths.
1.6 Construction and As -Built Conditions
Stream construction and planting was completed in May 2019. The Uzzle Mitigation Site was built to design
plans and guidelines. A redline version of the as -built survey is included in Appendix E. Project credits are
based on design centerline, but as -built stream lengths are shown on Table 1.
1.7 Baseline Monitoring Performance (MYO)
The Uzzle Baseline Monitoring activities were performed in May 2019. All Baseline Monitoring data is
present below and in the appendices. The Site is on track to meeting vegetation and stream interim success
criteria.
Ve eta
Monitoring of the four permanent vegetation plots was completed during May 2019. Vegetation data are in
Appendix C, associated photos are in Appendix B, and plot locations are in Appendix B. MYO monitoring
data indicates that all plots are exceeding the interim success criteria of 320 planted stems per acre. Planted
stem densities ranged from 1,133 to 1,497 planted stems per acre with a mean of 1,285 planted stems per
acre across the permanent plots. A total of 14 species were documented within the plots. Volunteer species
were not noted at baseline monitoring but are expected to establish in upcoming years. The average stem
height in the vegetation plots was 1.7 feet.
Visual assessment of vegetation outside of the monitoring plots indicates that the herbaceous vegetation is
becoming well established throughout the project.
Stream Geomorphology
Geomorphology data for MYO was collected during May 2019. Summary tables and cross section plots are
in Appendix D. Overall the baseline cross sections and profile on the restoration reach relatively match the
design. The cross sections on the Enhancement II reaches were included to monitor the changes in
dimension post cattle exclusion and riparian planting. The as -built conditions show that shear stress and
velocities have been reduced for all restoration/enhancement reaches. All reaches were designed as very
coarse sand bed channels and remain classified as very coarse sand bed channels post -construction.
Visual assessment of the stream channel was performed to document signs of instability, such as eroding
banks, structural instability, or excessive sedimentation. The channel is transporting sediment as designed
and will continue to be monitored for aggradation and degradation.
Uzzle 6 As -Built Baseline Monitoring Report
Stream Mitigation Site July 2019

Stream Hydrology
One stage recorder was installed in May 2019 on LPI. Stream hydrology data will be included in the
Monitoring Year 1 Report in this section and in the appendices. The gauge location can be found on Figure
2 and a photo is in Appendix B.
Wetland Hydrology
Two groundwater wells were installed in May 2019 to monitor wetland hydrology in the existing wetland
on site. Groundwater well locations can be found on Figure 2 and the data will be included subsequent
monitoring reports. The purpose of these wells is to show that the stream restoration is not negatively
affecting wetland hydrology.
2.0 Methods
Stream monitoring was conducted using a Topcon GTS -312 Total Station. Three-dimensional coordinates
associated with cross-section data were collected in the field (NAD83 State Plane feet FIPS 3200).
Morphological data were collected at eight cross-sections. Survey data were imported into CAD, ArcGIS®,
and Microsoft Excel® for data processing and analysis. The stage recorder includes an automatic pressure
transducer flow gauge. The flow gauge was installed within the channel and will record flow conditions at
an hourly interval. A surveyed elevation was recorded at the bed and top of bank at the stage recorder
elevation. This allows presence of flow and bankfull events to be recorded.
Vegetation success is being monitored at four permanent monitoring plots. Vegetation plot monitoring
follows the CVS-EEP Level 2 Protocol for Recording Vegetation, version 4.2 (Lee et al. 2008) and includes
analysis of species composition and density of planted species. Data are processed using the CVS data entry
tool. In the field, the four corners of each plot were permanently marked with PVC at the origin and metal
conduit at the other corners. Photos of each plot are to be taken from the origin each monitoring year.
Wetland hydrology is monitored to document maintenance of jurisdictional groundwater levels in the
stream restoration area (as requested by NCIRT). This is accomplished with two automatic pressure
transducer gauges (located in groundwater wells) that record daily groundwater levels. One automatic
pressure transducer is installed above ground for use as a barometric reference. Gauges are downloaded
quarterly and wetland hydroperiods are calculated during the growing season. Gauge installation followed
current regulatory guidance. Visual observations of primary and secondary wetland hydrology indicators
are also recorded during quarterly site visits.
Uzzle 7 As -Built Baseline Monitoring Report
Stream Mitigation Site July 2019

3.0 References
Environmental Laboratory. 1987. U.S. Army Corps of Engineers Wetlands Delineation Manual,
Technical Report Y-87-1. U.S. Army Engineer Waterways Experiment Station, Vicksburg, Mississippi.
Harman, W., R. Starr, M. Carter, K. Tweedy, M. Clemmons, K. Suggs, C. Miller. 2012. A Function -
Based Framework for Stream Assessment and Restoration Projects. US Environmental Protection
Agency, Office of Wetlands, Oceans, and Watersheds, Washington, DC EPA 843-K-12-006.
Lee Michael T., Peet Robert K., Roberts Steven D., and Wentworth Thomas R., 2008. CVS-EEP Protocol
for Recording Vegetation Level. Version 4.2
Peet, R.K., Wentworth, T.S., and White, P.S. (1998), A flexible, multipurpose method for recording
vegetation composition and structure. Castanea 63:262-274
Resource Environmental Solutions (2018). Uzzle Stream Mitigation Site Final Mitigation Plan.
Rosgen, D. (1996), Applied River Morphology, 2nd edition, Wildland Hydrology, Pagosa Springs, CO.
Schafale, M.P. 2012. Classification of the Natural Communities of North Carolina, Third Approximation.
North Carolina Natural Heritage Program, Division of Parks and Recreation, NCDENR, Raleigh, NC.
US Army Corps of Engineers (USACE), 2003. April 2003 NC Stream Mitigation Guidelines.
USACE. 2010. Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Atlantic
and Gulf Coastal Plain Region (Version 2.0), ed. J. S. Wakeley, R. W. Lichvar, and C. V. Noble.
ERDC/EL TR -10-20. Vicksburg, MS: U.S. Army Engineer Research and Development Center.
USACE. 2016. Wilmington District Stream and Wetland Compensatory Mitigation Update.
Uzzle 8 As -Built Baseline Monitoring Report
Stream Mitigation Site July 2019

