20140335 Ver 1_Year 0 Monitoring Report 2016_20170126

BASELINE MONITORING DOCUMENT AND
AS -BUILT BASELINE REPORT
96312
AYCOCK SPRINGS
STREAM AND WETLAND MITIGATION
SITE
Alamance County, North Carolina
Full Delivery Contract No. 5791
Data Collection: April 2016
Submission: May 2016
Cape Fear River Basin
Cataloging Unit 03030002
PREPARED FOR:
N.C. DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF MITIGATION SERVICES
1601 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1601

BASELINE MONITORING DOCUMENT AND
AS -BUILT BASELINE REPORT
AYCOCK SPRINGS
STREAM AND WETLAND MITIGATION SITE
Alamance County, North Carolina
Full Delivery Contract No. 5791
Cape Fear River Basin
Cataloging Unit 03030002
PREPARED BY:
RESTORATION SYSTEMS, LLC
1101 HAYNES STREET, SUITE 211
RALEIGH, NORTH CAROLINA 27604
AND
AXIOM ENVIRONMENTAL, INC.
218 SNOW AVENUE
RALEIGH, NORTH CAROLINA 27603
July 2016

EXECUTIVE SUMMARY
Restoration Systems, LLC has established the Aycock Springs Stream and Wetland Mitigation Site (Site)
located approximately 1.5 miles north of Elon and Gibsonville in western Alamance County. The Site is
encompassed within 14 -digit Cataloging Unit and Targeted Local Watershed 03030002030010 of the Cape
Fear River Basin.
Prior to construction, the Site encompassed approximately 13 acres of agricultural land used for livestock
grazing and timber production. The Site is situated along Travis Creek and four unnamed tributaries (UTs)
to Travis Creek. Existing streams were cleared, dredged, trampled by livestock, eroded vertically and
laterally, and received extensive sediment and nutrient inputs from livestock and adjacent runoff. A
breached dam was located at the downstream extent of Travis Creek which didn't effectively pass storm
flows and impounded water during rain events. In addition, streamside wetlands were cleared and drained
by channel downcutting and land uses. The Site was identified to assist the North Carolina Division of
Mitigation Services (NCDMS) in meeting its stream and wetland restoration goals.
The following table summarizes the project goals/objectives and proposed functional uplift based on
proposed Site restoration activities and observations of two reference areas located in the vicinity of the
Site.
Project Goals and Objectives
Project Goal/Objective How Goal/Objective will be Accomplished
Improve Hydrology
Restore Floodplain Access
Building a new channel at the historic floodplain elevation to restore
overbank flows
Restore Wooded Riparian Buffer
Planting a woody riparian buffer
Restore Stream Stability
Providing proper channel width and depth, stabilizing channel banks,
providing gravel/cobble substrate, planting a woody riparian buffer, and
removing cattle
Improve Sediment Transport to Convert the UTs
from Sand/Silt Dominated to Gravel/Cobble
Dominated Streams
Improve Stream Geomorphology
Increase Surface Storage and Retention
Building a new channel at the historic floodplain elevation restoring
overbank flows, removing cattle, scarifying compacted soils, and
planting woody vegetation
Restore Appropriate Inundation/Duration
Increase Subsurface Storage and Retention
Raising the stream bed elevation and rip compacted soils
Im rove Water Quality
Increase Upland Pollutant Filtration
Planting a native, woody riparian buffer
Increase Thermoregulation
Planting a native, woody riparian buffer
Reduce Stressors and Sources of Pollution
Removing cattle and other agricultural inputs
Increase Removal and Retention of Pathogens,
Particulates (Sediments), Dissolved Materials
(Nutrients), and Toxins from the Water Column
Raising the stream bed elevation, restoring overbank flows, planting with
woody vegetation, removing cattle, increasing surface storage and
retention, and restoring appropriate inundation/duration
Increase Energy Dissipation of
Overbank/Overland Flows/Stormwater Runoff
Raising the stream bed elevation, restoring overbank flows, and planting
with woody vegetation
Restore Habitat
Restore In -stream Habitat
Building a stable channel with a cobble/gravel bed and planting a woody
riparian buffer
Restore Stream -side Habitat
Planting a woody riparian buffer
Improve Vegetation Composition and Structure
Monitoring Baseline Document and Asbuilt Report Executive Summary page i
Aycock Springs Stream and Wetland Mitigation Site

Positive aspects supporting mitigation activities at the Site include the following.
• Streams have a Best Usage Classification of WS -V, NSW
• Located in a Targeted Local Watershed and within the NCDMS Travis, Tickle, Little Alamance
Local Watershed Planning (LWP) Area
• Travis Creek is listed on the NCDENR 2012 303(d) list for ecological/biological integrity
• Immediately south and abutting the Site is a property identified in the Little Alamance, Travis, &
Tickle Creek Watersheds Restoration Plan (PTCOG 2008) as a target property for wetland
restoration and streambank enhancement/conservation
• Immediately west of the Site is a large tract associated with Guilford County open space
Project construction and planting was completed between February 3, 2016 and April 8, 2016. Site
activities included the restoration of perennial and intermittent stream channels, enhancement (Level II) of
perennial stream channel, and re-establishment of riparian wetlands. Priority I restoration of intermittent
channels at the Site is imperative to provide significant functional uplift to Site hydrology, water quality,
and habitat, in addition to restore adjacent streamside, riparian wetlands. A total of 3581 Stream
Mitigation Units (SMUs) and 0.5 Riparian Wetland Mitigation Units (WMUs) are being provided as
depicted in the following table.
* Wetland enhancement acreage is not included in mitigation credit calculations as per RFP 16-005568 requirements.
** Prior to Site selection, the landowner received a violation for unauthorized discharge of fill material into Waters
of the United States. Fill resulted from unpermitted upgrades to a farm pond dam, including widening the dam
footprint, dredging stream channel, and casting spoil material adjacent to the stream channel on jurisdictional
wetlands. Prior to restoration activities the landowner was required to obtain an after -the -fact permit to resolve
the violations of Section 301 of the Clean Water Act (Action ID: SAW -2014-00665). In addition, stream reaches
and wetland areas associated with the violation have been removed from credit generation.
In addition, the landowner received a violation for riparian buffer impacts due to clearing of trees adjacent to
streams draining to Jordan Lake (NOV-2013-BV-0001). As a result of this violation, the upper 122 linear feet of
UT 3 has a reduced credit ratio (1.5:1). On-site visits conducted with USACE representatives determined that
the functional uplift of project restoration to UT 3 would be satisfactory to generate credit at this ratio.
Monitoring Baseline Document and Asbuilt Report Executive Summary page ii
Aycock Springs Stream and Wetland Mitigation Site
Perennial Stream
Intermittent Stream
Stream
Stream Mitigation Type
(linear feet)
(linear feet)
Ratio Mitigation
Units
Restoration
3147
90
1:1 3237
Restoration (see Notes below)**
122
1:5:1 81
Enhancement (Level II)
657
--
2.5:1 263
TOTAL
3804
212
3581
Wetland Mitigation Type
Acreage
Ratio
Riparian Wetland
Mitigation Units
Riparian Re-establishment
0.5
1:1
0.5
Riparian Enhancement
1.5*
--
TOTAL
2.0
0.5
* Wetland enhancement acreage is not included in mitigation credit calculations as per RFP 16-005568 requirements.
** Prior to Site selection, the landowner received a violation for unauthorized discharge of fill material into Waters
of the United States. Fill resulted from unpermitted upgrades to a farm pond dam, including widening the dam
footprint, dredging stream channel, and casting spoil material adjacent to the stream channel on jurisdictional
wetlands. Prior to restoration activities the landowner was required to obtain an after -the -fact permit to resolve
the violations of Section 301 of the Clean Water Act (Action ID: SAW -2014-00665). In addition, stream reaches
and wetland areas associated with the violation have been removed from credit generation.
In addition, the landowner received a violation for riparian buffer impacts due to clearing of trees adjacent to
streams draining to Jordan Lake (NOV-2013-BV-0001). As a result of this violation, the upper 122 linear feet of
UT 3 has a reduced credit ratio (1.5:1). On-site visits conducted with USACE representatives determined that
the functional uplift of project restoration to UT 3 would be satisfactory to generate credit at this ratio.
Monitoring Baseline Document and Asbuilt Report Executive Summary page ii
Aycock Springs Stream and Wetland Mitigation Site

TABLE OF CONTENTS
EXECUTIVE SUMMARY..............................................................
1.0 PROJECT GOALS, BACKGROUND, AND ATTRIBUTES
1.1 Location and Setting.........................................................
1.2 Project Goals and Objectives .............................................
1.3 Project Structure, Restoration Type, and Approach............
1.3.1 Project Structure........................................................
1.3.2 Restoration Type and Approach .................................
2.0 SUCCESS CRITERIA..........................................................
2.1 Streams.............................................................................
2.2 Vegetation.........................................................................
2.3 Wetland Hydrology...........................................................
3.0 MONITORING PLAN..........................................................
3.1 Streams.............................................................................
3.2 Vegetation.........................................................................
3.3 Wetland Hydrology...........................................................
4.0 MAINTENANCE AND CONTINGENCY ...........................
5.0 REFERENCES.....................................................................
APPENDICES
Appendix A. General Tables and Figures
Table 1. Project Components and Mitigation Units
Table 2. Project Activity and Reporting History
Table 3. Project Contacts Table
Table 4. Project Attributes Table
Figure 1. Site Location
Figure 2. Current Conditions Plan View
Appendix B. Morphological Summary Data and Plots
Tables 5A -5E. Baseline Morphology and Hydraulic Summary
Tables 6A -6L. Morphology and Hydraulic Monitoring Summary
Substrate Plots
Appendix C. Vegetation Data
Table 7. Planted Bare Root Woody Vegetation
Table 8. Total Planted Stems by Plot and Species
Vegetation Plot Photographs
Appendix D. As -built Plan Sheets (Preliminary)
As -built Survey
Longitudinal Profile Plots
Cross-section Plots
Appendix E. FEMA Coordination — LOMR
Monitoring Baseline Document and Asbuilt Report
Aycock Springs Stream and Wetland Mitigation Site
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Table of Contents page i

1.0 PROJECT GOALS, BACKGROUND, AND ATTRIBUTES
1.1 Location and Setting
Restoration Systems, LLC has established the Aycock Springs Stream and Wetland Mitigation Site (Site)
located approximately 1.5 miles north of Elon and Gibsonville in western Alamance County (Figure 1,
Appendix A). Prior to construction, the Site encompassed approximately 13 acres of agricultural land used
for livestock grazing, hay production, and timber harvest. Streams were cleared, trampled by livestock,
eroded vertically and laterally, and received extensive sediment and nutrient inputs from livestock and
timber harvest activities. Stream impacts in Travis Creek also occurred due to a breached dam that
impounded water during storm events. In addition, streamside wetlands were drained by channel incision,
soil compaction, the loss of forest vegetation, and land uses.
Directions to the Site from Interstate 40/85 in Burlington/Elon, North Carolina.
➢ Exit onto University Drive (I-40/85 Exit 140) and travel north towards Elon,
➢ Travel north for 2.8 miles and merge with NC 100,
➢ Continue on University Drive (NC 100) for 0.5 mile and turn left onto Manning Street (SR 1503),
➢ Travel northwest for 0.8 mile and turn right onto Gibsonville-Ossipee Road (SR 1500),
➢ Travel north for 0.7 mile and Site is on the right.
o Site Latitude, Longitude 36.127271°N, 79.525214°W (NAD83/WGS84)
1.2 Project Goals and Objectives
Based on the Cape Fear River Basin Restoration Priorities Report 2009 (NCEEP 2009) and the Little
Alamance, Travis, & Tickle Creek Watersheds Restoration Plan (PTCOG 2008), Targeted Local Watershed
03030002030010 is not meeting its designated use of supporting aquatic life. Agricultural land use appears
to be the main source of stress in the Hydrologic Unit, as well as land clearing and poor riparian
management. This project will meet the eight priority goals of the Travis, Tickle, Little Alamance Local
Watershed Plan (LWP) including the following.
1) Reduce sediment loading
2) Reduce nutrient loading
3) Manage stormwater runoff
4) Reduce toxic inputs
5) Provide and improve instream habitat
6) Provide and improve terrestrial habitat
7) Improve stream stability
8) Improve hydrologic function
The following six goals were identified by the Stakeholder group of the Travis, Tickle, Little Alamance
LWP Phase I assessment which address the water quality impacts and watershed needs in all of the Little
Alamance, Travis, Tickle watersheds in 2006.
1) Increase local government awareness of the impacts of urban growth on water resources
2) Strengthen watershed protection standards
3) Improve water quality through stormwater management
4) Identify and rank parcels for retrofits, stream repair, preservation, and/or conservation
5) Assess aquatic health to identify stressors that are the most likely causes of poor biological
conditions
6) Meet requirements of outside funding sources for implementation of projects
Monitoring Baseline Document and Asbuilt Report Page 1
Aycock Springs Stream and Wetland Mitigation Site

The following table summarizes the project goals/objectives and proposed functional uplift based on
restoration activities and observations of two reference areas located in the vicinity of the Site. Goals and
objectives target functional uplift identified in the Travis, Tickle, Little Alamance LWP and based on
stream/wetland functional assessments developed by the regulatory agencies.
Project Goals and Objectives
Project Goal/Objective How Goal/Objective will be Accomplished
Improve Hydrology
Restore Floodplain Access
Building a new channel at the historic floodplain elevation to restore
overbank flows
Restore Wooded Riparian Buffer
Planting a woody riparian buffer
Restore Stream Stability
Providing proper channel width and depth, stabilizing channel banks,
providing gravel/cobble substrate, planting a woody riparian buffer, and
removing cattle
Improve Sediment Transport to Convert the UTs
from Sand/Silt Dominated to Gravel/Cobble
Dominated Streams
Improve Stream Geomorphology
Increase Surface Storage and Retention
Building a new channel at the historic floodplain elevation restoring
overbank flows, removing cattle, scarifying compacted soils, and
planting woody vegetation
Restore Appropriate Inundation/Duration
Increase Subsurface Storage and Retention
Raising the stream bed elevation and rip compacted soils
Im rove Water Quality
Increase Upland Pollutant Filtration
Planting a native, woody riparian buffer
Increase Thermoregulation
Planting a native, woody riparian buffer
Reduce Stressors and Sources of Pollution
Removing cattle and other agricultural inputs
Increase Removal and Retention of Pathogens,
Particulates (Sediments), Dissolved Materials
(Nutrients), and Toxins from the Water Column
Raising the stream bed elevation, restoring overbank flows, planting with
woody vegetation, removing cattle, increasing surface storage and
retention, and restoring appropriate inundation/duration
Increase Energy Dissipation of
Overbank/Overland Flows/Stormwater Runoff
Raising the stream bed elevation, restoring overbank flows, and planting
with woody vegetation
Restore Habitat
Restore In -stream Habitat
Building a stable channel with a cobble/gravel bed and planting a woody
riparian buffer
Restore Stream -side Habitat
Planting a woody riparian buffer
Improve Vegetation Composition and Structure
1.3 Project Structure, Restoration Type, and Approach
1.3.1 Project Structure
Prior to construction, Site UTs were cleared, dredged of cobble substrate, trampled by livestock, eroded
vertically and laterally, and received extensive sediment and nutrient inputs from livestock. Approximately
95 percent of the UT stream channels were degraded contributing to sediment and nutrient export from the
Site. In addition, streamside wetlands were cleared and drained by channel downcutting and land uses.
Two outer bends of Travis Creek targeted for restoration were characterized by excessive shear and tight
meander radii. In addition, the downstream reach characterized by a partially breached dam, which impeded
stormwater pulses, resulting in hydrologic stacking of water upstream from the breached area.
Approximately 30 percent of the Travis Creek stream channel was degraded by vegetative clearing, erosion
of channel banks, and impediment of stormwater flows.
Prior Site conditions resulted in degraded water quality, a loss of aquatic habitat, reduced nutrient and
sediment retention, and unstable channel characteristics (loss of horizontal flow vectors that maintain pools
Monitoring Baseline Document and Asbuilt Report Page 2
Aycock Springs Stream and Wetland Mitigation Site

and an increase in erosive forces to channel bed and banks). Site restoration activities restored riffle -pool
morphology, aided in energy dissipation, increased aquatic habitat, stabilized channel banks, and greatly
reduced sediment loss from channel banks.
1.3.2 Restoration Type and Approach
Restoration and protection of aquatic resources with a conservation easement will result in net gains in
hydrology, water quality, and habitat functions at the Site. Site construction was completed on April 6,
2016 and Site planting was completed on April 8, 2016. A summary of mitigation activities includes the
following.
• Providing a minimum of 3581 SMUs, as calculated in accordance with the requirements stipulated
in RFP #16-005568.
o Restoring approximately 3359 linear feet of stream channel through construction of stable
stream channels in the historic floodplain location and elevation.
o Enhancing (Level II) approximately 657 linear feet of stream channel by ceasing current land
use practices, removing invasive species, spot treating stressed banks with willow stakes and
brush mattresses, and planting with native forest vegetation.
• Providing a minimum of 0.5 riparian WMUs, as calculated in accordance with the requirements
stipulated in RFP #16-005568.
o Restoring 0.5 acre of riparian wetland by removing livestock, restoring compacted soils, raising
stream channels to historic elevations, and rehydrating floodplain soils.
o Enhancing an additional 1.5 acres of riparian wetland.
• Removing cattle from the Site and fencing the entire conservation easement.
• Revegetating wetlands, floodplains, and slopes adjacent to restored streams.
• Protecting the Site in perpetuity with a conservation easement.
Completed project activities, reporting history, completion dates, project contacts, and project attributes are
summarized in Tables 1-4 (Appendix A).
2.0 SUCCESS CRITERIA
2.1 Streams
Monitoring and success criteria for stream restoration should relate to project goals and objectives. From
a mitigation perspective, several of the goals and objectives are assumed to be functionally elevated by
restoration activities without direct measurement. Other goals and objectives will be considered successful
upon achieving vegetation success criteria. The following summarizes stream success criteria related to
goals and objectives.
Project Goat/Objective I Stream Success Criteria
Im rove Hydrology
Restore Floodplain Access
Two overbank events in separate monitoring years will be
documented during the monitoring period.
Restore Wooded Riparian Buffer
Attaining Vegetation Success Criteria (Section 2.2).
Cross-sections, monitored annually, will be compared to as -
Restore Stream Stability
built measurements to determine channel stability and
maintenance of channel geomorphology.
Improve Stream Geomorphology
Convert stream channels from unstable G- and F -type
channels to stable E- and C- type stream channels.
Increase Surface Storage and Retention
Two overbank events in separate monitoring years, and
attaining Wetland and Vegetation Success Criteria (Sections
Restore Appropriate Inundation/Duration
2.3 and 2.2).
Monitoring Baseline Document and Asbuilt Report Page 3
Aycock Springs Stream and Wetland Mitigation Site

2.2 Vegetation
An average density of 320 planted stems per acre must be surviving in the first three monitoring years.
Subsequently, 290 planted stems per acre must be surviving in year 4, 260 planted stems per acre in year 5,
and 210 planted stems per acre in year 7. In addition, planted vegetation must average 10 feet in height in
each plot at year 7 since this Site is located in the Piedmont. Volunteer stems may be considered on a case-
by-case basis in determining overall vegetation success; however, volunteer stems should be counted
separately from planted stems.
2.3 Wetland Hydrology
Monitoring and success criteria for wetland re-establishment should relate to project goals and objectives.
From a mitigation perspective, several of the goals and objectives are assumed to be functionally elevated
by restoration activities without direct measurement. Other goals and objectives will be considered
successful upon achieving vegetation success criteria. The following summarizes wetland success criteria
related to goals and objectives.
According to the Soil Survey of Alamance County, the growing season for Alamance County is from April
17 — October 22 (USDA 1960). However, the start date for the growing season is not typical for the
Piedmont region; therefore, for purposes of this project gauge hydrologic success will be determined using
data from February 1 - October 22 to more accurately represent the period of biological activity. This will
be confirmed annually by soil temperatures and/or bud burst. The growing season will be initiated each
year on the documented date of biological activity. Photographic evidence of bud burst and field logs of
date and temperature will be included in the annual monitoring reports.
Target hydrological characteristics include saturation or inundation for 10 percent of the monitored period
(February 1 -October 22), during average climatic conditions. During years with atypical climatic
Monitoring Baseline Document and Asbuilt Report Page 4
Aycock Springs Stream and Wetland Mitigation Site
Two overbank events will be documented, in separate years,
during the monitoring period and documentation of an elevated
Increase Subsurface Storage and Retention
groundwater table (within 12 inches of the soil surface) for
greater than 10 percent of the growing season during average
climatic conditions.
Improve Sediment Transport to Convert the UTs
Pebble counts documenting coarsening of bed material from
from Sand/Silt Dominated to Gravel/Cobble
pre-existing conditions of sand and silt to post restoration
Dominated Streams
conditions of gravel and cobble.
Im rove Water Quality
Increase Upland Pollutant Filtration
Attaining Wetland and Vegetation Success Criteria (Sections
2.3 and 2.2)
Increase Thermoregulation
Attaining Vegetation Success Criteria (Section 2.2).
Reduce Stressors and Sources of Pollution
Fencing maintained throughout the monitoring period and
encroachment within the easement eliminated.
Increase Removal and Retention of Pathogens,
Removal of cattle, documentation of two overbank events in
Particulates (Sediments), Dissolved Materials
separate monitoring years, and attaining Vegetation Success
(Nutrients), and Toxins from the Water Column
Criteria (Section 2.2)
Increase Energy Dissipation of Overbank/Overland
Documentation of two overbank events in separate monitoring
Flows/Stormwater Runoff
years and attaining Vegetation Success Criteria (Section 2.2)
Restore Habitat
Pebble counts documenting coarsening of bed material from
Restore In -stream Habitat pre-existing conditions of sand and silt to post restoration
conditions of gravel and cobble, and attaining Vegetation
Success Criteria (Section 2.2)
Restore Stream -side Habitat Attaining Vegetation Success Criteria (Section 2.2)
Improve Vegetation Composition and Structure Attaining Vegetation Success Criteria (Section 2.2)
2.2 Vegetation
An average density of 320 planted stems per acre must be surviving in the first three monitoring years.
Subsequently, 290 planted stems per acre must be surviving in year 4, 260 planted stems per acre in year 5,
and 210 planted stems per acre in year 7. In addition, planted vegetation must average 10 feet in height in
each plot at year 7 since this Site is located in the Piedmont. Volunteer stems may be considered on a case-
by-case basis in determining overall vegetation success; however, volunteer stems should be counted
separately from planted stems.
2.3 Wetland Hydrology
Monitoring and success criteria for wetland re-establishment should relate to project goals and objectives.
From a mitigation perspective, several of the goals and objectives are assumed to be functionally elevated
by restoration activities without direct measurement. Other goals and objectives will be considered
successful upon achieving vegetation success criteria. The following summarizes wetland success criteria
related to goals and objectives.
According to the Soil Survey of Alamance County, the growing season for Alamance County is from April
17 — October 22 (USDA 1960). However, the start date for the growing season is not typical for the
Piedmont region; therefore, for purposes of this project gauge hydrologic success will be determined using
data from February 1 - October 22 to more accurately represent the period of biological activity. This will
be confirmed annually by soil temperatures and/or bud burst. The growing season will be initiated each
year on the documented date of biological activity. Photographic evidence of bud burst and field logs of
date and temperature will be included in the annual monitoring reports.
Target hydrological characteristics include saturation or inundation for 10 percent of the monitored period
(February 1 -October 22), during average climatic conditions. During years with atypical climatic
Monitoring Baseline Document and Asbuilt Report Page 4
Aycock Springs Stream and Wetland Mitigation Site

conditions, groundwater gauges in reference wetlands may dictate threshold hydrology success criteria (75
percent of reference). These areas are expected to support hydrophytic vegetation. If wetland parameters
are marginal as indicated by vegetation and/or hydrology monitoring, a jurisdictional determination will be
performed.
Wetland Goals and Success Criteria
Project Goal/Objective I Wetland Success Criteria
Im rove Hydrology
Restore Wooded Riparian Buffer
Attaining Vegetation Success Criteria (Section 2.2).
Increase Surface Storage and Retention
Two overbank events in separate monitoring years, and
attaining Wetland and Vegetation Success Criteria (Sections 2.3
and 2.2).
Restore Appropriate Inundation/Duration
Increase Subsurface Storage and Retention
Im rove Water Quality
Increase Upland Pollutant Filtration
Attaining Wetland and Vegetation Success Criteria (Sections
2.3 and 2.2).
Reduce Stressors and Sources of Pollution
Fencing maintained throughout the monitoring period and
encroachment within the easement eliminated.
Increase Removal and Retention of Pathogens,
Particulates (Sediments), Dissolved Materials
(Nutrients), and Toxins from the Water Column
Removal of cattle, documentation of two overbank events in
separate monitoring years, and attaining Vegetation Success
Criteria (Section 2.2).
Increase Energy Dissipation of Overbank/Overland
Flows/Stormwater Runoff
Documentation of two overbank events in separate monitoring
I years, and attaining Vegetation Success Criteria (Section 2.2).
Restore Habitat
Restore Stream -side Habitat
Attaining Vegetation Success Criteria (Section 2.2).
Improve Vegetation Composition and Structure
3.0 MONITORING PLAN
Monitoring requirements and success criteria outlined in the latest guidance by US Army Corps of
Engineers (USACE) in April 2003 (Stream Mitigation Guidelines) will be followed and are briefly outlined
below. Monitoring data collected at the Site should include reference photos, plant survival analysis,
channel stability analysis, and biological data, if specifically required by permit conditions.
Wetland hydrology is proposed to be monitored for a period of seven years (years 1-7). Riparian vegetation
and stream morphology is proposed to be monitored for a period of seven years with measurements
completed in years 1-3, year 5, and year 7. Monitoring reports for years 4 and 6 will include photo
documentation of stream stability and wetland hydrology monitoring data. If monitoring demonstrates the
Site is successful by year 5 and no concerns have been identified, Restoration Systems may propose to
terminate monitoring at the Site and forego monitoring requirements for years 6 and 7. Early closure will
only be provided through written approval from the USACE in consultation with the Interagency Review
Team (NC IRT). Monitoring will be conducted by Axiom Environmental, Inc. Annual monitoring reports
of the data collected will be submitted to the NCDMS by Restoration Systems no later than December 31
of each monitoring year data is collected.
3.1 Streams
Annual monitoring will include development of channel cross-sections and substrate on riffles and pools.
Data to be presented in graphic and tabular format will include 1) cross-sectional area, 2) bankfull width,
3) average depth, 4) maximum depth, 5) width -to -depth ratio, 6) bank height ratio, and 7) entrenchment
ratio. Longitudinal profiles will not be measured routinely unless monitoring demonstrates channel bank
or bed instability, in which case, longitudinal profiles may be required by the USACE along reaches of
concern to track changes and demonstrate stability.
Monitoring Baseline Document and Asbuilt Report Page 5
Aycock Springs Stream and Wetland Mitigation Site

Visual assessment of in -stream structures will be conducted to determine if failure has occurred. Failure of
a structure may be indicated by collapse of the structure, undermining of the structure, abandonment of the
channel around the structure, and/or stream flow beneath the structure. In addition, visual assessments of
the entire channel will be conducted in years 1-3, 5, and 7 of monitoring as outlined in NCDMS Monitoring
Requirements and Reporting Standards for Stream and/or Wetland Mitigation. Areas of concern will be
depicted on a plan view figure identifying the location of concern along with a written assessment and
photograph of the area.
3.2 Vegetation
After planting was completed on April 8, 2016, an initial evaluation was performed to verify planting
methods and to determine initial species composition and density. Supplemental planting and additional
Site modifications will be implemented, if necessary.
During quantitative vegetation sampling, 14 sample plots (10 -meter by 10 -meter) were installed within the
Site as per guidelines established in CVS-EEP Protocol for Recording Vegetation, Version 4.2 (Lee et al.
2008). In each sample plot, vegetation parameters to be monitored include species composition and species
density. Visual observations of the percent cover of shrub and herbaceous species will also be documented
by photograph. Baseline vegetation plot information can be found in Appendix C. Initial stem count
measurements indicate an average of 593 planted stems per acre across the Site. In addition, each vegetation
plot exceeded the minimum criteria for success.
3.3 Wetland Hydrology
Three groundwater monitoring gauges were installed to take measurements after hydrological
modifications were performed at the Site. Hydrological sampling will continue throughout the growing
season at intervals necessary to satisfy jurisdictional hydrology success criteria (USEPA 1990). In addition,
a surface water gauge has been installed in Tributary 3 to monitor flow regime of the tributary.
Approximate locations of gauges are depicted on Figure 2 (Appendix A) and Asbuilt Plan Sheets (Appendix
D).
4.0 MAINTENANCE AND CONTINGENCY
In the event that success criteria are not fulfilled, a mechanism for contingency will be implemented.
Stream
In the event that stream success criteria are not fulfilled, a mechanism for contingency will be implemented.
Stream contingency may include, but may not be limited to 1) structure repair and/or installation; 2) repair
of dimension, pattern, and/or profile variables; and 3) bank stabilization. The method of contingency is
expected to be dependent upon stream variables that are not in compliance with success criteria. Primary
concerns, which may jeopardize stream success, include 1) structure failure, 2) headcut migration through
the Site, and/or 3) bank erosion.
Structure Failure
In the event that structures are compromised the affected structure will be repaired, maintained, or replaced.
Once the structure is repaired or replaced, it must function to stabilize adjacent stream banks and/or
maintain grade control within the channel. Structures which remain intact, but exhibit flow around, beneath,
or through the header/footer will be repaired by excavating a trench on the upstream side of the structure
and reinstalling filter fabric in front of the pilings. Structures which have been compromised, resulting in
shifting or collapse of header/footer, will be removed and replaced with a structure suitable for Site flows.
Monitoring Baseline Document and Asbuilt Report Page 6
Aycock Springs Stream and Wetland Mitigation Site

Headcut Migration Through the Site
In the event that a headcut occurs within the Site (identified visually or through measurements [i.e. bank -
height ratios exceeding 1.4]), provisions for impeding headcut migration and repairing damage caused by
the headcut will be implemented. Headcut migration may be impeded through the installation of in -stream
grade control structures (rip -rap sill and/or log cross -vane weir) and/or restoring stream geometry variables
until channel stability is achieved. Channel repairs to stream geometry may include channel backfill with
coarse material and stabilizing the material with erosion control matting, vegetative transplants, and/or
willow stakes.
Ranh Frncinn
In the event that severe bank erosion occurs within the Site, resulting in elevated width -to -depth ratios,
contingency measures to reduce bank erosion and width -to -depth ratio will be implemented. Bank erosion
contingency measures may include the installation of log -vane weirs and/or other bank stabilization
measures. If the resultant bank erosion induces shoot cutoffs or channel abandonment, a channel may be
excavated which will reduce shear stress to stable values.
Vegetation
If vegetation success criteria are not achieved based on average density calculations from combined plots
over the entire restoration area, supplemental planting may be performed with tree species approved by
regulatory agencies. Supplemental planting will be performed as needed until achievement of vegetation
success criteria.
Hydrolou
Hydrological contingency will require consultation with hydrologists and regulatory agencies if wetland
hydrology enhancement is not achieved. Floodplain surface modifications, including construction of
ephemeral pools, represent a likely mechanism to increase the floodplain area in support of jurisdictional
wetlands. Recommendations for contingency to establish wetland hydrology will be implemented and
monitored until Hydrology Success Criteria are achieved.
Monitoring Baseline Document and Asbuilt Report Page 7
Aycock Springs Stream and Wetland Mitigation Site

5.0 REFERENCES
Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual. Technical Report Y-
87-1. United States Army Engineer Waterways Experiment Station, Vicksburg, Mississippi.
Environmental Laboratory. 2012. Regional Supplement to the Corps of Engineers Wetland Delineation
Manual: Eastern Mountains and Piedmont Region (Version 2.0). United States Army Engineer
Research and Development Station, Vicksburg, Mississippi.
Lee, M.T., R.K. Peet, S.D. Roberts, and T.R. Wentworth. 2008. CVS-EEP Protocol for Recording
Vegetation. Version 4.2. North Carolina Department of Environment and Natural Resources,
Ecosystem Enhancement Program. Raleigh, North Carolina.
North Carolina Ecosystem Enhancement Program (NCEEP 2009). Cape Fear River Basin Restoration
Priorities 2009 (online). Available:
http://portal.ncdenr.org/c/document — library/get—file?uuid=864e82e8-725c-415e-8 ed9-
c72dfcb55012&groupId=60329
The Piedmont Triad Council of Governments (PTCOG 2008). Little Alamance, Travis, & Tickle Creek
Watersheds Restoration Plan. North Carolina Department of Environment and Natural Resources,
Ecosystem Enhancement Program. Raleigh, North Carolina.
Schafale, M.P. and A.S. Weakley. 1990. Classification of the Natural Communities of North Carolina:
Third Approximation. North Carolina Natural Heritage Program, Division of Parks and Recreation,
North Carolina Department of Environment, Health, and Natural Resources. Raleigh, North
Carolina.
United States Department of Agriculture (USDA). 1960. Soil Survey of Alamance County, North Carolina.
Soil Conservation Service.
United States Environmental Protection Agency (USEPA). 1990. Mitigation Site Type Classification
(MIST). EPA Workshop, August 13-15, 1989. EPA Region IV and Hardwood Research
Cooperative, NCSU, Raleigh, North Carolina.
Monitoring Baseline Document and Asbuilt Report Page 8
Aycock Springs Stream and Wetland Mitigation Site

Appendix A.
General Tables and Figures
Table 1. Project Components and Mitigation Credits
Table 2. Project Activity and Reporting History
Table 3. Project Contacts Table
Table 4. Project Attributes Table
Figure 1. Site Location
Figure 2. Current Conditions Plan View
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site

Table 1. Project Components and Mitigation Credits
Aycock Springs Mitigation Site
Mitigation Credits
Stream Stream
Riparian Wetland Nonri arian Wetland
Restoration Enhancement
Re-establishment Re-establishment
3318 263
0.5 --
Projects Com onents
Existing Linear
Priority
Restoration/
Restoration
Mitigation
Mitigation
Station Range
Footage/
Approach
Restoration
Linear Footage/
Ratio
Credits
Comment
Acreage
Equivalent
Acreage
UT 1 Station 10+04 to 23+21
1173
PI
Restoration
1317-24=
1:1
1293
241f of UT 1 is located outside of
1293
easement and is not credit generating
UT 2 Station 10+00 to 16+75
723
PI
Restoration
675
1:1
675
*** The upper 122 linear feet of
UT 3 Station 10+00 to 11+22
147
PI
Restoration
122
1.5:1
81
channel is in a violation area and is
generating credit at a reduced ratio of
1.5:1
UT 3 Station 11+22 to 12+12
16
PI
Restoration
90
1:1
90
****The upper 107 linear feet of
UT 4 Station 10+00 to 14+13
448
PI
Restoration
413-10'
306
1:1
306
channel is in a violation area and is not
credit generating
Travis Creek
578-20=
The upper 20 linear feet of Travis
Station 10+00 to 15+78
578
Ell
558
2.5:1
223
Creek is within a powerline easement
and is not credit generating
Travis Creek
274
PII
Restoration
209
1:1
209
Station 15+78 to 17+87
Travis Creek
Station 17+87 to 18+86
99
EII
99
2.5:1
40
Travis Creek
936
PI
Restoration
664
1:1
664
Station 23+71 to 30+35
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site

Table 1. Project Components and Mitigation Credits (continued)
Aycock Springs Miti ation Site
**Wetland enhancement acreage is not included in mitigation credit calculations as per RFP 16-005568 requirements.
***Prior to Site selection, the landowner received a violation for riparian buffer impacts due to clearing of trees adjacent to streams draining to Jordan
Lake (NOV-2013-BV-0001). As a result of this violation, the upper 122 linear feet of UT 3 has a reduced credit ratio of 1.5:1. On-site visits conducted
with USACE representatives determined that the functional uplift of project restoration to UT 3 would be satisfactory to generate credit at this ratio.
**** Prior to Site selection, the landowner received a violation for unauthorized discharge of fill material into Waters of the United States. Fill resulted
from unpermitted upgrades to a farm pond dam, including widening the dam footprint, dredging stream channel, and casting spoil material adjacent to
the stream channel on jurisdictional wetlands. Prior to restoration activities the landowner was required to obtain an after -the -fact permit to resolve the
violations of Section 301 of the Clean Water Act (Action ID:SAW-2014-00665). In addition, stream reaches and wetland areas associated with the
violation area have been removed from credit generation — UT 4 begins credit generation at Station 11+07).
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site
Component Summation
Restoration Level
Stream (linear footage)
Riparian Wetland (acreage) Nonriparian Wetland (acreage)
Restoration
3359
0.5 --
Enhancement (Level 1)
--
-- --
Enhancement (Level II)
657
--
Enhancement
--
1.5**
Totals
4016
-- --
Mitigation Units
3581 SMUs
0.5 Riparian WMUs 0.00 Nonri arian WMUs
**Wetland enhancement acreage is not included in mitigation credit calculations as per RFP 16-005568 requirements.
***Prior to Site selection, the landowner received a violation for riparian buffer impacts due to clearing of trees adjacent to streams draining to Jordan
Lake (NOV-2013-BV-0001). As a result of this violation, the upper 122 linear feet of UT 3 has a reduced credit ratio of 1.5:1. On-site visits conducted
with USACE representatives determined that the functional uplift of project restoration to UT 3 would be satisfactory to generate credit at this ratio.
**** Prior to Site selection, the landowner received a violation for unauthorized discharge of fill material into Waters of the United States. Fill resulted
from unpermitted upgrades to a farm pond dam, including widening the dam footprint, dredging stream channel, and casting spoil material adjacent to
the stream channel on jurisdictional wetlands. Prior to restoration activities the landowner was required to obtain an after -the -fact permit to resolve the
violations of Section 301 of the Clean Water Act (Action ID:SAW-2014-00665). In addition, stream reaches and wetland areas associated with the
violation area have been removed from credit generation — UT 4 begins credit generation at Station 11+07).
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site

Table 2. Project Activity and Reporting History
Aycock Springs Mitigation Site
Activity or Deliverable
Data Collection
Complete
Completion
or Deliver
Technical Proposal (RFP No. 16-005568)
--
October 2013
DMS Contract No. 5791
--
February 2014
Mitigation Plan
October 2014
May 2015
Construction Plans
--
June 2015
Construction Earthwork
--
April 6, 2016
Planting
--
April 8, 2016
As -Built Documentation
April 2016
May 2016
Table 3. Project Contacts Table
Aycock Springs Mitigation Site
Full Delivery Provider
Restoration Systems
Project Name
1101 Haynes Street, Suite 211
Project County
Raleigh, North Carolina 27604
Project Area (acres)
Worth Creech
Project Coordinates (latitude & latitude)
919-755-9490
Designer and Monitoring Provider
Axiom Environmental, Inc.
Piedmont
218 Snow Avenue
Cape Fear
Raleigh, NC 27603
03030002030010
Grant Lewis
03-06-02
919-215-1693
Table 4. Project Attribute Table
Aycock Springs Miti ation Site
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site
Project Information
Project Name
Aycock Springs Restoration Site
Project County
Alamance County, North Carolina
Project Area (acres)
15
Project Coordinates (latitude & latitude)
36.127271°N, 79.525214°W
Project Watershed Summary Information
Physiographic Province
Piedmont
Project River Basin
Cape Fear
USGS HUC for Project (14 -digit)
03030002030010
NCDEQ Sub -basin for Project
03-06-02
Project Drainage Area (acres)
26-3008
Project Drainage Area Percentage
Impervious Area
of <2%
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site

Table 4. Project Attribute Table (continued)
Aycock Springs Mitigation Site
Reach Summar
Information
Parameters
Travis Cr
UT 1/UT2
UT 3
UT 4
Length of reach (linear feet)
1550
1966
212
413
Valley Classification
alluvial
Drainage Area (acres)
3008
68
26
119
NCDWQ Stream ID Score
--
30.75/25.5
26.75
27.5
NCDWR Water Quality Classification
WS -V, NSW
Existing Morphological Description (Rosgen 1996)
Cg 5/6-, Eg 5-, and Fc 5 -type
Existing Evolutionary Stage (Simon and Hupp 1986)
IV I IV I III I III
Underlying Mapped Soils
Cecil, Helena, Mixed Alluvial Land, Severely
Gullied Land, Worsham
Drainage Class
Well -drained, moderately well -drained, poorly
drained, variable, poorly drained
Hydric Soil Status
Nonhydric and Hydric
Slope
0.0023
0.0249 1 0.0153 1 0.0093
FEMA Classification
AE
Special Hazard Flood Area
Native Vegetation Community
Piedmont Alluvial Forest/Dry-Mesic Oak -Hickory
Forest
Watershed Land Use/Land Cover (Site)
42% forest, 53% agricultural land, <5% low
density residential/impervious surface
Watershed Land Use/Land Cover (Cedarock
Reference Channel)
65% forest, 30% agricultural land, <5% low
density residential/impervious surface
Percent Composition of Exotic Invasive Vegetation
1 <5%
Wetland Summary Information
Parameters
Wetlands
Wetland acreage
1.6
Wetland Type
Riparian
Mapped Soil Series
Worsham and Mixed Alluvial Land
Drainage Class
Poorly drained
Hydric Soil Status
Hydric
Source of Hydrology
Groundwater, stream overbank
Hydrologic Impairment
Incised streams, compacted soils, livestock
Native Vegetation Community
Piedmont/Low Mountain Alluvial Forest
Percent Composition of Exotic Invasive Vegetation
<5%
Regulatory Considerations
Regulation
Applicable? Resolved? Supporting
Documentation
Waters of the United States -Section 401
Yes Resolved 404 Permit
Waters of the United States -Section 404
Yes Resolved 401 Certification
Endangered Species Act
No -- CE Doc.
Historic Preservation Act
No -- CE Doc.
Coastal Zone Management Act
No -- NA
FEMA Floodplain Compliance
Yes In progress CLOMR/LOMR
Essential Fisheries Habitat
No -- NA
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site