Appendix A
Background Tables

Table 1. Uzzle - Mitigation Assets and Components
Project Credits
Restoration Level
Existing
Mitigation
629.000
Re-establishment
Rehabilitation
Enhancement
Enhancement I
Footage
Plan
Creation
Preservation
Mitigation
2736.200
-150
289
2876
As -Built
or
Footage or
Mitigation
Restoration
Priority
Mitigation
Plan
Footage or
Project Segment
Acreage
Acreage
Category
Level
Level
Ratio (X:1)
Credits
Acreage
Comments
Full Channel Restoration, Planted Buffer, Exclusion of Livestock, Permanent
LP1
766
629
Warm
R
1
1.00000
629.00000
629
Conservation Easement
Exclusion of Livestock, Permanent Conservation Easement, Supplemental
LP2
1619
1619
Warm
Ell
NA
2.50000
647.60000
1619
Planting
Exclusion of Livestock, Permanent Conservation Easement, Supplemental
LP3
142
142
Warm
Ell
NA
2.50000
56.80000
142
Planting
Exclusion of Livestock, Permanent Conservation Easement, Supplemental
LP4
559
559
Warm
Ell
NA
2.50000
223.60000
559
Planting
Exclusion of Livestock, Permanent Conservation Easement, Supplemental
LP5
714
Warm
Ell
NA
2.50000
285.60000
714
Planting
Exclusion of Livestock, Permanent Conservation Easement, Supplemental
LP5
1544
Warm
Ell
NA
2.50000
617.60000
1544
Planting
J78
Exclusion of Livestock, Permanent Conservation Easement, Supplemental
LP6
378
Warm
Ell
NA
2.50000
151.20000
378
Planting
Exclusion of Livestock, Permanent Conservation Easement, Supplemental
LP7
312
Warm
Ell
NA
1 2.50000
124.80000
312
Planting
Project Credits
Restoration Level
Stream Riparian Wetland Non -Rip Coastal
Warm Cool Cold Riverine Non-Riv Wetland Marsh
Restoration
629.000
Re-establishment
Rehabilitation
Enhancement
Enhancement I
Enhancement II
2107.200
Creation
Preservation
Total
Credit Loss in Buffer
Credit ain in Buffer
Total bus e s
2736.200
-150
289
2876

Table 2. Project Activity and Reporting History
Uzzle Mitigation Site
Elapsed Time Since grading complete: 4 weeks
Elapsed Time Since planting complete: 4 weeks
Number of reporting Years : 0
Activity or Deliverable
Data Collection
Complete
Completion or
Delivery
Restoration Plan
NA
Dec -18
Final Design — Construction Plans
NA
Apr -19
Stream Construction
NA
May -19
Containerized, bare root and B&B plantings for reach/segments 1 &2
NA
May -19
As -built (Year 0 Monitoring — baseline)
May -19
Jul -19
Year 1 Monitoring
Year 2 Monitoring
Year 3 Monitoring
Year 4 Monitoring
Year 5 Monitoring
Year 6 Monitoring
Year 7 Monitoring
= The number of reports or data points produced excluding the baseline

Table 3. Project Contacts Table
Uzzle Mitigation Site
Designer
WK Dickson and Co., Inc. / 720 Corporate Center Dr., Raleigh,
NC 27607
Primary project design POC
David Perry
Construction Contractor
KBS Earthwork Inc. / 5616 Coble Church Rd., Julian, NC
27283
Construction contractor POC
Kory Strader [phone]
Survey Contractor
Matrix East, PLLC / 906 N. Queen St., Suite A, Kinston, NC
28501
Survey contractor POC
Chris Paderick, PLS
Planting Contractor
H&J Forestry
Planting contractor POC
Matt Hitch
Seeding Contractor
KBS Earthwork Inc. / 5616 Coble Church Rd., Julian, NC
27283
Contractor point of contact
Kory Strader [phone]
Seed Mix Sources
Green Resource [phone]
Nursery Stock Suppliers
Arborgen [phone]
Monitoring Performers
RES / 302 Jefferson Street, Suite 110, Raleigh, NC 27605
Stream Monitoring POC
Ryan Medric [phone]
Vegetation Monitoring POC
Ryan Medric [phone]

Table 4. Project Background Information
Project Name
Uzzle
County
Johnston
Project Area (acres)
27.3
Project Coordinates (latitude and longitude)
Latitude: 35.4754 N Longitude:
-78.3117 W
Planted Acreage (Acres of Woody Stems Planted)
3.6
Project Watershed Summary Information
Physiographic Province
Coastal Plain
River Basin
Neuse
USGS Hydrologic Unit 8 -digit 03020201 USGS Hydrologic Unit 14 -digit
03020201100040
DWR Sub -basin
03-04-02
Project Drainage Area (Acres and Square Miles)
1,312 ac (2.05 sqmi)
Project Drainage Area Percentage of Impervious Area
6%
CGIA Land Use Classification
Forest (49%) Agriculture (28%) Residential/Urban (16%)
Reach Summary Information
Parameters
LP1 LP2
LP3 LP4
LP5 LP6
LP7
Length of reach (linear feet)
629 1619
142 559
2258 378
312
Valley confinement (Confined, moderately confined, unconfined) --- ---
--- ---
--- ---
---
Drainage area (Acres and Square Miles)
1124 1174
23 1202
1296 42
1312
Perennial, Intermittent, Ephemeral
P P
I P
P I
P
NCDWR Water Quality Classification
--- ---
--- ---
--- ---
---
Stream Classification (existing)
E5 E5
G5 C5
E5 G5
C5
Stream Classification (proposed)
E5 ---
--- ---
--- ---
---
Evolutionary trend (Simon)
FEMA classification
--- ---
AE AE
--- ---
AE AE
--- ---
AE AE
AE
Regulatory Considerations
Parameters
Applicable?
Resolved?
Supporting
Docs?
Water of the United States - Section 404
Yes
Yes
SAW -2016-
01973
Water of the United States - Section 401
Yes
Yes
DWR # 16-
0981
Endangered Species Act
Yes
Yes
USFWS
(Corr. Letter)
Historic Preservation Act
Yes
Yes
SHPO (Corr.
Letter)
Coastal Zone Management Act (CZMA or CAMA)
No
N/A
N/A
FEMA Floodplain Compliance
Yes
Yes
No -Rise Cert
Essential Fisheries Habitat
No
N/A
N/A

I Sados Rd
W
S
4,
�t
�µ® r
Rue
Legend
Conservation Easement
T
os Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri
Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC,
�4 OpenStreetMap contributors, and the GIS User Community
N
Date: 6/25/2019
Figure 1 - Site Location Map
E Drawn by: RTM
Uzzle Stream Mitigation Site res
s Checked by: BPB
0 500 1.000
Johnston County, North Carolina
1 inch = 1,000 feet
Feet
3
r
m
N
_
S ]C
S
Legend
Conservation Easement
T
os Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri
Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC,
�4 OpenStreetMap contributors, and the GIS User Community
N
Date: 6/25/2019
Figure 1 - Site Location Map
E Drawn by: RTM
Uzzle Stream Mitigation Site res
s Checked by: BPB
0 500 1.000
Johnston County, North Carolina
1 inch = 1,000 feet
Feet

Appendix B
Visual Assessment Data

0�
vr t'
f
AI
qo
"N.
Oil
LP4
Ak
Ain
t E res
2
\N
3
0 125 250
e!!5iiill!T5ii9
Feet
Figure 2
Current Conditions
Plan View
MYO 2019
Uzzle Stream
Mitigation Site
Johnston County, NC
Date 6/27/2019 Drawn by: RTM
Lat 35.590264 Long -78.394629
LEGEND
00000
Conservation Easement
Vegetation Plot
As -built Top of Bank
Cross Section
Structures
Mitigaiton Plan Centerline
5 Restoration
Enhancement 11
O Stage Recorder
(D Wetland Gauge
Veaetation Condition Assessment
U) Target Community
.W Present Marginal Absent
U
W
0. Absent=NoFiII
fn
Present
>
.S

Uzzle MYO Vegetation Monitoring Plot Photos
Vegetation Plot 1
Vegetation Plot 3
Vegetation Plot 2
Vegetation Plot 4

Uzzle Monitoring Device Photo

Appendix C
Vegetation Plot Data

Appendix C. Vegetation Assessment Data
Table 5. Planted Species Summary
Common Name
Scientific Name
Total Stems Planted
Water Oak
Quercus nigra
1,800
Swamp Chestnut Oak
Quercus michauxii
1,100
Sycamore
Platanus occidentalis
900
Bald Cypress
Taxodium distichum
800
Willow Oak
Quercus phellos
700
Blackgum
Nyssa sylvatica
700
Green Ash
Fraxinus pennsylvanica
600
Silky Dogwood
Cornus amomum
600
River Birch
Betula nigra
500
Overcup Oak
Quercus lyrata
400
Tuli tree
Liriodendron tuli i era
400
Flowering Dogwood
Cornus florida
400
Buttonbush
Cephalanthus occidentalis
300
Persimmon
Diospyros virginiana
300
American Hazelnut
Cory/us americana
300
4
Total
9,800
Table 6. Vegetation Plot Mitigation Success Summary
Success
Average
Plante d
Volunteer
Total
Plot #
Criteria
Stem
Stems/Acre
Stems/Acre
Stems/Acre
Met?
Height (ft)
1
1376
0
1376
Yes
1.6
2
1497
0
1497
Yes
1.6
3
1133
0
1133
Yes
1.8
4
1133
0
1133
Yes
1.8
Project Avg
1285
0
1285
Yes
1.7

Appendix C. Vegetation Assessment Data
Table 7. Stem Count Total and Planted by Plot Species
Uzzle
Current Plot Data (MYO 2019)
Annual Means
Scientific Name
Common Name
Species
Type
05302019-01-0001
05302019-01-0002
05302019-01-0003
05302019-01-0004
MYO (2019)
PnoLS P -all T PnoLS P -all T PnoLS P -all T PnoLS P -all T PnoLS P -all T
Betula nigra
river birch
Tree
1
1
1
6
6
6
1
1
1
2
2
21
10
10
10
Cephalanthus occidentalis
common buttonbush
Shrub
1
1
1
1
1
1
Cornus amomum
s dogwood
Shrub
3
3
3
2
2
2
5
5
5
Cornus florida
flowering dogwood
Tree
1
1
1
1
1
1
Diospyros virginiiana
commonersimmon
Tree
2
2
2
2
21
2
Fraxinus pennsylvanica
green ash
Tree
2
2
2
4
4
4
6
6
6
Liriodendron tuhpifera
tuhptree
Tree
5
5
5
2
2
2
1
1
11
8
8
8
Nyssa sylvatica
blackgum
Tree
8
8
8
5
5
5
13
13
13
Platanus occidentalis
American sycamore
Tree
2
2
2
3
3
3
2
2
2
11
11
11
18
18
18
Quercus
oak
Tree
17
17
17
11
11
11
2
2
2
5
5
5
35
35
35
Quercus lyrata
overcup oak
Tree
1
1
1
1
1
1
Quercus michauxii
swamp chestnut oak
Tree
1
1
1
1
1
1
Quercus nigra
water oak
Tree
2
2
2
2
2
2
Quercus phellos
willow oak
Tree
1
1
1
6
6
6
1
1
1
81
8
8
Taxodium distichum
lbald cypress
Tree
4
4
4
6
6
6
4
4
4
2
2
2
16
16
16
Stem count
size (ares)
size (ACRES)
Species count
Stems per ACRE
34
34
34
37
37
37
28
28
28
28
28
28
127
127 127
1 1 1 1 4
0.02 0.02 0.02 0.02 0.10
81 81 81 71 71 7 11 11 11 8 8 8 15 15 15
1376 1376 1376 1497 1497 1497 1133 1133 11133 1133 11331 1133 12851 12851 1285

Appendix D
Stream Measurement and
Geomorphology Data

Upstream
Downstream
236
Uzzle - Reach LP1 - Cross Section 1 - Pool - Restoration
235
234
c
°
233
T
LU
232
231
230
0 3 6 9 12 15 18 21 24 27 30 33 36 39 42 45 48
Distance (ft)
MYO-2019 — — —Approx. Bankfull Floodprone Area
3X Vertical Exaggeration
Cross Section 1 (Pool)
Based on fixed baseline cross sectional area
Base MY1
MY2 MY3 MY5 MY7 MY+
Record elevation (datum) used 232.62
Bankfull Width (ft)
14.5
Floodprone Width (ft)
>50
Bankfull Mean Depth ft
1.3
Bankfull Max Depth ft
2.5
Low Bank Height ft
2.5
Bankfull Cross Sectional Area (ft)
19.1
Bankfull Width/Depth Ratio
11.1
Bankfull Entrenchment Ratio
N/A
Bankfull Bank Height Ratio
N/A

Upstream
Downstream
Uzzle - Reach LP1 - Cross Section 2 - Riffle - Restoration
236
Based on fixed baseline cross sectional area
Base MYl MY2 MY3 MY5 MY7 MY+
Record elevation (datum) used
232.31
Bankfull Width (ft)
12.5
Floodprone Width (ft)
>50
Bankfull Mean Depth (ft)
0.9
Bankfull Max De th (ft)
1.4
Low Bank Height (ft)
1.4
Bankfull Cross Sectional Area (ft 2)
11.7
Bankfull W idth/Depth Ratio
13.4
Bankfull Entrenchment Ratio
235
Bankfull Bank Height Ratio
1.0
234
c
° 233
>
a�
—
LU 232
— —
— —
— —
— —
— —
— —
—
— —
— —
— —
—
— —
— —
— —
— —
— —
—
231
230
0 3 6 9 12 15 18 21 24 27 30 33 36 39 42 45 48
Distance (ft)
MYO-2019 — — — Approx. Bankfull Floodprone Area 3X Vertical Exaggeration
Cross Section 2 Riffle
Based on fixed baseline cross sectional area
Base MYl MY2 MY3 MY5 MY7 MY+
Record elevation (datum) used
232.31
Bankfull Width (ft)
12.5
Floodprone Width (ft)
>50
Bankfull Mean Depth (ft)
0.9
Bankfull Max De th (ft)
1.4
Low Bank Height (ft)
1.4
Bankfull Cross Sectional Area (ft 2)
11.7
Bankfull W idth/Depth Ratio
13.4
Bankfull Entrenchment Ratio
>4
Bankfull Bank Height Ratio
1.0