I -
Directions to the Site from Interstates 40/85 in Burlington/Eton, NC: -- --
�- - Exit onto University ( / Drive 140/85 Exit 140) and travel north ( toward Elon)
/
A. -S I I - Travel north for 2.8 miles and merge with NC 100
1 �
5 r�' �L p + D -Continue on University Drive (NC 100) for 0.5 mile and turn left onto Manning Street (SR 1503)
..=i --'. --•� . / � '� j -.L r,` I '—___� ,,r i'�` , I'LL , I 1 _ - V +,
\_ r-��– z - Travel northwest for 0.8 mile and turn right onto Gibsonville-Ossipee Road (SR 1500) Mon Fnw:Inmrr'.r1l.Inc.
J k -� —��� + rn - Travel north for 0.7 mile and Site is on the right
,� _�:'`J �1' LL + :n Prepared for:
r
S r'�pyrlght© 2013 National Geographic Society,
s I _
i abed + ' ._ o Project:
v+ 87
- —
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i Aycock Springs
- _
-
I::raRidh9s: +.. ,- - _ _ tream and
it S Wetland
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Mitigation
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ans., _ A
BL.rslnq ce h a';: a, r:�r ,I"cC�ne \• Aycock Springs
clan clle_e t Graham l Stream and Wetland
I I
Mitigation Site, �� �Y.
s.
tsar,- - . li ' y �, � ?f']� I; � Alamance County, NC
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i------------------ — _ -- - X141 I ;.+ w� '�$� i,y t �'� �-
'? j Background Imagery sources
' Copyright:© 2014 DeLorme �I • _ ll` GIBSONVILLE �IRS,;:' ;`'.� { y_ w�i, �, r ) (provided b ESRI Data and
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BURLINGTON inset).
3 Burlington, NC 8
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Lake Burlington, C (1969),
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s.
Ossipee, NC (1970) 7.5-
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-
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•
Date: May 2016
Legend - -
9 ,.I i Scale:
I -..'• ,;��. , � , . .:, I : f " As Shown
Aycock S nn s Stream and Wetland Mitigation Site
County lines Project No.: 14-006
P 9
J'L�y
FIGURE
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AVMilesIN
Copyright © 2013 Nati- 1a G.e,ographlc;Soclefy�i=cubed

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Wetland
Mitigation
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1
Title:
w 3;
zR Current Conditions
N a Plan View
i�i XSb� k - T`i�•
s ks
E = j., �k� Notes:
5 xr`4 'N "1 1. Background Imagery source:
2014 aerial photography
provided by the INC OneMap
s ` Program (online, supported by
the INC Geographic Information
Coordination Council).
n
Legend 16j
Conservation Easement - 13.2 ac
9
Streams
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In -stream Structures
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Wetland Restoration Area;
"":
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Date: MAY 2016
�
Cross Sections
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Scale: 1:2400
CVS Plots
�
4
Project No.: 14-006
o Groundwater Gauges
7
FIGURE
o Stream Gauge
Constructed Crossings
w
300 150 0
300
600
Feet
• eMap NC a ter oreograp is ormafio and nalysis, N 911 Board

Appendix B
Morphological Summary Data and Plots
Tables 5A -5E. Baseline Stream Data Summary
Tables 6A -6L. Monitoring Data -Dimensional Data Summary
Substrate Plots
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site

Table 5A. Baseline Morphology and Hydraulic Summary
Aycock Springs UT 1
Parameter
USGS Gage Data
Pre -Existing
Condition
Project Reference
Cedarock Park
Project Reference
Cripple Creek
Design
As -built
Dimension
Min I Max I Med
Min Max Med
Min
Max
Med
Min
Max
Med
Min
Max
Med
Min
Max
Med
BF Width (ft)
USGS gage data is
3.8 9.6 6.7
8
12.1
8.1
3
6.1
4.6
7.2
8.3
7.8
6.4
9.6
8.0
Flood rove Width ft
unavailable for this
8 73 30
15
25
18
150
150
150
20
70
50
90
BF Cross Sectional Area (ft2)
project
4.3
8
5.9
4.3
3
6.6
3.9
BF Mean Depth ft
0.8 1 0.8
0.8
1
0.8
0.7
1.5
1.1
0.5
0.7
0.6
0.4
0.7
0.5
BF Max Depth ft
1.1 1 1.4 1.4
1.1
1 1.4
1.4
1
2.3 1
1.7
0.7
0.9
1 0.8
0.6
1.1
0.7
Width/Depth Ratio
8 15.1 10.1
8
15.1
10.1
4
4.3
4.2
12
16
14
11
19
15
Entrenchment Ratio
1.9 2.2 2.1
1.9
2.2
2.1
24.6
50
37.3
2.6
9
6.4
9
14
11.3
Bank Height Ratio
1 1.8 1
1
1.8
1
1 1
1.5
1.3
1
1.2
1
1
Wetted Perimeter(ft)
Hydraulic radius (ft)
Pattern
Channel Beltwidth ft
No pattern of riffles
20
38
22.8
15.1
29.2
24.3
23
47
31
23
47
31
Radius of Curvature ft
and pools due to
11
27
16.5
8.9
19.4
13.2
14
31
23
14
31
23
Meander Wavelength (ft)
straightening activties
44
116
68.4
31
74
47.8
47
94
66
47
94
66
Meander Width ratio
2.4
4.7
2.8
2.1
4
3.4
3
6
4
3
6
4
Profile
Riffle length ft
No pattern of riffles
=__
___
__=
9
70
16
Riffle slope (ft/ft)
and pools due to
1.00%
5.76%
3.16%
0.00%
1.54%
0.83%
2.77%
6.47%
4.16%
0.01%
4.33%
2.237/.---
.23%Pool
Poollength (ft)
straightening activties
=__
___
===
4
23
9
Poolspacing ft
25
69
37.2
14
39.6
32.4
23
62
31
23
62
31
Substrate
d50(mm)
d84 (mm)
Additional Reach Parameters
Valley Length (ft)
Channel Length ft
Sinuosi
1.02
1.2
1.22
1.1
1.1
Water Surface Slope (ft/ft)
1
r� 1.37%
2.58%
0.50%
1.27%
1.89%
3.61%
3.35%
BF

Table 5B. Baseline Morphology and Hydraulic Summary
Aycock Springs UT 2
Parameter
USGS Gage Data
Pre -Existing
Condition
Project Reference
Cedarock Park
Project Reference
Cripple Creek
Design
As -built
Dimension
Min I Max Med
Min Max Med
Min
Max
Med
Min
Max
Med
Min
Max
Med
Min
Max
Med
BF Width (ft)
Flood rove Width ft
BF Cross Sectional Area (ft2)
BF Mean Depth ft)
BF Max Depth 11
Width/Depth Ratio
Entrenchment Ratio
Bank Height Ratio
Wetted Perimeter(ft)
Hydraulic radius ft
Pattern
Channel Beltwidth ft
Radius of Curvature ft
Meander Wavelength ft
Meander Width ratio
Profile
Riffle length (ft)
Riffle slope ft/ft
Pool length ft
Poolspacing ft
Substrate
d50 (nun)
d84 (mm)
Additional Reach Parameters
Valley Length ft
Channel Length ft
Sinuosily
Water Surface Slope (ft/ft)
BF slope lft/ftj
Rosgen Classificationi
USGS gage data is
unavailable for this
project
3.8 9.6 6.7
8
12.1
8.1
3
6.1
4.6
7.2
8.3
7.8
4.8
8.6
7.2
8 73 30 15 25 18 150 150 150 20 70 50
90
4.3 8 5.9 4.3 1 4.2
2.3
0.8 1 0.8 0.8 1 0.8 0.7 1.5 1.1 0.5 0.7 0.6 0.2 0.6
0.3
1.1 1 1.4 1 1.4 1.1 1 1.4 1.4 1 2.3 1 1.7 0.7 1 0.9 0.8 0.3 0.8
0.6
8 15.1 10.1 8 15.1 10.1 1 4 4.3 4.2 12 16 14 12 32
22
1.9 2.2 2.1 1.9 2.2 2.1 24.6 50 37.3 2.6 9 6.4 11 19
13
1 1.8 1 1 1.8 1 1 1.5 1.3 1 1.2 1
1
No pattern of riffles
and pools due to
straightening activties
20 38 22.8 15.1 29.2 24.3 23 47 31 23 47
31
11 27 16.5 8.9 19.4 13.2 14 31 23 14 31
23
44 116 68.4 31 74 47.8 47 94 66 47 94
66
2.4 4.7 2.8 2.1 4 3.4 3 6 4 3 6
4
No pattern of riffles
and pools due to
straightening activties
=__ ___ __= 9 23
14
1.00% 5.76% 3.16% 0.00% 1.54% 0.83% 2.77% 6.47% 4.16% 0.00% 5.24%
2.88%
=__ ___ __= 5 17
10
25 69 37.2 14 39.6 32.4 23 62 31 23 62
31
__-
1.02
1.2
1.22
1.1
1.1
1.37%
3.61%
2.58%
0.50%
1.27%
3.35%
3.01%
==_ I I
I ==_
I I
I ==_
I
I ==_
I
I
I ===
CgI I
I E
I I
I E
I I
I E/C
I
I
I E/C
Note: u i 2 is cnaractenzea oy a spring/seep, witn a very smaii watersnea. i ne cnannei was constructea witn a smaiier banKTuii gross 5ectionai area to account Tor the
smaller stormwater pulses and controlled discharge. In addition, the lower reaches of the channel are low slope wetlands that elevate the width -to -depth ratio in post
construction measurements.

Table 5C. Baseline Morphology and Hydraulic Summary
Aycock Springs UT 3
Parameter
USGS Gage Data
Pre -Existing
Condition
Project Reference
Cedarock Park
Project Reference
Cripple Creek
Design
As -built
Dimension
Min I Max I Med
Min Max Med
Min
Max
Med
Min
Max
Med
Min
Max
Med
Min
Max
Med
BF Width (ft)
USGS gage data is
4.1 5 4.5
8
12.1
8.1
3
6.1
4.6
7.2
8.3
7.8
4.7
7
5.9
Flood rove Width ft'
unavailable for this
7 18 12
15
25
18
150
150
150
20
70
50
10
20
20
BF Cross Sectional Area (ft2]
project
2.2
8
5.9
4.3
1.2
2.7
2.1
BF Mean Depth ft
0.4 0.5 0.5
0.8
1
0.8
0.7
1.5
1.1
0.5
0.7
0.6
0.2
0.4
0.4
BF Max Depth ft
0.8 1.1 1 1
1.1
1.4
1 1.4
1
2.3
1.7
0.7
0.9
0.8
0.5
0.6
0.6
Width/Depth Ratic
8.2 12.5 9.9
8
15.1
10.1
4
1 4.3
4.2
12
16
14
12
1 26
20
Entrenchment Ratic
1.7 3.6 2.5 1
1.9
2.2
2.1
24.6
50
37.3
2.6
9
6.4
2
4
3.3
Bank Height Ratic
1 3 2
1
1.8
1
1
1.5
1.3
1
1.2
1
1
Wetted Perimeter(ft)
Hydraulic radius ft
Pattern
Channel Beltwidth ft
No pattern of riffles
20
38
22.8
15.1
29.2
24.3
23
47
31
23
47
31
Radius of Curvature ft'
and pools due to
11
27
16.5
8.9
19.4
13.2
14
31
23
14
31
23
Meander Wavelength ft
straightening activties
44
116
68.4
31
74
47.8
47
94
66
47
94
66
Meander Width ratic
2.4
4.7
2.8
2.1
4
3.4
3
6
4
3
6
4
Profile
Riffle length ft'
No pattern of riffles
=__
___
__=
8
24
14
Riffle slope ft/ft
and pools due to
1.00%
5.76%
3.16%
0.00%
1.54%
0.83%
2.77%
6.47%
4.16%
0.52%
2.54%
1.71%
Pool length ft,
straightening activties
=__
___
===
6
10
8
Poolspacing (ft,i
25
69
37.2
14
39.6
32.4
23
62
31
23
62
31
Substrate
d50 (nun)
d84 (nun)
Additional Reach Parameter!
Valley Length ff
Channel Length ft
Sinuosit
1.01
1.2
1.22
1.1
1.1
Water Surface Slope (ft/ft)
1.53%
2.58%
0.50%
1.27%
0.92%
3.35%
BF slope ft/ft
=__
___
___
==_
i i
===
Rosgen Classificatio
Eg
E
E
E/C
I I
E/C
Note: UT 3 is characterized by a pond in the headwaters; therefore, the channel was constructed with a smaller Bankfull Cross Sectional area than other tributarie
associated with the project.

Table 5D. Baseline Morphology and Hydraulic Summary
Aycock Springs UT 4
Parameter
USGS Gage Data
Pre -Existing
Condition
Project Reference
Cedarock Park
Project Reference
Cripple Creek
Design
As -built
Dimension
Min I Max I Med
Min Max Med
Min
Max
Med
Min
Max
Med
Min
Max
Med
Min
Max
Med
BF Width (ft)
USGS gage data is
4.8 11.7 8.3
8
12.1
8.1
3
6.1
4.6
8.7
10
9.4
8
10.9
8.5
Flood rove Width ft
unavailable for this
8 70 39
15
25
18
150
150
150
70
200
150
50
BF Cross Sectional Area 112
project
6.3
8
5.9
6.3
3.5
5.6
4.3
BF Mean Depth ft
0.5 1.3 0.8
0.8
1
0.8
0.7
1.5
1.1
0.6
0.8
0.7
0.4
0.6
0.5
BF Max Depth ft
0.9 2 1 1.5
1.1
1.4
1.4
1
2.3
1.1
1
0.6
0.9
0.8
Width/Depth Ratio
3.7 23.4 12.4
8
15.1
10.1
4
4.3
16
14
16
22
19
Entrenchment Ratio
1.2 11.5 4.9
1.9
2.2
2.1
24.6
50
21.3
16
5
6
6
Bank Hei ht Ratio
1.2 2.4 1.8
1
1.8
1
1
1.5
Z21
1.2
1
1
Wetted Perimeter(ft)H
draulic radius ft
Pattern
Channel Beltwidth ft
No pattern of riffles
20
38
22.8
15.1
29.2
24.3
28
56
38
28
56
38
Radius of Curvature 11
and pools due to
11
27
16.5
8.9
19.4
13.2
17
38
28
17
38
28
Meander Wavelength (ft)
straightening activties
44
116
E4.7
68.4
31
74
47.8
56
113
80
56
113
80
Meander Width ratio
2.4
2.8
2.1
4
3.4
3
6
4
3
6
4
Profile
Riffle length 11
No pattern of riffles
=__
___
__=
12
35
16
Riffle slope ft/ft
and pools due to
1.00%
5.76%
3.16%
0.00%
1.54%
0.83%
1.12%
2.60%
1.67%
0.61%
2.42%
1.28%
Pool length (ft)
straightening activties
=__
___
===
14
42
22
Pool spacing ft)
25
69
37.2
14
39.6
32.4
28
75
38
28
75
38
Substrate
d50 (mm)
d84 (turn)
Additional Reach Parameters
Valley Length ft
Channel Length ft
Sinuositv
1.1
1.2
1.22
1.1
1.1
Water Surface Slope (ft/ft)
0.93%
2.58%
0.50%
0.93%
0.66%
BF slope ft/ft)
Rosgen Classification
Eg
E
E
E/C
E/C

Table 5E. Baseline Morphology and Hydraulic Summary
Aycock Springs Travis Creek
Parameter
USGS Gage Data
Pre -Existing
Condition
Project Reference
Cedarock Park
Project Reference
Cripple Creek
Design
As -built
Dimension
Min I Ma I Med
Min Max Med
Min
Max
Med
Min
Max
Med
Min
Max
Med
Min
Max
Med
BF Width (ft)
USGS gage data is
30 51.7 41.4
8
12.1
8.1
3
6.1
4.6
25.7
29.6
27.7
25.2
30.3
26.7
Floodprone Width ft
unavailable for this
68 160 122
15
25
18
150
150
150
200
300
250
150
BF Cross Sectional Area (ft2'
project
54.9
8
5.9
54.9
41.3
73.9
51.2
BF Mean Depth ft
1.1 1.8 1.4
0.8
1
0.8
0.7
1.5
1.1
1.9
2.1
2
1.6
2.4
2
BF Max Depth (ft)
3.3 1 4.1 3.7
1.1
1.4
1.4
1 1
2.3
1.7
2.7
1 3
2.8
2.3
3.4
2.8
Width/Depth Ratic
16.7 47 32.1
8
15.1
10.1
4
4.3
4.2
12
16
14
12
16
13
Entrenchment Ratic
1.6 5.3 3.2
1.9
2.2
2.1
24.6
50
37.3
7.2
10.8
9
5
6
5.6
Bank Height Ratic
1 1.1 1 1
1
1.8
1
1
1.5
1.3
1
1.2
1
1
Wetted Perimeter(ft)
Hydraulic radius ft
Pattern
Channel Beltwidth ft
No pattern of riffles
20
38
22.8
15.1
29.2
24.3
83
166
111
83
166
111
Radius of Curvature ft'
and pools due to
11
27
16.5
8.9
19.4
13.2
55
111
83
55
111
83
Meander Wavelength ft
straightening activties
44
68.4
31
74
47.8
166
332
236
166
332
236
Meander Width ratic
2.4
E4.7
2.8
2.1
4
3.4
3
6
4
3
6
4
Profile
Riffle length ft'
No pattern of riffles
=__
___
__=
16
87
54
Riffle slope ft/ft
and pools due to
1.00%
5.76%
3.16%
0.00%
1.54%
0.83%
0.28% 0.64%
0.41%
0.00%
0.70%
0.19%
Pool length ft
straightening activties
=__
___
===
27
70
43
Pool spacing (ft;
25
69
37.2
14
39.6
32.4
83
222
111
83
222
111
substrate
d50 (nun)
d84 (nun)
Reach Parameter
Valley Length ft;
Channel Length(ft'
Sinuosit3 1.05 1.2 1.22 1.05 1.05
Water Surface Slope ft/ft NA 2.58% 0.50% 0.23% 0.10%
BF slope (ft/ft)
Rosgen Classificatio Fc E E E/C E/C

Table 6A. Morphology and Hydraulic Monitoring Summary
Avcock Travis Creek (Downstream) - Stream and Wetland Restoration Site
Table 6B. Morphology and Hydraulic Monitoring Summary
Avcock Travis Creek (Downstream) - Stream and Wetland Restoration Site
Parameter
MY -00 (2016)
XS 1 Riffle (Travis Down) XS 2 Riffle (Travis Down)
XS 3 Pool (Travis Down)
XS 4 Riffle (Travis Down)
XS 5 Pool (Travis Down)
XS 6 Riffle (Travis Down)
Channel Beltwidth (ft)
83
i 11
111
�I ' 1 1 1
�®®®EM®M®®®EM®M®®®EM®M®®®MI®M®®®EM®M®®®EM®
111
83
Meander Wavelength (ft)
166
332 1
236
Meander Width Ratio
3
6
4
Profile
Riffle Length (ft)
16
87
54
Riffle Slope (ft/ft)
0.00%
0.70%
0.19%
Pool Length (ft)
27
70
43
Pool Spacing (ft)
83
222
111
Additonal Reach Parameters
Valley Length (ft)
632
Channel Length (ft)
664
Sinuosity
1.05
Water Surface Slope (ft/ft)
0.001
BF Slope (ft/ft)
------
Rosgen Classification I
C/E
Table 6B. Morphology and Hydraulic Monitoring Summary
Avcock Travis Creek (Downstream) - Stream and Wetland Restoration Site
Parameter
MY -00 (2016)
XS 7 Pool (Travis Down) XS 8 Riffle (Travis Down)
XS 9 Pool (Travis Down)
XS 10 Pool (Travis Down)
XS 11 Riffle (Travis Down)
Pattern
Channel Beltwidth (ft)
83
i 11
111
®®®EM®M®®®EM®M®®®EM®M®®®M®M®®®Em®
55
111
83
Meander Wavelength (ft)
166
332 1
236
Meander Width Ratio
3
6
4
Profile
Riffle Length (ft)
16
87
54
Riffle Slope (ft/ft)
0.00%
0.70%
0.19%
Pool Length (ft)
27
70
43
Pool Spacing (ft)
83
222
111
Additonal Reach Parameters
Valley Length (ft)
632
Channel Length (ft)
664
Sinuosity
1.05
Water Surface Slope (ft/ft)
0.001
BF Slope (ft/ft)
------
Rosgen Classification I
C/E
Table 6B. Morphology and Hydraulic Monitoring Summary
Avcock Travis Creek (Downstream) - Stream and Wetland Restoration Site
Parameter
MY -00 (2016)
Min
Max
Med Min Max Med Min Max Med Min Max Med Min Max Med Min Max Med
Pattern
Channel Beltwidth (ft)
83
166
111
Radius of Curvature (ft)
55
111
83
Meander Wavelength (ft)
166
332 1
236
Meander Width Ratio
3
6
4
Profile
Riffle Length (ft)
16
87
54
Riffle Slope (ft/ft)
0.00%
0.70%
0.19%
Pool Length (ft)
27
70
43
Pool Spacing (ft)
83
222
111
Additonal Reach Parameters
Valley Length (ft)
632
Channel Length (ft)
664
Sinuosity
1.05
Water Surface Slope (ft/ft)
0.001
BF Slope (ft/ft)
------
Rosgen Classification I
C/E

Table 6C. Morphology and Hydraulic Monitoring Summary
Aycock Travis Creek (Upstream) - Stream and Wetland Restoration Site
Parameter
MY -00 (2016)
XS 12 Riffle (Travis Up) XS 13 Pool (Travis Up)
XS 14 Riffle (Travis Up)
Max
Med Min Max Med Min Max Med Min Max Med Min Max Med Min Max Med
Pattern
Dimension
MY 0
MYl MY2 MY3 MY4 MY5 MY 0 MYl MY2 MY3 MY4 MY5
MY 0 MYl MY2 MY3 MY4 MY5
BF Width (ft)
29
26.9
32.8
Floodprone Width (ft)
----
----
150
BF Cross Sectional Area (112)
68.7
64.0
104.5
BF Mean Depth (ft)
2.4
1 1 1 2.4
3.2
BF Max Depth (ft)
3.4
3.9
4.8
Width/Depth Ratio
----
----
10.3
Entrenchment Ratio
----
----
4.6
Bank Height Ratio
----
----
1.0
Wetted Perimeter (ft)
30.4
28.8
35.0
Hydraulic Radius (ft)
2.3
2.2
3.0
Substrate
Valley Length (ft)
d50 (mm)
----
----
d84 (mm) I
----
----
Table 6D. Morphology and Hydraulic Monitoring Summary
Aycock Travis Creek (Upstream) - Stream and Wetland Restoration Site
Parameter
MY -00 (2016)
Min
Max
Med Min Max Med Min Max Med Min Max Med Min Max Med Min Max Med
Pattern
Channel Beltwidth (ft)
83
166
it]
Radius of Curvature (ft)
55
111
83
Meander Wavelength (ft)
166
332
236
Meander Width Ratio
3
6
4
Profile
Riffle Length (ft)
16
87
54
Riffle Slope (ft/ft)
0.00%
0.70%
0.19%
Pool Length (ft)
27
70
43
Pool Spacing (ft)
83
222
111
Additonal Reach Parameters
Valley Length (ft)
199
Channel Length (ft)
209
Sinuosity
1.05
Water Surface Slope (ft/ft)
0.0009
BF Slope (ft/ft)
------
Rosgen Classification I
C/E

Table 6E. Morphology and Hydraulic Monitoring Summary
Avcock UT -1 - Stream and Wetland Restoration Site
XS 6 Riffle (UT 1) XS 7 Riffle (UT 1)
Poo
XS 9 Riffle (UT 1)
XS i Pool
FIrWITIM-0 M.
XS 6 Riffle (UT 1) XS 7 Riffle (UT 1)
XS 8 Pool (UT 1)
XS 9 Riffle (UT 1)
XS i Pool
XSIIRiffle(UT1) XS12Riffle(UTI)
XS 13 Pool (UT 1)
XS14Riffle(UTI)
XS15Riffle(UTI)

Table 6E continued. Morphology and Hydraulic Monitoring Summary
Avcock UT -1 - Stream and Wetland Restoration Site
'.XS
MY -00 (2016)
21 Pool
Min
„Pool
Pattern
Channel Beltwidth (ft)
23
47 31
�®®®MI®M®®®MI®M®®®M®M®®®�®
14
�®®®EM®M®®®MI®M®®®EM®M®®®EM®M®®®mm®
Meander Wavelength (ft)
BF Width (ft)
94 66
Meander Width Ratio
3
6 4
Profile
Floodprone Width (11)
Riffle Length (ft)
9
70 16
Riffle Slope (ft/ft)
0.01%
4.33% 2.23%
Pool Length (ft)
4
23 9
Pool Spacing (ft)
BF Max Depth
62 31
Additonal Reach Parameters
Valley Length (ft)
1174
Channel Length (ft)
1,291
Sinuosity
1.1
Water Surface Slope (ft/ft)
0.0189
Wetted Perimeter (ft)
------
Rosgen Classification I
Bank Height Ratio
Hydraulic Radius (ft)
Wetted Perimeter (ft)
Hydraulic Radius (ft)
'.XS
MY -00 (2016)
21 Pool
Min
Max Med Min Max Med Min Max Med Min Max Med Min Max Med Min Max Med
Pattern
Channel Beltwidth (ft)
23
47 31
�®®®MI®M®®®MI®M®®®M®M®®®�®
14
31 23
Meander Wavelength (ft)
47
94 66
Meander Width Ratio
3
6 4
Profile
Riffle Length (ft)
9
70 16
Riffle Slope (ft/ft)
0.01%
4.33% 2.23%
Pool Length (ft)
4
23 9
Pool Spacing (ft)
BF Max Depth
62 31
Additonal Reach Parameters
Valley Length (ft)
1174
Channel Length (ft)
1,291
Sinuosity
1.1
Water Surface Slope (ft/ft)
0.0189
Wetted Perimeter (ft)
------
Rosgen Classification I
Hydraulic Radius (ft)
Table 6F. Morphology and Hydraulic Monitoring Summary
Avcock UT -1 - Stream and Wetland Restoration Site
Parameter
MY -00 (2016)
Min
Max Med Min Max Med Min Max Med Min Max Med Min Max Med Min Max Med
Pattern
Channel Beltwidth (ft)
23
47 31
Radius of Curvature (ft)
14
31 23
Meander Wavelength (ft)
47
94 66
Meander Width Ratio
3
6 4
Profile
Riffle Length (ft)
9
70 16
Riffle Slope (ft/ft)
0.01%
4.33% 2.23%
Pool Length (ft)
4
23 9
Pool Spacing (ft)
23
62 31
Additonal Reach Parameters
Valley Length (ft)
1174
Channel Length (ft)
1,291
Sinuosity
1.1
Water Surface Slope (ft/ft)
0.0189
BF Slope (ft/ft)
------
Rosgen Classification I
C/E

Table 6G. Morphology and Hydraulic Monitoring Summary
Avcock UT -2 - Stream and Wetland Restoration Site
Table 6H. Morphology and Hydraulic Monitoring Summary
Avcock UT -2 - Stream and Wetland Restoration Site
Parameter
MY -00 (2016)
XS 1 Pool
i Pool (UT 2)
XS 11 Pool
Pattern
Pool
Channel Beltwidth (ft)
23 47
31
Radius of Curvature (ft)
14 31
23
Meander Wavelength (ft)
47 94
66
mm®®®EM®M®®®EM®M®®®EM®M®®®MI®M®®®EM®m®®®mm®m®®®mm®
3 6 1
BF Width (ft)
Profile
Riffle Length (ft)
9 23
14
Riffle Slope (ft/ft)
Floodprone Width
2.88%
Pool Length (ft)
5 17
10
Pool Spacing (ft)
23 62
31
Additonal Reach Parameters
Valley Length (ft)
614
Channel Length (ft)
675
Sinuosity
1.1
Water Surface Slope (ft/ft)
0.0301
BF Slope (ft/ft)
------
Rosgen Classification
CB
..1
Perimeter
Hydraulic Radius
Table 6H. Morphology and Hydraulic Monitoring Summary
Avcock UT -2 - Stream and Wetland Restoration Site
Parameter
MY -00 (2016)
i Pool (UT 2)
XS 11 Pool
Pattern
Channel Beltwidth (ft)
23 47
31
Radius of Curvature (ft)
14 31
23
Meander Wavelength (ft)
47 94
66
Meander Width Ratio
3 6 1
4
Profile
Riffle Length (ft)
9 23
14
Riffle Slope (ft/ft)
0.00% 5.24%
2.88%
Pool Length (ft)
5 17
10
Pool Spacing (ft)
23 62
31
Additonal Reach Parameters
Valley Length (ft)
614
Channel Length (ft)
675
Sinuosity
1.1
Water Surface Slope (ft/ft)
0.0301
BF Slope (ft/ft)
------
Rosgen Classification
CB
Table 6H. Morphology and Hydraulic Monitoring Summary
Avcock UT -2 - Stream and Wetland Restoration Site
Parameter
MY -00 (2016)
Min Max
Med Min Max Med Min Max Med Min Max Med Min Max Med Min Max Med
Pattern
Channel Beltwidth (ft)
23 47
31
Radius of Curvature (ft)
14 31
23
Meander Wavelength (ft)
47 94
66
Meander Width Ratio
3 6 1
4
Profile
Riffle Length (ft)
9 23
14
Riffle Slope (ft/ft)
0.00% 5.24%
2.88%
Pool Length (ft)
5 17
10
Pool Spacing (ft)
23 62
31
Additonal Reach Parameters
Valley Length (ft)
614
Channel Length (ft)
675
Sinuosity
1.1
Water Surface Slope (ft/ft)
0.0301
BF Slope (ft/ft)
------
Rosgen Classification
CB

Table 6I. Morphology and Hydraulic Monitoring Summary
Avcock UT -3 - Stream and Wetland Restoration Site
Table 6J. Morphology and Hydraulic Monitoring Summary
Aycock UT -3 - Stream and Wetland Restoration Site
Parameter
MY -00 (2016)
Poo
Max
Med Min Max Med Min Max Med Min Max Med Min Max Med Min Max Med
Pattern
'Mamma
Channel Beltwidth (ft)
23
47
31
®®®a®®®®®m®aMama
® ®®®m®
31
23
Meander Wavelength (ft)
47
94
66
Meander Width Ratio
3
6
4
Profile
Riffle Length (ft)
8
24
14
Riffle Slope (ft/ft)
0.52%
2.54%
1.71%
Pool Length (ft)
6
10
8
Pool Spacing (ft)
23 1
62 1
31
Additonal Reach Parameters
WWII "11M.
Valley Length (ft)
193
Channel Length (ft)
212
Sinuosity
1.1
Water Surface Slope (ft/ft)
0.0092
BF Slope (ft/ft)
------
Rosgen Classification
C/E
Table 6J. Morphology and Hydraulic Monitoring Summary
Aycock UT -3 - Stream and Wetland Restoration Site
Parameter
MY -00 (2016)
Min
Max
Med Min Max Med Min Max Med Min Max Med Min Max Med Min Max Med
Pattern
Channel Beltwidth (ft)
23
47
31
Radius of Curvature (ft)
14
31
23
Meander Wavelength (ft)
47
94
66
Meander Width Ratio
3
6
4
Profile
Riffle Length (ft)
8
24
14
Riffle Slope (ft/ft)
0.52%
2.54%
1.71%
Pool Length (ft)
6
10
8
Pool Spacing (ft)
23 1
62 1
31
Additonal Reach Parameters
Valley Length (ft)
193
Channel Length (ft)
212
Sinuosity
1.1
Water Surface Slope (ft/ft)
0.0092
BF Slope (ft/ft)
------
Rosgen Classification
C/E

Table 6K. Morphology and Hydraulic Monitoring Summary
Aycock UT -4 - Stream and Wetland Restoration Site
,•XS
MY -00 (2016)
I Riffle (UT 4) XS 2 Pool (UT 4)
XS 3 Riffle (UT 4)
XS 4 Pool (UT 4)
XS 5 Riffle (UT 4)
Dimension
MY 0
MY1 MY2 MY3 MY4 MY5 MY 0 MYl MY2 MY3 MY4 MY5 MY 0 MYl MY2 MY3 MY4 MY5
BF Width (ft)
8.1
9.9
10.9
Floodprone Width (ft)
50
50
50
BF Cross Sectional Area (ft2)
3.5
5.6
5.6
BF Mean Depth (ft)
0.4
0.6
0.5
BF Max Depth (ft)
0.6
0.9
0.8
Width/Depth Ratio
18.7
17.5
21.2
Entrenchment Ratio
6.2
5.1
4.6
Bank Height Ratio
1.0
1.0
1.0
Wetted Perimeter (ft)
8.4
10.2
11.1
Hydraulic Radius (ft)
0.4
0.6
0.5
Substrate
0.0066
BF Slope (ft/ft)
d50 (mm)
----
C/E
d84 (mm) I
----
----
----
Parameter
MY -00 (2016)
XS 6 Riffle (UT 4) XS 7 Riffle (UT 4)
XS 8 Riffle (UT 4)
Max Med Min Max Med Min Max Med Min Max Med Min Max Med Min Max Med
Pattern
Dimension
MY 0
MY1 MY2 MY3 MY4 MY5 MY 0 MYl MY2 MY3 MY4 MY5 MY 0 MYl MY2 MY3 MY4 MY5
BF Width (ft)
8.1
9.9
10.9
Floodprone Width (ft)
50
50
50
BF Cross Sectional Area (ft2)
3.5
5.6
5.6
BF Mean Depth (ft)
0.4
0.6
0.5
BF Max Depth (ft)
0.6
0.9
0.8
Width/Depth Ratio
18.7
17.5
21.2
Entrenchment Ratio
6.2
5.1
4.6
Bank Height Ratio
1.0
1.0
1.0
Wetted Perimeter (ft)
8.4
10.2
11.1
Hydraulic Radius (ft)
0.4
0.6
0.5
Substrate
0.0066
BF Slope (ft/ft)
d50 (mm)
----
C/E
d84 (mm) I
----
----
----
Table 6L. Morphology and Hydraulic Monitoring Summary
Aycock UT -4 - Stream and Wetland Restoration Site
Parameter
MY -00 (2016)
Min
Max Med Min Max Med Min Max Med Min Max Med Min Max Med Min Max Med
Pattern
Channel Beltwidth (ft)
28
56 38
Radius of Curvature (ft)
17
38 28
Meander Wavelength (ft)
56
113 80
Meander Width Ratio
3
6 1 4
Profile
Riffle Length (ft)
12
35 16
Riffle Slope (ft/ft)
0.61%
2.42% 1.28%
Pool Length (ft)
14
42 22
Pool Spacing (ft)
28
75 38
Additonal Reach Parameters
Valley Length (ft)
278
Channel Length (ft)
306
Sinuosity
1.1
Water Surface Slope (ft/ft)
0.0066
BF Slope (ft/ft)
------
Rosgen Classification
C/E

10
10
Pebble Count,
Aycock Springs
Cape Fear
Note:
UT -1 - Reach -wide
Pebble Count, Aycock Springs
100%
90%
I I I IIIA I I I VIII
1 1 1 1 I III V
I I I VIII
II III
� I
II
I I VIII I I
V I I II 1
I VII I
1 1 Hill
1 1 1 1 1 1 1
1 1 1 1
1 1 1
1 1 1 1 1
1
1
1 1 1 1 1 1
III I
80%
VIII
I I I V I I I
VIII
I I I VIII
IIII
I
I IIA
I I I A
I
VIII
I I I I A
11
VIII
1 1 1 1 1 1
70%
I I I 11111
i I I I I I 1
1 1 1 VIII
1 1IIII
I
V I I
I
1
I IIA
1 1 1 1 1
I
1 i
I
I I IIA
I IIIA
111
11
I I
60%
I I I VIII
1 1 1 1 1 1 1
I i
I I IIII
1 1 1 1
I
1
I VIII
1 11 ill
I
1
I
1
I VIII
1 1 1 1 1 1
I I
1
I VII I
1 1 1 1 1 1
50%
1 1 1 11111
!
II
1
1
1 11111
1
1
1 11111
1 1
1 11111
I I I I I I
i i
V I I
I
I
I I 111
1
III I
V
I I I I
40%
I I I I I
I I
I I
I
I
I I H
I
I
I I
I I
I I
�
! I I I IIII
! I! i
! I I IIII
!
I
I I IIII
!
I
I I IIII
! I
I I IIII
i o
30/o
III!'
III
VIII
VIII
VIII
L
�
20%
I I I IIII;
III ! .
I
IIII
ill II
III
I
I
I VIII
I
I
I VIII
I I
I VIII
IIII
i
IIII
I.!;!!
11I I IIIA
♦ VIII
I I IIIA i
VIII
I I IIIA i I
VIII
I IIIA
VIII
L 10%
I I I I II;
'! III I
!I +♦lil
�I 1•I III': I
I.I
I I I I III I
III 1
I I I III
1 1 1111
0%
0.01 0.1
1 10
100
1000
10000
Particle Size (mm) --m--Cumulative Percent ♦ Percent Item Riffle
Pool —r—Run Glide
Size percent less than (mm)
Percent by substrate type
D16
D35 D50 D84
D95
silt/clay
sand gravel
cobble boulder
bedrock
0.204
0.90 2.6 21
39
3%
46% 49%
2% 0%
0%

10
Pebble Count,
10
Aycock Springs
Cape Fear
Note:
UT -2 - Reach -wide
Pebble Count, Aycock Springs
100%
I I I I I III I I I I III �'i I III I I I I I III I I I I Ili.
90% IIIII IIIII IIIII IIIII
I I IIIII IIII ! I I IIIII ! I I IIIII ! I I IIIII ! 1 1 1 1 1 1 1
80% IIIII IIIII IIIII IIIII IIIII IIIII
I I I II i t IIIII I I I III I I I IIIII I I I IIIII I I I IIIII
70% IIIII IIIII IIIII IIIII IIIII
IIIII00 IIIII IIIII IIIII IIIII
I I I III' I I I III I I I IIIII I I I IIIII I I I IIIII I I I IIIII
60%
III IIIII III IIIII IIIII IIIII
I I I I I I I I I I111 I I I I I I I I I I I111 I I I I I111 I I I I I111
50%
III
IIIII
III
IIIII
IIIII
IIIII
F_191
40%
I I I 1 1
1 1 1 1 IIII
IIIII
IIIII
IIIII
IIII
°'
! I I I I
I ! I I
III ! I I
IIIII !
I I IIIII
! I I IIIII
! I I
IIIII
iL 30%
II
IIII
IIIII
I IIII
IIIII
I I 111111
20%
v
I IIIIII
IIIII IIIII
IIIII
IIIII
10%
ti
I I II
Hill
IIIII I I I IIill
I I I IIill
I I
IIII
0%
I I I IIIII
1 11111
I I I III
1 11111
� I
I
III I � IIIII
I liii
I I IIIII
I I
IIII I
0.01 0.1 1 10 100 1000 10000
Particle Size (mm) --m—Cumulative Percent ♦ Percent Item —&--Riffle 4Pool --Run - Glide
Size percent less than (mm)
Percent by substrate type
D16
D35
D50
D84439
silt/clay
sand
gravel
cobble
boulder
bedrock
#N/A
0.08
0.2
22
32%
40%
29%
0%
0%
0%

10
Pebble Count,
10
Aycock Springs
Cape Fear
Note:
UT -3 - Reach -wide
Pebble Count, Aycock Springs
100%
1 1 1 1 1 Ili
90% V II 1 1 I III V II V II V II
1 1 1 1 1 1 1 ! I I I 1 1 1 1 1 1 1 ! IIII ! 1 1 1 1 1 1 1 ! 1 1 1 1 1 1 1
80% VIII VIII VIII VIII VIII
I 1 1 1 1 1 1 1 I I� I I I I I I I I I 1 1 1 1 1 1 1 I I I IIII I
70% VIII VIII VIII VIII
i 1 1 1 1 1 1 1 i ! i 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 i I I IIII I
I I I VIII I I Ii' I I I I VIII I I I VIII I I I VIII I I I VIII
60% 1 1 lli III 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IIII
I I I I �' I I IIII I I I IIII 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I IIII
50%
II
IIII
III
IIII
IIII
IIII
�
40%
I I I I III I I VIII
I I
VIII
I
I
I VIII
I
I I VIII
I I I
VIII
iL 30%
IIII
IIII
IIII
IIII
111111
20%
v
I I III I I IIII
1 1
1 1
1 1 1
1
1 1
1 1 1
1 1 1 1 1 1 1 1
I I
IIII I
a- 10%
i i
�
III
i
1 1
1 1
i
1 1 1
1
1 1
1 1 1
i
1 1 1 1 1 1 1 1
i
IIII
0%
I I I I IIII Iii iiiii
VIII
�
� IIII
±M
0.01 0.1 1 10 100 1000 10000
Particle Size (mm) --m—Cumulative Percent ♦ Percent Item —�— Riffle -a— Pool —*—Run - Glide
Size percent less than (mm)
Percent by substrate type
D16
D35
D50
D84D95
silt/clay
sand
gravel
cobble
boulder
bedrock
#N/A
0.09
0.3
28
174
31%
42%
16%
9%
2%
0%

10
Pebble Count,
10
Aycock Springs
Cape Fear
Note:
UT-4 - Reach-wide
Pebble Count, Aycock Springs
100%
I I I IIIII I I I IIIII I I I I I
Iii
90% IIIII ' _ III IIIII IIIII
1 1 1 1 1 1 1 1 1 1 1 1 1 1 ! 1 1 1 1 1 1 ! 1 1 1 1 1 1 1 ! I I IIII I
80% 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IIIII
I I I VIII :1111 I I I IIIII I IIIII I I I IIIII I I I IIIII
70% IIIII IIII IIIII IIIII IIIII
i I I IIIII I I I I IIIII i I IIIII i I I IIIII i I I IIII I
I I I IIIA I I III I I I VIII I I VIII I I I VIII I I I VII I
60% 1 11111 IIIII IIIII IIIII III11
II IIIII
I I I I!!'I I I I IIIII I I I IIIII I I IIIII I I I IIIII I I I IIIII
50%
IIIII IIIII
IIIII
IIIII
IIIII
40%
IIII
VIII
VIII
VII
�
! I l! I IIIII ! I I IIIII
! I I IIIII
! I I IIIII
! I I
IIII I
30%
Il Ii!! IIIII IIIII
I IIIII
IIIII
I
IIIII
ILL
20%
v
i I I I I i ♦I I IIIII i I I IIIII
i I I IIIII
i I I IIIII
i I I
IIII I
10%
III IIIII IIIII
IIIII
IIIII
IIIII
0%
I I I IIIII I I I III I I I IIIII
IIIII IIIII
S I I i�!�
1�1
i i iiij
I I
II!!I
0.01 0.1 1 10 100 1000 10000
Particle Size (mm) --m—Cumulative Percent ♦ Percent Item —�— Riffle 4Pool --Run - Glide
Size percent less than (mm)
Percent by substrate type
D16
D35
D50
D84453
silt/clay
sand
gravel
cobble
boulder
bedrock
#N/A
0.09
0.2
33
29%
41%
28%
2%
0%
0%

10
Pebble Count,
10
Aycock Springs
Cape Fear
Note:
Travis Cr - Reach -wide
Pebble Count, Aycock Springs
100%
IIIA III VIII III
90% V II V II V II V II
1 1 1 1 1 1 1 ! I I I ! I
I IIII
!
V I I I
!
1 1 1 1 1 1 1
! I I
IIII I
80%
VIII III
III
VIII
VIII
VIII
I I I VIII I IIII
VIII
I
I
I VIII
I
I I VIII
I I I
VIII
70%
! IIII 1
i I I I �i I I I I II i I
1 1
I IIII
1 1
1 1
i
1
I
1 1 1 1 1 1
I I I III
i
1 1 1 IIII
1 fill
I I I I III
i I I
IIII
I I III
60%
I I I VIII I I III I I
1 1 1 111110000 1111
I VIII
111
I
I
1
I VIII
1 1 1111
I
I I VIII
1 1 1 1111
I I I
1 1
VIII
1 1111
� 50%
1 1 1 I!!I 1 1 11111
11111
1
1
1 11111
1
1 1 11111
1 1 1
11111
I I I I II I I I III I I
I VIII
I
I
I VIII
I
I I VIII
I I I
VIII
�
40%
I I I VIII I I I I II I I
I VIII
I
I
I VIII
I
I I VIII
I I I
VIII
30%
1 1 1 11111 11111 1 1
1 11111
1
1
1 11111
1
1 1 11111
1 1 1
11111
ILL
20%
1 1 1 11111 1 1 1 11111 1 1
1 1 1 111 1 1 1 11111 1 1
1 11111
1 11111
1
1
1
1
1 11111
1 11111
1
1
1 1 11111
1 1 11111
1 1 1
1 1 1
11111
11111
�
i 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 i 1
1 1
1 1
1 1 i
1
1 1 1 1 1 1
i 1 1 1 1 1 1 1
i I I
IIII I
10%
III IIII
III
III
III
1 1
1 IIII
0°/
1 1 1 1 1 1 1 1 ♦ I I I IIII 1
1 1 1 11111 1 1 1?1111 i t
1 1
1
1 1
1 1 1
1
1 1 1 1 1 1
� I IIII
I I
I IIII
0
0.01 0.1 1 10 100 1000 10000
Particle Size (mm) --m—Cumulative Percent ♦ Percent Item —�— Riffle -a- Pool —*—Run - Glide
Size percent less than (mm)
Percent by substrate type
D16
D35
D50
D84
D95
1
silt/clay
sand
gravel
cobble
boulder
bedrock
#N/A
#N/A
0.2
9
67
37%
39%
18%
5%
0%
0%

Appendix C.
Vegetation Data
Table 7. Planted Woody Vegetation
Table 8. Total Planted Stems by Plot and Species
Vegetation Plot Photographs
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site

Table 7. Planted Bare Root Woody Vegetation
Species
Quantity
River birch (Betula nigra)
400
Ironwood (Carpinus caroliniana)
1000
Beautyberry (Callicarpa americana)
600
Flowering dogwood (Cornus florida)
200
Silky dogwood (Cornus amomum)
2000
Persimmon (Diospyros virginiana)
200
Black gum (Nyssa sylvatica var. biflora)
400
Sycamore (Platanus occidentalis)
400
White oak (Quercus alba)
400
Cherrybark oak (Quercus falcata var. pagodifolia)
600
Swamp chestnut oak (Quercus michauxii)
500
Water oak (Quercus nigra)
300
Willow oak (Quercus phellos)
700
Northern red oak (Quercus rubra)
400
Elderberry (Sambucus canadensis)
2500
TOTAL
10,600
Table 8. Planted Stems by Plot and Species
Species
CommonName
Total
Planted
Stems
plots
stems
1
2
3
4
5
6
7
8
9
10
11
12
13
14
Betula nigra
river birch
9
4
2.25
1
5
1
2
Carpinus caroliniana
American hornbeam
7
3
2.33
2
1
4
Cornus amomum
silky dogwood
57
12
4.75
9
3
3
3
4
10
10
4
4
4
2
1
Cornus florida
flowering dogwood
4
1
4
4
Diospyros virginiana
common persimmon
2
2
1
1
1
Fraxinus pennsylvanica
green ash
3
2
1.5
2
1
Nyssa sylvatica
blackgum
6
3
2
1
1
4
Platanus occidentalis
American sycamore
5
3
1.67
1
3
1
Quercus
oak
11
6
1.83
1
1
1
2
4
2
Quercus alba
white oak
2
1
2
2
Quercus pagoda
cherr bark oak
6
5
1.2
2
1
1
1
1
Quercus phellos
willow oak
18
8
2.25
3
2
2
1
1
3
2
4
Quercus rubra
northern red oak
13
6
2.17
2
1
4
3
2
1
Sambucus canadensis
Common Elderberry
62
13
4.77
11
3
2
3
3
1
4
7
4
5
13
2
4
14
14
205
14
16
18
13
12
11
20
12
15
12
14
15
24
12
11
Stems per Acre
648
729
526
486
445
810
486
607
486
567
607
972
486
445
Total Stems per Acre
593
* All stems reported are planted bare root stems, no livestakes occur within the plots.
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site

Aycock Springs
Baseline Vegetation Monitoring Photographs
Taken April 2016
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site

Aycock Springs
Baseline Vegetation Monitoring Photographs
Taken April 2016
(continued)
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site

Appendix D.
As -built Plan Sheets
Sheet Number
Sheet Name
O1
Title Sheet
02
Legend
03
Key Sheet — Blank
04 Thru 4H
Plan Construction
5A 1 Thru 78
As -Built Plan Survey
6 Thru 6H
As -Built Plan Overlay
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site

----------------
DocuSign Envelope ID: E8136F95-5406-4A9F-AD69-10E76CCB994D
h
VICINITY MAP
Not to Scale
AS -BUILT SURVEY AND
RECORD DRAWINGS
A YCO%f-4'1.ly-%7 SPRINGS SITE
LOCATION: ALAMANCE COUNTY, NORTH CAROLINA
TYPE OF WORK: STREAM AND WETLAND RESTORATION AND ENHANCEMENT
(CLEARING, GRUBBING, GRADING, EROSION CONTROL AND PLANTING)
�TC
o AYCOCK SPRINGS SITE ]�
m�
w
VICINITY MAP
Not to Scale
AS -BUILT SURVEY AND
RECORD DRAWINGS
A YCO%f-4'1.ly-%7 SPRINGS SITE
LOCATION: ALAMANCE COUNTY, NORTH CAROLINA
TYPE OF WORK: STREAM AND WETLAND RESTORATION AND ENHANCEMENT
(CLEARING, GRUBBING, GRADING, EROSION CONTROL AND PLANTING)
�TC
o AYCOCK SPRINGS SITE ]�

DocuSign Envelop
ell
): E81361
=95-5406-4A9F-AD69-1 CE76CCB994D
Note: Not to Scale
*S. U.E. = Subsurface Utility Engineering
Not all Symbols used in Plans
BOUNDARIES AND PROPERTY
- - i iISI ' I
CSX TRANSPORTATION
State Line
— -
County Line
0
Township Line .................................
0
CityLine ............. . .............
----- - - -
Reservation Line
------
Property Line
ROADS AND RELATED FEATURES.
Existing Iron Pin - -- --- -------- --
O
Property Corner
-----
Property Monument
EGM
Temporary Fencex—
- J
Proposed Woven Wire Fence -
e
Proposed Chain Link Fence - - - - - - - -
H
Proposed Barbed Wire Fence - - - - - - - - - - - - -
--
Tree Protection Fence --------- - --- -
o
Existing Wetland Boundary --- ------- --- -----tia----
— — — —
Proposed Wetland Boundary
tia
Proposed Conservation Easement - - - - - - - -
—E—
Construction Limits
r -
- - - , _ 1
Limits Of Disturbance
---------------
Gate
L7
Benchmark O
BUILDINGS AND OTHER CULTURE.-
Signo-----------------------
- - i iISI ' I
CSX TRANSPORTATION
Well
°
Foundation --------------------------
0
Area Outline --------------------------------
0
Recreational Structure - - --- --- ----------
----- - - -
Building - -
------
School --- ---- ----------
ROADS AND RELATED FEATURES.
Church --------------------
HYDROLOGY.-
-----
Stream or Body of Water
-
Hydro, Pool or Reservoir -------------- -
- J
River Basin Buffer ----------------------
REE
Flow Arrow
E - -
Disappearing Stream ------------------------
--
Spring - - - - - - - - - - - -
- - - oma-
Bankfull--------------------------------------
— — — —
Thalweg--------------------------------------
-
Top Of Bank - - -
- - --
Vernal Pool - - - - -
r -
- - - , _ 1
Swamp Marsh
Proposed Lateral, Tail, Head Ditch - - - - -
- - - - - -
FLS
False Sump
CONC ww
LEGEND
RAILROADS. -
Standard Guage - - - - - - -
- - i iISI ' I
CSX TRANSPORTATION
RR Signal Milepost — - - - - - - - - - - - - -
MILEPOST 35
Switch - -
- - D
Log Vane/Root Wad Combo
SWITCH
RR Abandoned
— — — —
RR Dismantled
18"
-
ROADS AND RELATED FEATURES.
Existing Edge of Pavement
Existing Curb
-----
Existing Metal Guardrail - - - - - - - - - - - - -
-
Existing Cable Guiderail - - - - - - - - - - - - -
- ---o —c—a—
!VEGETATION.-
Single Tree -------------------------
4
Single Shrub ---------------------------
Hedge - - --- --- -
-
Woods Line - --- ----- --- - --- ----- ---
-
Orchard ---------
f? {3 €? 0
Vineyard ---------
r w _ e
EXISTING STRUCTURES. -
MAJOR:
Bridge, Tunnel or Box Culvert
CONC
Bridge Wing Wall, Head Wall and End Wall
CONC ww
MINOR:
Head and End Wall -
CONC HW
Pipe Culvert - ----------------------
Footbridge . .... - ------------------------>----------<
Drainage Box: Catch Basin, DI or JB
ICB
Paved Ditch Gutter
Storm Sewer Manhole - - - - - - -
Storm Sewer -- - - ------ ---- ----------
5
SANITARY SEWER:
Sanitary Sewer Manhole ----
(Located
---(Located By Others)
Sanitary Sewer Cleanout --------------- O
U/G Sanitary Sewer Line --------------------
(Located By Others)
Above Ground Sanitary Sewer - - - - - - - - - - ASG SGnitcry Sewer
Recorded SS Forced Main Line- - - - - - - FSS
STREAM WORK.-
STREAM STRUCTURES:
Rock Crossvane
Rock Vane
Cocu gned by:
C
1099ADSC14994C3...
A SEAL
269`7F1 = _
yUAI I G IAPy\W20
SHEET NAME
SHEET NUMBER
PROJECT NAME: AYCOCK STREAM AND WETLAND RESTORATION SITE
COUNTY: ALAMANCE I DATE: 2016
SUNGATE DESIGN GROUP, P.A.
915 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
TEL(919)86&2243 FAX[phone]
0 M ENG FIRM LICENSE NO. C -8e0
Axiom Environmental, Inc.
STREAM FEATURES:
Cross Vane -- ----------------
Constructed Riffle - - - - - - - -
- - - - - -
Root Wad
LogVane ........... .. ............
.. ..
Log Vane/Root Wad Combo
Structure Number
0
Marsh Treatment
18"
Culvert Pipe -------- - ---- ------ - -
- ---
Stream Plug --------- --------- ----- -----
Coir Log
Floodplain Interceptor ---------------------
Terracel l -------
EROSION
-------
EROSION CONTROL FEATURES:
Stream Crossing ®I
Temporary Construction Entrance/Exit
Silt Fence
Special Sediment Sediment Control Fence Break
Haul Road - - ----- - ----- - -----
Impervious Dike --------------
PLANTING ZONES:
Stream -Side Assemblage----------
Piedmont/Low Mountain
Alluvial Forest
Dry-Mesic Oak
Hickory Forest ----------------------
-
Marsh Treatment
.....

DocuSign Envelope ID: C6D7446F-C320-42A2-B3B5-A5EC6A808E09
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CROSS VANE
11+10.2
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866,594.0651
1,844,291.7465
GROSS VANE
12+05.8
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866,502.8311
1.844,297.7005
LOGVANE
12+36.5
0
866,478.2554
1,844,314.1306
LOGVANE
12+90.2
0
866.430.0667
1,844,302-9390
-OA-KLEY, GARY M. SR
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STATION
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12+50.8
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865,677.7922
1,844,835.023'9
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13+33.2
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866,222.7148
1 ,844,428-5516
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1,844,481-8573
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915 JONES FRANKLIN ROAD
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=95-5406-4A9F-AD69-1 CE76CCB994D
Note: Not to Scale
*S. U.E. = Subsurface Utility Engineering
Not all Symbols used in Plans
BOUNDARIES AND PROPERTY
- - i iISI ' I
CSX TRANSPORTATION
State Line
— -
County Line
0
Township Line .................................
0
CityLine ............. . .............
----- - - -
Reservation Line
------
Property Line
ROADS AND RELATED FEATURES.
Existing Iron Pin - -- --- -------- --
O
Property Corner
-----
Property Monument
EGM
Temporary Fencex—
- J
Proposed Woven Wire Fence -
e
Proposed Chain Link Fence - - - - - - - -
H
Proposed Barbed Wire Fence - - - - - - - - - - - - -
--
Tree Protection Fence --------- - --- -
o
Existing Wetland Boundary --- ------- --- -----tia----
— — — —
Proposed Wetland Boundary
tia
Proposed Conservation Easement - - - - - - - -
—E—
Construction Limits
r -
- - - , _ 1
Limits Of Disturbance
---------------
Gate
L7
Benchmark O
BUILDINGS AND OTHER CULTURE.-
Signo-----------------------
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CSX TRANSPORTATION
Well
°
Foundation --------------------------
0
Area Outline --------------------------------
0
Recreational Structure - - --- --- ----------
----- - - -
Building - -
------
School --- ---- ----------
ROADS AND RELATED FEATURES.
Church --------------------
HYDROLOGY.-
-----
Stream or Body of Water
-
Hydro, Pool or Reservoir -------------- -
- J
River Basin Buffer ----------------------
REE
Flow Arrow
E - -
Disappearing Stream ------------------------
--
Spring - - - - - - - - - - - -
- - - oma-
Bankfull--------------------------------------
— — — —
Thalweg--------------------------------------
-
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- - --
Vernal Pool - - - - -
r -
- - - , _ 1
Swamp Marsh
Proposed Lateral, Tail, Head Ditch - - - - -
- - - - - -
FLS
False Sump
CONC ww
LEGEND
RAILROADS. -
Standard Guage - - - - - - -
- - i iISI ' I
CSX TRANSPORTATION
RR Signal Milepost — - - - - - - - - - - - - -
MILEPOST 35
Switch - -
- - D
Log Vane/Root Wad Combo
SWITCH
RR Abandoned
— — — —
RR Dismantled
18"
-
ROADS AND RELATED FEATURES.
Existing Edge of Pavement
Existing Curb
-----
Existing Metal Guardrail - - - - - - - - - - - - -
-
Existing Cable Guiderail - - - - - - - - - - - - -
- ---o —c—a—
!VEGETATION.-
Single Tree -------------------------
4
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Hedge - - --- --- -
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-
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f? {3 €? 0
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r w _ e
EXISTING STRUCTURES. -
MAJOR:
Bridge, Tunnel or Box Culvert
CONC
Bridge Wing Wall, Head Wall and End Wall
CONC ww
MINOR:
Head and End Wall -
CONC HW
Pipe Culvert - ----------------------
Footbridge . .... - ------------------------>----------<
Drainage Box: Catch Basin, DI or JB
ICB
Paved Ditch Gutter
Storm Sewer Manhole - - - - - - -
Storm Sewer -- - - ------ ---- ----------
5
SANITARY SEWER:
Sanitary Sewer Manhole ----
(Located
---(Located By Others)
Sanitary Sewer Cleanout --------------- O
U/G Sanitary Sewer Line --------------------
(Located By Others)
Above Ground Sanitary Sewer - - - - - - - - - - ASG SGnitcry Sewer
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Rock Crossvane
Rock Vane
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SHEET NAME
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SUNGATE DESIGN GROUP, P.A.
915 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
TEL(919)86&2243 FAX[phone]
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STREAM FEATURES:
Cross Vane -- ----------------
Constructed Riffle - - - - - - - -
- - - - - -
Root Wad
LogVane ........... .. ............
.. ..
Log Vane/Root Wad Combo
Structure Number
0
Marsh Treatment
18"
Culvert Pipe -------- - ---- ------ - -
- ---
Stream Plug --------- --------- ----- -----
Coir Log
Floodplain Interceptor ---------------------
Terracel l -------
EROSION
-------
EROSION CONTROL FEATURES:
Stream Crossing ®I
Temporary Construction Entrance/Exit
Silt Fence
Special Sediment Sediment Control Fence Break
Haul Road - - ----- - ----- - -----
Impervious Dike --------------
PLANTING ZONES:
Stream -Side Assemblage----------
Piedmont/Low Mountain
Alluvial Forest
Dry-Mesic Oak
Hickory Forest ----------------------
-
Marsh Treatment
.....

DocuSign Envelope ID: C6D7446F-C320-42A2-B3B5-A5EC6A808E09
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-TRAVIS- STRUCTURE LOCATIONS
STR. TYRE
STATION I
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BRUSHMATTRESS
22+09.0
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865,523.8699
1,844,909.0444
BRUSHMATTRESS
23+13.7
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855.425.7432
1,844,924.1878
DOUBLE LOG VANE
23+37.4
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865.406.6695
1,844,938.2068
DOUBLE LOG VANE
26+77.4
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855,125,1157
1,545,087.80133
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866,325.7719
1,545,148.2265
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866,202.1508
1,846,124-7425
CROSS VANE
14+143
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865,995.7329 1
1,546,120.0271
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SUNGATE DESIGN GROUP, P.A.
915 JONES FRANKLIN ROAD
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RALEIGH, NORTH CAROLINA 276a6
TEL[phone] FAX[phone]
ENG FIRM LICENSE NO. C-890
Axiom Environmental, Inc.
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SUNGATE DESIGN GROUP, P.A.
915 JONES FRANKLIN ROAD
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13+00.0
_UT2_ STRUCTURE LOCATIONS
EASEMENT 11
STR TYPE STATION nEFSET IVC]RTHING
EAST@NG
1,845,861 2351
1,845,903.9924
1,645,814-5429
1,345.923,3366
1,845,933.2238
1,845,950-1043
10 +50 11 +50 12 +50 13 +50 14 +50 15
R
WETLAND
ENHANCEMENT
WETLAND
RESTORATION
:ROSS VALVE
11+85.6
0
865,998.2035
'ROSS VANE
13+00.0
0
865,893.9045
:ROSS VANE
13+73.5
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865,625.3488
,ROSS VANE
14+17.6
0
865,783.8788
:ROSS VANE
14+60.7
0
865,744,5925
`.ROSS VANE
1.4+91.0
0
865,722 1692
EAST@NG
1,845,861 2351
1,845,903.9924
1,645,814-5429
1,345.923,3366
1,845,933.2238
1,845,950-1043
10 +50 11 +50 12 +50 13 +50 14 +50 15
R
WETLAND
ENHANCEMENT
WETLAND
RESTORATION

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PROJECT NAME: AYCOCK SPRINGS STREAM AND WETLAND RESTORATION SIT
COUNTY: ALAMANCE DATE: 2016
Q SUNGATE DESIGN GROUP, P.A.
915 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 276a6
TEL[phone] FAX[phone]
ENG FIRM LICENSE NO. C-890
Axiom Environmental, Inc.
O
WETLAND
ENHANCEMENT
-UT1-STRUCTURE LOCATIONS
STIR TYPE STATION
OFFSET
NORTHING
FASTING
LOG VANE 22+15.7
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865,481.7126
1,646,135.5151
DROP
STRUCTURE 22+27.8
0
865,464,49411
1.846,147-0486
...................................................................00moon 00MUMIMIMIMIMIMIM100 00MIMIMIMIMIMIMIM100 00MIM100 0000 00MIM100 00MIUMMIMIMIMIM100 00MUMIMIMIMIMIMIM100 00MIMIM1010100000000 01000101000000000100 01010000000001000100 00000000000001000000 00000000010000000000 00000101000000000100 01010000000000000100 00000000010001010000 00000100010100000000 0011

DEED REFERENCE(S):
BEING A PORTION OF THE PROPERTY RECORDED IN D.B.
2468, PG. 268, D.B. 1632, PG. 729, D.B. 2832, PG. 522, D.B.
935, PG. 328 & D.B. 257, PG. 317 OF THE ALAMANCE
COUNTY REGISTER OF DEEDS.
MAP REFERENCE(S):
P. B. 11, PG. 22
P B. 138, PG, 98
P B. 16. PG. 36
P.B. 36, PG. 98
CONSERVATION EASEMENT
ACREAGE DATA:
SECTION "A"
1.64 ACRES±
SECTION "B"
4.35 ACRES±
SECTION "C"
4.55 ACRES±
SECTION "D"
2.72 ACRES±
TOTAL CONSERVATION EASEMENT IS
13.26 ACRES± INCLUDING A PORTION
OF THE 30' DUKE ENERGY CAROLINAS
EASEMENT AND EXCLUDING ALL
OTHER EASEMENTS AND
RIGHT-OF-WAYS BY COORDINATE
COMPUTATION
SURVEYORS CERTIFICATION(S)
Surveyor's disclaimer: No attempt was made to locate any cemeteries, wetlands, hazardous material
sites, underground or aboveground utilities or any other features above, or below ground other than
those shown.
I certify that the survey is of another category (as -built survey), such as the recombination of existing
parcels, a court-ordered survey, or other exception to the definition of subdivision.
I certify that this plat does not meet G.S. 47-30 as amended.
I, John A. Rudolph, certify that this project was completed under my direct and responsible charge
from an actual survey made under my supervision; that this As -built survey was performed at the 95
percent confidence level to meet Federal Geographic Data Committee Standards; that this survey
was performed to meet the requirements for a to lographic/planimetric survey to the accuracy of
Class B and vertical accuracy when applicable to the Class B standard, and that the original data
was obtained on April, 2016; that the survey was completed on April 20, 2016; and all coordinates
are based on UQQIj�, 7IAD '83(2011) and all eleval ns are assumed elevations.
CA/ p
�O POFEss/O * .,.j, , �.�.
SEAL Surveyor L-4 4
0 V- L-4194
• 9 OQ Q
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04
o � _
CROSS-SECTIONS COORDINATE TABLE
(RIGHT SIDE OF X -SECTIONS
FACING UP -STREAM)
X -SECTION #
NORTHING
EASTING
UT1 XS1
865477.99
1846123.15
UT1 XS2
865506.17
1846093.95
UT1 XS3
865524.30
1846071.52
UT1 XS4
865526.60
1846057.57
UTI XS5
865539.10
1846027.81
UT1 XS6
865624.21
1846015.95
UT1 XS7
865647.64
1846020.31
UT1 XS8
865666.77
1846023.90
UT1 XS9
865724.40
1846044.15
UTI XS10
865753.08
1846070.28
UT1 XS11
865787.07
1846085.09
UT1 XS12
865885.58
1846106.96
UTI XS13
865913.32
1846110.57
UT1 XS14
865928.05
1846120.42
UTI XS15
866070.96
1846114.15
UTI XS16
866098.81
1846120.71
UT1 X817
866131.99
1846125.26
UT1 XS18
866213.91
1846123.59
UTI XS19
866252.20
1846119.44
UT1 XS20
866270.25
1846130.12
UT1 XS21
866361.34
1846134.22
UT1 X822
865397.03
1846097.81
UT1 XS23
866443.72
1846074.50
UT1 XS24
866471.55
1646066.23
UT2 XS1
865614.09
1845993.04
UT2 XS2
865644.70
1845964.24
UT2 XS3
865671.76
1845964.52
UT2 XS4
865689.10
1845959.17
UT2 XS5
865721.71
1845942.33
UT2 XS6
865748.75
1645929.25
UT2 XS7
865758.81
1845928.31
UT2 XS8
865833.03
1845912.00
UT2 XS9
865917.77
1845890.85
UT2 XS10
865945.72
1845876.11
UT2 XS11
865974.64
1845883.14
UT2 XS12
866024.13
1845861.08
UT2 XS13
866045.17
1845854.01
TC XS1
864899.07
1845219.31
TC XS2
864936.62
1845169.12
TC XS3
864966.27
1845109.18
TC XS4
865054.51
1845092.52
TC XS5
865099.76
1845091.27
TC XS6
865132.66
1845061.06
TC XS7
865184.57
1845004.10
TC XS8
865228.55
1844984.69
TC XS9
865252.45
1844976.83
TC XS10
865283.48
1844938.53
TC XS11
865348.12
1844925.91
TC XS12
865951.17
1844679.00
TC XS13
865990.76 1
1844654.41
TC XS14
866015.20 1
1844619.34
01 CROSS-SECTIONS COORDINATE TABLE
(RIGHT SIDE OF X -SECTIONS
FACING UP -STREAM)
X -SECTION #
NORTHING
EASTING
UT3 XS1
866027.96
1844677.32
UT3 XS2
866048.50
1844670.92
UT3 XS3
866065.02
1844670.86
UT3 XS4
866095.80
1844678.65
UT3 XS5
866115.76
1844683.13
UT4 XS1
866395.77
1844324.79
UT4 XS2
866433.74 1
1844295.83
UT4 XS3
866452.41
1844304.89
UT4 XS4
866465.19
1844312.40
UT4 XS5
866479.76
1844302.77
UT4 XS6
866508.79
1844290.93
UT4 XS7
866533.04
1844286.93
UT4 XS8
866572.27
1844283.32
CVS PLOTS COORDINATE TABLE
(COORDINTATE AT THE PLOT ORIGIN ♦ )
CVS PLOT #
NORTHING
EASTING
1
866304.98
1846088.66
2
866123.93
1846075.82
3
865871.13
1846120.69
4
865975.08
1845906.36
5
865680.90
1845904.97
6
865530.96
1846111.98
7
864962.11
1845223.5F--
8
865074.64
1845140.02
9
865203.00
1845062.38
10
865842.83
1844791.82
11
866126.70
1844650.57
12
866242.15
1844459.89
13
866396.00
1844262.15
14
866526.08 I1844324.39
Table 7. Planted Bare Root Woody Vegetation
REVISION NUMBERS
Species
Quantity
River birch (Betula nigra)
400
Ironwood (Carpinus caroliniana)
1000
Beautyberry (Callicarpa americana)
600
Flowering dogwood (Cornus florida)
200
Silky dogwood (Cornus amomum)
2000
Persimmon (Diospyros virginiana)
200
Black gum (Nyasa sylvatica var. biflora)
400
Sycamore (Platanus occidentalis)
400
White oak (Quercus alba)
400
Cherybark oak (Quercus pagoda var. pagodifolia)
600
Swamp chestnut oak (Quercus michauxii)
500
Water oak (Quercus nigra)
300
Willow oak (Quercus phellos)
700
Northern red oak (Quescus Tuba)
400
Elderberry (Sambucus canadensis)
2500
TOTAL:
10,600
(VEGETATION TABLE PROVIDED BY
AXIOM ENVIRONMENTAL)
REVISIONS
REVISION NUMBERS
DATE
DESCRIPTION
BY
PRE -CONSTRUCTION TRIBUTARIES
CENTERLINES ADDED PER
Al
06/02/16
NC DEPARTMENT OF
J.A.R.
ENVIRONMENTAL QUALITY
DIVISION OF MITIGATION SERVICES
Of
P%Axiom Environmental
218 Snow Avenue
Raleigh NC 27603
919-215-11693
Axiom Environmental. Inc.
RESTORATION
SHEET 5A (1 OF 78)
AS -BUILT SURVEY
FOR
THE STATE OF NORTH CAROLINA,
DIVISION OF
MITIGATION SERVICES
DMS PROJECT ID# 96312
SPO FILE # 01 -AA
NC DMS CONTRACT # 5791
RFP# 16-005568
SYSTEMS, LLC AYCOCK SPRINGS STREAM
AND WETLAND RESTORATION SITE
1101 HAYNES STREET BOONE STATION TOWNSHIP ALAMANCE COUNTY NORTH CAROLINA
SUITE 211 100 50 0 100 200 300
RALEIGH, NC 27604
GRAPHIC SCALE 1 " = 100'

LEGEND:
ISS - IRON STAKE SET
ECM - EXISTING CONCRETE MARKER
EIP - EXISTING IRON PIPE
EN - EXISTING NAIL
MNS - MAG NAIL SET
EIS - EXISTING IRON STAKE
EPP - EXISTING PUMP PIPE
PPS - PUMP PIPE SET
PTI - PINCHED TOP IRON PIPE
NMC - NON-MONUMENTED CORNER
R/W - RIGHT OF WAY
EOP - EDGE OF PAVEMENT
CPP - CORRUGATED PLASTIC PIPE
CMP - CORRUGATED METAL PIPE
UP - UTILITY POLE
BK -BOOK
D.B. - DEED BOOK
PG. - PAGE
No. 5 REBAR FLUSH WITH GRADE
WITH AN ALUMINUM 3114" CAP
• INSCRIBED: "STATE OF NORTH
CAROLINA CONSERVATION
EASEMENT"
A "FIXE" 3/8" BOLT SET IN ROCK
OUTCROP
CONSERVATION EASEMENT LINE
- - - - - TIE DOWN LINE
_ RIGHT OF WAY LINE OR
ADJOINER LINE
C_ ] ACCESS EASEMENTS
+�
POST -CONSTRUCTION
LINE
MONITORING REACH CENTERLINE
DISTANCE
POST -CONSTRUCTION
S18°26'06"E
MODIFIED REACH CENTERLINE
L2
PRE -CONSTRUCTION
A
TRIBUTARY CENTERLINE
S15°51'03"E
LOG CROSS VANE
L4
ROCK CROSS VANE
270.79'
LOG VANE
S07 -10-25-W
DOUBLE LOG VANE
L6
ADDED LOG CROSS VANE
/NUR
ADDED ROCK CROSS VANE
/
ADDED LOG VANE
L19
CROSS-SECTION
200.90'
ORIGIN POINT ON CVS PLOTS
�.
' f
CVS PLOTS
><
NOT CONSTRUCTED
C
GW#
GROUNDWATER GAUGE
• #
STREAM GAUGE
Q
PERMANENT STREAM
227.76'
CROSSING
TERRACELL
WETLAND RESTORATION AREA
METADATA CORNER
LINE DATA ALONG
SECTION "A"
LINE
BEARING
DISTANCE
L1
S18°26'06"E
73.17'
L2
S43°40'04"E
52.80'
L3
S15°51'03"E
104.35'
L4
SO4°35'05"W
270.79'
L5
S07 -10-25-W
36.12'
L6
N73 -00'24-W
131.15'
L18
N01'54'04"W
36.36'
L19
NO3'27'O6"E
200.90'
FL7
N22°53'28"W153.44'
53.85'
L21
N09'09'44"W
113.21'
L22
S83°37'05"E
131.12'
METADATA CORNER
LINE DATA ALONG
SECTION "B"
LINE
BEARING
DISTANCE
L12
S07°32'58W
101.26'
L13
S11°54'22W
108.00'
L14
S02°02'44"E
214.88'
L15
S55"4T00"E
68.23'
L16
SO4'1 1'03"E
226.13'
L17
N88'34'04"W
69.47'
L18
NO2°43'35W
73.00'
L19
N59°32'04"W
34.24'
L20
S88 -09'09"W
53.85'
L21
N17 -39-00-W
80.16'
L22
N57 -37-10-W
84.29'
L23
N28'59'07"W
227.76'
L24
N13°36'47W
323.93'
L25
N10°19'58"W
154.68'
L26
N59750'51"E
65.80'
L27
S77°18'23"E
72.59'
L28
S16°20'55"E
90.94'
L29
S13"37'32"E
239.62'
L30
S85°33'45"E
60.71'
L31
N08'13'11'E
155.29'
L32
S73°0024"E
134.48'
METADATA CORNER
14
LINE DATA ALONG
SECTION "C"
LINE
BEARING
DISTANCE
L33
S81°17'19"E
218.68'
L34
S02'OT27"W
218.19'
L35
S39°40'04"E
50.16'
L36
S08°15'08"E
69.12'
L37
S44°22'35"E
89.21'
L38
S27°22'11'E
115.42'
L39
S46°50'51"E
76.15'
L40
N24°16'44"E
187.51'
L41
S14°06'19"E
293.34'
L42
S35"27'06"E
93.55'
L43
S29"03'24"E
47.04'
L44
S24"3611"E
63.53'
L45
S63'22'36"W
79.75'
L46
S63'22'36"W
69 76'
L51
N26'3T24"W
226.42'
L52
N68°12'45"W
104.65'
L53
N42°21'17"W
78.81'
L54
N31°44'58W
137.04'
L55
N45'20'00"W
105.89'
L56
S85°46'02"W
57.40'
L57
N75°27'59"W
92.55'
L58
N00°38'00'E
73.60'
L59
N00°58'03"E
251.17'
L60
N00"50'53"E
98.01'
METADATA CORNER
LINE DATA ALONG
SECTION "D"
LINE
BEARING
DISTANCE
L61
S17°35'36'E
141.46'
L62
S38°14'33"E
182.94'
L63
S34°41'46"E
217.90'
L64
S11°18'34"E
113.15'
L65
N89 -21-48-W
197.37'
L66
N41130148"W
129.50'
L67
N25°08'41"W
234.94'
L68
N32'09'04"W
145.52'
L69
N08'20'51"W
49.53'
L70
N62'54'56"E
137.85'
L71
N62°54'56"E
47.95
METADATA CORNER
DESCRIPTIONS FOR
CONSERVATION EASEMENT
CORNER
DESCRIPTION
O1 THRU 46
No. 5 REBAR FLUSH WITH GRADE
WITH AN ALUMINUM 31/4" CAP
s
INSCRIBED: "STATE OF NORTH
5� THRU 71
CAROLINA CONSERVATION
+m AND +a
EASEMENT"
GENERAL NOTES:
1) NOTE: NO ABSTRACT Tl77 E, NOR TITLE COMMITMENT, NOR RESULTS OF TITLE SEARCH WERE FURNISHED TO THE
SURVEYOR. ALL DOCUMENTS OF RECORD REVIEWED ARE NOTED HEREON (SEE REFERENCES). THERE MAY EXIST
OTHER DOCUMENTS OF RECORD THAT MAYAFFECT THIS SURVEYED PARCEL.
2) NO HORIZONTAL CONTROL EXISTS WITHIN 2000 FT. ALL DISTANCES ARE GROUND HORIZONTAL DISTANCES AND ALL
CROSS-SECTIONS HAVE ASSUMED ELEVATIONS.
3)
THE FOLLOWING LINE NUMBERS WERE NOT USED: L47 - L50 AND L72. THE FOLLOWING CORNER NUMBERS WERE NOT
USED: 47 THROUGH 50
4)
ONLY IRON STAKE 110 HAS TRUE NORTH CAROLINA STATE PLANE COORDINATES. ALL OTHER COORDINATES ARE
5) GROUND COORDINATES (NAD 83(2011)).
SURVEYOR COULD NOT FIND A DEED REFERENCE FOR THE 30' DUKE ENERGY CAROLINAS EASEMENT. HOWEVER, A
DEED WAS RECORDED FOR THE EASEMENT SOUTH OF THIS SECTION OF CONSERVATION EASEMENT AND SURVEYOR
HAS HELD THE 30' WIDTH. SEE D. B. 3352, PG. 269 FOR THE DESCRIPTION SOUTH OF THE CONSERVATION EASEMENT.
LAST OF CONSTRUCTION WAS APRIL 3, 2016 AND PLANTING WAS DONE ON APRIL 7, 2016. THIS INFORMATION WAS
PROVIDED BY RESTORATION SYSTEMS, LLC.
6) THE NCSPC SHOWN ON POINT 110 (ISS) WAS OBTAINED FROM AN NGS OPUS SOLUTION. THIS OBSERVATION WAS
STARTED ON 06/04/2014 15.•26:00 AND ENDED ON 06/04/2014 17.29:00 USING A TOPCON HYPERLITE PLUS GPS UNIT. THE
COMBINED FACTOR IS 0.99996471. THE DATUM IS NAD '83(2011). THE FOLLOWING BASE STATIONS WERE USED IN THE
OPUS SOLUTION:
PID DESIGNATION LATITUDE(m) LONGITUDE(m)
DF9213 NCBU BURLINGTON CORS ARP N360529.586 W0792612.176
DM3527 NCRX ROXBORO CORS ARP N362328.056 W0785954.418
DJ6107 NCG5 GREENSBORO 5 CORS ARP N360403.612 W0794441.845
METADATA CORNER
DESCRIPTIONS FOR PROPERTY
LINES & TIE DOWNS
CORNER
DESCRIPTION
+o+
NON-MONUMENTED CORNER
+oz
3/4" O.D. IRON PIPE
1.5' ABOVE GRADE
+m AND +a
NON-MONUMENTED CORNER
los
3/4" O.D. IRON PIPE
0.4' ABOVE GRADE
los
No. 5 REBAR FLUSH WITH GRADE
+07
1.0" O.D. IRON PIPE
1.6' ABOVE GRADE
+�
1.0" O.D. IRON PIPE
0.8' BELOW GRADE
109
1.5" O.D. PINCHED TOP IRON
0.2' BELOW GRADE
++o
No. 5 REBAR FLUSH WITH GRADE
+++
1.0"0 .D. IRON PIPE
0.1' ABOVE GRADE
112 AND +++
No. 5 REBAR FLUSH WITH GRADE
• Nca ,
R •
�0QQ.OFESS/p�9
SEAL =
c.. L-41 clA
SHEET 5A (2 OF 78)
AS -BUILT SURVEY
FOR
THE STATE OF NORTH CAROLINA,
DIVISION OF
MITIGATION SERVICES
DMS PROJECT ID# 96312
SPO FILE # 01 -AA
NC DMS CONTRACT # 5791
RFP# 16-005568
AYCOCK SPRINGS STREAM
AND WETLAND RESTORATION SITE
BOONE STATION TOWNSHIP ALAMANCE COUNTY NORTH CAROLINA
100 50 0 100 200 300
GRAPHIC SCALE 1" = 100'

N
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NOTE:
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ENVIRONMENTAL, INC.
SHEET 5A (4 OF 78)
100 50 0 100 200 301
.�
GRAPHIC SCALE 1 " = 100'
\20
ze
START UT2
STA 10+00
zs
LOG CROSS VANE
NOT CONSTRUCTED
�
N.C.S. R. 1549
UT2
XS-1
RfW —
AMICK ROAD
XS -10
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UT2
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EOP
XS -8r
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391.43'
ISS
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_
�� ACCESS EASEMENT 1
'55"W
—
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18
START UT1
ACCESS EASEMENT
STA 10+04
UT1r�
FOR INGRESS, EGRESS
XS -24r
& REGRESS AND FUTURE
UTI
UTILITY EASEMENT
XS -23r
l�2
TO BE RESERVED
TO GRANTOR AND
,a
UTI
CONVEYED TO STATE
XS -22r
OF NORTH CAROLINA.
ROCK OUTCROP
O AREA = 0.02 ACRES± BY
R
COORDINATE COMPUTATION
N01 *02'02"W
1-1-288 .89'
I (TIE DOWN)
UTI
w
I
<�
XS -21p
OAKLEY
D.B. 93PG.5, PG. 328
TRACT TWO
O
O
UTI
XS
�19p
-20r
SECTION "A"
I
I
XS
1.64 ACRES± BY
NMC
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,04
z7
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L27 ze I
y
XS -18r
J
�
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153.50'
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ar
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�
O
UTI
I
O
XS -16r
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UTI
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UT2 PERMANENT
O
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�
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UT2
XS -10
UT2
XS -9r
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UT2 XS -6r
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UTI AT
�a EXIT
tO OF ACCESS _
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STA 15+82
I
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12",
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0 25.51"
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XS -14r
UTI
XS -13p
UTI
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m
J
UTI
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14
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XS -I p
LOG VANE
NOT CONSTRUCTED
J
A])
ACCESS EASEMENT 2
NEW 15' WIDE
NON-EXCLUSIVE
ACCESS EASEMENT
FOR INGRESS, EGRESS
& REGRESS AND FUTURE
UTILITY EASEMENT
TO BE RESERVED
TO GRANTOR AND
CONVEYED TO STATE
OF NORTH CAROLINA
AREA = 0 01 ACRES± BY
COORDINATE COMPUTATION
OAKLEY
D.B. 935, PG. 328
TRACT TWO
COBLE
D.B. 911,
PG. 159