Upstream
Downstream
Uzzle - Reach LP1 - Cross Section 3 - Riffle - Restoration
235
Based on fixed baseline cross sectional area
Base MYl MY2 MY3 MY5 MY7 MY+
Record elevation (datum) used
231.01
Bankfull Width (ft)
12.0
Floodprone Width (ft)
>50
Bankfull Mean Depth (ft)
1.1
Bankfull MaxDepth(ft)
1.6
Low Bank Height (ft)
1.6
Bankfull Cross Sectional Area (ft2)
13.7
Bankfull W idth/Depth Ratio
10.6
Bankfull Entrenchment Ratio
234
Bankfull Bank Height Ratio
1.0
233
c
° 232
a�
LU
231
230
229
0 3 6 9 12 15 18 21 24 27 30 33 36 39 42 45 48
Distance (ft)
MYO-2019 — — -Approx. Bankfull Floodprone Area
3X Vertical Exaggeration
Cross Section 3 Riffle
Based on fixed baseline cross sectional area
Base MYl MY2 MY3 MY5 MY7 MY+
Record elevation (datum) used
231.01
Bankfull Width (ft)
12.0
Floodprone Width (ft)
>50
Bankfull Mean Depth (ft)
1.1
Bankfull MaxDepth(ft)
1.6
Low Bank Height (ft)
1.6
Bankfull Cross Sectional Area (ft2)
13.7
Bankfull W idth/Depth Ratio
10.6
Bankfull Entrenchment Ratio
>4.3
Bankfull Bank Height Ratio
1.0

Upstream
Downstream
234
Uzzle - Reach LP1 - Cross Section 4 - Pool - Restoration
233
232
231
c
0
230
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
—
w
229
228
227
0 3 6 9 12 15 18 21 24 27 30 33 36 39 42 45 48 51 54 57 60 63
Distance (ft)
MYO-2019 — — —Approx. Bankfull Floodprone Area
3X Vertical Exaggeration
Cross Section 4 Pool
Based ontixedbaselinecross sectional area
Base MYl
MY2 MY3 MY5 MY7 MY+
Record elevation (datum) used 230.23
Bankfull Width (ft)
12.6
Floodprone Width (ft)
X5
Bankfull Mean Depth (ft)
1.5
BanIkfullMaxDepth (ft)
2.9
Low Bank Height (ft)
2.9
Bankrull Cro s s Sectional Area (ft2 )
18.5
Bankfull Width/Depth Ratio
8.5
Banl full Entrenchment Ratio
1 N/A
Bankfull Bank Height Ratio
I N/A

Upstream
Downstream
Uzzle - Reach LP2 - Cross Section 5 - Riffle - Enhancement II
230
Based on fixed baseline crof sectional area
Base MYl MY2 MY3 MY5 MY7 MY+
Record elevation (datum) used
226.22
Bankfull Width (ft)
13.4
Floodprone Width (ft)
>50
Bankfull Mean Depth (ft)
1.1
BanldullMaxDepth (ft)
1.4
Low Bank Height (ft)
1.9
Bankfull Cross Sectional Area (ft 2)
14.6
Bankfull W idth/Depth Ratio
12.2
Bankfull Entrenchment Ratio
229
Bankfull Bank Height Ratio
1.4
228
c
g 227
a�
LU226
— —
— —
— —
— —
— —
— —
— —
—
— —
— —
— —
— —
— —
—
— —
— —
—
225
224
0 3 6 9 12 15 18 21 24 27 30 33 36 39 42 45 48
Distance (ft)
MYO-2019 — — —Approx. Bankfull Floodprone Area
3X Vertical Exaggeration
Cross Section 5 (Riffle)
Based on fixed baseline crof sectional area
Base MYl MY2 MY3 MY5 MY7 MY+
Record elevation (datum) used
226.22
Bankfull Width (ft)
13.4
Floodprone Width (ft)
>50
Bankfull Mean Depth (ft)
1.1
BanldullMaxDepth (ft)
1.4
Low Bank Height (ft)
1.9
Bankfull Cross Sectional Area (ft 2)
14.6
Bankfull W idth/Depth Ratio
12.2
Bankfull Entrenchment Ratio
>3.8
Bankfull Bank Height Ratio
1.4

Upstream
Downstream
225
Uzzle - Reach LP5 - Cross Section 6 - Riffle - Enhancement II
224
223
c
0
222
a�
LU
221
220
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
—
219
0 3 6 9 12 15 18 21 24 27 30 33 36 39 42 45 48
Distance (ft)
MYO-2019 — — —Approx. Bankfull FloodproneArea
3X Vertical Exaggeration
Cross Section 6 Riffle
Basedon fixedbaseline cross sectional area
Base MYl MY2 MY3 MY5 MY7 MY+
Record elevation (datum) used
220.88
Bankfull Width (ft)
12.8
Floodprone Width (ft)
>50
Bankfull Mean Depth (ft)
1.3
Bankfull MaxDepth (ft)
1.5
Low Bank Height (ft)
1.8
Bankfull Cross Sectional Area (ft 2 )
16.2
Bankfull Width/Depth Ratio
10.2
Bankfull Entrenchment Ratio
>3.9
Bankfull Bank Height Ratiol
1.2

Upstream
Downstream
Uzzle - Reach LP5 - Cross Section 7 - Riffle - Enhancement II
220
Based on fixed baseline cross sectional area
Base MYl MY2 MY3 MY5 MY7 MY+
Record elevation (datum) used
216.18
Bankfull Width ft
11.2
Floodprone Width (ft)
>50
Bankfull Mean Depth ft
1.4
Bankfull Max Depth (ft)
1.7
Low Bank Height (ft)
2.3
Bankfull Cross Sectional Area (ft2)
16.2
Bankfull Width/Depth Ratio
7.8
Bankfull Entrenchment Ratio
219
Bankfull Bank Height Ratio
1.3
218
c
° 217
a�
LU216
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
— —
—
215
214
0 3 6 9 12 15 18 21 24 27 30 33 36 39 42 45 48
Distance (ft)
MYO-2019 — — —Approx. Bankfull Floodprone Area
3X Vertical Exaggeration
Cross Section 7 Riffle
Based on fixed baseline cross sectional area
Base MYl MY2 MY3 MY5 MY7 MY+
Record elevation (datum) used
216.18
Bankfull Width ft
11.2
Floodprone Width (ft)
>50
Bankfull Mean Depth ft
1.4
Bankfull Max Depth (ft)
1.7
Low Bank Height (ft)
2.3
Bankfull Cross Sectional Area (ft2)
16.2
Bankfull Width/Depth Ratio
7.8
Bankfull Entrenchment Ratio
>4.5
Bankfull Bank Height Ratio
1.3

Upstream
Downstream
215
Uzzle - Reach LP7 - Cross Section 8- Run - Enhancement II
214
c
°
213
212
w
211
—
—
210
209
0 3 6 9 12 15 18 21 24 27
Distance (ft)
MYO-2019 — — —Approx. Bankfull
30 33 36 39 42 45 48
FloodproneArea
3X Vertical Exaggeration
Cross Section 8 Run
Based on fixed baseline bankfull elevation
Base MYl
MY2 MY3 MY5 MY7 MY+
Record elevation (datum) used 211.44
Bankfull Width (ft)
22.5
Floodprone Width (ft)
>50
Bankfull Mean Depth (ft)
0.9
BanldullMaxDepth (ft)
1.7
Low Bank Height (ft)
1.5
Bankfull Cross Sectional Area (ft 2 )
21.0
Bankfull Width/Depth Ratio
24.0
Bankfull Entrenchment ]Ratio
>2.2
Bankfull Bank Height Ratio
0.9

Shaded cells indicate that these will typically not be filled in.
* -Reach was split into 4 segments for the purpose of pre-existing data collection.
1 - The distributions for these parameters can include information from both the cross-section measurements and the longitudinal profile. 2 -For projects with a proximal USGS gauge in-line with the project reach (added bankfull verification -rue).
3. Utilizing XS measurement data produce an estimate of the bankfull floodplain area in acres, which should be the area from the top of bank to the toe of the terrace riser/slope.
4 -Proportion of reach exhibiting banks that are eroding based on the visual survey for comparison to monitoring data; 5. Of value/needed only if the n exceeds 3
Table 8. Baseline Stream Data Summary
Uzzle Mitigation Site - Reach LP1
Parameter Gauge Regional Curve
Pre-Existing Condition*
Reference Reach(es) Data
Design
Monitoring Baseline
Dimension and Substrate - Shallow Only LL UL Eq.
Min
Mean Med
Max SD n Min Mean Med
Max SD
n Min
Med
Max
Min
Mean
Med
Max
SD
n
Bankfull Width (ft) --- --- ---
---
--- 7.6
---
--- --- 10.8 --- ---
12.2 ---
--- ---
12.2
---
12.0
12.3
---
12.5
---
2
Floodprone Width (ft)
---
--- 150.0
---
--- --- >50 --- ---
>50 ---
--- ---
150.0
---
>50
---
---
>50
---
2
Bankfull Mean Depth (ft) --- --- --
--- 1.6
---
--- 1.3 --- ---
1.4 ---
--- ---
1.3
---
0.9
1.0
---
1.1
---
2
'Bankfull Max Depth ft
---
--- 2.1
---
--- --- 1.8 --- ---
2.0 ---
--- ---
1.6
---
1.4
1.5
---
1.6
---
2
Bankfull Cross Sectional Area (ft2)1 1 -- -- ---
1 12.4 1
---
14.7
15.8
15.5
---
11.7
1 12.7
1
13.7
2
Width/Depth Ratio
4.6
7.9
9.4
9.6
10.6
12.0
13.4
2
Entrenchment Ratio
19.7
>2.2
>2.2
12.3
>4
>4.3
2
'Bank Height Rati
1.1
---
--- --- 1.0 --- ---
1.1 ---
--- ---
1.0
---1
1.0
1 ---
I ---
1 1.0
2
Profile
Shallow Length (ft)
5
--- ---
18
--- --- 5 --- ---
23 ---
--- ---
---
---
10.9
33.2
32.1
67.8
16.3
9
Shallow Slope (ft/ft)
---
--- ---
---
--- --- --- --- ---
--- ---
--- ---
---
---
0.0001
0.0097
0.0042
0.0314
0.0121
9
Pool Length (ft)
20
--- ---
45
--- --- 11.6 --- ---
45.6 ---
--- ---
---
---
10.0
23.1
20.0
40.0
8.8
11
Pool Max depth (ft)
---
--- ---
---
--- --- --- --- ---
--- ---
--- --
---
---
---
---
---
---
---
---
Pool Spacing (ft)
35
--- ---
56
--- --- 37.2 --- ---
55.7 ---
--- ---
---
---
27.0
64.7
60.5
102.0
22.4
11
Pattern
Channel Beltwidth (ft)
4
--- ---
16
--- --- 9 --- ---
57 ---
--- 17
---
63
17
---
---
63
---
---
Radius of Curvature (ft)
18
--- ---
37
--- --- 10 --- ---
28 ---
--- 20
---
45
20
---
---
45
---
Rc:Bankfull width (ft/ft)
2.4
--- ---
4.9
--- --- 0.9 --- ---
2.6 ---
--- 1.6
---
3.7
1.6
---
---
3.7
---
---
Meander Wavelength (ft)
56
-----
100
--- --- 49 --- ---
170 ---
--- 51
---
131
51
---
---
131
---
---
Meander Width Ratio
0.5
--- ---
2
--- --- 1.6 ---
5.3 ---
--- 1.4
---
5.2
1.4
---
---
5.2
---
---
Transport parameters
Reach Shear Stress (competency) Ib/f2
---
---
Max part size (mm) mobilized at bankfull
--
Stream Power (transport capacity) W/mZ
Additional Reach Parameters
Rosgen Classification
E5
E4/5
E5
Bankfull Velocity (fps) --- ---
Bankfull Discharge (cfs) --- ---
Valley length (ft)
560
842
560
---
Channel Thalweg length (ft)
852
995
691
---
Sinuosity (ft)
1.52
1.18
1.23
Water Surface Slope (Channel) (ft/ft)
--
0.29
---
---
Channel slope (ft/ft)
0.0055
0.003
0.0039
---
3 Bankfull Floodplain Area acres
---
---
---
---
4% of Reach with Eroding Bank
---
---
Channel Stability or Habitat Metric
Biological or Othe
Shaded cells indicate that these will typically not be filled in.
* -Reach was split into 4 segments for the purpose of pre-existing data collection.
1 - The distributions for these parameters can include information from both the cross-section measurements and the longitudinal profile. 2 -For projects with a proximal USGS gauge in-line with the project reach (added bankfull verification -rue).
3. Utilizing XS measurement data produce an estimate of the bankfull floodplain area in acres, which should be the area from the top of bank to the toe of the terrace riser/slope.
4 -Proportion of reach exhibiting banks that are eroding based on the visual survey for comparison to monitoring data; 5. Of value/needed only if the n exceeds 3