0.20 ACRES OF THE
PROPOSED CONSERVATION
EASEMENT C IS LOCATED
IN THE 30' DUKE ENERGY
CAROLINAS EASEMENT
NOTE:
ALL WETLAND RESTORATION AREAS
DETERMINED AND PROVIDED BY AXIOM
ENVIRONMENTAL, INC.
SHEET 5A (6 OF 78)
100 50 0 100 200 300
GRAPHIC SCALE 1 " = 100'
NCDOT
CONCRETE
HEADWALL
(TYPICAL)
w w
30" DUKE ENERGY
CAROLINAS EASEMENT
(15' ON EACH SIDE OF
UTILITY LINE). SEE
NOTE 5 PAGE
1 OF 2
\ u.b. zasz, rte. 522
\ O
NC GRID COORDINATE ISS
N=887,014.5410'
E=1,844,701.1891' t7o
ISS
REFERENCE
POINT ONLY /
/
/
/
/
/
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/
O
OAKLEY
D.B. 2832, PG. 522
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U STA 14+13SOIL ROAD
58 L56 O
L57 3a I
O O 12
OAKLEYa.
D.B. 2832, PG. 522 18" CPP
f I
W W � \ SS 30 �
\ START UT3
\ STA 10+00
\ O11
40
\
1 UT3 I /
\ ROCK
UT3 XS -5R OUTCROP
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O LS? TC XS -IR
a
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XS -14R
N01°32'56"E517.59'S19°4704"E
TC
TRAVIS AT XS -13P
`pc�
START
0
uI
RESTORATION
I
a
I�
STA 15+78 END UT3 TC
U -j
H m j
43
100 50 0 100 200
I
300 U O
2�
STA 12+12 XS -12R
Lu
"C"
DOUBLE LOG VANES
SECTION
O
4.55 ACRES± BY
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OUTCROP
END
10
RESTORATION
�s�
I
STA 17+87
4s
TRAVIS AT
Ay
S37°55'04"E
70.00'
EXIT OF
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46
(TIE DOWN)
EASEMENT "C"
STA 18+86 51
OAKLEY I ISS
D.B. 1632, PG 729 No 132'56"E
16.61' 712
(TIE DOWN) EIP I
\ S20°57'04"E
195.00'
(TIE DOWN)
MCMILLAN I
IF 15" CPP
ROAD
S39^'54'48"E
64.01'
`ISS 114 (TIE DOWN)
�\ 81
D.B. 257, PG. 317
P.B. 11, PG. 22
NOTE:
I
ALL WETLAND RESTORATION AREAS
3
DETERMINED AND PROVIDED BY AXIOM
a
ENVIRONMENTAL, INC
I
I 713 ISS
N01°32'56"E517.59'S19°4704"E
I's
(TIE DOWN) (TIE DOWN)
uI
�a
I
a
I�
SHEET 5A (7 OF 78)
U -j
H m j
EXISTING
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100 50 0 100 200
I
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2�
FLOOR
Lu
GRAPHIC SCALE 1 "" = 100'O
DOUBLE LOG VANES
I
I NOT CONSTRUCTED -
(OUTSIDE OF EASEMENT)
IF 15" CPP
ROAD
S39^'54'48"E
64.01'
`ISS 114 (TIE DOWN)
�\ 81

0
N
OW
C
Z Z
r
z
MCMILLAN I
D.B. 257, PG. 317
P.B. 11, PG. 22
I
I
I
SS
N01"32'56"E
517.5 S19°4'0
145.00'
(TIE DOWN) (TIE DOWN)
EXISTING I
WOODEN SHELTER I
WITH CONCRETE
FLOOR
I DOUBLE LOG VANES
I NOT CONSTRUCTED —
TRAVIS AT (OUTSIDE OF EASEMENT)
ENTRANCE OF — I
' CONSERVATION
EASEMENT "D' I N62°54'56"E
J STA 23+71 (TIE D'
S88°5626"E
roe 606.30' I (TIE DOWN
(TIE DOWN)
EIP_--—
�uy PTI.
r -------------------------------------------- -------r
ACCESS EASEMENT 3 I
NEW 20' WIDE NON-EXCLUSIVE
Z 3 ACCESS EASEMENT FOR INGRESS, EGRESS
QS a & REGRESS AND FUTURE UTILITY EASEMENT I
TO BE RESERVED TO GRANTOR AND I
CONVEYED TO STATE OF NORTH CAROLINA.
AREA = 0.33 ACRES± BY COORDINATE COMPUTATION I
`ttttlltll!!/,
N.C'•A%,,,r OAKLEY I
ESS/0 , �Z% D.B. 2468, PG. 268, I
• QQ ti9 .• -y (TRACT 1) w
P.B. 11, PG. 22SEAL I 3
`-' L-4194 o I W
uR� I
S CEY I
I
I
NOTE: I
ALL WETLAND RESTORATION AREAS I
DETERMINED AND PROVIDED BY AXIOM I
ENVIRONMENTAL, INC. I
EIP
E)
SHEET SA (8 OF 78)
100 50 0 100 200 300
GRAPHIC SCALE 1 " = 100'
IF 15" CPP
SOIL ROAD
S39°54'48"E
ISS(B 1
64.0
I '
(TIE DOWN)
7o
TC
XS -11R
TC
ROCK
XS -10P
OUTCROP
82
TC
XS -9P
<
TC
9
XS -8R
TC
Q
XS -7P
TC
XS -6R
3
TC 8
XS -5P
<�
TC
XS -411 <6,
SECTION "D"
7
2.72 ACRES± BY
TC
87 T�
COORDINATE
64
0
COMPUTATION
TC
TRAVIS AT
EXIT OF
XS -2R
CONSERVATION
EASEMENT"D"
C
S6' TC
r STA 30+35
XS -1R
Em�-up
HOLT \I
D.B. 2954, I
PG. 73
UNNAMED TRIBUTARY
No. 6 OF TRAVIS CREEK
ROCK OUTCROP
CONSERVATION
EASEMENT IS 20.01± FROM
END TRAVIS PROPERTY LINE.
STA 30+95 PROPERTY LINE PLOTTED
FROM P.B. 2468, PG. 268
NOT
SURVEYED)

As needed
I Elevation Water Elevation
-ru-u�uu tcuaut rruwe
Avg. Water Surface Slope
0,0010
Reach
Travis CreeI(Downitream)
1 Elevation Water Elevation Avg. Rime Slope
0.0019
Feature
Profile
Aycock Travis Creek (Downstream) As -built Profile 2016
Date
4n,16
Crew
PerLuuon. Keith
2016
At -built Survey
Am needed
Station _
Red Elevation Water Elevation
Station Bed Elevation Water
00
5929 5934
742
5924 5934
83 8
5909 5934
914
5912 5936
1009
5924 5934
1209
5923 5934
1401
5919 5935
1558
5914 5935
1699
5914 5934
f00
1754
5925 5935
1963
5927 5935
2212
5925 5935
599
2400
5916 5934
2577
5914 5935
2694
5913 5935
598
284 1
5913 5934
2907
5925 5934
3230
5925 5935
....
597
378 1
5928 5935
a
3830
5917 5935
.t'.
5%
3892
4004
5917 5935
5920 5935
a
4179
5932 5937
595
4574
593 1 5938
5003
5932 5940
5094
5919 5939
°0
594
5186
5920 5939
'C
at
5271
5936 5939
5481
5933 5939
fra
593
5748
5935 5939
5806
5923 5939
5877
5925 5940
592 -
6008
5923 5939
6093
5933 5939
591
6252
5936 5940
6314
5928 5940
6477
5928 3940
590
6613
5925 5940
6772
5937 594 1
0
6972
5934 5940
7379
5935 5943
As needed
I Elevation Water Elevation
100 200 300 400 500 600 700 800
Distance (feet)
L—Bed Am -built 4nI2014 —Water Surface Ar -built 4!1/14
SHEET 5A (9 OF 78)
",,111111/111/
-�N CARo"
. Qom° ti-y�'.•y
SEAL -
C; L-4194 '
0
S'<9ti °e'•��=
Ar -built As needed
Avg. Water Surface Slope
0,0010
As needed Rime Length
54
1 Elevation Water Elevation Avg. Rime Slope
0.0019
Pool Length
43
Aycock Travis Creek (Downstream) As -built Profile 2016
100 200 300 400 500 600 700 800
Distance (feet)
L—Bed Am -built 4nI2014 —Water Surface Ar -built 4!1/14
SHEET 5A (9 OF 78)
",,111111/111/
-�N CARo"
. Qom° ti-y�'.•y
SEAL -
C; L-4194 '
0
S'<9ti °e'•��=

Reach Travis Creels (Upstream)
Feature Profile
Date 4'718
Crew Perkinson. Keith
2016
As -built Survey As needed As needed As needed
Station Bed Elevation Water Elevation Station Bed Elevation Water Elevation Station Bed Elevation Water Elevation Station Bed Elevation Water Elevation
00 5944 5950 - - - -
326 5945 595 1
379 5939 595 1
469 5928 595 1
528 5947 595 1
908 5942 5952
135 8 5943 595 1
1403 5938 5952
1505 5932 5952
1573 5945 5952
1952 5948 5952
2507 5950 5953
600
599
598
597
C3
L
t-
596
m
v 595
594
a
a,
w 593
592
591
590
0
Aycock Travis Creek (Upstream) As -built Profile 2016
50 100 150
Distance feet)_
—Bed As -built 417116 —Water Surface As -built 41746
SHEET 5A (10 OF 78)
Avg. Water Surface Slope
A9 -built
0.0009
As needed
Anile Length
1
70
Avg. Riiile Slope
00015
Pool Length
21
200
250
300
.%``'111` J, i t,I'/
SEAL
O, L-4194
s29< Q.Q
tio o
EY �•
,fit11�

Name Aycock -As-buil
UTI
Profile
4/7/16
Perkinson. Keith
As -built As needed
Avg. Water Surface Slope 0.0189
Riffle Length 18
Avg. Riffle Slope 0.0223
PC!!! r .....•1. 1 n
Station
2016
As -built Survey
Bed Elevation
Water Elevation
StationBed
2016
As -built Survey
Elevation Water Elevation
Station
2016
As -built Survey
Bed Elevation Water Elevation
Station
2016
As -built Survey
Bed Elevation Water Elevatiom
Station
2016
As -built Survey
Bed Elevation Water Elevation
Station
2016
As -built Survey
Bed Elev. Water Elev.
Station
2016
As -built Survey
Bed Elev. Water Elev.
Station
2016
As -built Survey
Bed Elev. Water Elev.
0.0
588.6
589.5
228.1
591.5
592.3
403.3
594.9
594.9
554.8
596.7
597.5
708.2
598.6
599.5
881.2
603.3
603.9
1050.6
607.2
608.0
1210,35
611.8665
612.4932
27.4
589.1
589.6
234.0
591.5
592.3
411.3
594.9
595.2
560.2
596.8
597.4
710.8
599.4
599.4
886.0
603.0
603.9
1053.0
607.8
608.1
1212.9
611.5697
612.4771
70.0
591.3
591.4
236.1
591.9
592.3
418.8
595.1
595.4
562.5
597.2
597.5
726.7
599.9
600.0
890.4
602.8
603.8
1066.2
607.9
608.3
1216.01
611.6157
612.4681
74.5
590.5
591.3
255.2
592.1
592,5
419.2
595.1
595.4
581.6
597.3
597.7
747.9
600.3
600.5
891.9
604.2
604.4
1069.5
607.8
608.4
1219.37
612.3984
612.8173
80.9
590.3
591.3
277.1
592.6
592.9
421.5
594.7
595.4
583.8
596.9
597.7
750.6
599.7
600..5
909.2
604.6
604.9
1078.1
607.2
608.3
1226.38
612.4988
88.8
590.1
591.3
279.9
592.2
592.9
426.6
594.8
595.4
590.2
596.9
597.7
753.7
599.9
600,5
911.0
604.0
604.9
1079.6
608.6
608.6
1237.61
612.7154
613.0747
92.8
591.0
591.4
284.6
592.0
592.9
429.4
594.9
595.5
593.3
597.6
597.9
755.3
600.5
600.9
915.7
604.2
604.9
1092.3
608.8
609.1
1239.12
612.5301
613.2143
103.4
591.1
591.6
289.0
592.3
592.9
443.8
595.5
595.8
609.1
597.9
598.2
767.9
600.6
601.0
918.2
604.6
605.0
1093.4
608.3
609.1
1242.57
612.3088
613.1226
109.6
591.1
591.7
291.7
592.5
593.0
446.6
595.2
595.8
611.9
597.5
598.1
768.8
600.4
601.1
933.1
6051
605.5
1096.2
608.2
609.1
1245.26
6129595
613.2313
111.6
591.0
591.7
307.8
592.8
593.2
451.5
594.9
595.8
615.5
597.4
598.2
771,9
600.5
601.1
935.5
604.2
605.4
1098.7
608.9
609.2
1262.14
613.3293
613.6862
116.4
590.8
591.7
308.0
593.0
593.2
456.3
595.2
595.8
617.2
597.8
598.2
773.9
600.9
601.3
943.1
604.5
605.4
1112.8
609.2
609.7
1263.46
612.7936
613.6363
118.4
591.2
591.7
309.3
592.6
593.2
458.0
595.5
595.9
627.2
598.0
598.3
788.6
601.5
601.8
944.3
605.9
606.0
1116.0
608.7
609.5
1265.82
613
611621
134.7
591.6
591.8
313.1
592.7
593.2
469.7
595.9
596.1
629.1
597.6
598.3
791.2
601.0
601.6
965.5
606.2
606.6
1121.6
608.4
609.5
1268.08
613.5114
613.6382
150.9
591.8
591.9
314.6
593.3
593.3
471.7
595.2
596.2
632.1
597.5
598.3
793.8
601.5
601.9
966.5
606.3
606.6
1128.0
609.1
609.7
1287.53
613.7245
614.1786
152.5
591.0
591.9
324.3
593.0
593.5
477.2
595.2
596.1
635.7
597.7
598.3
809.2
601.7
602.0
968.7
605.7
606.5
1129.4
610.2
610.4
1303.01
614.2808
614.6202
156.7
591.2
592.0
337.7
593.4
593.8
479.6
595.6
596.1
638.8
598.0
598.5
811.8
601,5
602.0
972.5
605.8
606.6
1141.2
610.2
610.5
158.5
591.8
592.0
339.7
592.8
593.8
490.0
595.9
596.5
653.4
598.4
598.7
816.7
601.4
602.0
974.9
606.2
606.6
1143.5
609.7
610.4
169.6
591.7
592.0
346.1
593.0
593.8
502.0
596.3
596.6
653.8
598.5
598.7
818.7
601.8
602.2
990.9
606.7
607.0
1147.9
609.8
610.5
170.6
591.3
592.0
348.6
593.4
593.8
504.2
595.9
596.6
657.0
598.1
598.7
839.2
602.0
602.6
993.2
606.2
607.0
1149.7
610.5
610.8
174.4
591.2
592.0
364.1
593.9
594.3
508.2
595.9
596.6
662.8
598.1
598.7
840.5
601.9
602.7
1000.6
606.1
607.1
1158.7
610.9
611.0
175.6
591.6
592.1
366.2
593.7
594.3
511.5
596.6
596.8
668.4
598.2
598.7
843.4
601.9
602.6
1003.2
606.9
607.2
1161.6
609.9
610.9
196.0
591.5
592.1
373.7
593.6
594.3
529.3
596.8
597.0
674.9
598.6
599.0
846.4
602.3
602,9
1024.6
607.0
607.7
1164.64
611.3515
611.537
198.9
591.2
592.0
378.2
593.6
594.2
531.1
596.4
596.9
687.1
598.7
599.1
858.4
602.8
603.4
1026.7
606.9
607.6
1182.7
611,4489
611.8942
207.3
591.4
592.0
380.6
594.0
594.3
535.5
596.3
597.0
689.4
598.4
599.1
860.5
602.2
603.5
1030.7
606.9
607.6
1185.48
610.9971
611.7508
210.5
591.6
5912
394.2
594.2
594.5
5370
597.1
597.2
695.5
598.5
599.1
864.5
602.6
603.4
1033.2
607.3
607.8
1189.57
611.1215
611.6905
222.1
591.9
592.3
395.9
593.8
594.5
547.8
597.1
597.4
697.5
598.8
599.1
867.2
603.1
603.4
1045.8
607.7
608.1
1192.15
611.4037
611.8504
224.0
591.5
592.3 1401.5
593.8
594.6
1 5491
596.7
597.5
1 706.5
598.9
599.5
1 879.3
603.6
603.9
1047.1
607.2
608.2
1201.09
611.8506
612.1237
620
615
610
605
a
a
600
r,
0
0
a 595
w
590
585
580
200
400
Aycock (UT 1) As -built Profile 4/7/16
600
800
Distance (feet)
-Bed As -built 4/7/16 -Water Surface As -built 4M16
1000
1200
1400
,�111111trr��
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AYCOCK -AS-Dual tLol
O) rronle
Rime Length
14
Avg. RiMe Slope
Reach
LT 2
Pool Length
10
Feature
Profile
Date
4/7/16
Crew
Perkinson, Keith
2016
2016
2016
2016
As -built Survey
As -built Survey
As -built Survey
As -built Survey
Station
Bed Elevation
Water Elevation
Station
Bed Elevation
Water Elevation
Station
Bed Elevation
Water Elevation
Station
Bed Elevation
Water Elevation
0.0
592.1
592.6
152.4
594.5
5954
3153
600.5
601.3
469.7
605.6
606.4
13.7
592.6
592.9
153.8
595.1
5954
317.8
601.1
601.5
477.0
605.7
606.6
15.6
591.9
592.9
167.9
595.7
595.8
329.2
601.1
601.7
478.3
606.7
606.8
20.5
591.9
592.9
169.2
595.0
595,7
330.7
600.9
601.7
494.7
607.1
607.5
25,6
592.0
592.9
1722
594.8
595.8
338.0
601.1
601.7
496-1
606.5
607,4
28.5
592.5
592.8
176.4
595.0
595.9
340.0
601.8
602.3
500.6
606.6
607.4
43,5
592.7
593.3
178.1
596,4
596.5
355.7
602.1
602.6
503.3
607.1
607.6
44.6
592.6
593.3
192.9
596.7
5970
358.8
601.5
602.6
516.8
607.5
607.9
50.3
592,3
593.3
206.9
597.5
597.6
363.0
601.8
602.9
518.7
607.1
607.9
55.3
592.5
593.3
217.0
597.8
598.0
364.0
603.3
603.2
522.9
607.1
608.0
56,8
592.8
593A
219.2
597.1
598.0
376.9
603.5
603.8
524.7
607.9
6083
71.7
593.7
593.7
223.3
597.2
5980
380.4
603.1
603.8
536.2
608.6
74.3
593.1
593.7
226.8
597.1
597.9
383.7
603.2
603.9
548.0
608.7
609.1
81.1
593.0
593.7
230.0
598.1
598.2
386.0
604,0
6041
549.2
608.3
609.1
86.6
593.2
593.7
239.0
598.3
598.7
396.4
604.0
6044
554.4
608.5
609.1
88.7
593.5
593.8
240.2
597.8
598.7
398.6
603.9
6044
556.5
609.1
103.2
594 ..1
594.1
247.6
597.6
5989
405.2
603.5
6044
574.0
609.7
112.0
594.2
594.5
249,3
599.1
599.2
407.6
604.2
604.5
575.5
609.3
610.0
113.2
593.8
594.5
258.4
599.1
599.5
4190
604.6
604.9
5791
6093
610.0
116.2
593.7
5945
259.4
598.5
599.5
421.2
6041
605.0
582.2
609.9
117.2
594.3
594.7
266,1
598.7
599.5
424.1
604.2
605.0
600.4
610.5
126.9
5944
594.9
268.2
599.3
599.6
427,6
604.2
605.0
603.2
609.9
610.7
129.3
594.0
594.9
281.3
599.6
600.2
433.4
604.7
605.1
609.8
610.1
610.7
132.2
5941
594.9
283.8
599.6
600.2
449..5
605,3
605.7
612.2
610,5
135.9
5939
594.9
291.2
599.6
6002
451.5
605,1
605.7
632.5
611.5
611.7
137.4
5945
595,0
292.5
600.7
600.8
455.9
605.4
605.7
148.2
595.0
595.4
307,0
601.1
6013
458,5
605.8
606.1
149.2
594.6
595.4
309, i
600.4
601.2
1 4681
606.1
606.4
2) As -built
Profile 2016
Aycock (UT
620
615
610
a 605
:o
600
u
°0 595
W 590
585
580
0
100
200 300 400
Distance (feet)
-Bed As -built 4/7/2016 -Water Surface As -built 9!116
SHEET 5A (12 OF 78)
Avg. Water Surface Slope
As -built
0M01
As needed
Rime Length
14
Avg. RiMe Slope
0.0288
Pool Length
10
500
`•i%111111// '
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600
700

Reach
Feature
Date
Crew
UT 3
Profile
4M16
Perkinson, Keith
Water Elei
1576
2016
5979
1594
As -built Survey
5975
Station
Bed Elevation
Water Elevation
0.0
5956
11.4
595.8
B
23.5
596 1
5978
25.7
595.6
596.3
31.7
595 5
596.3
33.7
596.3
5963
471
596.2
596.5
48.7
595.7
596.5
51.6
595.6
596.5
54.7
596..2
596.6
63.4
596.1
596.6
71.2
5964
596.6
74.3
595.8
596.6
77.3
595.8
596.6
78.8
596.8
88,4
596.4
96.6
596.7
98.1
595.9
596.8
101.5
596.0
596.8
102.9
596.5
114.3
596.7
115.9
596.2
5969
119.1
596.2
596.9
1209
596.7
596.9
1324
597.0
597.1
134.4
596.2
597.1
139.0
596.3
597.2
142.0
596.8
597.1
2016
As -built Survey
Station
Bed Elevation
Water Elei
1576
5973
5979
1594
5969
5975
1624
5970
5975
1643
5975
1779
5974
B
1804
5968
5978
1848
5968
5977
1867
5974
5978
1950
5977
Station
As needed
As needed
Station Bed Elevation
Aycock (UT 3) As -built Profile 2016
Avg. Water Surface Slope
As -built
0.0092
As needed
RiMe Length
15
Avg. Riffle Slope
0.0162
Pool Length
B
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SHEET SA (13 OF 78)

Project Name
Beach
Feature
Date
Crew
Aycock- As-bwlt (2016) Profile
Uf 4
Profile
4/7?16
Perkinton. Keith
As needed
2016
19
2016
Avg, Riffle Slope
At -built Survey
"built Survey
Pool Length
Station
Bed Elevation
Water Elevation
Station
Bed Elevation
Water Etc
0.0
595.3
596.1
222.5
599.7
600.3
26.7
597.4
597.7
224.9
600.3
600.4
54.6
598.8
599.3
245.7
600.3
600.5
61.6
599,0
599.4
254.2
599.9
600.5
81.3
598.4
599,4
258.2
600.0
600.5
86,8
599.0
599.4
260.8
600.4
600.5
102.9
599.1
599.5
277.0
600.4
600,7
121.5
598.3
599.5
279.4
599.9
600.7
144.7
599.3
599.6
288.9
599.2
600,7
148.0
598.8
599.6
293.6
599A
600.7
160.9
599.0
599.6
295.6
600.7
600.9
167.0
599.5
599.6
314.4
600.9
601,2
182.1
599.5
599.7
319.4
599.5
601.2
184.3
598.8
599.7
325.6
599.5
601.2
196.6
598.7
599.7
332.0
599.5
601.2
198.1
600.1
600.1
335.9
600,9
601.2
211,4
600.1
600.4
370.8
600.9
601.5
215.3
599.6
600.4
373.9
600.9
601.5
610
608
606
a 604
a
`to 602
600
a 598
w
596
594
592
590
0
2016
As -built Survey
Ration Bed Elevation
3874 6008
3925 6013
4049 6014
As needed
6016
6019
Aycock (UT 4) As -built Profile 2016
Avg. Water Surface Slope
Aa built
00066
As needed
Riffle Leagth
19
Avg, Riffle Slope
00128
Pool Length
22
50 100 150 200 250 300 350 400 450 500
Distance (feet)
-Bed As -built 4/7/16 -Water Surface As-bu814r7/16
SHEET 5A (14 OF 78)
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Site
Elevation
Aycock S rings
Feat, 0303002
Watershed:
Travis Creek, XS - 1, Riffle
Cape
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
11.0
593.83
12.6
593.14
13.2
592.60
14.0
r.
15.0
592.45
16.4
592.25
18.2
592.22
21.2
592.13
22.7
592.28
25.0
592.35
27.2
592.09
29.8
591.94
30.8
592.11
31.5
592.80
32.2
593.12
33.1
593.6
35.0
593.9
36.0
594.2
39.2
594.5
42.3
594.8
44.2
595.1
46.1
595.4
Stream Type CiE
Aycock Springs, Travis Creek, XS -1, Riffle
597
-----------------------------------------------------------------
596
595
5
e------------------------------------------------
0 594
-------------
- -
y
W 593
- - - - Bankfull
592
- - - - Flood Prone Area
MY -00 4/6/ 16
591
0 5 10
15 20 25 30 35 40 45 50
Station (feet)
Station
Elevation
0.0
Feat, 0303002
XS 1D
Travis Creek, XS - 1, Riffle
Feature
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Elevation
0.0
595.01
4.3
594.97
6.5
594.99
8.3
594.93
10.0
594.19
11.0
593.83
12.6
593.14
13.2
592.60
14.0
592.50
15.0
592.45
16.4
592.25
18.2
592.22
21.2
592.13
22.7
592.28
25.0
592.35
27.2
592.09
29.8
591.94
30.8
592.11
31.5
592.80
32.2
593.12
33.1
593.6
35.0
593.9
36.0
594.2
39.2
594.5
42.3
594.8
44.2
595.1
46.1
595.4
SUMMARY DATA
Bankfull Elevation:
594.2
Bankfull Cross -Sectional Area:
41.3
Bankfull Width:
26.0
Flood Prone Area Elevation:
596.5
Flood Prone Width:
150.0
Max Depth at Bankfull:
2.3
Mean Depth at Bankfull:
1.6
W / D Ratio:
16.4
Entrenchment Ratio:
5.8
Bank Height Ratio:
1.0
SHEET 5A (15 OF 78)
CAR
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Site
Elevation
Aycock Springs
_.
�•
Watershed:
Feature
Cape
Date: _
_.4/6/2016
Field Crew:
Perkinson, Keith
5.8
593.66
Mean Depth at Bankfull:
1.9
W / D Ratio:
13.4
Entrenchment Ratio:
6.0
Bank Height Ratio:
1.0
i`
}.
' R..
Stream T e C/E
598
597
- - - ---
o-
5
0 595
d
W
- - - - Bankfull
593
- - - • Flood Prone Area
MY -00 4/6/16
592
0 5
10 15 20 25
30 35
Station (feet)
Station SUMMARY DATA
Bankfull Elevation: 595.0
Bankfull Cross -Sectional Area: 47.5
Bankfull Width: 25.2
Flood Prone Area Elevation: 597.5
Flood Prone Width: 150.0
Elevation
0.0
Fear, 0303002
XS ID
Travis Creek, XS - 2, Riffle
Feature
Riffle
Date: _
_.4/6/2016
Field Crew:
Perkinson, Keith
Station SUMMARY DATA
Bankfull Elevation: 595.0
Bankfull Cross -Sectional Area: 47.5
Bankfull Width: 25.2
Flood Prone Area Elevation: 597.5
Flood Prone Width: 150.0
Elevation
0.0
595.01
1.6
595.22
2.8
595.02
3.8
594.41
4.7
594.09
5.8
593.66
Mean Depth at Bankfull:
1.9
W / D Ratio:
13.4
Entrenchment Ratio:
6.0
Bank Height Ratio:
1.0
6.6 593.14
7.2 592.89
7.8 592.62
9.2 592.51
Max Depth at Bankfull:
2.5
Mean Depth at Bankfull:
1.9
W / D Ratio:
13.4
Entrenchment Ratio:
6.0
Bank Height Ratio:
1.0
SHEET 5A (16 OF 78)

Site
Elevation _
Aycock Springs
..
yc✓ -- -
Watershed:
Cape Fear, 0303002
Date:
4/6/2016
� ID
Perkinson, Keith
Travis Creek, XS - 3, Pool
593.2
I
Feature
20.7
592.0
21.7
591.8
24.4
591.6
26.8
a
28.2
591.4
29.3
591.5
30.1
592.0
31.1
592.4
31.9
592.8
32.9
593.2
34.4
594.0
36.5
594.5
38.3
594.9
39.9
595.1
42.1
595.5
44.9
595.5
Stream C/E
Aycock Springs, Travis Creek, XS - 3, Pool
596
595
594
-
0
593
w
_ _ _ • Bentttdl
592
•Flood Ptone Ates
MY -00 4/6/16
591
0 5 10
15 20 25 30 35
40 45 50
Station (feet)
Station
Elevation _
0.0
595.2
5.8
595.0
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Elevation _
0.0
595.2
5.8
595.0
11.2
594.6
14.9
593.9
16.3
593.6
17.8
593.2
19.3
592.7
20.7
592.0
21.7
591.8
24.4
591.6
26.8
591.3
28.2
591.4
29.3
591.5
30.1
592.0
31.1
592.4
31.9
592.8
32.9
593.2
34.4
594.0
36.5
594.5
38.3
594.9
39.9
595.1
42.1
595.5
44.9
595.5
SUMMARY DATA
Bankfull Elevation:
595.0
Bankfull Cross -Sectional Area:
58.7
Bankfull Width:
33.7
Food Prone Area Elevation:
NA
Flood Prone Width:
NA
Max Depth at Bankfull:
7
3�NA
Mean Depth a_ t Bankfull:-
W ! D Ratio:
Entrenchment Ratio:
Bank Height Ratio:
1.0
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SHEET 5A (17 OF 78)

Site
Elevation
Aycock Springs
595.62
1.4
Watershed:
2.9
Cape Fear, 0303002
43
594.51
XS H)
Perkinson, Keith
Travis Creek, XS - 4, Riffle
593.40
7.1
Feature
7.9
Riffle
10.5
592.97
Date:
592.88
4/6/2016
592.79
17.9
Field Cre
20.9
592.78
22.3
592.88
23.2
592.94
23.9
593.43
25.3
594.20
26.5
594.77
28.0
595.25
29.1
595.32
30.3
595.4
Stream a CIE
598
597
596
m
2 595
w 594
593
592
Station
Elevation
0.0
595.62
1.4
595.74
2.9
595.03
43
594.51
w:
Perkinson, Keith
Station
Elevation
0.0
595.62
1.4
595.74
2.9
595.03
43
594.51
5.5
593.97
6.5
593.40
7.1
593.06
7.9
593.03
10.5
592.97
12.7
592.88
15.0
592.79
17.9
592.97
20.9
592.78
22.3
592.88
23.2
592.94
23.9
593.43
25.3
594.20
26.5
594.77
28.0
595.25
29.1
595.32
30.3
595.4
SUMMARY DATA
Bankfull Elevation:
595.3
Bankfull Cross -Sectional Area:
47.2
Bankfull Width:
25.5
Flood Prone Area Elevation:
597.8
Flood Prone Width:
150.0
Max Depth at Bankfull:
2.5
Mean Depth at Bankfull:
• 7I...Ama
M
W J D Ratio:
Entrenchment Ratio:
M13;.8
Bank Heiht Ratlo:
Aycock Springs, Travis Creek, XS - 4, Riffle
• 7I...Ama
M
0 5 10 IS 20 25
Station (%e►)
30 35
(N CARO'''%
O• • FEssIo'••�2 =.
= SEAL
_�. L-4194 'Z=
O
,Z • UR`i
SHEET SA (18 OF 78)

Elevatio13 n
Aycock Springs
595.3
Bankfull Cross -Sectional Area:
Watershed:
Bankfull Width:
Cape Fear, 0303002
Date:
ti r
XS ID
Perkinson, Keith
Travis Creek, XS - 5, Pool
4.0
Mean Depth at Bankfull:
Feature
W t D Ratio:
Riffle
Entrenchment Ratio:
NA
Bank Height Ratio:
1.0
i
t, ..
Stream a C,B
Aycock Springs, Travis Creek, XS - 5, Pool
596
-----------------------------------------------
----
595
594
0
593
-
BakrWI
592
---•Flood Pmoe A.].MY-004IGIlG
591
0 5
10 15 20 25
30 35
Station (feet)Site
�)20
Station
0 0 5953
!.9 5953
2 9 5953
4.3 5954
5 5 5950
7 6 5944
94 593 7
10 3 5930
11.2 592.6
12.2 592 1
13.7 591 7
14.9 5919
15"9 591 7
17..3 591 3
18.4 5916
19..8 5919
21.6 592.1
23..0 592.4
247 5927
26.0 5952
276 593 9
288 594.4
300 5950
30 8
-T955
317 955
5
325 5955
SUMMARY DATA
Bankfull Elevation:
595.3
Bankfull Cross -Sectional Area:
61.4
Bankfull Width:
26.0
Date:
4/6/2016
.Field Crew:
Perkinson, Keith
Station
0 0 5953
!.9 5953
2 9 5953
4.3 5954
5 5 5950
7 6 5944
94 593 7
10 3 5930
11.2 592.6
12.2 592 1
13.7 591 7
14.9 5919
15"9 591 7
17..3 591 3
18.4 5916
19..8 5919
21.6 592.1
23..0 592.4
247 5927
26.0 5952
276 593 9
288 594.4
300 5950
30 8
-T955
317 955
5
325 5955
SUMMARY DATA
Bankfull Elevation:
595.3
Bankfull Cross -Sectional Area:
61.4
Bankfull Width:
26.0
Flood Prone Area Elevation:
NA
Flood Prone Width:
NA
Max Depth at Bankfaii:
4.0
Mean Depth at Bankfull:
_ 2.4
W t D Ratio:
NA
Entrenchment Ratio:
NA
Bank Height Ratio:
1.0
SUMMARY DATA
Bankfull Elevation:
595.3
Bankfull Cross -Sectional Area:
61.4
Bankfull Width:
26.0
Flood Prone Area Elevation:
NA
Flood Prone Width:
NA
Max Depth at Bankfaii:
4.0
Mean Depth at Bankfull:
_ 2.4
W t D Ratio:
NA
Entrenchment Ratio:
NA
Bank Height Ratio:
1.0
.
= SEAL
l
-
O. < L-4194
^,y� 9tio URvo oQ;;
�., E
II71;
J�
SHEET SA (19 OF 78)

Site
Elevation
Aycock Springs
59603
16
59592
Watershed:
Riffle
Cape Fear, 0303002
4/6/2016
Field -Crew:
Perkinson, KeithIIA
XS ID
593 81
Travis Creek, XS - 6, Riffle
59374
11.3
593 32
Feature
593.30
14,9
593.17
16.6
593.10
185
593.08
20.7
593.11
22.0
592.92
23.1
593 19
24.2
593 78
25.9
59457
27.5
595 13
28.9
596-02
30.1
596.26
30.9
596.5
t
Stream Type CIE
Springs, Travis Creek, XS - 6, Riffle
600
599
598
597
0 596
595
594
593
592
Station
Elevation
00
59603
16
59592
Riffle
Date:
4/6/2016
Field -Crew:
Perkinson, KeithIIA
Station
Elevation
00
59603
16
59592
29
595 93
42
595-45
52
59496
6.7
593 81
84
59374
11.3
593 32
13.0
593.30
14,9
593.17
16.6
593.10
185
593.08
20.7
593.11
22.0
592.92
23.1
593 19
24.2
593 78
25.9
59457
27.5
595 13
28.9
596-02
30.1
596.26
30.9
596.5
SUMMARY DATA
BankfuU Elevation:
595.9
Bankfull Cross -Sectional Area:
54.9
Baakfull Width:
27.3
Flood Prone Area Elevation:
598.9
Flood Prone Width:
150.0
Max Depth at Bankfall:
3.0
Mean Depth at Bank[uli:
2.0
1 D Rath:
13.6
Entrenchment Ratio:
5.5
Bank $e t Ratio:
1.0
eje000C°����� �
- SEAL
O. L-4194 ��
SHEET 5A (20 OF 78)
. 9�oklhll
Flood crone Aron
- MY -0D 41Gf IG
0 5 10 15 20 25 30 35
Station (feet)
eje000C°����� �
- SEAL
O. L-4194 ��
SHEET 5A (20 OF 78)

Site
Elevation
Aycock Springs
596.3
3.5
596.0
Watershed:
595.4
Ca a Fear, 0303002
46/2016
E
Perkinson, Keith
XS ID
593.6
Travis Creek, XS - 7, Pool
593.3
13.3
593.1
Feature
592.5
Riffle
592.2
17.7
a
19.1
591.9
20.4
592.0
22.0
592.2
22.8
592.1
23.7
592.6
25.3
593.4
26.5
594.1
28.0
594.7
28.9
595.2
30.1
595.8
32.0
595.8
..
o
Stream a C/E
Aycock Springs, Travis Creek, XS - 7, Pool
i 597
596_.__
595
5
c 594
W593
--_.e�►rm1
592 -- _.__�
--•Flood P.-Ama
MY -00 4/6/16
591
0 5
10
15 20 25
30 35
Station (feet)
Iz-
ee
Station
Elevation
0.0
596.3
3.5
596.0
5.7
595.4
Date:
46/2016
Field Crew:
Perkinson, Keith
Station
Elevation
0.0
596.3
3.5
596.0
5.7
595.4
7.7
594.8
9.3
594.2
10.7
593.6
12.0
593.3
13.3
593.1
14.5
592.5
16.1
592.2
17.7
591.9
19.1
591.9
20.4
592.0
22.0
592.2
22.8
592.1
23.7
592.6
25.3
593.4
26.5
594.1
28.0
594.7
28.9
595.2
30.1
595.8
32.0
595.8
SUMMARY DATA
Bankfull Elevation:
595.8
Bankfull Cross -Sectional Area:
60.0
Bankfull Width:
25.9
Flood Prone Area Elevation:
NA
Food Prone Width:
NA
Max Depth at Bankfull:
3.9
Mean Depth at Bankfull:
2.3
/ D Ratio:
NA
Entrenchment Ratio:
NA
Back Height Ra
.,%���� N ,CARO
�0'••oFEssio•
Q
_ SEAL =
y : � L-4184 � • �Z
SHEET SA (21 OF 78)

Site
_ _Elevation
Aycock Springs
596.52
2.3
596.31
Watershed:
595.54
Cape Fear, 0303002
594.75
7.7
593.81
XS ID
593.37
Travis Creek, XS - 8, Riffle
593.31
13.2
593.32
Feature
593.32
Riffle
593.53
18.3
592.97
Date:
593.23
4+6/2016
593.08
23.8
593.41
Field Crew:
593.83
Perkinson, Keith
594.75
29.5
595.99
Station
596.75
32.8
597.68
33.8
597.66
34.7
597.6
.
r!
f'
4
Stream C/E
Aycock
Springs, Travis Creek, XS - 8, Riffle
600
599
598
597
c ---------------------------------------
596
w595
594
593
592
_
_ _Elevation
0.0
596.52
2.3
596.31
4.1
595.54
6.0
594.75
7.7
593.81
8.5
593.37
10.9
593.31
13.2
593.32
15.1
593.32
16.9
593.53
18.3
592.97
19.8
593.23
22.0
593.08
23.8
593.41
24.7
593.83
27.0
594.75
29.5
595.99
31.5
596.75
32.8
597.68
33.8
597.66
34.7
597.6
SUMMARI` DATA
Baakfull Elevation-
596.3
Bankfull Cross -Sectional Area:
64.6
Baakfull Width:
28.1
Flood PrSS one Area Elevation:
599.6
Flood Prone Width:
150.0
Max Depth at Haokfull:
3.3
Mean Depth at Bankfull:
2.3
W 1 D Ratio:
12.2
Entrenchment Ratio:
5.3
Bank Height Ratio:
1.0
I
• aenlcfull
•flood Pmn�1�6 Y -004/6
0 5 ]0 IS 20 25 30 35 40
Station (feet)
SHEET 5A 22 OF 78)

Site
Aycock Springs
Watershed:
Cape Fear, 0303002
XS ID
Travis Creek, XS - 9, Pool
Feature
Riffle
Date:
4(6/2016
Field Crew:
Perkinson, Keith
Station
Stream T C.?E
Aycock Springs, Travis Creek, XS - 9, Pool
598
597
�..�._
596 - _ - - -
-
5
c 595
b
594 -
- -
--- • Bmlfdl
593 �_
_e _.._�._
�� • Flood Pone Arca
MV -00 416116
592
0 5
10 15
20 25 30 35 40
Station (feet)
\A CAR
L EY
Elevation
0.0 596.6
2.9 596.1
4.8 595.4
6.7 594.8
7.7 594.4
9.1 593.8
9.9 593.3
11.5 592.4
13.0 592.4
14.5 592.5
16.5 592.6
18.1 592.7
20.6 592.8
22.3 593.0
23.5 593.3
25.0 593.7
26.0 594.1
28.2 594.9
30.2 595.6
32.2 596.1
34.0 596.7
35.4 596.8
SUMMARI' DATA
Bunkfnll Elevation: 596.1
Bank[ull Cross -Sectional Area: 65.9
BankfnB Width: 24.3
Flood Prone Area Elevation: NA
Flood Prone Width: NA
Max De that Bankfull: 3.7
Mean Depth at Bankfnll: 2.2
W / D Ratio: NA
Entrenchment Ratio: NA
Bank H t Ratio: 1.0
O'
- SEAL �
L-4194 Q . QZ
SHEET 5A (23 OF 78)
Elevation
0.0 596.6
2.9 596.1
4.8 595.4
6.7 594.8
7.7 594.4
9.1 593.8
9.9 593.3
11.5 592.4
13.0 592.4
14.5 592.5
16.5 592.6
18.1 592.7
20.6 592.8
22.3 593.0
23.5 593.3
25.0 593.7
26.0 594.1
28.2 594.9
30.2 595.6
32.2 596.1
34.0 596.7
35.4 596.8
SUMMARI' DATA
Bunkfnll Elevation: 596.1
Bank[ull Cross -Sectional Area: 65.9
BankfnB Width: 24.3
Flood Prone Area Elevation: NA
Flood Prone Width: NA
Max De that Bankfull: 3.7
Mean Depth at Bankfnll: 2.2
W / D Ratio: NA
Entrenchment Ratio: NA
Bank H t Ratio: 1.0
O'
- SEAL �
L-4194 Q . QZ
SHEET 5A (23 OF 78)
SUMMARI' DATA
Bunkfnll Elevation: 596.1
Bank[ull Cross -Sectional Area: 65.9
BankfnB Width: 24.3
Flood Prone Area Elevation: NA
Flood Prone Width: NA
Max De that Bankfull: 3.7
Mean Depth at Bankfnll: 2.2
W / D Ratio: NA
Entrenchment Ratio: NA
Bank H t Ratio: 1.0
O'
- SEAL �
L-4194 Q . QZ
SHEET 5A (23 OF 78)
O'
- SEAL �
L-4194 Q . QZ
SHEET 5A (23 OF 78)

Site
Elevation
Aycock Springs
597.6
2.1
597.3
Watershed:
596.7
Cape Fear, 0303002
595.8
w:
Perkinson, Keith
XS ID
595.1
Travis Creek, XS - 10, Pool
594.4
18.3
594.1
Feature
593.2
Pool
592.9
23.4
592.8
Date:
593.0
4/6/2016
592.7
29.2
592..7
Field Cre
592.6
32.8
592.6
34.2
592.8
35.5
593.5
37.2
594.4
38.9
595.4
40.7
596.3
42.6
597.0
44.9
597.3
45.6
597.6
47.2
597.8
49.4
598.0
51.4
598,1
1
-
Stream a GE
am.
Aycock Springs,
Travis Creek, XS -10, Pool
599
598
597
5 596
0
�g 595
d
594
- - • aw&full
• Flood Pmm Am.
j 593 __._.
i
_
MY -00 4/6/16
j 592
0 10
20
30 40
50 60
Station (feet)
Station
Elevation
0.0
597.6
2.1
597.3
5.7
596.7
10.7
595.8
w:
Perkinson, Keith
Station
Elevation
0.0
597.6
2.1
597.3
5.7
596.7
10.7
595.8
12.7
595,4
14.7
595.1
16.7
594.4
18.3
594.1
20.4
593.2
21.7
592.9
23.4
592.8
26.1
593.0
27.2
592.7
29.2
592..7
30.8
592.6
32.8
592.6
34.2
592.8
35.5
593.5
37.2
594.4
38.9
595.4
40.7
596.3
42.6
597.0
44.9
597.3
45.6
597.6
47.2
597.8
49.4
598.0
51.4
598,1
SUMMARY DATA
Baakfull Elevation:
597.0
Bankfuil Cross -Sectional Area:
100.1
Bankfull Width:
38.6
Flood Prone Area Elevation:
NA
Flood Prone Width:
NA
Max Depth at Bankfuii:
4.3
Mean Depth at Bankfuil:
2.6
W f D Ratio:
NA
Entrcpchment Ratio:
NA
Bank Height Ratio:
1.0
��.• oFEss/o �!�,
SEAL
L-4194
r
SHEET SA (24 OF 78)

Site
Elevation
A cock Springs
597.63
2 5
Watershed:
44
Cape Fear, 0303002
5 7
3-9660
XS ID
Perkinson, Keith
Travis Creek, XS - 11, Riffle
594.74
Ill
Feature
12.2
_Riffle
14 6
593.29
Date:
593.24
4!6/2016
1►
279
Field Cre
29.0
593.70
313
59484
33 4
595.90
35 1
596.22
36 1
59669
382
596.91
403
596 92
41.8
597.01
d
Stream a C; E
601
600
599
a 598
m
597
0
16 596
595
594
593
592
Station
Elevation
0 0
597.63
2 5
597.48
44
596.70
5 7
3-9660
w:
Perkinson, Keith
Station
Elevation
0 0
597.63
2 5
597.48
44
596.70
5 7
3-9660
7 5
59589
9 7
594.74
Ill
594.10
12.2
593.18
14 6
593.29
17.3
593.24
22.3
593.29
279
593.45
29.0
593.70
313
59484
33 4
595.90
35 1
596.22
36 1
59669
382
596.91
403
596 92
41.8
597.01
SUMMARY DATA
Bankfull Elevation:
596.6
Bankfull Cross -Sectional Area:
73.9
Bankfull Width:
30.3
Flood Prone Area Elevation:
600.0
.Flood Prone Width:
150.0
Maz De that Bankfull:
3.4
Mean Depth at Bankfull:
2.4
W 1 D Ratio:
12.4
Entrenchment Ratio:
5.0
'Bank Height Ratio:
1.0
Aycock Springs, Travis Creek, XS - 11, Riffle
I
___•Bankfull
Flood Pmne Asea
MY -00 4!6{16
0 5 ]0 IS 20 25 30 35 40 45
Station (feet)
SHEET SA (25 OF 78)

Site
Aycock S rin
597.8
V
Watershed:
Baakfull Width:
Ca a Fear, 0303002
FFA
601.2
XS ID
Perkinson, Keith
Travis Creek, XS - 12, Riffle
n
Mean Depth at Baokfnll:
Feature
W / D Ratio:
Riffle
Entrenchment Ratio:
5.2
Date:
1.0
4/6/2016
Field
Stream CIE
601
600
599
g 598
W 597
596
595
594
so
Sta
on Elevation
0.0 598.52
2.2 598.51
3.8 598.55
6.5 597.85
9.1 597.20
11.3 596.35
13.2 595.11
14.2 594.79
16.0 594.41
19.2 594.40
20.9 594.42
23.7 594.39
25.9 594.59
27.9 594.83
27.9 594.84
29.3 594.95
30.5 595.30
31.6 595.62
_ 32.8 596.33
34.2 597.02
35.6 597.5
36.4 598.2
37.4 598.5
38.4 598.6
39.7 598.5
SUMMARY DATA
BankFall Elevation:
597.8
Bankfnll CrossSecHoaal Area:
_ 68.7
Baakfull Width:
29.0
.Flood Prone Area Elevation:
601.2
Crew:
Perkinson, Keith
Sta
on Elevation
0.0 598.52
2.2 598.51
3.8 598.55
6.5 597.85
9.1 597.20
11.3 596.35
13.2 595.11
14.2 594.79
16.0 594.41
19.2 594.40
20.9 594.42
23.7 594.39
25.9 594.59
27.9 594.83
27.9 594.84
29.3 594.95
30.5 595.30
31.6 595.62
_ 32.8 596.33
34.2 597.02
35.6 597.5
36.4 598.2
37.4 598.5
38.4 598.6
39.7 598.5
SUMMARY DATA
BankFall Elevation:
597.8
Bankfnll CrossSecHoaal Area:
_ 68.7
Baakfull Width:
29.0
.Flood Prone Area Elevation:
601.2
Flood Prone Width:
150.0
Max Depth at Bankfull:
3.4
Mean Depth at Baokfnll:
2.4
W / D Ratio:
12.2
Entrenchment Ratio:
5.2
Bank A ht Ratio:
1.0
SUMMARY DATA
BankFall Elevation:
597.8
Bankfnll CrossSecHoaal Area:
_ 68.7
Baakfull Width:
29.0
.Flood Prone Area Elevation:
601.2
Flood Prone Width:
150.0
Max Depth at Bankfull:
3.4
Mean Depth at Baokfnll:
2.4
W / D Ratio:
12.2
Entrenchment Ratio:
5.2
Bank A ht Ratio:
1.0
Aycock Springs, Travis Creek, XS -12, Riffle
_ _ _ • Bnnlrull
_ _ • Fbod Bone Area
MY -00 416/16
0 5 10 15 20 25 30 35 40 45
Station (feet)
Q�' S EAL
��. L-4194 Q • �Z,
O d
SHEET 5A (26 OF 78)

Site
Elevation
Aycock Springs
597.6
Watershed:
_
Cape Fear, 0303002
Pool
XS ID
4/6/2016
Travis Creek, XS - 13, Pool
Perkinson, Keith
Feature
l k ,
J
Stream C/E
Aycock Springs, Travis Creek, XS -13, Pool
600
599
- -
598
5 597
e
0
0 596
m
w
595
---•Baalfall
• Flaad Pmw Ama
594
MY -I10 A/GIIG
593
0 5
10 15 20 25 30 35 40
Station O' et)
Station SUMMARY DATA
Elevation
0.0
597.6
Pool
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station SUMMARY DATA
Elevation
0.0
597.6
Bankfull Elevation: 597.5
2.0 597.5 Bankfull Cross -Sectional Area: 64.0
Bankfull Width: 26.9
4.7 596.5 Flood Prone Area Elevation: NA
Mean Depth at Bankroll: 2.4
9.3 594.0
10.7 593.8 Entrenchment Ratio: NA
Food Prone Width: NA
Max Depth at Bankfull: 3 9
W / D Ratio: NA
Bank Height Ratio: 1.0
N •CAl�*li
� Q�oFEss/oti9` �
= SEAL
L-4194
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SHEET 5A (27 OF 78)
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SHEET 5A (27 OF 78)

Site
Elevation
Aycock Springs
599.24
1.4
Watershed:
3.9
Cape Fear, 0303002
6.4
596.82
XS ID
Perkinson, Keith
Travis Creek, XS - 14, Riffle
594.93
12.0
Feature
13.8
Riffle
i'
594.52
Date:
594.68
4/6/2016
P
23.3
Field Crew:
24.9
594.60
25.7
595.22
27.0
595.64
28.9
596.43
30.3
597.32
32.0
598.18
33.5
598.90
34.9
599.38
35.9
599.6
36.8
599.7
Stream C/E
605
604
603
602
601
v 600
e 599
598
w 597
596
595
.-rE
594
593
Station
Elevation
0.0
599.24
1.4
599.15
3.9
598.05
6.4
596.82
Perkinson, Keith
Station
Elevation
0.0
599.24
1.4
599.15
3.9
598.05
6.4
596.82
8.9
595.58
10.5
594.93
12.0
594.84
13.8
594.87
16.9
594.52
19.4
594.68
21.5
594.73
23.3
594.36
24.9
594.60
25.7
595.22
27.0
595.64
28.9
596.43
30.3
597.32
32.0
598.18
33.5
598.90
34.9
599.38
35.9
599.6
36.8
599.7
SUMMARY DATA
.000
Bankfull Elevation:
599.2
Bankfull Cress -Sectional Area:
104.5
BanktYtll Width:
32.8
Flood Prone Area Elevation:
604.0
Flood Prone Width:
150.0
Max Depth at Bankfull:
4.8
Mean Depth at BanklitU:
3.2
W / D Ratio:
10.3
Entrenchment Ratio:
4.6
Bank Height Ratio:
1,0
Aycock Springs, Travis Creek, XS -14, Riffle
----a.ntrdt
-Flood Prone AMMY-004/G/IG
0 5 10 15 20 25 30
Station (feet)
35 40
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SHEET 5A (28 OF 78)

Site
Elevation0.0
Aycock Springs
591.45
1.5
591.50
Watershed:
591.32
Cape Fear, 0303002
591.21
Crew:
Perkinson, Keith
XS [D
590.65
U1' 1, XS - 1, Riffle
590.60
6.0
590.59
Feature
590.52
Riffle
590.33
8.3
590.67
Date:
590.67
4f6/2016
590.80
9.9
- ZI
Field
591.34
11.7
591.64
12.4
591.83
14.3
591.84
fi
Stream C/E
Aycock Springs, UT 1, XS -1, Riffle
593
592
5
Z
LQ 591
. BarMoll
• Flood Pmw Arca
MY -004/6/16
I
590
0 2
4 6
8 10 12
14 16
Station (feet)
Station
Elevation0.0
Banllfnll Elevation:
591.45
1.5
591.50
2.5
591.32
3 2
591.21
Crew:
Perkinson, Keith
Station
Elevation0.0
Banllfnll Elevation:
591.45
1.5
591.50
2.5
591.32
3 2
591.21
3.8
590.99
4.3
590.65
5.4
590.60
6.0
590.59
6.8
590.52
7.5
590.33
8.3
590.67
9.0
590.67
9.3
590.80
9.9
59].13
10.7
591.34
11.7
591.64
12.4
591.83
14.3
591.84
SUMMARY DATA
Banllfnll Elevation:
591.5
Bankfull Cross -Sectional Area:
5.6
Baoldnll Width:-
9.3
Flood Prone Arca Elevation:
592.6
Flood Prone Width:
90.0
Ma: Depth at Baakfull:
1.1
Mean De that Banllfull:
0.6
/ D Ratio:
15.4
Entrenchment Ratio:
9.7
Bank A ht Ratio:
1.0
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SHEET 5A (29 OF 78)

Site
Aycock Springs
591.4
Bankfull Cress -Sectional Area:
4.6
Watershed:
Riffle
Cape Fear, 0303002
4/6/2016
Field Crew:
Perkinson, Keith
� ID
0.7
U1' 1, XS - 2, Riffle
0.5
W / D Ratio:
Feature
EI6.8Entrenchment
0.2
Bank Height Ratio:
1.0
T
Station
Elevation
-
_
0 0
591 57
lrs'
2 0
591 57
-
2 8
591.50
3 7
591 16
41
59091
4 9
590.83
6 5
590.70
7 2
59569
86
590.83
9 5
590.75
9 9
59088
10 4
591.05
Stream Tye C F
11.0
59120
118
59143
13 7
59153
Aycock Springs, UT 1, XS - 2, Riffle
593
V592----------------------------------------------------------®-
V,
i
T -
5
e
0
591
• BuJcl'ull
•Flood Pmue Mea
MY -00 4/6116
590
0 2
4 6
8 10
12 14 16
Station (feet)
RO
BankfuU Elevation:
591.4
Bankfull Cress -Sectional Area:
4.6
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
SUMMARY DATA
BankfuU Elevation:
591.4
Bankfull Cress -Sectional Area:
4.6
Bankfull Width:
8.8
Flood Prone Area Elevation:
592. ]
Flood Prone Width:
_ 90.0
Max Depth at Bankfull:
0.7
Mean Depth at BankfuB:
0.5
W / D Ratio:
Ratio:
EI6.8Entrenchment
0.2
Bank Height Ratio:
1.0
SHEET 5A (30 OF 78)

Site
_Elevation
Aycock Springs
592
Watershed:
592.2
Cape Fear, 0303002
592.0
XS ID
591.8
UT 1, XS - 3, Pool
Perkinson, Keith
Feature
591.1
Riffle
590.8
Date:
590.7
4!6/2016
590.5
Field Crew:
590.5
7.6
590.5
8.2
590.8
8 9
- s
9.6
591.1
10.3
591.3
11.5
591.7
12.4
59].9
13.2
59].9
14.6
592.1
Stream a C.?E
Aycock Springs, UT 1, XS - 3, Pool
593
592
m
0
b
591
- - .- --
-. BmAfull
Flood Prone lues
MY -00416+16
590
0 2
4 6 8 10 12 14 16
Station (feet)
Station SUMMARY
_Elevation
0.0
592
1.6
592.2
2.7
592.0
3.6
591.8
4.2
Perkinson, Keith
Station SUMMARY
_Elevation
0.0
592
1.6
592.2
2.7
592.0
3.6
591.8
4.2
591.3
4.6
591.1
5.0
590.8
5.5
590.7
6.4
590.5
7.1
590.5
7.6
590.5
8.2
590.8
8 9
590.9
9.6
591.1
10.3
591.3
11.5
591.7
12.4
59].9
13.2
59].9
14.6
592.1
SUMMARY DATA
Baakfull Elevation:
591.8
BankfuBGross-Sectional Area:
6.7
Bankfull Width:
8.4
Flood Prone Area Elevation:
NA
Flood Prone Width:
NA
Max Depth at Bankfull:
1.3
Mean Depth at Rankfull:
0.8
W I D Ratio:
NA
Entrenchment Ratio:
NA
Bank Height Ratio:
1.0
• SEAL
O' L-4194 2
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SHEET 5A (31 OF 78)

Station Elevation
0.0 591.98
0.8 592°05
1.6 591.81
2.2 591.61
2.8 591.38
3.5 591.05
4.5 591.23
5.5 590.97
6.4 590.90
7.1 590.95
8.1 590.94
8.8 591.18
9.7 591.53
10.5 591.91
11.4 592.18
12.9 592.33"t'%JIIIjjJ'
11
\A CAR
-�p ESS/p
Ir
SEAL =
C-*
Bankfull Elevation:
Fear, 0303002
XS ID
UT I, XS - 4, Riffle
Feature
Riffle
Date:
446/2016
Field Crew:
Perkinson, Keith
MA
I
Stream T e C/E
T Aycock Springs, UT 1, XS - 4, Riffle
594
593
z
5
0 592
---- Bmkfcll
W � � � •Flood Pmne Aroa
591 MY -004/6116
590
0 2 4 6 8 10 12 14
Station (feet) Site Aycock Springs
Watershed: Cape
SUMMARY DATA
Bankfull Elevation:
591.9
Baakfull Cross Sectional Area:
6.2
Banldull Width:
9.3
Flood Prone Area Elevation:
592.9
Flood Prone Width:
90.0
Max Depth at Baukfall:
1.0
Mean Depth at Bankfnll:
0.7
' / D Ratio:
14.0
Entrenchment Ratio:
9.7
Bank R t Ratio:
1.0
L-4194
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SHEET 5A (32 OF 78)

Site
Elevation
Aycock S rin s
592.36
1.3
Watershed:
2.4
Cape Fear, 0303002
3.2
591.91
Xs m
Perkinson, Keith
UT 1, XS - s, Riffle
591.43
5.5
Feature
6.4
Riffle
7.4
591.31
Date:
591.14
4/6/2016
591.30
9.4
Field
10.0
591.36
10.8
591.73
11.5
592.03
12.3
592.29
12.9
592.43
14.1
592.47
Stream CiE
Aycock Springs, UT 1, XS - 5, Riffle
594
593
5
_--________________________�__________________�_
0 592
________.
w
591
---• aooktull
_ _ _ • Flood Pwu Arca
MY -00 416116
590
0 2
4 6 8 10
12 14 16
Station (feet)
U MAI
Station
Elevation
0.0
592.36
1.3
592.38
2.4
592.20
3.2
591.91
Crew:
Perkinson, Keith
Station
Elevation
0.0
592.36
1.3
592.38
2.4
592.20
3.2
591.91
4.2
591.74
4.7
591.43
5.5
591.11
6.4
591.20
7.4
591.31
8.2
591.14
8.9
591.30
9.4
591.36
10.0
591.36
10.8
591.73
11.5
592.03
12.3
592.29
12.9
592.43
14.1
592.47
SUMMARY DATA
Bankfull Elevation:
592.2
Bankfull Cross -Sectional Area:
6.6
Bankfull Width:
9.6
Flood Prone Area Elevation:
593.3
Flood Prone Width:
90.0
Max th at Bankfull:
1.1
Mean Depth at Bankfull:
0.7
W 1 D Rath:
14.0
Ent
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SHEET 5A (33 OF 78)

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Sum..
Banktall Elevation:
592.7
Bankfull Cross -Sectional Area:
3.6
Bankfull Width:
6.9
Flood Prone Area Elevation:
593.4
w:
Perkinson, Keith
L
Station _ _ Elevation -
0.0 592.80
1.2 592.87
2.6 592.57
32 592.15
4.2 592.10 _
5.0 592.04
6.0 591.99
6.9 591.98 rr,' -
7.4 591.98
7.9 592.01Height--=- �►
8.5 592.36
9.0 592.67 Stream C E
9.4 592.68 _.
10.3 592.73
11.5 592.61 Aycock Springs, UT 1, XS - 6, Riffle
594
593 ---------- ----------------------------------
I
o
77777� ---------- 7• BmkfWl
592 • flood Ptont Area
MY -00 4/6/16
591
0 2 4 6 8 10 12 14
Station (feet) Site Aycock Springs
Watershed: Cape Fear, 0303002
XS ID UT 1, XS - 6, Riffle
Feature .Riffle
Date: 4/6/2016
Field Cre
SUMMARY DATA
Banktall Elevation:
592.7
Bankfull Cross -Sectional Area:
3.6
Bankfull Width:
6.9
Flood Prone Area Elevation:
593.4
Flood Prone Width:
90.0
MaxMaz Depth at Bankfull:
0.7
Mean Depth at B_ ankfull:
0.5
W 1 D Ratio:
13.2
Entrenchment Ratio:
13.0
Bank Ratio:
1.0
SHEET SA (34 OF 78)

Site
Elevation
Aycock Springs
593.28
0.9
Watershed:
1.7
Cape Fear, 0303002
2.8
592.63
XS ID
Perkinson, Keith
UT 1, XS - 7, Riffle
592.42
5.8
Feature
6.7
Riffle
7.6
592.31
Date:
592.74
4!6/2016
593.06
9.7
Field Crew:
10.5
593.30
11.6
593.18
r
Stream C/E
Aycock Springs, UT 1, XS - 7, Riffle
594
__________________________,._�.._________________________..
5
c593 -------- ---------------------------------
-------------
• Bonktoll
�d
�• • Flood Pmne Mee
MY -00 4/6/16
592
0 2
4 6 8 10
12 14
Station (feet)
Station
Elevation
0.0
593.28
0.9
593.21
1.7
592.89
2.8
592.63
3.7
Perkinson, Keith
Station
Elevation
0.0
593.28
0.9
593.21
1.7
592.89
2.8
592.63
3.7
592.45
5.0
592.42
5.8
592.33
6.7
592.35
7.6
592.31
8.0
592.74
8.8
593.06
9.7
593.26
10.5
593.30
11.6
593.18
SUMMARY DATA
Bankfnll Elevation:
593.1
BaakfuH Cross -Sectional Area:
3.9
Bankfull Width:
7.5
Flood Prone Area Elevation:
593.8
Flood Prove Width:
90.0
Max De th at Bankfnll:
0.7
Mean Depth at Bankfull:
0.5
/ D Ratio:
14.4
Entrenchment Ratio:
12.0
.Bank Height Ratio:
1.0
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SHEET 5A (35 OF 78)

Site
Aycock Springs
Watershed:
Cape Fear, 0303002
XS H)
UT 1, XS - 8, Pool
s,
Feature
Pool
Date:
416/2016
Field Crew:
Perkinson, Keith
Station
�-
TI
VIA.
StreamT a CE
Aycock Springs, UT 1, XS - 8, Pool
594
5
0 593
l't1
_ _ • aankfall
• Flood From Arca
MY -00 4/6116
592
0 2
4
6 8
10 12
Station (feet)
10
Elevation
0.0 593.3
1.4 593.3
2.6 592.9
3.3 592.5
3.9 592.5
4.7 592.2
5.4 592.1
6.0 592.2
6.7 592.1
7.1 592.3
8.0 592.8
8.8 593.1
9.3 593.3
10.4 593.5
11.4 593.4
SUMMARY DATA
Bankfull Elevation: 593.3
Bankfull Cross -Sectional Area: 5.4
Bankfull Width: 7.8
Flood Prone Area Elevation: _ NA
Flood Prone Width: NA
Max Depth at Bankfull: 1.2
Mean Depth at Bankfull: 0.7
W f D Ratio: NA
,Entrenchment Ratio: NA
Bank Height Ratio: 1.0
Q SEAL 9`
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SHEET 5A (36 OF 78)
Elevation
0.0 593.3
1.4 593.3
2.6 592.9
3.3 592.5
3.9 592.5
4.7 592.2
5.4 592.1
6.0 592.2
6.7 592.1
7.1 592.3
8.0 592.8
8.8 593.1
9.3 593.3
10.4 593.5
11.4 593.4
SUMMARY DATA
Bankfull Elevation: 593.3
Bankfull Cross -Sectional Area: 5.4
Bankfull Width: 7.8
Flood Prone Area Elevation: _ NA
Flood Prone Width: NA
Max Depth at Bankfull: 1.2
Mean Depth at Bankfull: 0.7
W f D Ratio: NA
,Entrenchment Ratio: NA
Bank Height Ratio: 1.0
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SHEET 5A (36 OF 78)
SUMMARY DATA
Bankfull Elevation: 593.3
Bankfull Cross -Sectional Area: 5.4
Bankfull Width: 7.8
Flood Prone Area Elevation: _ NA
Flood Prone Width: NA
Max Depth at Bankfull: 1.2
Mean Depth at Bankfull: 0.7
W f D Ratio: NA
,Entrenchment Ratio: NA
Bank Height Ratio: 1.0
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SHEET 5A (36 OF 78)
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SHEET 5A (36 OF 78)

Site
Aycock Springs
Watershed:
Cape Fear, 0303002
XS ID
UT 1, XS - 9, Riffle
iFeature
Riffle
Date:
416/2016
Field Crew:
Perkinson, Keith
Station
��.
Stream a C!E
Aycock Springs, UT 1, XS - 9, Riffle
596
------------------------------------------------------------------
5
c 595
-
----------------------------------------------------
BwMuII
•Flood Pone Mee
MY -00 4/6116
594
0 2
4
6 8 10 12
Station (feet)
RO
Elevation
0.0 594.93
1.0 594.94
1.9 594.67
2.6 594.52
3.4 594.41
4.3 594.33
5.0 594.33
5.9 594.13
6.7 594.14
7.4 594.16
8.1 594.53
9.1 594.74
10.0 594.93
11.2 594.77
SUMMARI' DATA
Bankiull Elevation: 594.8
Banitfull Cross -Sectional Area: 3.0
Ban)dnll Width: 7.9
Flood Prone Area Elevation: 595.5
Flood Prone Width: _ 90.0
Max Depth at BankfuB: 0.7
Mean Depth at BankfuB: 0.4
W / D Ratio: 20.8
Entrenchment Ratio: 11.4
Bank Height Ratio: 1.0
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SHEET 5A (37 OF 78)
Elevation
0.0 594.93
1.0 594.94
1.9 594.67
2.6 594.52
3.4 594.41
4.3 594.33
5.0 594.33
5.9 594.13
6.7 594.14
7.4 594.16
8.1 594.53
9.1 594.74
10.0 594.93
11.2 594.77
SUMMARI' DATA
Bankiull Elevation: 594.8
Banitfull Cross -Sectional Area: 3.0
Ban)dnll Width: 7.9
Flood Prone Area Elevation: 595.5
Flood Prone Width: _ 90.0
Max Depth at BankfuB: 0.7
Mean Depth at BankfuB: 0.4
W / D Ratio: 20.8
Entrenchment Ratio: 11.4
Bank Height Ratio: 1.0
`I�lllltl////
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SHEET 5A (37 OF 78)
SUMMARI' DATA
Bankiull Elevation: 594.8
Banitfull Cross -Sectional Area: 3.0
Ban)dnll Width: 7.9
Flood Prone Area Elevation: 595.5
Flood Prone Width: _ 90.0
Max Depth at BankfuB: 0.7
Mean Depth at BankfuB: 0.4
W / D Ratio: 20.8
Entrenchment Ratio: 11.4
Bank Height Ratio: 1.0
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SHEET 5A (37 OF 78)
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SHEET 5A (37 OF 78)

Site
Elevation
A cock Springs
595.7
1.3
595.5
Watershed:
595.2
Cape Fear, 0303002
595.0
w:
Perkinson, Keith
XS ID
594.4
UT 1, XS - 10, Pooi
594.4
5.8
594.3
Feature-
594.4
Pool
594.6
t
594.8
Date:
595.1
4/6/2016
595.4
10.5
595.5
Field Cre
595.9
Tom.
Stream Type CPE
Aycock Springs, UT 1, XS -10, Pool
595
5
c 595
'
- -- amlPoll
,.. Flood Prom Men
MY -00 4/6116
594
2
4
6 8 10
12 14
�0
Station (feet)
EY
Station
Elevation
0.0
595.7
1.3
595.5
2.6
595.2
3.5
595.0
w:
Perkinson, Keith
Station
Elevation
0.0
595.7
1.3
595.5
2.6
595.2
3.5
595.0
3.8
594.7
4.5
594.4
5.1
594.4
5.8
594.3
6.6
594.4
7.3
594.6
8.4
594.8
8.9
595.1
9.7
595.4
10.5
595.5
12.4
595.9
SUMMARY DATA
Bankfull Elevation:
595.4
Bankfull Cross -Sectional Area:
4.7
Bankfull Width:
7.6
Flood Prone Area Elevation:
NA
Flood Prone Width:
NA
Max Depth at Bankfull:
1.1
Mean Depth at Bankfull:
0.6
W f D Ratio:
NA
Ent
_ SEAL
L-4194
SHEET 5A (38 OF 78)

p.
�= r
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Stream a C,T
Aycock Springs, UT 1, XS -11, Riffle
597
_____--
y
5
0 596
W _ _ • flood Prone Mea
MY -00 4/6/16
595
0 2 4 6 8 10 12 14
Station (feet)
Site Aycock S rin
Watershed: Cave Fear, 0303002
XS ID UT 1, XS - ll, Riffle
� Feature
Station
Elevation
0.0
59608
1.3
596 00
Riffle
Date:
.4/6/2016
Field Crew:
Perkinson, Keith
p.
�= r
+�
Stream a C,T
Aycock Springs, UT 1, XS -11, Riffle
597
_____--
y
5
0 596
W _ _ • flood Prone Mea
MY -00 4/6/16
595
0 2 4 6 8 10 12 14
Station (feet)
Site Aycock S rin
Watershed: Cave Fear, 0303002
XS ID UT 1, XS - ll, Riffle
� Feature
Station
Elevation
0.0
59608
1.3
596 00
22
595 84
32
595.56
41
595.50
5 1
595.19
60
595.45
71
595 26
79
59543
84
59593
95
59622
11.5
59626
SUMMARY DATA
Bankfull Elevation:
596.0
Bankfull Cross -Sectional Area_:
3.5
Bankfull Width:
7.4
Flood Prone Area Elevation:
596.8
Flood Prone Width:
90.0
Max th at Bankfull:
0.8
Mean th at Bankfull:
0.5
W 1 D Ratio:
15.6
Entrenchment Ratio:
12.2
Bank Height Ratio:
1.0
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SHEET 5A (39 OF 78)