Appendix B. Table 9 - Monitoring Data - Dimensional Morphology Summary (Dimensional Parameters
- Cross Sections)
Project Name: Uzzle
Cross Section 1 (Pool) Reach LPl
Cross Section 2 (Riffle) Reach LPl Cross Section 3 (Riffle) Reach LPl
Cross Section 4 (Pool) Reach LPl
Cross Section 5 (Riffle) Reach LP2
Base
MYl MY2 MY3 MY5 MY7 MY+
Base
MYl MY2 MY3 MY5 MY7 MY+ Base MYl MY2 MY3 MY5 MY7
MY+ Base
MYl MY2 MY3 MY5 MY7
MY+ Base MYl MY2 MY3 MY5 MY7 MY+
Based on fixed baseline cross sectional area
Record elevation (datum) used
232.6
232.3
231.0
230.2
226.2
Bankfull Width (ft)
14.5
12.5
12.0
12.6
13.4
Floodprone Width (ft)
>50
>50
>50
>65
>50
Bankfull Mean Depth (ft)
1.3
1 1
0.9
1 1 1.1
1.5
1
1.1
Bankfull Max Depth (ft)
2.5
1.4
1.6
2.9
1.4
Low Bank Height (ft)
2.5
1.4
1.6
2.9
1.9
Bankfull Cross Sectional Area (ft)
19.1
11.7
13.7
18.5
14.6
Bankfull Width/Depth Ratio
11.1
13.4
10.6
8.5
12.2
Bankfull Entrenchment Ratio
N/A
>4
>4.3
N/A
>3.8
Bankfull Bank Height Ratio
N/A
1.0
1.0
N/A
1.4
Cross Section 6 (Riffle) Reach LP5
Cross Section 7 (Riffle) Reach LP5 Cross Section 8 (Run) Reach LP7
Base
MYl MY2 MY3 MY5 MY7 MY+
Base
MYl MY2 MY3 MY5 MY7 MY+ Base MYl MY2 MY3 MY5 MY7
MY+
Based on fixed baseline cross sectional area
Record elevation (datum) used
220.9
216.2
211.4
Bankfull Width (ft)
12.8
11.2
22.5
Floodprone Width (ft)
>50
>50
>50
Bankfull Mean Depth (ft)
1.3
1.4
Bankfull Max Depth (ft)
1.5
1.7
Low Bank Height (ft)
1.8
2.3
N>22.2
Bankfull Cross Sectional Area (ft)
16.2
16.2
Bankfull Width/Depth Ratio
10.2
7.8
Bankfull Entrenchment Ratio
>3.9
>4.5
Bankfull Bank Height Ratio
1.2
1.3
1 1 1 1 0.9

Appendix E
As -Built Plan Sheets

UZZL E M I T1 GA TI G N SITE
JOHNSTON COUNTY, NORTH CAROLINA
NEUSE RIVER BASIN:
HUC 03020201
AS -BUILT SURVEY
1913
PROJECT COORDINATES:
LATITUDE. 35.58909• N
LONGITUDE: 78-39571' W
PROJECT
DIRECTORY
aLwAA1FR
W. K. 00�
ING
RESOURCE ENVIRONMENTAL SOLVMNS, LLC
720 CORPORATE CENTER DR.
302 JEFFERSON ST, SWTE 1r0
RALEIGH, NO 27607
RALEIGH, NC 27505
[phone]
[phone]
MY CONTRACTOR
K85 FARIHWOR1c5. wCAMTRIX
CURVCttRII_.'.'
EAST FLLC
5616 C06LI CHURCH R0.
906 N- OVEEN ST, 507C A
jdu4N, NC 27281
KINSTON, NC 28501
1.736) 362-0289
(252}522--2540
IMNK SPONSOR.
W WEILIND * STREAM E9X NEUSE L LLC
:A 54NK
TERSON 5T., SWTE
. NC 27605
9 -roar
SHEET INDEX
T si
ELINE OVERVIEW, LEGEND, & NOTES S2
11TORING OVERVIEW & CROSS SECTION TABLE S3
ELINE A5 -BUILT S4
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302 JEFFERSON
Sr., SU►TE 110
RALEIGH, NC 27605
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PUBLIC R/W WIDTH VARIES
w,.f:,r Sa� �rN Irl
6
REACH LPi
P1 RESTORATION
(STA 1+24 TO 7+5J)
GEowe.rcr mfrx
pa Zj p. F m
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stsw Its &2
sm-1-M
REACH LP3�
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(STA 0+50 TO 1+92) pp
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VCEMENr N
7+53 TO 23+72)
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REACH LPI
E7W` NCEMENr 9
($rA 23+72 TO 29+31)
I
LEGEND
CIL = CENTERLINE
R/W = RIGHT OF WAY
N/F = NOW OR FORMERLY
XS CROSS-SECTION
VP VEGETATION PLOT
e = GROUNOWi47ER WELL
LOG STRUCTURE
= LOG J -HOOK STRUCTURE
® . &RUSH TOE
® CONSTRUCTED RIFFLE
®= FORD CROSSING
LpE CONSERVATION EASEMENT LINE
------- 4DJOLNER ROUNaARY LINE
uuw = WOODLINE
>. WRE FENCE
E = OVERHEAD UTALIrY LINE
ua Tuf, i'6 f7P �
REACH LP5
a ENHANCEMENT N j
(STA 29,31 W 36+43) 1
1p11' PC1+tY iUlM LR1]SStl1G
0 +6 1
1• REACH LP -5 }
B ENHANCEMENT It
m "V&&
ce e, sc Pm .$ � (STA 37+06 TQ 52 50)
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MITIGATION TYPE
REACH A5—BUILT LENGTH sc "
IN EASEMENT
LPI P I R£STORATI4N 629 ecaN ar a+ re
LP2 ENHANCEMENT II I S 19
LP3 ENHANCEMENT II 742 RFRCH LR7
ENkIWCE11ENf e
LP4 ENHANCEMENT Il 559 1P;4�`
T2—
(STA s2+sn TO 5s+s2)
LP5 ENHANCEMENT IF 2258 , Ysµsa.sn
LP6 ENHANCEMENT 11 37$ on rAa r
LP7 ENHANCEMENT !I 512' REACH LP6 --
TOTAL 5897 0*22 CE/LENr) l - TJWFu(sTA o+22 To 4+oa) pg }1pj P. pr9
31tiY.M -
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US HWY.
70
PUBLIC R/W WIDTH
VARIES
ELEVATION
p
670,300.6730'
2,179,7805365'
233,37'
P
676,275.4433'
2,179,736,464x'
233,32'
Lp
l�
+�
2,179,803-8238'
wa
REACH LPI
say.crs �g
P1 RESrORATM
�Z j7
(STA i+24 rG 7453)
670,028.7301'
2,179,720.0565'
W -r
1
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231.47'
RP
670,017.9725'
f]N AFAP+ 01
1
R6"Lpj
669,310-9592'
REACH LP2
227.11'
ENFGWCEMENT N
669.227,38'LP
(STA 7+53 TO 23+T4
, s5-&' °
6G8,439-1098'
2,180,319.9344'
222.3.0'RP
���
SAI}Ti72
BASELINE MONITORING CROSS SECTION CONTROL
ION
NORTHING
FASTING
ELEVATION
p
670,300.6730'
2,179,7805365'
233,37'
P
676,275.4433'
2,179,736,464x'
233,32'
Lp
670,283-5247'
2,179,803-8238'
332.97'
RP
670,244-5796'
2,179,772A262'
233.29'
4LP
670,028.7301'
2,179,720.0565'
231.65'
tYLS�03/04LP
RP
fi70,079.4385'
2,179,714-3404'
231.47'
RP
670,017.9725'
2,179,656.0992'
231.19'
LP
669,310-9592'
2,179,907-1554'
227.11'
RP
669.227,38'LP
6G8,439-1098'
2,180,319.9344'
222.3.0'RP
668,435.5379' I
2,1801270.1327'
221.71'
XS-07LP
667,850.4120'
2,18Q,75fi.4448'
21fi.23'
X"7RP
667,829.9080'
2,180,710.8886'
217.09'
X"aLp
667,451.7442'
2,181,460.1955'
212,03'
X54)8RP
667,401.8890'
2,181,464,3724'
211,93'
REACH LP4
ENHANCEMENT U
(SFA 23+72 TO 29+31)
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La •48', x "
REACH 4'P3-� , p'
ENHANCEMENT A
(STA C+50 T4 i+92) o�v +T�..pr lvJ Ww AD i
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VICINITY MAP
NTS
UZZLE AS -BUILT RED LINES
JOHNSTON COUNTY, NC
NEUSE RIVER BASIN: HUC 03020201
JUNE 2019
Sheet List Table
Sheet Number
Sheet Title
--
COVER
S1
REACH LP1
S2
REACH LP1
S3
REACH LP2
S4
REACH LP2
S5
REACH LP2
S6
REACH LP3
S7
REACH LP4
S8
REACH LP4
S9
REACH LP5
S10
REACH LP5
S11
REACH LP5
S12
REACH LP6
S13
REACH LP5
S14
REACH LP7
res
302 Jefferson Street, Suite 110
Raleigh, NC 27805
Main: 919.829.9909
Fax [phone]
-.res.us
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PROJECT NUMBER:
PROJECT MANAGER:
BRB
DESIGNED:
NA
DRAWN:
TRS
CHECKED:
AFM
SHEET NUMBER:

PROPOSED RNV FOR 2J7
NCDOT PROJ. W-5600 PROPOSED CONSTRUCTION EASEMENT /' — —
FOR NCDOT
_236
0 ROE CLIFFORD UZZLE, 111 / / i / `2_?y _ �' —' 23¢
S DAR. d= OR I236, / // / —Y----233___` \\
7` PO 130
LICE
/e \
REACH LPI
PI RESTORATION
(STA 1+24 TO 7+53)
W IP
// 351 -1'5 5
135 VP -2 —� O
.A
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AS -BUILT CROSS SECTION
AS -BUILT CHANNEL LIMITS
¢ o
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1.
IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM
O
3
EXISTING WETLAND
WZ
� �
TO DOWNSTREAM DIRECTION.
----TB
2.50' 3.60'
a
w
PROPOSED CENTERLINE OF
21,
CHANNEL
7
EXISTING FENCELINE
^IIS
EXISTING TREELIKE
2.
ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE
�3
LIM ITSOF PROPOSED
zl
CONSERVAT I ON EASEMENT
JI
I
PROPOSED RNV FOR 2J7
NCDOT PROJ. W-5600 PROPOSED CONSTRUCTION EASEMENT /' — —
FOR NCDOT
_236
0 ROE CLIFFORD UZZLE, 111 / / i / `2_?y _ �' —' 23¢
S DAR. d= OR I236, / // / —Y----233___` \\
7` PO 130
LICE
/e \
REACH LPI
PI RESTORATION
(STA 1+24 TO 7+53)
W IP
// 351 -1'5 5
135 VP -2 —� O
.A
.A
TYPICAL POOL CROSS SECTION
STRAIGHT REACH
4.6'
� 3.60'
�8.50­
KFULL STAGE T}
TYPICAL RIGHT MEANDER
CROSS SECTION
14.6'
3.60' 8.50'
LL STAGE
2 0'
J
TYPICAL LEFT MEANDER
CROSS SECTION
AS -BUILT IN -STREAM STRUCTURE
NOTES:
AS -BUILT CROSS SECTION
AS -BUILT CHANNEL LIMITS
¢ o
EXISTING CONTOUR MAJOR
— —50 — —
12.2'
Z_ Z
1.
IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM
PROPOSED CONTOUR MINOR
J
EXISTING WETLAND
WZ
� �
TO DOWNSTREAM DIRECTION.
----TB
2.50' 3.60'
a
w
PROPOSED CENTERLINE OF
� Z
CHANNEL
7
EXISTING FENCELINE
X
EXISTING TREELIKE
2.
ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE
-----------
LIM ITSOF PROPOSED
CONSERVAT I ON EASEMENT
J
AREAS.
T
}
PROPOSED FILL AREA
3.
ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
1.60'
BRUSH TOE
O
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
a
LOG TOE PROTECTION
a
Z
CHANNEL.
Z
LOG GRADE CONTROL
4.
CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
LOG J -HOOK
REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR
TYPICAL SHALLOW CROSS SECTION
�
OER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
W J
FLOODPLAIN SILL
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5.
UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL
EXCAVATION AND STABIUZATION SHALL BE PLACED INSIDE THE EXISTING
CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
14.6'
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
4.60'
5.40'
4.60'
6.
REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
CHANNELS. THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF
RIFFLE CHANNEL SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF
BANKFULL
NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN AN EQUAL MIX OF g5
STAGE
} 7.
Ti/
%/57 GRAVEL, SURGE STONE, AND NATIVE MATERIALS IS TO BE USED.
IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
:7
2.30'
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM
DESIGNER.
TYPICAL POOL CROSS SECTION
STRAIGHT REACH
4.6'
� 3.60'
�8.50­
KFULL STAGE T}
TYPICAL RIGHT MEANDER
CROSS SECTION
14.6'
3.60' 8.50'
LL STAGE
2 0'
J
TYPICAL LEFT MEANDER
CROSS SECTION
AS -BUILT IN -STREAM STRUCTURE
AS -BUILT CROSS SECTION
AS -BUILT CHANNEL LIMITS
¢ o
EXISTING CONTOUR MAJOR
— —50 — —
EXISTING CONTOUR MINOR
Z_ Z
PROPOS ED CONTOUR MAJOR
C
PROPOSED CONTOUR MINOR
J
EXISTING WETLAND
WZ
� �
EXISTING TOP OF BANK
----TB
EXISTING BOTTOM OF BANK
a
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PROPOSED CENTERLINE OF
� Z
CHANNEL
7
EXISTING FENCELINE
X
EXISTING TREELIKE
c/mQ
a �
PROPO SED TOP OF BANK
-----------
LIM ITSOF PROPOSED
CONSERVAT I ON EASEMENT
J
PROPOSED CHANNEL PLUG
PROPOSED FILL AREA
DIFFUSE FLOWSTRUCTURE
V
BRUSH TOE
O
DOUBLE LOG DROP
a
LOG TOE PROTECTION
a
Z
LOG SILL
Z
LOG GRADE CONTROL
O
LOG VANE
LOG J -HOOK
WOZJ
RIFFLE GRADE CONTROL
�
BRUSH BED SILL
W J
FLOODPLAIN SILL
¢ate
FULLSCALE: 1-30
0 30 60
2" = FULLSCALE
HALF SCA
DRAWING NUMBER:
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12.2'
T 2.50' 3.60'
T
1.y60'
t
GL
TYPICAL SHALLOW CROSS SECTION
14.6'
4.60' 5.40' 4.60'
BANKFULL
STAGE :7
2.30'
TYPICAL POOL CROSS SECTION
STRAIGHT REACH
4.6'
8.50' —_3.60'
BAN KFULL STAGE T}
I
GL
TYPICAL RIGHT MEANDER
CROSS SECTION
NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM
TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE
AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR
OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL
EXCAVATION AND STABIUZATION SHALL BE PLACED INSIDE THE EXISTING
CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
CHANNELS. THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF
RIFFLE CHANNEL SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF
NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN AN EQUAL MIX OF g5
/ #57 GRAVEL, SURGE STONE, AND NATIVE MATERIALS IS TO BE USED.
7. IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM
DESIGNER.
i Gr_Grnin
AS -BUILT IN -STREAM STRUCTURE
LIMITS OF PROPOSED
CON SERVAT I ON EASEMENT
W
AS -BUILT CROSS SECTION
BANKFULL STAGE
PROPOSED CHANNEL PLUG
AS -BUILT CHANNEL LIMITS
2'�
PROPOSED FILL AREA
EXISTING CONTOUR MAJOR —
—50 —
—
EXISTING CONTOUR MINOR
IL
PROPOS ED CONTOUR MAJOR
�Q
O_
PROPOSED CONTOUR MINOR
CROSS SECTION
BRUSH TOE
EXISTING WETLAND
�
DOUBLE LOG DROP
LOG TOE PROTECTION
LOG SILL
EXISTING TOP OF BANK
TB
EXISTING BOTTOM OF BANK
BB
PROPOSED CENTERLINE OF
O
CHANNEL
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1 .
OTES:1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM
TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE
AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR
OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL
EXCAVATION AND STABIUZATION SHALL BE PLACED INSIDE THE EXISTING
CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
CHANNELS. THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF
RIFFLE CHANNEL SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF
NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN AN EQUAL MIX OF g5
/ #57 GRAVEL, SURGE STONE, AND NATIVE MATERIALS IS TO BE USED.
7. IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM
DESIGNER.
AS -BUILT IN -STREAM STRUCTURE
ASBUILT CROSS SECTION
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NOTES -
1 .
OTES:1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM
TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE
AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR
OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL
EXCAVATION AND STABIUZATION SHALL BE PLACED INSIDE THE EXISTING
CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
CHANNELS. THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF
RIFFLE CHANNEL SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF
NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN AN EQUAL MIX OF g5
/ #57 GRAVEL, SURGE STONE, AND NATIVE MATERIALS IS TO BE USED.
7. IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM
DESIGNER.
+ \ \
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+
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NOTES -
1 .
OTES:1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM
TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE
AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR
OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL
EXCAVATION AND STABIUZATION SHALL BE PLACED INSIDE THE EXISTING
CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