Site
Aycock S rings
Fear, 0303002
XS 1D
Watershed:
Feature
Cape
Date:
416/2016
Field Crew:
Perkinson, Keith
Max Depth at Bankfull:
0.7
Mean Depth at Bankfull•
0.5
W ! D Ratio:
173
Entrenchment Ratio:
113
Bank Aei ht Ratio:
1.0
Station
Elevation
•��
0.0
597.73
1.3
597.64
2.1
597.37
2.8
596.98
7k
3.8
597.08
it
4.7
596.95
5.9
596.98'
7.0
597.21r
8.0
597.03"
_
8.2
597.46
lS'.a� -
9.0
597.64
9.9
597.64
Stream CIE
10.9
597.69
Aycock Springs, UT 1, XS -12, Riffle
599
-----------------------------------------------------------------
598
�,
• Bnnitull
w 597
--+•Flood Penne A`ee
t_ .004/6/16
596 596
0 2
4
6 8 10 12
Station Oeet) I
```�,I,�Ilttttt
'p.�.N • 0J.
Bankfull Elevation:
Fear, 0303002
XS 1D
UT 1, XS - 12, Riffle
Feature
Riffle
Date:
416/2016
Field Crew:
Perkinson, Keith
SUMMARY DATA
Bankfull Elevation:
597.6
Bankfoll Cross -Sectional Area:
3.7
Baaktall Width:
8.0
Flood Prone Area Elevation:
598.3
Flood Prone Width:
90.0
Max Depth at Bankfull:
0.7
Mean Depth at Bankfull•
0.5
W ! D Ratio:
173
Entrenchment Ratio:
113
Bank Aei ht Ratio:
1.0
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SHEET 5A (40 OF 78)

Site
Aycock Springs
Watershed:
Cape Fear, 0303002
XS ID
UT 1, XS - 13, Pool
.Feature
Riffle
'Date:
4/6/2016
Fkid Crew:
Perkinson, Keith
Station
♦ w , �.
/. _
Stream
Aycock Springs, UT 1, XS -13, Pool
599
.� 598
m
5
c
0
j �
I 597
• e.rkf.11
• Flood Pmm A..
MY -00 4/6116
596
0 2
4
6 8 10 12 14
Station (feet)
iA
Elevation
0.0 598.3
1.5 598.0
2.7 597.8
3.5 597.5
4.1 596.9
4.9 596.9
5.7 596.8
6.8 596.8
7.5 596.9
8.2 597.0
8.6 597.3
9.3 597.7
10.1 598.0
I1.0 598.1
11.9 598.0
SUMMARY DATA
Baukfull Elevation: 598.0
Banldull Cross -Sectional Area: 6.5
Baakfall Width: _ 8.6
Flood Prove Arca Elevation: NA
Flood Prove Width: NA
Max Depth at Bankfull: 1.2
Mean Depth at Baokfull: 0.8
W / D Ratio: NA
Entrenchment Ratio: NA
Bank Ae' t Ratio: 1.0
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SHEET 5A (41 OF 78
Elevation
0.0 598.3
1.5 598.0
2.7 597.8
3.5 597.5
4.1 596.9
4.9 596.9
5.7 596.8
6.8 596.8
7.5 596.9
8.2 597.0
8.6 597.3
9.3 597.7
10.1 598.0
I1.0 598.1
11.9 598.0
SUMMARY DATA
Baukfull Elevation: 598.0
Banldull Cross -Sectional Area: 6.5
Baakfall Width: _ 8.6
Flood Prove Arca Elevation: NA
Flood Prove Width: NA
Max Depth at Bankfull: 1.2
Mean Depth at Baokfull: 0.8
W / D Ratio: NA
Entrenchment Ratio: NA
Bank Ae' t Ratio: 1.0
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SHEET 5A (41 OF 78
SUMMARY DATA
Baukfull Elevation: 598.0
Banldull Cross -Sectional Area: 6.5
Baakfall Width: _ 8.6
Flood Prove Arca Elevation: NA
Flood Prove Width: NA
Max Depth at Bankfull: 1.2
Mean Depth at Baokfull: 0.8
W / D Ratio: NA
Entrenchment Ratio: NA
Bank Ae' t Ratio: 1.0
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SHEET 5A (41 OF 78
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SHEET 5A (41 OF 78

Site
Aycock Springs
598.3
Baakfull Cross -Sectional Area:
3. I
Watershed:
Riffle
Cape Fear, 0303002
4/6/2016
Field Crew:
Perkinson, Keith
XS 1D
0.7
UT 1, XS -14, Riffle
0.5
W / D Ratio:
13.2
Feature
14.1
Bank Height Ratio:
1.0
.-::►
Station
0.0
Elevation
598.27
1.2
598.38
¢
2.0
598.30
w =
3.1
597.72
, >
t
_
3.5
597.59
4.4
597.71
5.4
597.68
6.2
597.79
7.4
597.60
7.8
597.99
8.3
598.17
8.8
598.40
Stream
C.<E
10.2
598.43
11.3
598.46
Aycock Springs, UT 1, XS -14, Riffle
600
599
5
e
0
'v 598
aeoerull
(
_ _
I � •Flood Pmne Area r
i -MY-004/6116
597
0 2
4 6
8
10 12
Station (feet)
t
�`�'�-1Re
BankfuU Elevation:
598.3
Baakfull Cross -Sectional Area:
3. I
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
SUMMARY DATA
BankfuU Elevation:
598.3
Baakfull Cross -Sectional Area:
3. I
Bankfn0 Width:
6.4
Flood Prone Area Elevation:
599.0
Flood Prone Width:
90.0
Max Depth at Bankfull:
0.7
Mean Depth at Bankfall:
0.5
W / D Ratio:
13.2
Entrenchment Ratio:
14.1
Bank Height Ratio:
1.0
CAS
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L-4194
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SHEET 5A (42 OF 78)

Site
Aycock Spring s
Watershed:
Cape Fear, 0303002
XS ID
UT I, XS - 15, Riffle
Feature
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Elevation
0.0
602.02
1.3
601.88
2.2
601.89
2.9
601.48
3.8
600.90
5.0
600.90
5.7
600.75
6.8
600.83
7.7
600.94
8.4
601.11
8.9
601.37
9.9
601.66
10.2
601.61
11.3
601.66
SUMMARY DATA
Bankfull Elevation:
601.6
Bankfull Cross -Sectional Area:
4.0
Bankfull Width:
7.1
Flood Prone Area Elevation:
602.5
Flood Prone Width:
90.0
Max Depth at Bankfull:
0.9
Mean Depth at Bankfull:
0.6
W / D Ratio:
12.6
Entrenchment Ratio:
12.7
Bank Height Ratio:
1.0
603
a 602
o,
5
0
601
1
Stream CIE
Aycock Springs, UT 1, XS -15, Riffle
r------------------------------------------------------------------
r--------------' ---------------------------------------
600 +
0
2 4 6
Station (/eet)
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SHEET 5A (43 OF 78)
- - - • aenkPoll
- - •Flood Pmoe A..
MY -00 4/6116
8 10 12

Site
Aycock Springs
Bankfull Cross -Sectional Area:
Watershed:
Bankfull Width:
Cape Fear, 0303002
Flood Prone Area Elevation:
4f6/2016
XS ID
Perkinson, Keith
UT 1, XS -16, Riffle
0.8
Mean De th at Bankfull:
Feature
W / D Ratio:
Riffle
'Entrenchment Ratio:
10.0
Bank Height Ratio:
1.0
Station
Elevation
_
O.0
602.21602.1
1.3
602.22
. -
4
2.5
601.90
3.2
601.75
3.7
601.50
5.1
601.58
6.3
601.34
7.5
601.36
8.2
601.44
9.1
601.45
9.5
601.59
10.5
601.90
Stream a C/E
10.8
602.10
11.5
602.26
_
12.7
602.31
Aycock Springs, UT 1, XS -16, Riffle
603
5
0 602
3
---. eankl'ull
w
• Fioad Pmee Mee
MY -00 4/6/16
601
0 2
4 6 8
10 12 14
Station (feet)
`,�►1111lIttl
�OQ�,GFESS/O,y
= SEAL
Bankfull Elevation:
Bankfull Cross -Sectional Area:
4.6
Bankfull Width:
9.0
Flood Prone Area Elevation:
4f6/2016
Field Crew:
Perkinson, Keith
SUMMARY DATA
Bankfull Elevation:
Bankfull Cross -Sectional Area:
4.6
Bankfull Width:
9.0
Flood Prone Area Elevation:
602.9
Flood Prone Width:
90.0
Mai Depth at Bankfull:
0.8
Mean De th at Bankfull:
0.5
W / D Ratio:
17.6
'Entrenchment Ratio:
10.0
Bank Height Ratio:
1.0
O .. 9 L-4194
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SHEET 5A (44 OF 78) v .
- v

Site
Aycock Springs
Fear, 0303002
Watershed:
UT 1, XS - 17, Riffle
Cape
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Elevation
SUMMARY DATA
0.0
603.80
BaakfY�ll Elevation::
603.4
1.6
603.55
Bankfoll Cross -Sectional Area:
3.9
2.8
603.54
BankfWll width:
8.5
3.5
603.52
.Flood Prone Area Elevation:
604.1
4.4
603.22
Flood Prone Width:
90.0
4.9
603.02
Max Depth at Bankfall:
0.7
5.8
602.81
Mean De th at Banktnll:
0.5
6.8
602.87
W / D Ratio:
18.5
8.0
602.75
Entrenchment Ratio:
10.6
8.9
602.73
.Bank Height Redo:
1,0
9.5
602.73
10.3
602.96
Stream C/E
11.2
603.30
-
12.0
603.44
13.5
603.48
Aycock Springs, UT 1, XS - 17, Riffle
605
a 604 -----------------------------------------------------------
m
5
0
`w
603
---•Bmkfdl {
-- - • Food Pm= Arca
MY -00 4/6116
602
0 2
4 6 8 10 12 14 16
Station (jeer)
gFESS/O,i*.��
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SHEET 5A (45 OF 78)
Fear, 0303002
XS ID
UT 1, XS - 17, Riffle
Feature
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith

Site
Aycock Springs
605.9
Bankfull Cross -Sectional Area:
3.5
Watershed:
7.1
Cape Fear, 0303002
606.5
Crew:
Perkinson, Keith
XS ID
UT 1, XS - 18, Riffle
W / D Ratio:
I
Feature
Riffle
Date:
4f6/2016
Field
Station
Elevation
OA
606.06
1.8
606.08
2.6
605.94
3.3
605.59
3.7
605.33
4.9
605.33
6.0
605.34
7.2
605.35
8.7
605.38
9.4
605.78
-' -
10.0
606.05
10.9
606.35
Stream Type C/E
11.8
606.62
12.7
606.63
1
Aycock Springs, UT 1, XS - 18, Riffle
607
------------------------------------------------------�
-----
5
0 606
-
- - - • enntfnu
w
•Flood Pmnc Atw
MY -00 4/6/16
605
0 2
4
6 8 10
12 14
Station (feet)
1
.�'%
.Iz
Bankfull Elevation:
605.9
Bankfull Cross -Sectional Area:
3.5
Bankfull Width:
7.1
Flood Prone Area Elevation:
606.5
Crew:
Perkinson, Keith
SUMMARY DATA
Bankfull Elevation:
605.9
Bankfull Cross -Sectional Area:
3.5
Bankfull Width:
7.1
Flood Prone Area Elevation:
606.5
Flood Prone Width:
90.0
Max Depth at Bankfirll:
Mean Depth at Bankfull:
W / D Ratio:
I
Entrenchment Ratio:
Bank A'ht Ratio:
N CARt'''
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SHEET 5A (46 OF 78)

Site
Aycock S rin s
Watershed:
Ca a Fcar,0303002
XS ID
UT 1, XS -19, Pool
Feature
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Elevation
0.0
607.2
1.8
607.2
3.1
606.9
4.2
606.5
5.1
606.1
5.8
605.7
6,6
605.5
7.3
605.5
8.2
605.5
9.2
605.5
9.8
605.8
10.1
606.1
11.1
606.7
12.2
607.1
12.9
607.4
13.7
607.6
15.2
607.7
SUMMARY DATA
Bankfull Elevation:
606.8
Bankfull Cross -Sectional Area:
6.5
Bankfull Width:
T6
Flood Prone Area Elevation:
NA
Flood Prone Width:
NA
Max Depth at Bankfull:
13
Mean Depth at Bankfull:
0.9
W F D Ratio:
NA
Entrenchment Ratio:
NA
Bank Height Ratio:
1.0
Stream Type C/E
Aycock Springs, UT 1, XS -19, Pool
608
607
5 ------------- ------------------------- ___-_____--_----
e
0
w 606
- • amlrull
•Flood Pmoe Ansa
MY410 4/6/16
605
0 2 4 6 8 10 12 14 16
Station (feet)
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SHEET 5A (47 OF 78)

Site
A cock S rin s
607.4
Bankfull Cross -Sectional Area:
Watershed:
Riffle
Cape Fear, 0303002
4/6/2016
Field Crew:
Perkinson, Keithlot
!CS ID
0.9
UT I, XS - 20, Riffle
0.6
5
15.6
Entrenchment Ratio:
9.9
BaakA ht Ratio:
1,0
Station
Elevation
0.0
607.38
1.6
607.43
2.6
607.37
3.6
607.07
4.5
606.83
-
4.7
606.77
5.7
606.73
6.6
606.56
7.7
606.59
8.8
606.60
9.7
606.49
10.7
606.86
Stream C/E
11.7
607.37
12.5
607.81
13.6
607.76
Aycock
Springs, UT 1, XS - 20, Riffle
609
--------------------------------------.---------------------.
608
m
5
0
3 --------------------------------------
--- -
�i
w
---• Ba�O.
607---.Flone
Amo
M MI.6
606
0 2
4 6
8 10
12 14 16
Station (feet)
I
Banitfull Elevation:
607.4
Bankfull Cross -Sectional Area:
Feature
Riffle
Date•.
4/6/2016
Field Crew:
Perkinson, Keithlot
SUMMARI' DATA
Banitfull Elevation:
607.4
Bankfull Cross -Sectional Area:
5.3
Banid'ull Width:
9.1
Flood Prone Area Elevation:
608.3
Flood Prone Width:
90.0
Mai th at BankFull:
0.9
_
,Mean Depth a_ t Bankfull:
0.6
W f D Ratio:
15.6
Entrenchment Ratio:
9.9
BaakA ht Ratio:
1,0
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SHEET 5A (48 OF 78)

Site
Aycock Springs
Watershed:
Cape Fear, 0303002
XS ID
UT 1, XS - 21, Pool
Feature
Pool
Date:
416/2016
Field Crew:
Perkinson, Keith
Station
Elevation
0.0
610.1
1.9
609.7
4.1
609.7
5.0
609.6
5.7
609.1
6.7
6088
7.3
608.3
7.7
607.9
8.4
607.8
9.2
607.5
9.8
607.8
10.7
608.2
11.5
608.8
12.3
609.3
13.5
609.7
14.5
609.8
16.1
609.8
SUMMARY DATA
Bankfull Elevation:
609.6
Bankfull Cross -Sectional Area:
9.3
Bankfull Width:
8.3
Flood Prone Area Elevation:
NA
Flood Prone Width:
NA
Max Depth at Bankfull:
2.1
Mean Depth at Bankfull:
1.1
W I D Ratio:
NA
Entrenchment Ratio.
NA
Bank Height Ratio:
1.0
611
610
5
0 609
a
608
607
0
V
01-
r
Stream CE
Aycock Springs, UT 1, XS - 21, Pool
BWMUII
• Flood P.. A.
MY -00 4/6/16
2 4 6 8 10 12 14 16 18
Station (/eet)
SHEET 5A (49 OF 78)

Site
Aycock Spring
611.3
ID
Watershed:
Feature
Cape Fear, 0303002
Date:
4/6/2016
XS
Perkinson, Keith
Maz Depth at Bankfull:
0.7
Menu De that Bankfull:
0.5
W 1 D Ratio;
14,4
Entrenchment Ratio:
12.5
Bank Height Ratio:
1,0
Station
Elevation
0.0
611.46
1.1
611.44
2.3
611.34
2.8
611.32
3.5
610.93
4.1
610.70
5.4
610.66
6.7
610.73
8.0
610.78
8.5
610.66
9.3
611.03
9.9
611.33
Stream a C/E
10.7
611.43
12.4
611.56
Aycock Springs, UT 1, XS - 22, Riffle
I
613
612
5
1
___________________________________________
611
• Flood Prone Ates
MY -00 4/6/16
610
0 2
4 6 8 10
12 14
i
Station (feet)
SUMMARY DATA
Bankfull Elevation:
611.3
ID
UT 1, XS - 22, Riffle
Feature
Riffle
Date:
4/6/2016
.Field Crew:
Perkinson, Keith
SUMMARY DATA
Bankfull Elevation:
611.3
Bankfull Cross -Sectional Area:
3.6
Bankfull Width:
7.2
Flood Prone Area Elevation:
612.0
Flood Prone Width:
90.0
Maz Depth at Bankfull:
0.7
Menu De that Bankfull:
0.5
W 1 D Ratio;
14,4
Entrenchment Ratio:
12.5
Bank Height Ratio:
1,0
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SHEET 5A (50 OF 78)

0
Aycock Springs
Ca a Fear, 0303002
XS ID
UT 1, XS - 23, Riffle
Feature
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, KeithCAqRNJLID
Station
Elevation
SUMMARY DATA
0.0
612.87
Baakfnll Elevation:
612.6
1.4
612.99
BankfuU Cross -Sectional Area:
3.2
2.5
612.54
Bankfull Width:
7.6
3.3
612.30
Flood Prone Area Elevation:
613.2
3.8
611.97
Flood Prone Width:
90.0
4.7
612.10
Max Depth at Baukfull:
0.6
6.0
612.08
Mean Depth at BankfuU:
0.4
7.1
612.00
W ! D Ratio:
18.1
8.8
612.00
Entrenchment Ratio:
11.8
9.1
612.19
Bank Height Redo:
1.0
9.5
612.46
10.1
612.56
Stream a C/F
11.2
612.60
12.2
612.48
Aycock Springs, UT 1, XS - 23, Riffle
614
-------------------------------------------------------------
c� 613
5
o----------- ------
----------------------------
� 612
- • Flood Pmee An
MY -004/6/11
611
0 2
4 6 8 10
12 14
Station (feet)Site
0
Watershed:
Ca a Fear, 0303002
XS ID
UT 1, XS - 23, Riffle
Feature
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, KeithCAqRNJLID
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SHEET 5A (51 OF 78)

Site
Aycock Springs
!CS ID
Watershed:
Feature
Cape Fear, 0303002
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Max Depth at Bankfull:
0.7
Mean Depth at Bankfull:
0.5
W 1 D Ratio:
16.0
Entrenchment Ratio:
11.3
Bank Height
Stream Type CfE
Aycock Springs, UT 1, XS - 24, Riffle
615
p614 _________________________________________________________
M �
0
___________________________________
___•Bmm'uu
613
_ _ _ • flood Pmne Arca
MY -00 4/6116
612
0 2
4 6 8 10
12 14
Station (feet)
Station Elevation
0.0 613.33
1.4 613.49
2.7 613.26
3.4 612.90
3.9 612.55
5.6 612.66
6.7 612.54
8.3 612.64
9.1 612.78
9.7 613.09
11.5 613.40
11ttlltttl11"
.�OQ�o�Essio�9`
V.
Bankfull Elevation:
!CS ID
UI' 1, XS - 24, Riffle
Feature
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
SUMMARY DATA
Bankfull Elevation:
613.3
Bankfull Cross Sectional Area:
4.0
Bankfull Width:
8.0
Flood Prone Area Elevation:
614.0
Flood Prone Width:
90.0
Max Depth at Bankfull:
0.7
Mean Depth at Bankfull:
0.5
W 1 D Ratio:
16.0
Entrenchment Ratio:
11.3
Bank Height
i
SEAL =
L-4194 oe:Q=;
SHEET SA (52 OF 78)

Site
Elevation
Aycock Springs
593.4
Watershed:
593.5
Cape Fear, 0303002
593.2
XS ID
4/6/2016
UT 2, XS -1, Pool
Perkinson, Keith
Feature
592.5
Riffle
592.4
6.3
592.5
7.3
593.0
8.4
593.4
9.4
593.4
10.4
593.4
Stream a C/E
Aycock Springs, UT 2, XS -1, Pool
594
m
5
c 593
--
_ _ _ • F4wd Prwx Arw
MY -004V16
592
0 2
4 6 8 10 12
Station (feet)
Station
Elevation
0.0
593.4
1.3
593.5
2.4
593.2
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Elevation
0.0
593.4
1.3
593.5
2.4
593.2
3.2
592,8
3.9
592.6
4.6
592.5
5.5
592.4
6.3
592.5
7.3
593.0
8.4
593.4
9.4
593.4
10.4
593.4
SLiMMARY DATA
Bankfall Elevation:
593.4
Bankfoll Cress -Sections] Area:
3.8
Bankfull Width:
6.5
Flood Prone Area Elevation:
NA
Flood Prone Width:
NA
Max De th at Bankfnll:
1.0
Mean Depth at Bankfull:
0.6
W / D Ratio:
NA
Entrenchment Ratio:
NA
Bank Height Ratio:
1.0
ES S/p�9���r
= SEAL -
C -log
. L-4194
A49
SHEET 5A (53 OF 78)

Site
Aycock Springs
Watershed:
Cape Fear, 0303002
XS ID
UT 2, XS - 2, Riffle
Feature
Riffle
Date:
4/6/2016
Field Crew:
1'erkinson, Keith
Station
Elevation
0 0
59402
14
594.11
2 7
594.02
3 3
593.89
55
593.70
6 6
593.82
7 0
593.84
7 6
594.19
86
594.25
9 8
594 28
109
594.13
Stream C ,E
Aycock Springs, UT 2, XS - 2, Riffle
595
----------------------------------------------------
----_
5
594 — — — — — — —
______________________________________�________
— — _ - avnkNl1
— — — • Flood P� A=
MY -M 4/6/16
593
0 2
4 6 8 10 12
Station (feet)
FN
�A CAR
SUMMARY DATA
Bankfull Elevation: 9';41
Baakfull Cross -Sectional Area:
Bankfull Width: ,Flood Prone Area Elevation: .
,Flood Prone Width: 90.0
Mal th at Bankfull: 0.3
Mean th at Bankfall: 0.2
/ D Ratio: 23.0
Entrenchment Ratio: 18.8
Bank Height Ratio: 1.0
`ztt�t a ttttti
' SEAL
O� < L-4194
SHEET 5A (54 OF 78)
SUMMARY DATA
Bankfull Elevation: 9';41
Baakfull Cross -Sectional Area:
Bankfull Width: ,Flood Prone Area Elevation: .
,Flood Prone Width: 90.0
Mal th at Bankfull: 0.3
Mean th at Bankfall: 0.2
/ D Ratio: 23.0
Entrenchment Ratio: 18.8
Bank Height Ratio: 1.0
`ztt�t a ttttti
' SEAL
O� < L-4194
SHEET 5A (54 OF 78)
`ztt�t a ttttti
' SEAL
O� < L-4194
SHEET 5A (54 OF 78)

Site
A cock S rin s
Watershed:
Cape Fear, 0303002
XS UD
UT 2, XS - 3, Riffle
e , �4 A -
Feature
Riffle
ly
Date:
4!6/2016
Field Crew:
Perkinson, Keith
Station
` �
r�
Stream C/E
Aycock Springs,
UT 2, XS - 3, Riffle
596
ff
i
i
5
0 595 -
2
7
• Bankfull
���•FluWPm Mw
MY -00 416116
594
0 2
4
6 8
10 12
Station (feet)
21
Elevation
0.0 594.78
1.2 594.86
1.8 594.85
2.9 594.39
3.6 594.33
4.5 594.36
5.8 594.49
6.9 594.59
7.8 594.83
8.6 594.93
10.1 594.95
10,9 594.78
SUMMARY DATA
BankfuU Elevation: 594.8
.
Bankfull Cross -Sectional Area: 1.7
Bankfull Width: 5.7
Flood Prone Area Elevation: 595.3
Flood Prone Width: 90.0
Max Depth at Bankfull: 0.5
Mean Depth at Bankfull: 0.3
W 1 D Retia: 19.1
Entrenchment Ratio: 15.8
Bank Height Ratio: 1.0
t,lltlll l((t(`
��� ESS o 0��2
SEAL =
L-41
SHEET SA (55 OF 78)
Elevation
0.0 594.78
1.2 594.86
1.8 594.85
2.9 594.39
3.6 594.33
4.5 594.36
5.8 594.49
6.9 594.59
7.8 594.83
8.6 594.93
10.1 594.95
10,9 594.78
SUMMARY DATA
BankfuU Elevation: 594.8
.
Bankfull Cross -Sectional Area: 1.7
Bankfull Width: 5.7
Flood Prone Area Elevation: 595.3
Flood Prone Width: 90.0
Max Depth at Bankfull: 0.5
Mean Depth at Bankfull: 0.3
W 1 D Retia: 19.1
Entrenchment Ratio: 15.8
Bank Height Ratio: 1.0
t,lltlll l((t(`
��� ESS o 0��2
SEAL =
L-41
SHEET SA (55 OF 78)
SUMMARY DATA
BankfuU Elevation: 594.8
.
Bankfull Cross -Sectional Area: 1.7
Bankfull Width: 5.7
Flood Prone Area Elevation: 595.3
Flood Prone Width: 90.0
Max Depth at Bankfull: 0.5
Mean Depth at Bankfull: 0.3
W 1 D Retia: 19.1
Entrenchment Ratio: 15.8
Bank Height Ratio: 1.0
t,lltlll l((t(`
��� ESS o 0��2
SEAL =
L-41
SHEET SA (55 OF 78)
t,lltlll l((t(`
��� ESS o 0��2
SEAL =
L-41
SHEET SA (55 OF 78)

Site
Aycock Springs
Watershed:
Cape Fear, 0303002
XS ID
UT 2, XS - 4, Riffle
Feature
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Elevation__
0.0
595.37
1.4
595.53
2.8
595.27
3.6
595.15
4.1
594.99
5.0
594.87
6.4
595.18
7.3
595.15
8.1
595.08
10.6
595.43
12.2
595.25
SUMMARY DATA
Bankfull Elevation:
595.3
Bankfull Cross -Sectional Area:
1.0
Bankfull Width:
6.4
Flood Prone Area Elevation:
595.7
Flood Prone Width:
90.0
Max Depth at Bankfull:
0.4
Mean Path at Bankfull:
0.2
W / D Ratio:
41.0
Entrenchment Ratio:
14.1
Bank Height Ratio:
1.0
596
a.
Stream Type C/E
Aycock Springs, UT 2, XS - 4, Riffle
--------------------------------------------------------------
594 +
0
2 4 6 8
Station (feet)
`�t�ltt�lt,tt
VA. CA,Ro
�. ESS���
SEAL < _
`- '194
E
SHEET SA (56 OF 78)
--Bawull
Floral Prone Meo
' MY1'84/6715 a -J
10 12 14

Site
Elevation '
Aycock Springs
Fear, 0303002
Watershed:
UT 2, XS - 5, Riffle
Cape
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
5.1
596.55
6.2
596.36
7.1
596.66
8.1
596.87
9.0
597.01
9.2
597.14
10.0
597.17
11.2
597.10
Stream CIE
Aycock Springs, UT 2, XS - 5, Riffle
598
___________________________________________________________..----_
I
5
0 597
B
w
• Fl -d P- A-
MY -00 4/6/16
596
0 2
4 6 8 10 12
Station (feet)
Station
Elevation '
0.0
Fear, 0303002
XS ID
UT 2, XS - 5, Riffle
Feature
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Elevation '
0.0
597.22
2.0
596.96
3.1
596.78
3.7
596.68
4.6
596.56
5.1
596.55
6.2
596.36
7.1
596.66
8.1
596.87
9.0
597.01
9.2
597.14
10.0
597.17
11.2
597.10
SUMMARY DATA
Bankfull Elevation:
597.1
Baakfall Cross�ecHanal Area:
3.1
Bankfull Width:
8.4
Flood Prone Area Elevation:
597.8
Flood Prone Width:
90.0
Max Depth at Bankfull:
0.7
Meso Depth at Bankfull:
0.4
W / D Ratio:
22.8
Entrenchment Ratio:
10.7
Bank Height Redo:
1.0
``t�t4�iatietii
- SEAL =
O•, L-4194 �Z
O
SHEET SA (57 OF 78)

Site
Aycock Springs
597.9
BankfuU Cross -Sectional
2.3
Watershed:
6.9
Cape Fear, 0303002
598.5
Crew:
Perkinson, Keith
XS ID
0.6
UT 2, XS - 6, Riffle
0.3
W ! D Ratio:
20.7
Feature
13.0
Riffle
1.0
Date:
4/6/2016
Field
Station
Elevation
0.0
597.97
1.5
597.92
2.6
597.72
3.2
597.53
4.4
597.54
6.5
597.27
7.5
597.50
-
8.6
597.88
>' , f►
9.9
597.93
11.0
597.78
L
Stream a CfE
Aycock Springs, UT 2, XS - 6, Riffle
599
----------------------------------------------------------------
d
5
598
-
MY-00IM/16
597
0 2
4
6 8
10 12
Statin (feet)
SIJ]VIMARI' DATA
Bankfuil Elevation:
597.9
BankfuU Cross -Sectional
2.3
BankfuU Width:
6.9
Flood Prone Area Elevation:
598.5
Crew:
Perkinson, Keith
SIJ]VIMARI' DATA
Bankfuil Elevation:
597.9
BankfuU Cross -Sectional
2.3
BankfuU Width:
6.9
Flood Prone Area Elevation:
598.5
Flood Prone Width:
90.0
MaxMa: D that Bankfull:
0.6
Mean Depth BankfnU:
0.3
W ! D Ratio:
20.7
Entrenchment Ratio:
13.0
Bank R ht Ratio:
1.0
`ttltllllft�
ZO' OFESSIp ••���'�
= SEAL
O.. L-4194,_
U
SHEET SA (58 OF 78)

Ratio:
Elevation
Aycock Springs
598.6
1.9
598.2
Watershed:
Riffle
Cape Fear, 0303002
4/6/2016
Field Crew:
Perkinson, Keith
XS ID
597.3
UT 2, XS - 7, Pool
597.2
6,9
597.1
Feature
597.1
7.8
597.2
8.1
597.6
8.9
597.8
10.3
598.2
11.5
598.4
12.7
598.4
V
tir
Stream T
GE
Aycock Springs, UT 2, XS - 7, Pool
599
0 598
eenkNll
_ _ _ • Fkwd Rune Area
MY -W 4/6/16
597
0 2
4
6 8
10 12 14
Station (feet)Site
q 011,
Station
Elevation
0.0
598.6
1.9
598.2
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Elevation
0.0
598.6
1.9
598.2
2.6
598.1
3.6
597.8
4.3
597.5
5.3
597.3
6.3
597.2
6,9
597.1
7.4
597.1
7.8
597.2
8.1
597.6
8.9
597.8
10.3
598.2
11.5
598.4
12.7
598.4
SUMMARY DATA
A
:CIA
Bankfuli Elevation:
598.2
Bankfuli Cron -Sectional Area:
5.1
Bankf_uli Width:
8.3
Flood Prone Area Elevation:
NA
Flood Prone Width:
NA
Max Depth at Bankfull:
1. l
Mean th at Bankfull:
0,6
W / D Ratio:
NA
Entrenchment Ratio:
NA
.Bank Heigh t
,',,kklc:tljrf'
. SEAL
G
SHEET 5A (59 OF 78)

Site
Aycock Springs
601.3
3
3.6
Watershed:
8.6
Cape Fear, 0303002
Field Crew:
Perkinson, Keith
XS ID
0.6
UT 2, XS - 8, Riffle
0.4
W 1 D Ratio:
20.5
Feature
10.5
Riffle
1.0
Date:
4/6/2016
Station
Elevation
-
0.0
601.40
1.7
601.29
2.8
601.09
3.4
600.86
4.6
600.90
6.0
600.65
7.6
600.69
8.9
600.72
9.4
601.05
10.1
601.28
11.1
601.57
11.6
601.52
Stream C/E
Aycock Springs, UT 2, XS - 8, Riffle
602
_________________________________
-------
c 601
• Bentfull
W
---•Fluud Pm Na
MY -004/6/i6
600
0 2
4
6 8 10
12 14
Station (feet)
'%0111111"
1
CA
��•• G'ESS /
Bankfull Elevation:
601.3
Bankfull Cross -Sectional Arca:
3.6
Bankfull Width:
8.6
Flood Prone Area Elevation:
Field Crew:
Perkinson, Keith
SUMMARY DATA
Bankfull Elevation:
601.3
Bankfull Cross -Sectional Arca:
3.6
Bankfull Width:
8.6
Flood Prone Area Elevation:
601.9
Flood Prone Width:
90.0
MaxMaz De th at Bankfull:
0.6
Mean De th at Bankfull:
0.4
W 1 D Ratio:
20.5
Entrenchment Ratio:
10.5
Bank Height Ratio:
1.0
O •.
= SEAL -
O' � L-4194
SUR
VE
SHEET 5A (60 OF 78)

``��r�iir►rrrrr
,,`.�N Cgq�r,
�O, �oFEssi '
Bankfull Elevation:
604.8
Bankfull Cross -Sectional Area:
4.2
Bankfull Width:
7.4
.Flood Prone Area Elevation:
605.6
Flood Prone Width:
Perkinson, Keith
Station Elevation
00 60475
16 604.78
26 604.40
36 604.09
49 604.00
59 604.07
74 603,97
78 60407
85 604.41
92 604.81
103 604.96
Stream e CE
Aycock Springs, UT 2, XS - 9, Riffle
606
m
605
_ ------ ------
0
- e-nlidl
w 604 _—_.MWP..A—
MY-00
J
MYd0 4/6/16
603
0 2 4 6 8 10 12
Station (jeer)
Site Aycock S rin s
Watershed: � Cape Fear, 0303002
XS H) UT 2, XS - 9, Riffle
Feature Riffle
Date: 4,`612016
Field Crew:
SUMMARY DATA
Bankfull Elevation:
604.8
Bankfull Cross -Sectional Area:
4.2
Bankfull Width:
7.4
.Flood Prone Area Elevation:
605.6
Flood Prone Width:
90.0
Max De th et Bankfull:0.8
Mean Depth at Bankfull:
0.6
W / D Ratio:
13.0
Entrenchment Redo:
12.2
Bank He ht Redo:
1.0
SHEET 5A (61 OF 78)

Site
Elevation
A cock Springs
605.6
2.1
Watershed:
3.5
Cape Fear, 0303002
4.3
6/2016
XS ID
Perkinson, Keith
UT 2, XS - 10, Pool
604.2
i
Feature
7.4
Pool
8.0
604.9
Date:
605.1
41
605.6
10.9
605.9
11.7
606.0
ff r
i.
a�
Stream a
CIE
Aycock Springs, UT 2, XS -10, Pool
607
606
d
5
c_
_________________________�
____-____-
w 605
--
- • e�rw1
• FMwd Prone Areo
MY -011/11116
604
0 2
4 6 8
10 12 14
Station (/eet)
Station
Elevation
0.0
605.6
2.1
605.5
3.5
605.0
4.3
6/2016
Field Crew:
Perkinson, Keith
Station
Elevation
0.0
605.6
2.1
605.5
3.5
605.0
4.3
604.8
5.3
604.4
6.0
604.2
6.9
604.3
7.4
604.3
8.0
604.9
8.8
605.1
9.8
605.6
10.9
605.9
11.7
606.0
SUMMARY DATA
Bankfuil Elevation:
605.5
Bankfuii Cross -Sectional Area:
5.2
Bankfuli Width:
7.5
Flood Prone Arca Elevation:
NA
Flood Prone Width:
NA
Max Depth at Bankfuil:
1.3
Mean Depth at Bankfnii:
0.7
W / D Ratio:
NA
Entrenchment Ratio:
NA
Bank Height Ratio:
1.0
``���ltittrtt
�H CARO
O�•'•FEssio�,�iti
SEAL
O' L-41.94 Q -:
osuav�
SHEET 5A (62 OF 78)�o

Site
Aycock Springs
606.1
Bankfuli Cross -Sectional Area:
3.5
Watershed:
Cape Fear, 0303002
4!6/2016
Field Crew:
Perkinson, Keith
XS ID
0.8
UT 2, XS -11, Pool
0.6
W ! D Ratio:
NA
Feature
NA
Pool
1.0
Station
Elevation
0.0
606.3
1
1.6
606.3
2.8
606.0
3.7
605.4
4.3
605.2
5.5
605.2
6.5
605.2
7.1
605.4
7.9
605.8
8.7
606.1
10.6
606.4
Stream T C!E
Aycock Springs, UT 2, XS -11, Pool
607
5
_______________��_���--------_-------------
c 606
----------
m
F" P.. A-
MY -00 4/6116
605
0 2
4
6 8
10 12
Station (feet)
• %L
�4QPo-Essioti
= SEAL
O: L-4194
URS . • •
d 7
Bankfull Elevation:
606.1
Bankfuli Cross -Sectional Area:
3.5
Bankfuil Width:
Date:
4!6/2016
Field Crew:
Perkinson, Keith
SUMMARY DATA
Bankfull Elevation:
606.1
Bankfuli Cross -Sectional Area:
3.5
Bankfuil Width:
6.2
Flood Prone Area Elevation:
NA
Flood Prone Width:
NA
Max Depth at Bankfull:
0.8
Mean Depth at Bankfuil:
0.6
W ! D Ratio:
NA
Entrenchment Ratio:
NA
Bank Height Ratio:
1.0
SHEET 5A (63 OF 78)

Site
Aycock Springs
608.0
Watershed:
UT 2, XS -12, Riffle
Cape Fear, 0303002
3
XS
4/6/2016
Field Crew:
Perkinson, Keith
Ma>; De that Bankfull:
0.7
Mean Depth at BanktrrB: _
0.4
R' / D Ratio:
21.5
Entrenchment Ratio:
10.8
Bank Height
Station
Elevation
0.0
608.24
1.6
608.35
2.4
608.30
3.3
607.90
3.8
607.54
5.3
607.65
6.5
607.33
7.7
607.34
8.5
607.57
9.3
607.67
10.0
607.79
11.4
607.99
Stream Type C/E
12.7
608.02
Aycock Springs, UT 2, XS -12, Riffle
609
----------------------------------------------------------------
5
u .0 608
g
eaatfa u
�
_ • Fluwl P -Asea
A-
MY -00 416116
607
0 2
4 6 8 10 12 14
Station (feet)
C- EAL
Ai -
SUMMARY DATA
Banktull Elevation:
608.0
ID
UT 2, XS -12, Riffle
Feature
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
SUMMARY DATA
Banktull Elevation:
608.0
Banktnii Cross -Sectional Area:
3.2
Bankfnll Width:
8.3
Food Prone Arra Elevation:
608.7
Flood Prone Width:
90.0
Ma>; De that Bankfull:
0.7
Mean Depth at BanktrrB: _
0.4
R' / D Ratio:
21.5
Entrenchment Ratio:
10.8
Bank Height
SHEET 5A (64 OF 78)

Site
Aycock S rin s
608.9
Bankfull Cross -Sectional Arca:
Watershed:
Bankfull Width:
Cape Fear, 0303002
Flood Arca Elevation:
609.3
XS ID
Perkinson, Keith
U1.2, XS - 13, Riffle
0.4
Mean Depth at Bankfull:
Feature
W / D Ratio:
Riffle
Entrenchment Ratio:
12.5
Date:
1.0
416/2016
Field Gre
Station
Elevation
0.0
608.94
1.5
609.15
2.8
608.77
3.7
608.63
5.3
608.61
6.6
608.58
8.0
608.54
8.6
608.64
9.6
608.99
10.5
609.21
11.6
609.30
12.5
609.23
Stream C/E
Aycock Springs, UT 2, XS -13, Riffle
610
-------------------------------------------------------
5
609
--------------------------------------------
aj
--------------
- - - • Bankroll
_- - •Fluid Rune Am
4!6/16
608
0 2
4 6 8 10
12 14
Station (feet)
- SEAL
L-4194 -
� •
�y2. ti0
Avg `:
t11 1t
Bankfull Elevation:
608.9
Bankfull Cross -Sectional Arca:
2.1
Bankfull Width:
7.2
Flood Arca Elevation:
609.3
w:
Perkinson, Keith
SUMMARY DATA
Bankfull Elevation:
608.9
Bankfull Cross -Sectional Arca:
2.1
Bankfull Width:
7.2
Flood Arca Elevation:
609.3
_Prone
Flood Prone Width:
90.0
Max Depth at Bankfull:
0.4
Mean Depth at Bankfull:
0.3
W / D Ratio:
24.7
Entrenchment Ratio:
12.5
Bank Height Ratio:
1.0
SHEET 5A (65 OF 78)

�0..•0FEssioti.!2
- SEAL =
C-
-
Aycock Springs
Watershed:
UT 3, XS - 1, Riffle
Cape Fear, 0303002
Riffle
XS ID
4/6/2016
Field Crew:
Perkinson, Keith
W / D Ratio:
15.6
Station
Elevation
SUMMARI' DATA
0.0
598.02
Bankfuil Elevation:
596.8
2.0
597.44
Bankfull Cross -Sectional Arca:
2.7
3.4
597.02
4.1
596.76
'Flood Prone Area Elevation:
597.4
4.6
596.41
5.9
596.40
Max Depth at Bankfull:
0.6
7.4
596.30
Mean De that Bankfull:
0.4
8.3
596.12
9.6
596.20
Entrenchment Ratio:
1.5
10.4
596.64
Bank Height Ratio:
1.0
11.6
597.24
12.9
597.71
Stream C/E
13.8
597.90
14.6
598.12
Aycock Springs, UT 3, XS -1, Riffle
599
598
-
5
r
0
-------- -----------------------------------------
-----------
597
- - - Bant1L11
-----------------
--------------------------------------
---•• Flood Prone Arca
-MY-00416/16
596
0 2
4 6 8 10 12 14 16
Station (feet)Site
�0..•0FEssioti.!2
- SEAL =
C-
-
UT 3, XS - 1, Riffle
Feature
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
� L-4194 -
Z9tio
G.
SHEET 5A (66 OF 78)
-
Bankfull Width:
6.5
Flood Prone Width:
10.0
W / D Ratio:
15.6
� L-4194 -
Z9tio
G.
SHEET 5A (66 OF 78)

Site
Aycock Springs
Watershed:
Cape Fear, 0303002
XS ID
UT 3, XS - 2, Riffle
Feature
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Elevation
00
597.41
27
597 51
42
597.09
55
59666
60
596.54
6.5
596.31
72
596.32
77
59929
85
596.35
95
596 89
10.9
59737
12.2
597.87
13.5
598.36
15 1
59871
SUMMARI' DATA
Bankfuil Elevation:
596.9
Bankfuli Cross -Sectional Area:
1.9
Bankfuli Width:
4.7
Flood Prone Area Elevation:
597.5
Flood Prone Width:
20.0
Max Depth at Bankfull:
0.6
Mean Depth at Bankfull:
0.4
W / D Ratio:
11.6
Entrenchment Ratio:
4.3
Bank Height Ratio:
1.0
599
m
598
5
e
0
Eu
w 597
596 +
0
Stream Type C:E
Aycock Springs, UT 3, XS - 2, Riffle
2 4
______________ ___•Banlcfull
_ _ _ • Flood Pro= Arca
MY40 4/6/16
6 8 10 12 14 16
Station (feet)
-��A CAR���,
�Q 9
SEAL
' L-4194
SHEET 6A (67 OF 78)

Site
_Elevation
Aycock Springs
596.9
Watershed:
596.8
Cape Fear, 0303002
596.7
XS H)
596.3
UT 3, XS - 3, Pool
E
ti
:Feature
595.8
Riffle
595.7
'Date:
595.7
4/6/2016
595.9
Field Crew:
596.7
Perkinson, Keith
597.4
Station
598.1
11.0
598.4
12.3
598.5
Stream GE
Aycock Springs, UT 3, XS - 3, Pool
599
598
-
5
c 597
3 _____77777�
________________ --`00,---------___--------
w 596
---•amJfdl
- Flood Pone Asa
MY -00 4/6/16
595
0 2
4 6 8 10 12 14
Station (feet)
_Elevation
0.0
596.9
1.6
596.8
2.4
596.7
3.1
596.3
3.7
595.9
4.6
595.8
5.4
595.7
6.3
595.7
6.7
595.9
7.4
596.7
8.6
597.4
10.2
598.1
11.0
598.4
12.3
598.5
SUMMARY DATA
Bankfull Elevation:
596.7
Bankfull Cross -Sectional Area:
3.6
Bankfull Width:
5.0
Flood Prone Area Elevation:
NA
Flood Prone Width:
NA
Max Depth at Bankfull:
1.0
Mean Depth at Bankfull:
0.7
W 1 D Ratio:
NA
Entrenchment Ratio:
NA
Bank Height Ratio:
1.0
��o
SEAL
L-4194 � =
a
o• 1 „
SHEET 5A (68 OF 78)

Site
Alcock Springs
597.0
Baukfull Cross -Sectional Area:
Watershed:
Cape Fear, 0303002
Date:
4!6/2016
XS ID
Perkinson, Keith
UT 3, XS - 4, Riffle
0.5
Mean Depth at Bankfull:
Feature
' / D Ratio:
22.3
Entrenchment Ratio:
2.9
Bank Height Ratio:
1.0
Station
Elevation
0.0
597.17
1.4
596.97
2.5
596.67
3.6
596.75
5.0
596.53
6.0
596.45
7.2
596.61
7.9
596.78
8.6
597.02
9.4
597.31
10.7
597.38
Stream C/E
Aycock Springs, UT 3, XS - 4, Riffle
598
-----------------.._--__-_-------------------------------------
5
0 597 ------ ------ ---
------------------------- --- --------�___
�
- flood Pmne Arca
MY -00 416/16
596
0 2
4 6 8
10 12
Station (feet)
SUMMARY DATA
Bankfull Elevation:
597.0
Baukfull Cross -Sectional Area:
2.2
Riffle
Date:
4!6/2016
Field Crew:
Perkinson, Keith
SUMMARY DATA
Bankfull Elevation:
597.0
Baukfull Cross -Sectional Area:
2.2
Bankfull Width:
7.0
Flood Prone Arca Elevation:
597.5
Flood Prone Wldth:
20.0
Max Depth at Bankfull:
0.5
Mean Depth at Bankfull:
0.3
' / D Ratio:
22.3
Entrenchment Ratio:
2.9
Bank Height Ratio:
1.0
Q,�N ARp
Ess,oti
= Q SEAL 9< �'
L-41
s
SHEET 5A (69 OF 78)

Site
Aycock Springs
597.1
r s
1.2
Watershed:
53
Cape Fear, 0303002
597.6
w:
Perkmson, Keith
XS ID
0.5
iJ7' 3, XS - 5, Riffle
0.2
W 1 D Ratio:
23.4
Feature
3.8
Riffle
1.0
•
-
Date:
.416/2016
_ "sr =-yi
r�
Field Cre
I
Station
Elevation
`
1
0.0
597.28
a
` "
1.4
597.09
_ - l
2.1
596.86
-
2,6
596.74
_
3.6
597.12
4.8
596.88
6.5
596.64
7.0
597.10
8.0
597.43
8,6
597.66
9.7
597.70
Stream a CE
Aycock
Springs, UT 3, XS - 5, Riffle
598
------------------------------------------------
------
5
c 597
ii
w
ewJclull
� � � • Road Prone Arca
MY -004/6/16
596
0 2
4
6 8
10 12
Station (feet)
I
,r%lilIIPA
Bankfull Elevation:
597.1
Bankfull Cross -Sectional Area:
1.2
Baokfull Width:
53
Flood Prone Area Elevation:
597.6
w:
Perkmson, Keith
SLiMMARI DATA
Bankfull Elevation:
597.1
Bankfull Cross -Sectional Area:
1.2
Baokfull Width:
53
Flood Prone Area Elevation:
597.6
Flood Prone Width:
20.0
Max De th at Bankfull:
0.5
Mean Depth at Bankfull:
0.2
W 1 D Ratio:
23.4
Entrenchment Ratio:
3.8
Bank Height Ratio:
1.0
lrtt
=oQ�pFESS/���9<��:
SEAL "
L-4194
SHEET SA (70 OF 78)

Site
OFES
Elevation
Aycock S rin s
600.20
--
Watershed:
Cape Fear, 0303002
Date:
4i6l2016
XS ID
Perkinson, Keith
UT 4, XS - 1, Riffle
599.52
5.4
Feature
5.9
598.97
6.8
598.95
8.0
599.05
9.3
599.08
10.3
599.12
11.4
598.97
12.2
599.01
12.6
599.26
13.0
599.51
13.6
599.80
14.2
600.06
15.2
600.04
16.3
599.93
Stream Type C/E
Aycock Springs, UT 4, XS -1, Riffle
601
600
5
o______-_�_______
-----------------------------
_-----------•
b
599
_ _ • aankfill
• Flood Rom Amu
MY -0U 4/6116
598
0 2 4
6 8 10 12
14 16 18
i
Station (feet)
19
-V SURIJ
Station
Elevation
0.0
600.20
0.8
600.22
Riffle
Date:
4i6l2016
Field Crew:
Perkinson, Keith
Station
Elevation
0.0
600.20
0.8
600.22
1.9
600.07
3.1
599.80
3.9
599.64
4.8
599.52
5.4
599.13
5.9
598.97
6.8
598.95
8.0
599.05
9.3
599.08
10.3
599.12
11.4
598.97
12.2
599.01
12.6
599.26
13.0
599.51
13.6
599.80
14.2
600.06
15.2
600.04
16.3
599.93
SUMMARY DATA
Bankfull Elevation:
599,5
Bankfull Cross -Sectional Area:
3.7
Bankfull Width:
8.3
Flood Prone Area Elevation:
600. I
Flood Prone Width:
50.0
Max Depth at Bankfull:
0.6
Mean Depth at Bankfull:
0.4
W ! D Ratio:
18.6
Entrenchment Ratio:
6.0
Bank Height Ra
``to illllltl!
C�•Q�S�O .��;
SHEET 5A (71 OF 78)

Site
Elevation
Aycock Springs
600.2
1.0
Watershed:
Cape Fear, 0303002
,.,
4/6/2016
XS ID
Perkinson, Keith
UT 4 XS -2 Pool
599.7
4.9
Feature
5.6
599.3
6.3
599.0
7.0
599.0
7.7
599.0
8.5
598.8
9.0
598.8
9.7
598,3
10.1
598.5
10.7
598.9
_-
599.0
11.4
599.2
11.8
599.6
12.3
600.0
13.1
600.0
14.0
600.2
14.8
600.3
15.3
599.9
Stream
C/E
Aycock Springs, UT 4, XS - 2, Pool
601
a 600
z
0
is
599 ��
w
_ _ • aaaktall
• Flood Pmw Ama
MY -00 416/!6
598
0 2 4
6 8 10
12 14 16 18
Station (feet)
Station
Elevation
0.0
600.2
1.0
600.3
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Elevation
0.0
600.2
1.0
600.3
2.0
600.1
2.8
599.9
3.7
599.9
4.3
599.7
4.9
599.5
5.6
599.3
6.3
599.0
7.0
599.0
7.7
599.0
8.5
598.8
9.0
598.8
9.7
598,3
10.1
598.5
10.7
598.9
11.1
599.0
11.4
599.2
11.8
599.6
12.3
600.0
13.1
600.0
14.0
600.2
14.8
600.3
15.3
599.9
SUMMARY DATA
Bankfuu Elevation:
599.9
Baakfall Cross -Sectional Area:
6.4
Beo�u Width:
ss
Flood Prone Area Elevation:
NA
Flood Prone Width:
NA
Max De th at Bankfull:
I.5
.Mean Depth at BankfnU:
0.8
W / D Ratio:
NA
Entrenchment Ratio:
NA
Bank Height Ratio:
1.0
``1111111J1//I/
C- -
S41too
AL
i S .�-�ti
Y 94 oQ
ERv •�'
SHEET SA (72 OF 78)

Site
Elevation
Aycock Springs
599.88
--
Watershed:
Cape Fear, 0303002
Date:
4/6/2016
XS ID
Perkinson, Keith
UT 4, XS - 3, Riffle
600.05
4.1
Feature
4.3
599.70
4.7
599.72
5.0
599.58
5.3
599.49
5.8
599.24
6.2
599.09
6.7
599.17
7.2
599.28
73
599.26
8.4
599.23
8.9
599.22
9.4
599.33
10.0
599.24
11.1
599.2
11.7
599.3
12.1
599.5
12.3
599.6
12.8
599.9
13.5
600.1
14.2
600.1
15.0
600.0
16.5
600.1
17.1
600.1
Stream a C/E
Aycock Springs, UT 4, XS - 3, Riffle
601
-------------------------------------------------------------------
E
a
m
i
0 600
----- -
------------------------------------------
-----------------
W
-- _. Bankfull
- - - • Flood Pm= Arca
MY -M 4/6/16
599
0 2 4
6 8 10 12
14 16 18
Station (jeer)
Station
Elevation
0.0
599.88
1.1
599.84
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Elevation
0.0
599.88
1.1
599.84
1.8
599.95
2.6
599.98
3.2
599.95
3.8
600.05
4.1
599.93
4.3
599.70
4.7
599.72
5.0
599.58
5.3
599.49
5.8
599.24
6.2
599.09
6.7
599.17
7.2
599.28
73
599.26
8.4
599.23
8.9
599.22
9.4
599.33
10.0
599.24
11.1
599.2
11.7
599.3
12.1
599.5
12.3
599.6
12.8
599.9
13.5
600.1
14.2
600.1
15.0
600.0
16.5
600.1
17.1
600.1
SUMMARY DATA
Bankfull Elevation-
599.8
Bankfull Cross -Sectional Arca:
4.3
Bankfull Width:
8.6
Flood Prone Area Elevation:
600.6
Flood Prone Width:
50.0
Max Depth at Bankfull:
0.8
Mean Depth at Bankfull:
0.5
W / D Ratio:
17.2
Entrenchment Ratio:
5.8
Bank Height Ratio:
1.0
eiii
'O
�
S/0
SEAL •.�i2
� LEA[. _
-4194
. Z,.ti� o .• Q .
. q
URV • �
trtt�tttt
SHEET 5A (73 OF 78)

Site
Elevation
Aycock S tin s
600.3
Watershed:
600.4
Cave Fear, 0303002
600.5
XS H)
600.2
UT 4, XS - 4, Pool
Perkinson, Keith
Feature
599.6
Riffle
$�
4
Date:
599.1
4/6/2016
598.9
.Field Crew:
599.0
9.0
598.9
9.6
599.2
10.0
5993
10.6
599.6
11.4
599.8
12.4
600.2
13.8
600.2
14.8
600.2
Stream C/E
p =
!
Aycock Springs, UT 4, XS - 4, Pool
601
600
5
0
`o
W599
- r aantroll
• Flood Pmne Arca
MY- 01446 16
598
0 2
4 6 8 10 12 14 16
Station Deet)
Station
Elevation
0.0
600.3
1.6
600.4
3.0
600.5
4.0
600.2
4.9
Perkinson, Keith
Station
Elevation
0.0
600.3
1.6
600.4
3.0
600.5
4.0
600.2
4.9
600.0
5.6
599.6
6.0
599.2
6.5
599.1
7.3
598.9
8.1
599.0
9.0
598.9
9.6
599.2
10.0
5993
10.6
599.6
11.4
599.8
12.4
600.2
13.8
600.2
14.8
600.2
SUMMARY DATA
Bankfull Elevation:
600.2
Bankfull Cross -Sectional Arca:
6.2
Bankfull Width:
8.5
Flood Prone Area Elevation:
NA
Flood Prone Width:
NA
Max Depth at Bankfull:
1.2
Mean Depth at Bankfull:
0.7
W / D Ratio:
NA
Entrenchment Ratio:
NA
Bank Hei ht Ratio:
1.0
SHEET 5A (74 OF 78)

Site
Elevation
S rin s
600.28
0.0
Watershed:
....Aycock
Cape Fear, 0303002
Date:
416/2016
XS ED
Perkinson, KeithSu
UT 4, XS - 5, Riffle
599.87
4.6
Feature
5.2
599.43
6.2
599.39
7.0
599.36
8.4
599.36
9.4
599.38
9.9
599.40
10.3
599.67
10.6
599.86
11.3
600.08
12.3
600.24
13.5
600.25
14.5
600.22
_
-
Stream C/E
Aycock Springs, UT 4, XS - 5, Riffle
601
a
d
5
g 600
-
• Bmkfull
• flood Pm- A..
MY -00 4/6116
599
0 2
4 6 8 10
12 14 16
Station (feet)
Station
Elevation
0.0
600.28
0.0
600.27
Riffle
Date:
416/2016
Field Crew:
Perkinson, KeithSu
Station
Elevation
0.0
600.28
0.0
600.27
1.3
600.20
2.6
600.29
3.4
600.07
4.0
599.87
4.6
599.69
5.2
599.43
6.2
599.39
7.0
599.36
8.4
599.36
9.4
599.38
9.9
599.40
10.3
599.67
10.6
599.86
11.3
600.08
12.3
600.24
13.5
600.25
14.5
600.22
SUMMARY DATA
Bankfull Elevation:
600. i
Bankfull Cross -Sectional Area:
4.3
Bankfull Width:
8v0
Flood Prone Area Elevation:
600.8
Flood Prone Width:
50.0
Max De th at Bankfull:
0.7
Mean th at Bankfull:
0.5
W ! D Ratio:
14.9
Entrenchment Ratio:
6.3
Bank Height Ratio:
1.0
SEAL "
�.• �9 L-4194 :•r`
T
SHEET 5A (75 OF 78)

Site
Eleva
A cock Springs
600.3
Bankfull Cross -Sectional Area:
Watershed:
Cape Fear, 0303002
Date:
4/6/2016
XS ID
Perkinson, Keith
UT 4, XS - 6, Riffle
0.6
Mean Depth at Bankfull:
Feature
W 1 D Ratio:
18.7
Entrenchment Ratio:
6.2
Bank Height Ratio:
1.0
Stream T C/E
Aycock Springs, UT 4, XS - 6, Riffle
601
0 600
• Bnnkfull
• Flood Prone Arca
MY -0U 4/6/16
599
0 2 4
6 8 10 12
14 16 18
Station (feet)
071
Station
Eleva
Bankfull Elevation:
600.3
Bankfull Cross -Sectional Area:
3.5
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Eleva
Bankfull Elevation:
600.3
Bankfull Cross -Sectional Area:
3.5
Bankfull Width:
8.1
Flood Prone Area Elevation:
600.9
Flood Prone Width:
50.0
Max Depth at Bankfull:
0.6
Mean Depth at Bankfull:
0.4
W 1 D Ratio:
18.7
Entrenchment Ratio:
6.2
Bank Height Ratio:
1.0
SUMMARY DATA
Bankfull Elevation:
600.3
Bankfull Cross -Sectional Area:
3.5
Bankfull Width:
8.1
Flood Prone Area Elevation:
600.9
Flood Prone Width:
50.0
Max Depth at Bankfull:
0.6
Mean Depth at Bankfull:
0.4
W 1 D Ratio:
18.7
Entrenchment Ratio:
6.2
Bank Height Ratio:
1.0
SHEET 5A (76 OF 78)

-✓
mow_
Stream e C E
Aycock Springs, UT 4, XS - 7, Riffle
602
-------------------------------------------------------------
m
601 —
5 ______-----_------ -----------------------------
0
0
600 "- - -Flood Bone Ama
MY -00 4/6/16
599
0 2 4 6 8 10 12 14 16 18
Station (feet)Site Aycock Springs
Watershed: Cape Fear, 0303002
XS ID UT 4, XS - 7, Riffle
Feature Riffle
Date: 4/6/2016
Field Cre
Station
Elevation
0 0
601.02
16
60094
2 9
601.02
3 6
600.76
w:
Perkinson, Keith
-✓
mow_
Stream e C E
Aycock Springs, UT 4, XS - 7, Riffle
602
-------------------------------------------------------------
m
601 —
5 ______-----_------ -----------------------------
0
0
600 "- - -Flood Bone Ama
MY -00 4/6/16
599
0 2 4 6 8 10 12 14 16 18
Station (feet)Site Aycock Springs
Watershed: Cape Fear, 0303002
XS ID UT 4, XS - 7, Riffle
Feature Riffle
Date: 4/6/2016
Field Cre
Station
Elevation
0 0
601.02
16
60094
2 9
601.02
3 6
600.76
4 4
600.57
50
600.39
57
600.15
6 4
65000
7 2
599.99
8 5
600.07
9 6
599.85
10.6
599.97
11.6
600.07
12 4
600.16
12 9
600.50
13 5
600.73
15 8
60077
SUMMARY DATA
Banitfull Elevation:
600.7
Bankfull Cross -Sectional Arca:
5.6
Bankfull Width:
9.9
Flood Prone Area Elevation:
601.6
Flood Prone Width:
50.0
Max De th at Bankfull:
0.9
Mean Depth at Bankfull:
0.6
W 1 D Retia:
17.5
Entrenchment Ratio:
5.1
Bank Height Ratio:
I.0
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L-4194
y � SURV�
SHEET 5A (77 OF 78)

Site
Aycock Springs
Watershed:
Cape Fear, 0303002
XS ED
UT 4, XS - 8, Riffle
Feature
Riffle
Date:
4/6/2016
Field Crew:
Perkinson, Keith
Station
Elevation
0.0
601.24
1.3
601.12
2.5
600.85
4.1
600.66
4.9
600.38
6.4
600.36
8.1
600.33
9.0
600.51
9.5
600.44
10.2
600.55
10.7
600.78
11.4
600.89
12.5
601.19
14.0
601.27
SUMMARY DATA
Bankfull Elevation:
601.1
Bankfull Cross -Sectional Area:
5.6
Bankfull Width:
10.9
Flood Prone Area Elevation:
601.9
Flood Prone Width:
50.0
Max Depm at Bankfull:
0.8
Mean De th at Bankfull:
0.5
W / D Ratio:
21.2
Entrenchment Ratio:
4.6
Bank Height Ratio:
1.0
602
Stream Type C/E
Aycock Springs, UT 4, XS - 8, Riffle
--------------------------------------------------------------
BAWWI
FI -d Pmee Am
MY -00 4/6116
600 +
0
2 4 6 8 10 12 14 16
Station (feet)
Q :
SEAL
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20 0
'• '9 .
8u
E
� o
SHEET 5A (78 OF 78)

DocuSign Envelope ID: C6D7446F-C320-42A2-B3B5-A5EC6A808E09
0
-UT4-
START
STA X
ELEV=
PROPOSED
BANKFULL
OAKLEY, GARY M. SR
AND PAM B.
/PIN #:8846464882 EASEMENT
ACL I RIP RAP —UT4-
2 TONS BEGIN CREDIT
5 SY GF GENERATION
STA 7/X38 -UT4-
/
�w LOG --VANE /
wLB
i
i 1
09/f
CROSS VANE
ASEMENT`L---
FILL EXISTING y
CHANNEL LOG VANE /
CROSS VANE
A
�:CDecuSigned ny:
t189AD8CI4994C3_- -
_� �LAL
26971 = _
7/13/2016
)ATE:
'A
Zees �y A
,A V�
000
G�
SHEET NAME SHEET NUMBER
STRUCTURES 06
PROJECT NAME:AY000K SPRINGS STREAM AND WETLAND RESTORATION S?.
COUNTY: ALAMAACE DATE: 2016
SUNGATE DESIGN GROUP, P.A.
915 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
TEL FAX
[phone] FAX [phone]
U U ENG FIRM LICENSE (9890
Axiom Environmental, Inc.
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PROJECT NAME:AY000K SPRINGS STREAM AND WETLAND RESTORATION S?.
COUNTY: ALAMAACE DATE: 2016
SUNGATE DESIGN GROUP, P.A.
915 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
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Appendix E.
FEMA Coordination — LOMR
Monitoring Baseline Document and Asbuilt Report Appendices
Aycock Springs Stream and Wetland Mitigation Site

LOMB
TRAVIS CREEK
ALAMANCE CU U N T Y
FOK
KESTO ATION SYSTEMS, LLQ:
flit., ,�
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���FESS/�y�y9
Q -
SEAL
?. % � •J4
• 'Y �••�GINEyf •'
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July 1, 1U16
SUNGATE DESIGN GKUUY, PA
915 Jones Franklin Koad
Raleigh, N. U. 2 /bub

LOMB for Travis Creek
Restoration Systems, LLC
Aycock Springs Stream Restoration
Table of Contents
SECTION 1 REPORT
REPORT
COMPARISON SPREADSHEETS
SITE PHOTOS
AS -BUILT CERTIFICATION
STRUCTURE CERTIFICATION
SECTION 2 MT — 2 FEMA FORMS
SECTION 3 CONSTRUCTION PLANS
SECTION 4 EFFECTIVE MODEL, FIRM & FIS INFORMATION
EFFECTIVE MODEL
EFFECTIVE FIRM
FIS REPORT
SECTION 5 PROJECT MODEL OUTPUT TABLES
HEC -2 REPORT TABLES
DUPLICATE EFFECTIVE
HEC -RAS V. 4.1 REPORT TABLES
DUPLICATE EFFECTIVE
DUPLICATE EFFECTIVE — TRUNCATED
CORRECTED EFFECTIVE
EXISTING CONDITIONS
REVISED
SECTION 6 CROSS SECTIONS
AS -BUILT CROSS SECTIONS
AS -BUILT VS PROPOSED CROSS SECTIONS

SECTION 7 MAPPING
WORK MAP - 500 SCALE
PROPOSED FIRM
FIS REVISIONS
SECTION 8 PROPERTY OWNER NOTIFICATION
PON LETTER
PROPERTY OWNERS
PON MAP

Travis Creek — Stream Restoration
Alamance County, North Carolina
Prepared by: Sungate Design Group, PA
915 Jones Franklin Road
Raleigh, N. C. 27606
For: Restoration Systems, LLC
Date: July 1, 2016
LOMR FOR TRAVIS CREEK — STREAM RESTORATION
INTRODUCTION
Restoration Systems, LLC has completed construction of a stream restoration, consisting
of a 134 linear foot section and a 758 linear foot using channel geometry that has been
derived from studying a healthy local reference reach and applying it to site conditions on
Travis Creek. The restoration was proposed to stabilize bends and control velocity. The
channel geometry and stream alignment have been optimized to promote healthy and
sustainable geomorphology. In areas where channel realignment was required, the
existing channel has been backfilled to the elevation of the floodplain. The abandoned
road bed that crossed the floodplain has been removed to eliminate the obstruction it
created in high flow events. The stream design was prepared by Axiom Environmental,
Inc., Raleigh, North Carolina, and the plans were prepared by Sungate Design Group,
PA, Raleigh, North Carolina.
The two sections of stream restoration extend from station 22378 to station 22709 and
from station 21828 to station 20767. The project area is bounded by RS 23245 upstream
and RS 19430 downstream. All surveys were performed in NAVD 88, and the vertical
datum for the model is NGVD 29. All survey data was converted to the NGVD 29 datum
before being input into the model. The datum correction for Alamance County is -0.80'.
On 10/30/14, Sungate Design Group (SDG) sent an e-mail to NC Floodplain Mapping
(NCFMP) requesting the Effective model for Travis Creek in Alamance County. NCFMP
responded by e-mail with the HEC 2 files attached. Sungate saved the attached HEC 2
files onto the SDG Server and used the files to create the model used for the Travis Creek
No Rise Certification.
On 6/15/15 A No -Rise Certification study for the project was prepared and submitted to
Alamance County that assessed the impacts to the 100 -year flood elevation caused by the
proposed restoration on Travis Creek. The No -Rise Certification was approved by
Alamance County on 9/4/15.

DUPLICATE EFFECTIVE MODEL
The model received from NCFMP was used to create the Duplicate Effective model.
HEC -2 Version 4.6.2 May 1991 was used to create the model. The 100 -year water
surface elevations in the Duplicate Effective model match the Effective model within a
reasonable tolerance (+/- 0.1 ft). Floodway widths match exactly.
It was decided to import the HEC -2 model into HEC -RAS Version 4.1.0. After revising
the distance from the upstream cross section to the bridge face from 0.0' to 0.5' on the
one bridge in the model located at RS 23180.5, the model ran successfully. The 100 -year
elevations matched within a reasonable tolerance (+/- 0.5') at all sections except for RS
5867, RS 5930, RS 23160, and RS 23201, where variations as much as 1.6' were
observed. Additionally, negative surcharges and surcharges greater than 1.0 were
observed in these areas. The discrepancies in water surface elevation and the associated
surcharges are likely the result of different computational methodologies used by the
different models. The model was run in HEC -RAS Version 3.1.3, but very similar water
surface elevations and surcharges were observed as in Version 4.1.0. Based on this
information, the Duplicate Effective model Version 4. 1.0 will be used and adjustments
will be made in the Corrected Effective model. It was decided to truncate the model
below RS 16030.
CORRECTED EFFECTIVE MODEL
The imported and truncated Duplicate Effective model was used to create the Corrected
Effective model. Contraction and expansion coefficients were revised from 0.2 and 0.4,
respectively, to 0.1 and 0.3, respectively, at all cross sections except for Sections 2,3, and
4 of the bridge routine, which were revised to 0.3 and 0.5, respectively. The elevations of
the ineffective flow limits at RS 23160 were reduced because the structure just upstream
at RS 23180.5 overtops in the 100 -year event. This eliminated the surcharge greater than
1.0 at RS 23160 and the negative surcharge above the structure at RS 23201. This change
resulted in surcharges greater than 1.0 at three sections above the structure. Method 4 was
used to set the encroachment stations from RS 23245 to RS 23110, and Method 1 was
used to finalize the encroachment station. After minor adjustments to the floodway in this
area, no negative surcharges or surcharges greater than 1.0 were present.
EXISTING CONDITIONS MODEL
The Corrected Effective model was used to create the Existing Conditions model. A
section was added at RS 22110 to better reflect the hydraulic transition between the two
proposed sections of stream restoration. Floodway stations were estimated using method
4 and finalized using method 1. Sections located in the project area (RS 23110 to RS
20970) were revised based on a field survey conducted by K2 Design Group, PA and
supplemented by NCFMP bare earth topographic data. Downstream reach lengths were
adjusted to represent the existing conditions. It was decided to measure the downstream

reach length of RS 20970 along the general path of the floodplain instead of the existing
channel alignment to reflect the condition that the vast majority of flow in the 100 -year
event will short-circuit the sharp bend in the existing channel just downstream of RS
20970. Since the Effective model was in HEC -2, no GIS cut lines were input. No changes
to roughness coefficients or discharge were made.
PROPOSED MODEL
The Existing Conditions model was used to create the Proposed model. To reflect the
upstream section of stream restoration, the channel geometry of RS 22440 was revised.
The channel geometry of RS 21750, 21270, 021250, 21085, 21075, and 21030 was
revised to reflect the downstream section of stream restoration. Reach lengths were
adjusted to reflect the change in alignment of the new stream. It was decided that the vast
majority of flow in the 100 -year event would short-circuit the sharp bend in the proposed
stream alignment downstream of RS 20970 due to the significant depth of flood waters of
almost 12' versus the relatively shallow channel of 2.7' and the very wide proposed
floodplain in this area. To reflect this condition, it was decided to measure the
downstream reach length of RS 20970 along the general path of the floodplain instead of
the proposed channel alignment. No changes to roughness coefficients or discharge were
made.
AS -BUILT
The Proposed Truncated Models were saved as As -built Floodway and As -built Multiple.
The as -built survey was compared to the information in the Proposed Model and it was
found that the as -built stream cross sections were generally slightly wider and deeper
than those shown on the approved CLOMR. The new channel geometry was input into
the Hec-Ras model v4.1.0 for the As -built analysis.
RESULTS
As a result of the constructed stream restoration on Travis Creek, there are decreases in
the 1% annual chance water surface elevation with the maximum decrease of 0.07 foot
occurring of at River Station 22970, when comparing the As -built with the Proposed.
There are no increases in the 1% annual chance water surface elevation. When comparing
the As -built with the Effective, there are decreases all along the reach with the maximum
decrease being 5.68 feet at River Station 23110. The apparent cause for this decrease is
the 8.3 foot difference in the stream bed elevation between the effective model and the
field survey elevations in this area of the stream. Due to the realignment of the channel
in some areas of the project, the floodway width on both sides of the channel in these
areas has been adjusted slightly. However, the total floodway width did not change at any
cross section between the Existing Conditions and As -built models, and the floodway

stations remained the same throughout the project between the Existing Conditions and
As -built models.
The Hec-Ras models and the following Tables are in NGVD 29 and the Construction
Plans included with the LOMR package are in NAVD 88.

Travis Branch Stream Restoration
7/15/2016
HEC -RAS River: First Broad River Reach: First Broad River
Profile: 100 Yr.
River Sta
Plan
W.S. Elev
100 yr.
(ft)
W.S. Elev
100 yr
w/FW
(ft)
Prof
Delta WS
(ft)
Top
Width Act
(ft)
Encro.
Sta LT
(ft)
Encro.
Sta RT
(ft)
Project Impact
100 -yr Elevation
AsBuilt - Revised
(ft)
27950
Prop FW Trunc
619.6
620.1
0.5
70
1330
1400
0
27950
Prop FW AS BUIL
619.6
620.1
0.5
70
1330
1400
27770
Prop FW Trunc
619.05
619.53
0.48
100
1327
1427
0
27770
Prop FW AS BUIL
619.05
619.53
0.48
100
1327
1427
26840
Prop FW Trunc
617.47
618.03
0.56
200
1530
1730
0
26840
Prop FW AS BUIL
617.47
618.03
0.56
200
1530
1730
26070
Prop FW Trunc
617.03
617.61
0.58
250
1600
1850
0
26070
Prop FW AS BUIL
617.03
617.61
0.58
250
1600
1850
25340
Prop FW Trunc
616.82
617.25
0.43
200
1745
1945
0
25340
Prop FW AS BUIL
616.82
617.25
0.43
200
1745
1945
23335
Prop FW Trunc
615.99
616.08
0.09
180
1610
1790
0
23335
Prop FW AS BUIL
615.99
616.08
0.09
180
1610
1790
23245
Prop FW Trunc
615.94
615.97
0.03
120
1635
1755
0
23245
Prop FW AS BUIL
615.94
615.97
0.03
120
1635
1755
23201
Prop FW Trunc
615.92
615.96
0.04
143
1617
1760
0
23201
Prop FW AS BUIL
615.92
615.96
0.04
143
1617
1760
23180.5 BR U
Prop FW Trunc
615.92
615.96
0.04
128.17
1617
1760
23180.5 BR U JProp
FW AS BUIL
615.92
615.96
0.04
128.17
1617
1760
23180.5 BR D
Prop FW Trunc
615.79
615.8
0.01
115.41
1617
1760
23180.5 BR D
Prop FW AS BUIL
615.79
615.8
0.01
115.41
1617
1760
23160
Prop FW Trunc
610.21
610.21
0
143
1617
1760
0
23160
Prop FW AS BUIL
610.21
610.21
0
143
1617
1760
23110
Prop FW Trunc
606.15
606.91
0.75
142
1618
1760
-0.06
23110
Prop FW AS BUIL
606.09
606.82
0.73
142
1618
1760
22970
Prop FW Trunc
605.84
606.47
0.63
160
1585
1745
-0.07
22970
Prop FW AS BUIL
605.77
606.37
0.6
160
1585
1745
22440
Prop FW Trunc
605.55
606.21
0.66
145
1573
1718
-0.06
22440
Prop FW AS BUIL
605.49
606.13
0.64
145
1573
1718
22110
Prop FW Trunc
605.26
605.9
0.64
160
1536
1696
-0.04
22110
Prop FW AS BUIL
605.22
605.84
0.62
160
1536
1696
21750
Prop FW Trunc
605.04
605.62
0.58
160
1629
1789
-0.02
21750
Prop FW AS BUIL
605.02
605.58
0.57
160
1629
1789
21270
Prop FW Trunc
604.94
605.45
0.52
150
1189
1339
-0.02
21270
Prop FW AS BUILI
604.921
605.431
0.511
1501
11891
1339

21250
Prop FW Trunc
604.93
605.45
0.51
160
1159
1319
-0.01
21250
Prop FW AS BUIL
604.92
605.43
0.51
160
1159
1319
21085
Prop FW Trunc
604.91
605.4
0.5
190
1290
1480
-0.02
21085
Prop FW AS BUIL
604.89
605.38
0.49
190
1290
1480
21075
Prop FW Trunc
604.9
605.41
0.5
225
1329
1554
-0.01
21075
Prop FW AS BUIL
604.89
605.39
0.5
225
1329
1554
21030
Prop FW Trunc
604.9
605.4
0.5
235
1352
1587
-0.02
21030
Prop FW AS BUIL
604.88
605.38
0.49
235
1352
1587
20970
Prop FW Trunc
604.88
605.37
0.49
260
2005
2265
-0.01
20970
Prop FW AS BUIL
604.87
605.36
0.49
260
2005
2265
20230
Prop FW Trunc
604.48
604.89
0.41
170
2050
2220
0
20230
Prop FW AS BUIL
604.48
604.89
0.41
170
2050
2220
19430
Prop FW Trunc
602.84
603.56
0.71
180
2030
2210
0
19430
Prop FW AS BUIL
602.84
603.56
0.71
180
2030
2210
17790
Prop FW Trunc
600.76
601.37
0.61
150
1265
1415
0
17790
Prop FW AS BUIL
600.76
601.37
0.61
150
1265
1415
16030
Prop FW Trunc
596.47
596.99
0.52
116
1379
1495
0
16030
Prop FW AS BUIL
596.47
596.99
0.52
116
1379
1495
15580
Prop FW Trunc
596.07
596.69
0.62
210
1345
1555
0
15580
Prop FW AS BUIL
596.07
596.69
0.62
210
1345
1555

Travis Branch Stream Restoration
7/15/2016
HEC -RAS River: First Broad River Reach: First Broad River
Profile: 100 Yr.
River Sta Plan
W.S. Elev
100 yr.
(ft)
W.S. Elev
100 yr
w/FW
(ft)
Prof
Delta WS
(ft)
Top
Width Act
(ft)
Encro.
Sta LT
(ft)
Encro.
Sta RT
(ft)
Project Impact
100 -yr Elevation
Revised -Effective
(ft)
27950 Effective HEC2
619.57
620.12
0.55
70
13301
1400
0.03
27950 Prop FW AS BUIL
619.6
620.1
0.5
70
1330
1400
27770 Effective HEC2
618.95
619.52
0.57
100
1327
1427
0.1
27770 Prop FW AS BUIL
619.05
619.53
0.48
100
1327
1427
26840 Effective HEC2
617.27
617.99
0.72
200
1530
1730
0.2
26840 Prop FW AS BUIL
617.47
618.03
0.56
200
1530
1730
26070 Effective HEC2
616.8
617.57
0.77
250
1600
1850
0.23
26070 Prop FW AS BUIL
617.03
617.61
0.58
250
1600
1850
25340 Effective HEC2
616.58
617.21
0.63
200
1745
1945
0.24
25340 Prop FW AS BUIL
616.82
617.25
0.43
200
1745
1945
23335 Effective HEC2
615.77
616.05
0.28
180
1610
1790
0.22
23335 Prop FW AS BUIL
615.99
616.08
0.09
180
1610
1790
23245 Effective HEC2
615.65
615.94
0.29
120
1635
1755
0.29
23245 Prop FW AS BUIL
615.94
615.97
0.03
120
1635
1755
23201 Effective HEC2
614.44
614.82
0.48
28
1679
1707
1.48
23201 Prop FW AS BUIL
615.92
615.96
0.04
143
1617
1760
23180.5 BR U Effective HEC2
23180.5 BR U Prop FW AS BUIL
615.92
615.96
0.04
128.17
1617
1760
23180.5 BR D Effective HEC2
23180.5 BR D Prop FW AS BUIL
615.79
615.8
0.01
115.41
1617
1760
23160 Effective HEC2
612.06
612.42
0.36
28
1679
1707
-1.85
23160 Prop FW AS BUIL
610.21
610.21
0
143
1617
1760
23110 Effective HEC2
611.77
612.26
0.49
60
1665
1725
-5.68
23110 Prop FW AS BUIL
606.09
606.82
0.73
142
1618
1760
22970 Effective HEC2
611.22
611.68
0.46
120
1645
1765
-5.45
22970 Prop FW AS BUIL
605.77
606.37
0.6
160
1585
1745
22440 Effective HEC2
608.46
609.19
0.73
140
1602
1742
-2.97
22440 Prop FW AS BUIL
605.49
606.13
0.64
145
1573
1718
22110 Prop FW AS BUIL
605.22
605.84
0.62
160
1536
1696
21750 Effective HEC2
606.45
607.27
0.82
160
1595
1755
-1.43
21750 Prop FW AS BUIL
605.02
605.58
0.57
160
1629
1789
21270 Effective HEC2
605.45
605.98
0.53
150
1210
1360
-0.53
21270 Prop FW AS BUIL
604.92
605.43
0.51
150
1189
1339
21250 Effective HEC2
605.44
606
0.56
160
1200
1360
-0.52

21250
Prop FW AS BUIL
604.92
605.43
0.51
160
1159
1319
21085
Effective HEC2
605.31
605.89
0.58
190
1160
1350
-0.42
21085
Prop FW AS BUIL
604.89
605.38
0.49
190
1290
1480
21075
Effective HEC2
605.31
605.86
0.55
225
1200
1425
-0.42
21075
Prop FW AS BUIL
604.89
605.39
0.5
225
1329
1554
21030
Effective HEC2
605.27
605.83
0.56
235
1178
1413
-0.39
21030
Prop FW AS BUIL
604.88
605.38
0.49
235
1352
1587
20970
Effective HEC2
605.21
605.77
0.56
260
1885
2145
-0.34
20970
Prop FW AS BUIL
604.87
605.36
0.49
260
2005
2265
20230
Effective HEC2
604.34
604.87
0.53
170
2050
2220
0.14
20230
Prop FW AS BUIL
604.48
604.89
0.41
170
2050
2220
19430
Effective HEC2
602.72
603.52
0.8
180
2030
2210
0.12
19430
Prop FW AS BUIL
602.84
603.56
0.71
180
2030
2210
17790
Effective HEC2
600.65
601.32
0.67
150
1265
1415
0.11
17790
Prop FW AS BUIL
600.76
601.37
0.61
150
1265
1415
16030
Effective HEC2
596.53
597.06
0.53
128.04
1367
1497
-0.06
16030
Prop FW AS BUIL
596.47
596.99
0.52
116
1379
1495
15580
Effective HEC2
596.07
596.69
0.62
210
1345
1555
0
15580
Prop FW AS BUIL
596.07
596.69
0.62
210
1345
1555

Travis Branch Stream Restoration
7/15/2016
HEC -RAS River: First Broad River Reach: First Broad River
Profile: 100 Yr.
River Sta Plan
W.S. Elev
100 yr.
(ft)
W.S. Elev
100 yr
w/FW
(ft)
Prof
Delta WS
(ft)
Top
Width Act
(ft)
Encro.
Sta LT
(ft)
Encro.
Sta RT
(ft)
Project Impact
Floodway Width
Revised -Effective
(ft)
27950 Effective HEC2
619.57
620.12
0.55
70
13301
1400
0
27950 Prop FW AS BUIL
619.6
620.1
0.5
70
1330
1400
27770 Effective HEC2
618.95
619.52
0.57
100
1327
1427
0
27770 Prop FW AS BUIL
619.05
619.53
0.48
100
1327
1427
26840 Effective HEC2
617.27
617.99
0.72
200
1530
1730
0
26840 Prop FW AS BUIL
617.47
618.03
0.56
200
1530
1730
26070 Effective HEC2
616.8
617.57
0.77
250
1600
1850
0
26070 Prop FW AS BUIL
617.03
617.61
0.58
250
1600
1850
25340 Effective HEC2
616.58
617.21
0.63
200
1745
1945
0
25340 Prop FW AS BUIL
616.82
617.25
0.43
200
1745
1945
23335 Effective HEC2
615.77
616.05
0.28
180
1610
1790
0
23335 Prop FW AS BUIL
615.99
616.08
0.09
180
1610
1790
23245 Effective HEC2
615.65
615.94
0.29
120
1635
1755
0
23245 Prop FW AS BUIL
615.94
615.97
0.03
120
1635
1755
23201 Effective HEC2
614.44
614.82
0.48
28
1679
1707
115
23201 Prop FW AS BUIL
615.92
615.96
0.04
143
1617
1760
23180.5 BR U Effective HEC2
23180.5 BR U Prop FW AS BUIL
615.92
615.96
0.04
128.17
1617
1760
23180.5 BR D Effective HEC2
23180.5 BR D Prop FW AS BUIL
615.79
615.8
0.01
115.41
1617
1760
23160 Effective HEC2
612.06
612.42
0.36
28
1679
1707
115
23160 Prop FW AS BUIL
610.21
610.21
0
143
1617
1760
23110 Effective HEC2
611.77
612.26
0.49
60
1665
1725
82
23110 Prop FW AS BUIL
606.09
606.82
0.73
142
1618
1760
22970 Effective HEC2
611.22
611.68
0.46
120
1645
1765
40
22970 Prop FW AS BUIL
605.77
606.37
0.6
160
1585
1745
22440 Effective HEC2
608.46
609.19
0.73
140
1602
1742
5
22440 Prop FW AS BUIL
605.49
606.13
0.64
145
1573
1718
22110 Prop FW AS BUIL
605.22
605.84
0.62
160
1536
1696
21750 Effective HEC2
606.45
607.27
0.82
160
1595
1755
0
21750 Prop FW AS BUIL
605.02
605.58
0.57
160
1629
1789
21270 Effective HEC2
605.45
605.98
0.53
150
1210
1360
0
21270 Prop FW AS BUIL
604.92
605.43
0.51
150
1189
1339
21250 Effective HEC2
605.44
606
0.56
160
1200
1360
0

21250
Prop FW AS BUIL
604.92
605.43
0.51
160
1159
1319
21085
Effective HEC2
605.31
605.89
0.58
190
1160
1350
0
21085
Prop FW AS BUIL
604.89
605.38
0.49
190
1290
1480
21075
Effective HEC2
605.31
605.86
0.55
225
1200
1425
0
21075
Prop FW AS BUIL
604.89
605.39
0.5
225
1329
1554
21030
Effective HEC2
605.27
605.83
0.56
235
1178
1413
0
21030
Prop FW AS BUIL
604.88
605.38
0.49
235
1352
1587
20970
Effective HEC2
605.21
605.77
0.56
260
1885
2145
0
20970
Prop FW AS BUIL
604.87
605.36
0.49
260
2005
2265
20230
Effective HEC2
604.34
604.87
0.53
170
2050
2220
0
20230
Prop FW AS BUIL
604.48
604.89
0.41
170
2050
2220
19430
Effective HEC2
602.72
603.52
0.8
180
2030
2210
0
19430
Prop FW AS BUIL
602.84
603.56
0.71
180
2030
2210
17790
Effective HEC2
600.65
601.32
0.67
150
1265
1415
0
17790
Prop FW AS BUIL
600.76
601.37
0.61
150
1265
1415
16030
Effective HEC2
596.53
597.06
0.53
128.04
1367
1497
-12.04
16030
Prop FW AS BUIL
596.47
596.99
0.52
116
1379
1495
15580
Effective HEC2
596.07
596.69
0.62
210
1345
1555
0
15580
Prop FW AS BUIL
596.07
596.69
0.62
210
1345
1555

PHOTO UPSTREAM OF SECTION 21030
PHOTO UPSTREAM OF SECTION 21000

PHOTO AT SECTION 21270
PHOTO AT SECTION 21800

ENGINEEx�5 AS-bUILI C;hRTIP'lUATION
i, w. Henry wells, Jr., FE, being duly registered to practice engineering in the State of
North Carolina do hereby certify, based on the as -built survey intormation that was
supplied to Sungate Design Group by x-2 Design ciroup, that the as -built Stremu,
Kestoratio. on Travis Creek in Alamance county was tound to be in basic conformance
with the align gent, profile and geometry shown in the approved CLUMx for the project.
W. Henry Wells, Jr., PE
�o�v tss,R�l �f''• •
SEAL_ e
93
RArr-
Ar
Fly •••_....-•= g, ,••

ENGINEEx'S S l KUU i URE CERTIFICATiON
i, w. Henry wells, Jr., FE, beLq duly registered to practice engineering in the State of
North Carolina do hereby certify that no structures were observed within the floodplain
of Travis Creek that would be adversely impacted by the proposed decrease in the t%
annual chance water surface elevation caused by the Stream Restoration Construction.
W. Henry Wells; J�., PE
�FE5Sj62!.rj'
9334
i • {/ Y
y •:yGl N E�.• � a

U.S. DEPARTMENT OF HOMELAND SECURITY
FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B No. 1660-0016
OVERVIEW 57, cuIacURRENcE FORM Expires February 2a. &ui4
PAPERWORK BURDEN DISCLOSURE NOTICE
Public reporting burden for this form is estimated to average 1 hours per response. The burden estimate includes the time for reviewing instructions,
searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required
to respond to this collection of information unless it displays a valid OMB control number. Send comments regarding the accuracy of the burden
estimate and any suggestions for reducing this burden to: Information Collections Management, Department of Homeland Security, Federal Emergency
Management Agency, 1800 South Bell Street, Arlington, VA 20958-3065, Paperwork Reduction Project (1660-0016). Submission of the form is required
to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address.
PRIVACY ACT STATEMENT
AUTHORITY: The National Flood Insurance Act of 1968, Public Law 90-448, as amended by the Flood Disaster Protection Act of 1973, Public Law 93-
234.
PRINCIPAL PURPOSE(S): This information is being collected for the purpose of determining an applicant's eligibility to request changes to National
Flood Insurance Program (NFIP) Flood Insurance Rate Maps (FIRM).
ROUTINE USE(S): The information on this form may be disclosed as generally permitted under 5 U.S.0 § 552a(b) of the Privacy Act of 1974, as
amended. This includes using this information as necessary and authorized by the routine uses published in DHS/FEMA/NFIP/LOMA-1 National Flood
Insurance Program (NFIP); Letter of Map Amendment (LOMA) February 15, 2006, 71 FR 7990.
DISCLOSURE: The disclosure of information on this form is voluntary; however, failure to provide the information requested may delay or prevent
FEMA from processing a determination regarding a requested chance to a (NFIP) Flood Insurance Rate Mans (FIRM)
A. REQUES i ED RESPuNbE FROM DRS -FEMA
This request is for a (check one):
❑ CLOMR: A letter from DHS -FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or
proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72).
® LE)MR: A letter from DHS -FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory floodway or flood
elevations. (See 44 CFR Ch. 1, Parts 60, 65 & 72)
B. OVERvIEvv
1. The NFIP map panel(s) affected for all impacted communities is (are):
Community No.
Community Name
City of Katy
Harris County
State
Map No.
Panel No. Effective Date
Example: 480301
480287
TX
TX
48473C
48201C
6065D 02/08/83
0220G 09/28/90
370001
Alamance County
NC
3710
8846 6/18/07
2. a. Flooding Source: Travis Creek
b. Types of Flooding: ® Riverine ❑ Coastal ❑ Shallow Flooding (e.g., Zones AO and AH)
❑ Alluvial fan ❑ Lakes ❑ Other (Attach Description)
3. Project Name/Identifier: Aycock
4. FEMA zone designations affected: AE (choices: A, AH, AO, Al -A30, A99, AE, AR, V, V1436, VE, B, C, D, X)
5. Basis for Request and Type of Revision:
a. The basis for this revision request is (check all that apply)
❑ Physical Change ® Improved Methodology/Data ® Regulatory Floodway Revision ❑ Base Map Changes
❑ Coastal Analysis ® Hydraulic Analysis ❑ Hydrologic Analysis ❑ Corrections
❑ Weir -Dam Changes ❑ Levee Certification ❑ Alluvial Fan Analysis ❑ Natural Changes
® New Topographic Data ❑ Other (Attach Description)
Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review.
FEMA Form 0a5 -u -u, (21411) Pmiva3ly FEMA Firm 81-89 MT -2 Furm 1 Page i or 3

The area of revision encompasses the following structures (check all that apply)
Structures: ® Channelization ❑ Levee/Floodwall ❑ Bridge/Culvert
❑ Dam ❑ Fill ❑ Other (Attach Description)
16. ❑ Documentation of ESA compliance is submitted (required to initiate CLOMR review) Please refer to the instructions for more information
C. REulr=yy FEE
Has the review fee for the appropriate request category been included? ® Yes Fee amount: 58000
❑ No, Attach Explanation
Please see the DHS -FEMA Web site at http://www.fema.gov/plan/prevenVfhm/fret_fees shim for Fee Amounts and Exemptions.
n. SIr.WATLIRF
All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by
fine or imprisonment under Title 18 of the United States Code, Section 1001,
Name: Raymond Holz
Company: Restoration Systems, LLC
Mailing Address:
Daytime Telephone No.. 919-755-9490 Fax No.
1011 Haynes Street #211
_
Raleigh, NC 27604
E -Mail Address: Ir A.1"&
Signature of Requester (required) .,,
Date: O l (v
As the rommuoily n_fflcial M-poo-ihle for tl—dp!ain management, I herebv acknowledge that we have rf'r'eived and reviewed thi- I atter .,f m_p Revision
(LOMR) _r -notion_^al LOMR request. Based upon the community's inview. we find the completed or prope-ed p _j—t 'Heels or is designed to meet all
of the community flondpiain maoagPmpnt requiremeals, iorludiog the requirement- for wbeo fill is placed in the regulatary floodway, and that all
oeressary Federal, State, and local pe=it- h -us been, or io the case of a conditional LOMR, will be obtained For Coodttional LOMB requertr, the
applicant har dnc-meoted rr-d--=gered Species Act (ESAI compliance to FEMA prior to FEMA', review of the Coorlition_I LO^^a _pplicatioo. For
QUO requests. I acknowledge that romplianre with Sectinos 9 and 10 of the ESA hac baeo achieved indepe^_de-tly of FEMA's arocess. For actinns
authorized. fuoded, or being carried out by Ferleral nr State-gen_cier, dn_cu=__tatin_o fr^__ the agency showing its compliance with Sertioo 7(a)(2)
of the ESA will ha Kuhmitted. 1= additin_c, we b-ue determined that the land and anv existing or gropn_sed slnir.tures In be removed from the SFHA are
or will be reg-ooably e,f_ from flooding as defined in 44CFR 65 2(r.), and that we have availably upon roque -t by FEMA, all =_=aly_- and
documentation used to make this delerminatino
Community Oflirial's Name and Title:
Community Name:
Mailing Address Daytime Telephone No.: Fax No.
E -Mail Address:
Community Official's Signature (required). Date
CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR
This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify
elevation information data, hydrologic and hydraulic analysis, and any other supporting Information as per NFIP regulations paragraph 65.2(b) and as
described in the MT -2 Forms Instructions. All documents submitted in support of this request are correct to the hest of my knowledge. I understand that
any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001.
Certilees Name: W. Henry Wells,Jr. License No.: 9334 Expiration Date 12/31/16
Company Name: Sungate Design Group, PA Telephone No. 919-859-2243 Fax No.: 909-859-6258
- _ _
T
Signature: Date: 7-14-16 E -Mail Address: [e-mail]
FEMA Form 086-0-27. (2/2011) Previously FEMA Fn® 81-89 MT -2 Fnrm ; e-ge 2 of 3

Ensure the forms that are appropriate to your revision request are included in your submittal.
Form Name and (Number) Required if ...
Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water -surface elevations
[� Riverine Structures Form (Form 3) Channel is modified, addition/revision of bridge/culverts,
addition/revision of levee/floodwall, addition/revision of dam
❑ Coastal Analysis Form (Form 4)
❑ Coastal Structures Form (Forth 5)
❑ Alluvial Fan Flooding Form (Form 6)
New or revised coastal elevations
Addition/revision of coastal structure
Flood control measures on alluvial fans
SEA,
s 9334
Fcrvim Form 086-0-27, jM011) Pmiue5ly FEMA Form 81-89 M7 -c Form 1 Page 3 of 3

U.S. DEPARTMENT OF HOMELAND SECURITY
FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B No. 1660-0016
RIVERINE HYDROLOGY & HYDRAULICS FORM Expires February 28, 2014
PAPERWORK BURDEN DISCLOSURE NOTICE
Public reporting burden for this form is estimated to average 3.5 hours per response. The burden estimate includes the time for reviewing instructions,
searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not
required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments
regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Department of
Homeland Security, Federal Emergency Management Agency, 1800 South Bell Street, Arlington VA 20958-3005, Paperwork Reduction Project
(1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your
completed survey to the above address.
PRIVACY ACT STATEMENT
AUTHORITY: The National Flood Insurance Act of 1968, Public Law 90-448, as amended by the Flood Disaster Protection Act of 1973, Public Law
93-234.
PRINCIPAL PURPOSE(S): This information is being collected for the purpose of determining an applicant's eligibility to request changes to National
Flood Insurance Program (NFIP) Flood Insurance Rate Maps (FIRM).
ROUTINE USE(S): The information on this form may be disclosed as generally permitted under 5 U.S.0 § 552a(b) of the Privacy Act of 1974, as
amended. This includes using this information as necessary and authorized by the routine uses published in DHS/FEMA/NFIP/LOMA-1 National
Flood Insurance Program (NFIP); Letter of Map Amendment (LOMA) February 15, 2006, 71 FR 7990.
DISCLOSURE: The disclosure of information on this form is voluntary; however, failure to provide the information requested may delay or prevent
FEMA from processing a determination regarding a requested change to a NFIP Flood Insurance Rate Maps (FIRM).
Flooding Source: Travis Creek
Note: Fill out one form for each flooding source studied
A. HYDROLOGY
1. Reason for New Hydrologic Analysis (check all that apply)
❑ Not revised (skip to section B) ❑ No existing analysis
❑ Improved data
❑ Alternative methodology ❑ Proposed Conditions (CLOMR) ❑ Changed physical condition of watershed
2. Comparison of Representative 1% -Annual -Chance Discharges
Location Drainage Area (Sq. Mi.) Effective/FIS (cfs) Revised (cfs)
3. Methodology for New Hydrologic Analysis (check all that apply)
❑ Statistical Analysis of Gage Records ❑ Precipitation/Runoff Model 4 Specify Model:
❑ Regional Regression Equations ❑ Other (please attach description)
Please enclose all relevant models in digital format, maps, computations (including computation of parameters), and documentation to support the
new analysis.
4. Review/Approval of Analysis
If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval/review.
5. Impacts of Sediment Transport on Hydrology
Is the hydrology for the revised flooding source(s) affected by sediment transport? ❑ Yes ❑ No
If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation..
FEMA Form 086-0-27A, (2/2011) Previously FEMA Form 81-89 MT -2 Form 2 Page 1 of 3

B. HYDRAULICS
1. Reach to be Revised
Description Cross Section Water -Surface Elevations (ft.)
Effective Proposed/Revised
Downstream Limit* Trib to Travis Creek 20230 604.34 604.48
Upstream Limit* Upstr Gibsonville Ossippee Rd 23245 615.65 615.94
*Proposed/Revised elevations must tie -into the Effective elevations within 0.5 foot at the downstream and upstream limits of revision.
2. Hydraulic Method/Model Used: HEC RAS Version 4.1
3. Pre -Submittal Review of Hydraulic Models*
DHS -FEMA has developed two review programs, CHECK -2 and CHECK -RAS, to aid in the review of HEC -2 and HEC -RAS hydraulic models,
respectively. We recommend that you review your HEC -2 and HEC -RAS models with CHECK -2 and CHECK -RAS.
4.
Models Submitted