CHANNELS. THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF
RIFFLE CHANNEL SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF
NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN AN EQUAL MIX OF g5
/ #57 GRAVEL, SURGE STONE, AND NATIVE MATERIALS IS TO BE USED.
7. IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM
DESIGNER.
LEGEND
AS -BUILT IN -STREAM STRUCTURE
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EXISTING TREELI HE
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LIM ITSOF PROPOSED
JZ
CON SERVAT I ON EASEMENT
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7
ZWOJ
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NOTES -
1 .
OTES:1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM
TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE
AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR
OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL
EXCAVATION AND STABIUZATION SHALL BE PLACED INSIDE THE EXISTING
CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
CHANNELS. THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF
RIFFLE CHANNEL SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF
NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN AN EQUAL MIX OF g5
/ #57 GRAVEL, SURGE STONE, AND NATIVE MATERIALS IS TO BE USED.
7. IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM
DESIGNER.
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A 7+53 To 23+7 Q
81
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NOTES -
1 .
OTES:1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM
TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE
AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR
OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL
EXCAVATION AND STABIUZATION SHALL BE PLACED INSIDE THE EXISTING
CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
CHANNELS. THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF
RIFFLE CHANNEL SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF
NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN AN EQUAL MIX OF g5
/ #57 GRAVEL, SURGE STONE, AND NATIVE MATERIALS IS TO BE USED.
7. IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM
DESIGNER.
LEGEND
AS -BUILT IN -STREAM STRUCTURE
GO
ASBUILT CROSS SECTION
ASBUILT CHANNEL LIMITS
EXISTING CONTOUR MAJOR —
—50 — —
EXISTING CONTOUR MINOR -----
— — — —
PROPOS ED CONTOUR MAJOR
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NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM
TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE
AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR
OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL
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CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
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6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
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RIFFLE CHANNEL SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF
NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN AN EQUAL MIX OF g5
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7. IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
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AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
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4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
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6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
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3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR
OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL
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CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
CHANNELS. THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF
RIFFLE CHANNEL SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF
NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN AN EQUAL MIX OF g5
/ #57 GRAVEL, SURGE STONE, AND NATIVE MATERIALS IS TO BE USED.
7. IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM
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AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR
OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL
EXCAVATION AND STABIUZATION SHALL BE PLACED INSIDE THE EXISTING
CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
CHANNELS. THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF
RIFFLE CHANNEL SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF
NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN AN EQUAL MIX OF g5
/ #57 GRAVEL, SURGE STONE, AND NATIVE MATERIALS IS TO BE USED.
7. IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM
DESIGNER.
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1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM
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AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR
OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL
EXCAVATION AND STABIUZATION SHALL BE PLACED INSIDE THE EXISTING
CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
CHANNELS. THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF
RIFFLE CHANNEL SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF
NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN AN EQUAL MIX OF g5
/ #57 GRAVEL, SURGE STONE, AND NATIVE MATERIALS IS TO BE USED.
7. IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM
DESIGNER.
LEGEND
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AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR
OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL
EXCAVATION AND STABIUZATION SHALL BE PLACED INSIDE THE EXISTING
CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
CHANNELS. THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF
RIFFLE CHANNEL SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF
NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN AN EQUAL MIX OF g5
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7. IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
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INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM
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NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM
TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE
AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT SHALL BE MODIFIED
AT THE END OF EACH DAY TO RESTORE NORMAL FLOW BACK TO THE
CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO
REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN ANY WAY. EXCAVATED OR
OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM CHANNEL
EXCAVATION AND STABIUZATION SHALL BE PLACED INSIDE THE EXISTING
CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. REMOVE AND STOCKPILE GRAVEL SUBSTRATE LOCATED WITHIN EXISTING
CHANNELS. THIS MATERIAL SHALL BE INSTALLED ON THE PROPOSED BED OF
RIFFLE CHANNEL SECTIONS AND SHALL BE AT LEAST 6 INCHES DEEP. IF
NATIVE GRAVEL SUBSTRATE IS NOT AVAILABLE, THEN AN EQUAL MIX OF g5
/ #57 GRAVEL, SURGE STONE, AND NATIVE MATERIALS IS TO BE USED.
7. IN -STREAM STRUCTURES PROPOSED ALONG THE OUTSIDE OF MEANDER BENDS
(BRUSH TOES, LOG VANES, ROOT WADS, AND LOG TOES) MAY BE USED
INTERCHANGEABLY THROUGHOUT THE PROJECT PER APPROVAL FROM
DESIGNER.
LEGEND
AS -BUILT IN -STREAM STRUCTURE
GO
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