Natural Run
Floodway
Run
Datum
Duplicate Effective Model*
File Name:
Plan Name:
File Name:
Plan Name:
DupEffMultTrunc
DupEffFWTrunc
NGVD 29
Corrected Effective Model*
File Name:
Plan Name:
File Name:
Plan Name:
CorrEffMultTrunc
CorrEffFWTrunc
NGVD 29
Existing or Pre -Project
File Name:
Plan Name:
File Name:
Plan Name:
Conditions Model
ExCondMultTunc
EcCondFWTrunc
NGVD 29
Revised or Post -Project
File Name:
Plan Name:
File Name:
Plan Name:
Conditions Model
ProMultTrunc
ProFWTrunc
NGVD 29
Other - (attach description)
File Name:
Plan Name:
File Name:
Plan Name:
ProMultAsbuilt
ProFWAsbult
NGVD 29
* For details, refer to the corresponding
section of the
instructions.
® Digital Models Submitted? (Required)
C. MAPPING REQUIREMENTS
A certified topographic work map must be submitted showing the following information (where applicable): the boundaries of the effective, existing,
and proposed conditions 1% -annual -chance floodplain (for approximate Zone A revisions) or the boundaries of the 1 %- and 0.2% -annual -chance
floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control
indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's
property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the
referenced vertical datum (NGVD, NAVD, etc.).
® Digital Mapping (GIS/CADD) Data Submitted (preferred)
Topographic Information: Merged Bare Earth Contours and Field Survey
Source: NCFMP Date: 6/6/14
Accuracy: 1.6
Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM
must tie-in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and/or FBFM, at the same
scale as the original, annotated to show the boundaries of the revised 1 %-and 0.2% -annual -chance floodplains and regulatory floodway that tie-in with
the boundaries of the effective 1 %-and 0.2% -annual -chance floodplain and regulatory floodway at the upstream and downstream limits of the area on
revision.
® Annotated FIRM and/or FBFM (Required)
FEMA Form 086-0-27A, (2/2011) Previously FEMA Form 81-89 MT -2 Form 2 Page 2 of 3

D. COMMON REGULATORY REQUIREMENTS*
1. For LOMR/CLOMR requests, do Base Flood Elevations (BFEs) increase?
a. For CLOW requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations:
• The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot compared to pre -project
conditions.
• The proposed project encroaches upon a SFHA with or without BFEs established and would result in increases above 1.00 foot
compared to pre -project conditions.
b. Does this LOMR request cause increase in the BFE and/or SFHA compared with the effective BFEs and/or SFHA? ® Yes ❑ No
If Yes, please attach proof of property owner notification and acceptance (if available). Elements of and examples of property owner
notifications can be found in the MT -2 Form 2 Instructions.
2. Does the request involve the placement or proposed placement of fill?
If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or
proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the
NFIP regulations set forth at 44 CFR 60.3(A)(3), 65.5(a)(4), and 65.6(a)(14). Please see the MT -2 instructions for more information.
3. For LOMR requests, is the regulatory floodway being revised?
(►1�■10-
If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is
required for requests involving revisions to the regulatory floodway. (Not required for revisions to approximate 1% -annual -chance floodplains
[studied Zone A designation] unless a regulatory floodway is being established. Elements and examples of regulatory floodway revision
notification can be found in the MT -2 Form 2 Instructions.)
4. For CLOMR requests, please submit documentation to FEMA and the community to show that you have complied with Sections 9 and 10 of the
Endangered Species Act (ESA).
For actions authorized, funded, or being carried out by Federal or State agencies, please submit documentation from the agency showing its
compliance with Section 7(a)(2) of the ESA. Please see the MT -2 instructions for more detail.
* Not inclusive of all applicable regulatory requirements. For details, see 44 CFR parts 60 and 65.
FEMA Form 086-0-27A, (2/2011) Previously FEMA Form 81-89 MT -2 Form 2 Page 3 of 3

DEPARTMENT OF HOMELAND SECURITY
FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. NO.
R I V E R I N E STRUCTURES FORM Expires February
2 288, , 2 2014
PAPERWORK BURDEN DISCLOSURE NOTICE
Public reporting burden for this form is estimated to average 7 hours per response. The burden estimate includes the time for reviewing
instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form.
You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form.
Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections
Management, Department of Homeland Security, Federal Emergency Management Agency, 1800 South Bell Street, Arlington, VA 20598-3005,
Paperwork Reduction Project (1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance
Program. Please do not send your completed survey to the above address.
PRIVACY ACT STATEMENT
AUTHORITY: The National Flood Insurance Act of 1968, Public Law 90-448, as amended by the Flood Disaster Protection Act of 1973, Public Law
93-234.
PRINCIPAL PURPOSE(S): This information is being collected for the purpose of determining an applicant's eligibility to request changes to National
Flood Insurance Program (NFIP) Flood Insurance Rate Maps (FIRM).
ROUTINE USE(S): The information on this form may be disclosed as generally permitted under 5 U.S.0 § 552a(b) of the Privacy Act of 1974, as
amended. This includes using this information as necessary and authorized by the routine uses published in DHS/FEMA/NFIP/LOMA-1 National
Flood Insurance Program; Letter of Map Amendment (LOMA) February 15, 2006, 71 FR 7990.
DISCLOSURE: The disclosure of information on this form is voluntary; however, failure to provide the information requested may delay or prevent
FEMA from processing a determination regarding a requested change to a NFIP Flood Insurance Rate Maps (FIRM).
Flooding Source: Travis Creek
Note: Fill out one form for each flooding source studied.
A. GENERAL
Complete the appropriate section(s) for each Structure listed below:
Channelization ...............complete Section B
Bridge/Culvert ................complete Section C
Dam...............................complete Section D
Levee/Floodwall.............complete Section E
Sediment Transport ........ complete Section F (if required)
Description Of Modeled Structure
1. Name of Structure:
Type (check one): ❑ Channelization ❑ Bridge/Culvert ❑ Levee/Floodwall ❑ Dam
Location of Structure:
Downstream Limit/Cross Section:
Upstream Limit/Cross Section:
2. Name of Structure:
Type (check one): ❑ Channelization ❑ Bridge/Culvert ❑ Levee/Floodwall ❑ Dam
Location of Structure:
Downstream Limit/Cross Section:
Upstream Limit/Cross Section:
3. Name of Structure:
Type (check one) ❑ Channelization ❑ Bridge/Culvert ❑ Levee/Floodwall ❑ Dam
Location of Structure:
Downstream Limit/Cross Section:
Upstream Limit/Cross Section:
NOTE: FOR MORE STRUCTURES, ATTACH ADDITIONAL PAGES AS NEEDED.
FEMA Form 086-0-27B, (2/2011) Previously FEMA Form 81-89B MT -2 Form 3 Page 1 of 11

B. CHANNELIZATION
Flooding Source: Travis Creek
Name of Structure: Stream Restoration
1. Hydraulic Considerations
The channel was designed to carry (cfs) and/or the 2 -year flood.
The design elevation in the channel is based on (check one):
® Subcritical flow ❑ Critical flow ❑ Supercritical flow ❑ Energy grade line
If there is the potential for a hydraulic jump at the following locations, check all that apply and attach an explanation of how the hydraulic
jump is controlled without affecting the stability of the channel.
❑ Inlet to channel ❑ Outlet of channel ❑ At Drop Structures ❑ At Transitions
❑ Other locations (specify):
2. Channel Design Plans
Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions.
3. Accessory Structures
The channelization includes (check one):
❑ Levees [Attach Section E (Levee/Floodwall)] ❑ Drop structures ❑ Superelevated sections
® Transitions in cross sectional geometry ❑ Debris basin/detention basin [Attach Section D (Dam/Basin)] ❑ Energy dissipator
❑ Weir ❑ Other (Describe):
4. Sediment Transport Considerations
Are the hydraulics of the channel affected by sediment transport? ❑ Yes ® No
If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not
considered.
C. BRIDGE/CULVERT
Flooding Source:
Name of Structure:
1. This revision reflects (check one):
❑ Bridge/culvert not modeled in the FIS
❑ Modified bridge/culvert previously modeled in the FIS
❑ Revised analysis of bridge/culvert previously modeled in the FIS
2. Hydraulic model used to analyze the structure (e.g., HEC -2 with special bridge routine, WSPRO, HY8):
If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze
the structures. Attach justification.
3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following
(check the information that has been provided):
❑ Dimensions (height, width, span, radius, length)
❑ Distances Between Cross Sections
❑ Shape (culverts only)
❑ Erosion Protection
❑ Material
❑ Low Chord Elevations — Upstream and Downstream
❑ Beveling or Rounding
❑ Top of Road Elevations — Upstream and Downstream
❑ Wing Wall Angle
❑ Structure Invert Elevations — Upstream and Downstream
❑ Skew Angle
❑ Stream Invert Elevations — Upstream and Downstream
❑ Cross -Section Locations
4. Sediment Transport Considerations
Are the hydraulics of the structure affected by sediment transport? ❑ Yes ❑ No
FEMA Form 086-0-27B, (2/2011) Previously FEMA Form 81-89B MT -2 Form 3 Page 2 of 11

D. DAM/BASIN
Flooding Source:
Name of Structure:
1. This request is for (check one): ❑ Existing dam/basin ❑ New dam/basin ❑ Modification of existing dam/basin
2. The dam/basin was designed by (check one): ❑ Federal agency ❑ State agency ❑ Private organization ❑ Local government agency
Name of the agency or organization:
3. The Dam was permitted as (check one): ❑ Federal Dam ❑ State Dam
Provide the permit or identification number (ID) for the dam and the appropriate permitting agency or organization
Permit or ID number Permitting Agency or Organization
a. ❑ Local Government Dam ❑ Private Dam
Provided related drawings, specification and supporting design information.
4. Does the project involve revised hydrology? ❑ Yes ❑ No
If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2).
Was the dam/basin designed using critical duration storm? (must account for the maximum volume of runoff)
❑ Yes, provide supporting documentation with your completed Form 2.
❑ No, provide a written explanation and justification for not using the critical duration storm.
5. Does the submittal include debris/sediment yield analysis? ❑ Yes ❑ No
If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why debris/sediment analysis was not considered?
6. Does the Base Flood Elevation behind the dam/basin or downstream of the dam/basin change? ❑ Yes ❑ No
If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2) and complete the table below.
Stillwater Elevation Behind the Dam/Basin
FREQUENCY (% annual chance) FIS REVISED
10 -year (10%)
50 -year (2%)
100 -year (1%)
500 -year (0.2%)
Normal Pool Elevation
7. Please attach a copy of the formal Operation and Maintenance Plan
E. LEVEE/FLOODWALL
FEMA Form 086-0-27B, (2/2011) Previously FEMA Form 81-89B MT -2 Form 3 Page 3 of 11

a. This Levee/Floodwall analysis is based on (check one):
b. Levee elements and locations are (check one):
❑ earthen embankment, dike, berm, etc. Station to
❑ structural floodwall Station to
❑ Other (describe): Station to
upgrading of a newly reanalysis of
❑ an existing❑ constructed E] an existing
levee/fl oodwa I I I evee/floodwa I I I evee/floodwa I I
system system system
c. Structural Type (check one): ❑ monolithic cast -in place reinforced concrete ❑ reinforced concrete masonry block ❑ sheet piling
❑ Other (describe):
d. Has this levee/floodwall system been certified by a Federal agency to provide protection from the base flood?
❑ Yes ❑ No
If Yes, by which agency?
FEMA Form 086-0-27B, (2/2011) Previously FEMA Form 81-89B MT -2 Form 3 Page 4 of 11

e. Attach certified drawings containing the following information (indicate drawing sheet numbers):
1. Plan of the levee embankment and floodwall structures. Sheet Numbers:
2. A profile of the levee/floodwall system showing the Base Flood Elevation (BFE),
levee and/or wall crest and foundation, and closure locations for the total levee system. Sheet Numbers:
3. A profile of the BFE, closure opening outlet and inlet invert elevations, type and size
of opening, and kind of closure. Sheet Numbers:
4. A layout detail for the embankment protection measures. Sheet Numbers:
5. Location, layout, and size and shape of the levee embankment features, foundation treatment,
Floodwall structure, closure structures, and pump stations. Sheet Numbers:
2. Freeboard
a. The minimum freeboard provided above the BFE is:
Riverine
3.0 feet or more at the downstream end and throughout ❑ Yes ❑ No
3.5 feet or more at the upstream end ❑ Yes ❑ No
4.0 feet within 100 feet upstream of all structures and/or constrictions ❑ Yes ❑ No
Coastal
1.0 foot above the height of the one percent wave associated with the 1 %-annual-chance
stillwater surge elevation or maximum wave runup (whichever is greater). ❑ Yes ❑ No
2.0 feet above the 1 %-annual-chance stillwater surge elevation ❑ Yes ❑ No
Please note, occasionally exceptions are made to the minimum freeboard requirement. If an exception is requested, attach
documentation addressing Paragraph 65.10(b)(1)(ii) of the NFIP Regulations.
If No is answered to any of the above, please attach an explanation.
b. Is there an indication from historical records that ice -jamming can affect the BFE? [-]Yes ❑ No
If Yes, provide ice -jam analysis profile and evidence that the minimum freeboard discussed above still exists.
3. Closures
a. Openings through the levee system (check one): ❑ exists ❑ does not exist
If opening exists, list all closures:
Channel Station Left or Right Bank Opening Type Highest Elevation for Type of Closure Device
Opening Invert
(Extend table on an added sheet as needed and reference)
Note: Geotechnical and geologic data
In addition to the required detailed analysis reports, data obtained during field and laboratory investigations and used in the design
analysis for the following system features should be submitted in a tabulated summary form. (Reference U.S. Army Corps of
Engineers [USACE] EM -1110-2-1906 Form 2086.)
FEMA Form 086-0-27B, (2/2011) Previously FEMA Form 81-89B MT -2 Form 3 Page 5 of 11

4.
Embankment Protection
a. The maximum levee slope land side is:
b. The maximum levee slope flood side is:
c. The range of velocities along the levee during the base flood is: (min.) to (max.)
d. Embankment material is protected by (describe what kind):
e. Riprap Design Parameters (check one): ❑ Velocity ❑ Tractive stress
Attach references
Flow
Curve or
Stone Riprap
Reach
Sideslope
Depth
Velocity
Straight
Depth of Toedown
D,00
Deo
Thickness
Sta
to
Sta
to
Sta
to
Sta
to
Sta
to
Sta
to
(Extend table on an added sheet as needed and reference each entry)
f. Is a bedding/filter analysis and design attached? ❑ Yes ❑ No
g. Describe the analysis used for other kinds of protection used (include copies of the design analysis):
Attach engineering analysis to support construction plans.
5.
Embankment And Foundation Stability
a. Identify locations and describe the basis for selection of critical location for analysis:
❑ Overall height: Sta.: , height ft.
❑ Limiting foundation soil strength:
Strength � = degrees, c = psf
Slope: SS = (h) to (v)
(Repeat as needed on an added sheet for additional locations)
b. Specify the embankment stability analysis methodology used (e.g., circular arc, sliding block, infinite slope, etc.):
C. Summary of stability analysis results:
FEMA Form 086-0-27B, (2/2011) Previously FEMA Form 81-89B MT -2 Form 3 Page 6 of 11

E. LEVEE/FLOODWALL (CONTINUED)
5. Embankment And Foundation Stabilitv (continued)
Case
Loading Conditions
Critical Safety Factor
Criteria (Min.)
I
End of construction
1.3
II
Sudden drawdown
1.0
III
Critical flood stage
1.4
IV
Steady seepage at flood stage
1.4
VI
Earthquake (Case 1)
1.0
(Reference: USACE EM -1110-2-1913 Table 6-1)
d. Was a seepage analysis for the embankment performed? ❑ Yes ❑ No
If Yes, describe methodology used:
e. Was a seepage analysis for the foundation performed? ❑ Yes ❑ No
f. Were uplift pressures at the embankment landside toe checked? ❑ Yes ❑ No
g. Were seepage exit gradients checked for piping potential? ❑ Yes ❑ No
h. The duration of the base flood hydrograph against the embankment is hours.
Attach engineering analysis to support construction plans.
6. Floodwall And Foundation Stabilitv
a. Describe analysis submittal based on Code (check one): ❑ UBC (1988) ❑ Other (specify):
b. Stability analysis submitted provides for: ❑ Overturning ❑ Sliding If not, explain:
c. Loading included in the analyses were: ❑ Lateral earth @ Pa, = psf; Pp = psf
❑ Surcharge -Slope @ , ❑ surface psf
❑ Wind @ Pw = psf
❑ Seepage (Uplift); ❑ Earthquake @ Peq = %g
❑ 1% -annual -chance significant wave height: ft.
1-11 %-annual-chance significant wave period: sec.
d. Summary of Stability Analysis Results: Factors of Safety.
Itemize for each range in site layout dimension and loading condition limitation for each respective reach.
Criteria (Min)
Sta
To
Sta
To
Loading Condition
Overturn
Sliding
Overturn
Sliding
Overturn
Sliding
Dead & Wind
1.5
1.5
Dead & Soil
1.5
1.5
Dead, Soil, Flood, &
1.5
1.5
Impact
Dead, Soil, & Seismic
1.3
1.3
FEMA Form 086-0-27B, (2/2011) Previously FEMA Form 81-89B MT -2 Form 3 Page 7 of 11

(Ref: FEMA 114 Sept 1986; USACE EM 1110-2-2502)
Note: (Extend table on an added sheet as needed and reference)
E. LEVEE/FLOODWALL (CONTINUED)
6. Floodwall And Foundation Stability (continued)
e. Foundation bearing strength for each soil type:
Bearing Pressure
Sustained Load (psf)
Short Term Load (psf)
Computed design maximum
Maximum allowable
FEMA Form 086-0-27B, (2/2011) Previously FEMA Form 81-89B MT -2 Form 3 Page 8 of 11

f. Foundation scour protection ❑ is, ❑ is not provided. If provided, attach explanation and supporting documentation:
Attach engineering analysis to support construction plans.
7. Settlement
a. Has anticipated potential settlement been determined and incorporated into the specified construction elevations to maintain the
established freeboard margin? ❑ Yes ❑ No
b. The computed range of settlement is ft. to ft.
c. Settlement of the levee crest is determined to be primarily from : ❑ Foundation consolidation ❑ Embankment compression
❑ Other (Describe):
d. Differential settlement of floodwalls ❑ has ❑ has not been accommodated in the structural design and construction.
Attach engineering analysis to support construction plans.
8. Interior Drainage
a. Specify size of each interior watershed:
Draining to pressure conduit: acres
Draining to ponding area: acres
b. Relationships Established
Ponding elevation vs. storage ❑ Yes ❑ No
Ponding elevation vs. gravity flow ❑ Yes ❑ No
Differential head vs. gravity flow ❑ Yes ❑ No
c. The river flow duration curve is enclosed:
❑ Yes
❑ No
d. Specify the discharge capacity of the head pressure conduit:
cfs
e. Which flooding conditions were analyzed?
• Gravity flow (Interior Watershed)
❑ Yes
❑ No
• Common storm (River Watershed)
❑ Yes
❑ No
• Historical ponding probability
❑ Yes
❑ No
• Coastal wave overtopping
❑ Yes
❑ No
If No for any of the above, attach explanation.
e. Interior drainage has been analyzed based on joint probability of interior and exterior flooding and the capacities of pumping and outlet
facilities to provide the established level of flood protection. ❑ Yes ❑ No If No, attach explanation.
g. The rate of seepage through the levee system for the base flood is cfs
h. The length of levee system used to drive this seepage rate in item g: ft.
E. LEVEE/FLOODWALL (CONTINUED)
8. Interior Drainage (continued)
i. Will pumping plants be used for interior drainage? ❑ Yes ❑ No
If Yes, include the number of pumping plants: For each pumping plant, list:
FEMA Form 086-0-27B, (2/2011) Previously FEMA Form 81-89B MT -2 Form 3 Page 9 of 11

E. LEVEE/FLOODWALL (CONTINUED)
FEMA Form 086-0-27B, (2/2011) Previously FEMA Form 81-89B MT -2 Form 3 Page 10 of 11
Plant #1
Plant #2
The number of pumps
The ponding storage capacity
The maximum pumping rate
The maximum pumping head
The pumping starting elevation
The pumping stopping elevation
Is the discharge facility protected?
Is there a flood warning plan?
How much time is available between warning
and flooding?
Will the operation be automatic? ❑ Yes ❑ No
If the pumps are electric, are there backup power sources? ❑ Yes ❑ No
(Reference: USACE EM -1110-2-3101, 3102, 3103, 3104, and 3105)
Include a copy of supporting documentation of data and analysis. Provide a map showing the flooded area and maximum ponding elevations for all
interior watersheds that result in flooding.
9. Other Design Criteria
a. The following items have been addressed as stated:
Liquefaction ❑ is ❑ is not a problem
Hydrocompaction ❑ is ❑ is not a problem
Heave differential movement due to soils of high shrink/swell ❑ is ❑ is not a problem
b. For each of these problems, state the basic facts and corrective action taken:
Attach supporting documentation
c. If the levee/floodwall is new or enlarged, will the structure adversely impact flood levels and/or flow velocities floodside of the structure?
❑ Yes ❑ No Attach supporting documentation
d. Sediment Transport Considerations:
Was sediment transport considered? ❑ Yes ❑ No
If Yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered.
10. Operational Plan And Criteria
a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? ❑ Yes ❑ No
b. Does the operation plan incorporate all the provisions for closure devices as required in Paragraph 65.10(c)(1) of the NFIP regulations?
❑ Yes ❑ No
c. Does the operation plan incorporate all the provisions for interior drainage as required in Paragraph 65.10(c)(2) of the NFIP regulations?
❑ Yes ❑ No If the answer is No to any of the above, please attach supporting documentation.
E. LEVEE/FLOODWALL (CONTINUED)
FEMA Form 086-0-27B, (2/2011) Previously FEMA Form 81-89B MT -2 Form 3 Page 10 of 11

11. Maintenance Plan
Please attach a copy of the fomal maintenance plan for the levee/floodwall
12. Operations and Maintenance Plan
Please attach a copy of the formal Operations and Maintenance Plan for the levee/floodwall.
CERTIFICATION OF THE LEVEE DOCUMENTION
This certification is to be signed and sealed by a licensed registered professional engineer authorized by law to certify elevation information data,
hydrologic and hydraulic analysis, and any other supporting information as per NFIP regulations paragraph 65.10(e) and as described in the MT -2
Forms Instructions. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false
statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001.
Certifier's Name: License No.: Expiration Date:
Company Name: Telephone No.: Fax No.:
Signature: Date: E -Mail Address:
F. SEDIMENT TRANSPORT
Flooding Source:
Name of Structure:
If there is any indication from historical records that sediment transport (including scour and deposition) can affect the Base Flood Elevation (BFE);
and/or based on the stream morphology, vegetative cover, development of the watershed and bank conditions, there is a potential for debris and
sediment transport (including scour and deposition) to affect the BFEs, then provide the following information along with the supporting
documentation:
Sediment load associated with the base flood discharge: Volume acre-feet
Debris load associated with the base flood discharge: Volume acre-feet
Sediment transport rate (percent concentration by volume)
Method used to estimate sediment transport:
Most sediment transport formulas are intended for a range of hydraulic conditions and sediment sizes; attach a detailed explanation for using the
selected method.
Method used to estimate scour and/or deposition:
Method used to revise hydraulic or hydrologic analysis (model) to account for sediment transport:
Please note that bulked flows are used to evaluate the performance of a structure during the base flood; however, FEMA does not map BFEs based
on bulked flows.
If a sediment analysis has not been performed, an explanation as to why sediment transport (including scour and deposition) will not affect the BFEs
or structures must be provided.
FEMA Form 086-0-27B, (2/2011) Previously FEMA Form 81-89B MT -2 Form 3 Page 11 of 11

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SUNGATE DESIGN GROUP, P.A.
915 JONES FRANKLIN ROAD
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TEL [phone] FAX [phone]
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rT
FEMA'S COOPERATING TECHNICAL PARTNER
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT
HTTP://FRIS.NC.GOV/FRIS
Without Base Flood Elevation (BFE)
Zone A, V. A99
With BFE or Depth Zone AE, AO, AH, VE, AR
SPECIAL FLOOD
HAZARD AREAS
OTHER AREAS OF
FLOOD HAZARD
OTHER
AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
— - - - - - Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Limit of Study
Jurisdiction Boundary
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1 -877 -FEMA -MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.c(
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1 -percent -annual -chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at hftp://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1 -percent -annual -chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5 -foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
Limit of Moderate Wave Action (LiMWA)
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal_barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1 -800 -344 -WILD.
CBRS Area Otherwise Protected Area
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 500 feet 1:6,000
11=- ' 11EW1111
0 75 150
PANEL LOCATOR
ROCKINGHAM COUNTY
GUILFORD COUNTY
1,000
Feet
Meters
300
8859 18869 18879
8858 18868 18878
8980
9900 9910
8888 9808
8857 18867 18877 18887 18897 19807 19817
8856 18866 18876 18886 18896 19806 19816
8845 18855 18865 18875 18885 18895 19805 19815
8844 18854 18864 18874 18884 18894 19804 19814
8843 18853 18863 18873 18883 18893 19803 19813
8842 18852 18862 18872 18882 18892 19802 19812
8820 8840
8728 8748
8861 18871 18881 1889119801 1 9811
8860 18870 18880 18890 19800 19810
8768
---------------�
i
8726 1 8746 8766
I
I
RANDOLPH COUNTY
8789 18799 19709 19719
8788 18798 19708 19718
8787 18797 19707 19717
8786 L8796tM06t9716
9920
I
I
9828
ORANGE COUNTY
9820
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
cu FLOOD INSURANCE RATE MAP
NORTH CAROLINA ati�tiT
v
PANEL 8846
d 1
trF�rt+et� sicJ4-
cc Panel Contains:
COMMUNITY CID PANEL SUFFIX
{ r.
a4, ALAMANCE COUNTY 370001 8846 K
ELON, TOWN OF 370411 8846 K
GIBSONVILLE, TOWN OF 370387 8846 K
r_ GUILFORD COUNTY 370111 8846 K
0
0
U
0
Z
MAP NUMBER
3710884600K
MAP REVISED
06/18/07
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% Annual Chance Flood with Average
Depth Less Than One Foot or With Drainage
Areas of Less Than One Square Mile zone x
Future Conditions 1% Annual
Chance Flood Hazard zone x
Area with Reduced Flood Risk due to Levee
See Notes zone x
Areas Determined to be Outside the
0.2% Annual Chance Floodplain zone x
-------------
Channel, Culvert, or Storm Sewer
Accredited or Provisionally Accredited
Levee, Dike, or Floodwall
I I I
Non -accredited Levee, Dike, or Floodwall
BM5510 X
North Carolina Geodetic Survey bench mark
BM5510®
National Geodetic Survey bench mark
BM5510<8>
Contractor Est. NCFMP Survey bench mark
Cross Sections with 1% Annual Chance
Water Surface Elevation (BFE)
- - - - - -
Coastal Transect
— - - - - - Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Limit of Study
Jurisdiction Boundary
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1 -877 -FEMA -MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.c(
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1 -percent -annual -chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at hftp://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1 -percent -annual -chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5 -foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
Limit of Moderate Wave Action (LiMWA)
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal_barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1 -800 -344 -WILD.
CBRS Area Otherwise Protected Area
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 500 feet 1:6,000
11=- ' 11EW1111
0 75 150
PANEL LOCATOR
ROCKINGHAM COUNTY
GUILFORD COUNTY
1,000
Feet
Meters
300
8859 18869 18879
8858 18868 18878
8980
9900 9910
8888 9808
8857 18867 18877 18887 18897 19807 19817
8856 18866 18876 18886 18896 19806 19816
8845 18855 18865 18875 18885 18895 19805 19815
8844 18854 18864 18874 18884 18894 19804 19814
8843 18853 18863 18873 18883 18893 19803 19813
8842 18852 18862 18872 18882 18892 19802 19812
8820 8840
8728 8748
8861 18871 18881 1889119801 1 9811
8860 18870 18880 18890 19800 19810
8768
---------------�
i
8726 1 8746 8766
I
I
RANDOLPH COUNTY
8789 18799 19709 19719
8788 18798 19708 19718
8787 18797 19707 19717
8786 L8796tM06t9716
9920
I
I
9828
ORANGE COUNTY
9820
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
cu FLOOD INSURANCE RATE MAP
NORTH CAROLINA ati�tiT
v
PANEL 8846
d 1
trF�rt+et� sicJ4-
cc Panel Contains:
COMMUNITY CID PANEL SUFFIX
{ r.
a4, ALAMANCE COUNTY 370001 8846 K
ELON, TOWN OF 370411 8846 K
GIBSONVILLE, TOWN OF 370387 8846 K
r_ GUILFORD COUNTY 370111 8846 K
0
0
U
0
Z
MAP NUMBER
3710884600K
MAP REVISED
06/18/07

FLOOD INSURANCE STUDY
A Report of Flood Hazards in
ALAMANCE COUNTY,
NORTH CAROLINA
Alamance
AND INCORPORATED AREAS County ------
Community Name
Alamance County (Unincorporated
Areas)
Community
370001
Number
River Basin
Cape Fear
Alamance, Village of
370457
Cape Fear
Burlington, City of
370002
Cape Fear
Elon, Town of
370411
Cape Fear
Gibsonville, Town of
370387
Cape Fear
Graham, City of
370283
Cape Fear
Green Level, Town of
370482
Cape Fear
Haw River, Town of
370003
Cape Fear
Mebane, City of
370390
Cape Fear
Ossipee, Town of
370689
Cape Fear
SwepsonviQe, Town of
370073
1
Cape Fear
FEMA'S COOPERATING
VOLUME I OF 2
September 6, 2006
S3Z
Federal Emergency Management Agencya:"
0
State of North Carolina
arm Flood Insurance Study Number,
37001CV001A
www.fema.gov and www.ncfloodmaps.com

Section 4.0 -- Area Studied
Table 5 --Flooding Sources Studied by
Detailed Methods: Redelineated
Flood Insurance Study Report; Alamance County, North Carolina and Incorporated Areas
September 6, 2006 Page 15
Source
From To Communities
Confluence with East Back
Approximately 0.6 mile
City of Mebane,
McAdams Creek
Creek (Overflow Path)
upstream of confluence of
Alamance County
McAdams Creek Tributary
(Unincorporated Areas)
Meadow Creek
Confluence with Haw River
Approximately 110 feet
Alamance County
upstream of NC 54
(Unincorporated Areas)
Approximately 100 feet
City of Mebane,
Mill Creek
Confluence with Graham-
upstream of the
Alamance County
Mebane Lake
confluence of Lake
(Unincorporated Areas)
Michael Tributary
Confluence with Graham-
Approximately 50 feet
Town of Green Level,
Otter Creels
Mebane Lake
upstream of Mebane-
Alamance County
Rogers Road
(Unincorporated Areas)
Alamance County
Reedy Fork
Confluence with Haw River
Alamance/Guilford County
(Unincorporated
boundary
Areas), Town of
Ossi ee
Rock Creek
Confluence with Stinking
Mill Road
Alamance County
Quarter Creek
(Unincorporated Areas)
Approximately 1,630 feet
City of Burlington,
Servis Creek
Confluence with Flaw River
downstream of Burch
Alamance County
Bridge Road
(Unincorporated Areas)
Servis Creek
Confluence with Servis
Approximately 150 feet
City of Burlington,
Tributary A
Creek
upstream of North
Alamance County
Beaumont Avenue
(Unincorporated Areas)
Confluence with Servis
Approximately 1001 feet
City of Burlington,
Staley Creek
Creek
upstream of Rauhut
Alamance County
Street
(Unincorporated Areas)
Stinking Quarter
Confluence with Big
Approximately 350 feet
upstream of confluence of
Alamance County
Creek*
Alamance Creek
Rock Creek
(Unincorporated Areas)
Approximately 1,300 feet
Alamance County
Stony Creek
Confluence with Haw River
upstream of Stoney Creek
(Unincorporated Areas)
Church Road
Confluence with Travis
Approximately 0.5 mile
Alamance County
Tickle Creek
Creek
upstream of Gibsonville-
(Unincorporated Areas)
Ossipee Road
Approximately 1,050 feet
City of Graham,
Town Branch
Confluence with Haw River
upstream of Interstate
Alamance County
40/85
(Unincorporated Areas)
Approximately 1,000 feet
Travis Creek
Confluence with Maw Diver
upstream of confluence of
Alamance County
Tributary A to Travis
(Unincorporated Areas)
Creek.
Tributary A to
Confluence with Haw Creek
Approximately 75 feet
Alamance County
Haw Creek
upstream of ]ones Drive
(Unincorporated Areas)
Flood Insurance Study Report; Alamance County, North Carolina and Incorporated Areas
September 6, 2006 Page 15

Section 5.4 - Engineering Methods
Table 7 -Summary of Discharges
Flood Insurance Study Report: Alamance County, North Carolina and Incorporated Areas
Page 62 September 6, 2006
Discharges
Drainage
Flooding
(squareAnnualAnnual
Source1
At mouth 15.7
2,245 4,095 5,155 8,420
Below confluence of
13.2
2,005
3,670
4,620
7,565
Tickle Creek
Above confluence of
9.0
1,560
2,870
3,625
5,965
Tickle Creek
Above Tributary,
Travis Creek
approximately 154
feet upstream of
6.9
1,300
2,410
3,045
5,030
State Route 1504
(Eton-03ssipee Road)
At State Route 1500
(Gibsonville Ossipee
4.0
905
1,6903
2,145
3,572
Road)
At Guilford County
2.3
625
1,180
1,500
2,515
boundary
At confluence with
2.0
*
*
1,400
Travis Creek
Travis Creek
Approximately 1,400
Tributary 2
feet downstream of
Manning Avenue (SR
0.6
*
*
761
1503)
At mouth
5.5
1,125
2,090
2,645
4,390
At ]ones Drive
4.9
1,045
1,945
2,460
4,090
Tributary A
to Flaw
Approximately 220
Creek
feet upstream of
4.9
*
*
2,320
]ones Drive
Approximately 0.7
mile upstream of
2.6
*
*
1,570
]ones Drive
Tributary A
At mouth
1.5
480
915
1,1.70
1,970
to Travis
Creek
At Guilford County
1.4
455
870
1,110
1,875
boundary
Flood Insurance Study Report: Alamance County, North Carolina and Incorporated Areas
Page 62 September 6, 2006

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a13Ja 471.7] ui a5 Rna'7 99r.m 6!.1.904 G•e2s 57,45 x62 86. '59836 at
\ 82171 57036 rsf 5 WM 59660 .4em4
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1217n _ _ 535.42 e4ema5 iV?6 _ 5a17f f m.s9 M?B 5355: x63 535.32 'OI
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f 1 1 f ��� �_ �/ �� `� ✓ I ��P 1 \1� ` M79 99278 xsfema5 M 59537 n3 E112 59447 �F�01
� " n2177 saz72 xs aS - M31 5az2a s3 au 5sa 5 07
M1/ p.178 59186 xsf ,5 M32 591.86 xs3 RIA SgilJd s 601
\ /,.+' 5%37 xsf a5 _ M33 59264 xs3 R75 59500 . sill
-'J I // ' I �a cP6 ht f. may M39 - %4094 as3B16 "732
%per- AA35 "B6d1 xs3 @4J 59306 s esDF
/1 / mill 558.76 iem M36 -MJ4 -3 Bin 0&49 - M
A • \ \\\\��°� �rl' l \I\(( R27B2 Sit iem:6 819 556.79
/ 1\lB 82183 '9-6 M31 996'13 xsd
� 82197 59633 esfema6 M9e 5749 x64
\� M40 5E In xxe am r7F.
Bn822W 7$1 0-81s,re m 6AAI 997-% xsd 6TH
\\p,�l Ra.✓/ m71p 5+M.7, i-mpF M41 gll.@5 .sa 624
WS 9567-67
�.. / ` ' :o /1 aa7a9 6x98 r m� +,vw 54z� .v1
I �) \\ ` / \ \ $ // a /-ftJ,9[I s9e.m - sren,.,r, M41 59196 sWUS
111 \ \ p (` �\\•�\.,.�` 1 �) ( Md5 5%34 xW
///)SURVEYORS CERTIFICATIONS)
AYI 559]7 I r11
purveyor's disclaimer: No attempt was made to locate any cemeteries, wetlands, hazardous material
J/ sites, underground or aboveground utilities or any other features above, or below ground other than
J / �i� those shown.
certify that the survey is of an existing parcel or parcels of land and does not create a new street or
change an existing street.
\ \\ x • \ L /`� �� \ \ �l l // / I certify that the elevations shown on said plat, meet the requirements of a Class C topographic
survey in the State of North Carolina 1(21 NCAC 56.1605(a)
{ 'N'
- �\ \\� \ ✓� I (I �I, John A. Rudolph, certify that this project was completed under my direct and responsible charge
// �I \,'7 ) \ J J from an actual survey made under my supervision; that this round survey was performed at the 95
j�/1�percent confidence level (2 sigma) to meet Federal Geographic Data Committee Standards; that the
1 / / ✓// / meg ��, \\ \bewm horizontal accuracy is 0.05 ft., that the vertical accuracy is 0.05 ft. and that the original data was
obtained on May and June 2016; that the survey was completed on June 14, 2016; that contours
shown as (broken lines) may not meet the stated standard; and all coordinates are base on NAD
83/2011; and all elevations are based on NAVD 88.
�\�1\���I(( L-�((� l�Il��l �/ J/�-/� 1� � 11�� �•`°1�;� � \����J � SEAL OR STAMP
1 �
IX
��llDocu5ign�ve'd. by: I,
-q �\ = } (���`� / C� �J�JI ��/l�� J� I \�© \ e«� \ /) .,� Surveyor L-4194
tea, P \
9CM7388B9B-345D...
�\� �� til,�r - SEAL
sxe? ������ % } ��� // _ L-4194 �' 5688 U.S. Hwy. 70 East
3 i� �J / f ���/ / � ��--�--•--� �?��\_��iJ %%%` �� � / . �� ���•• Goldsboro, NC 27534
�I Tel.: [phone]
•,,���•.•S..••0��.� [e-mail]
�s�,-��� / , / ii. .i/,/, i� a!- �/ f /��% '��,,q;ey`�016 DESIGN GROUP, P.A. Firm License No.: C 2111
10
ALIGNMENT

1844000 FEET 18500001 1 1 1
870000 FEET 79°32'30•'W 79°32'0"W 79"31'30"W 79°31'0"W 7n"tti'0"W 870000 FEET
1 860000 FEET
i i, .Ys • Green
lie M
r� e ,
.r
1 v
FlQworforl Ref lam.;;�:�'._.max,•+ T`� e'. •'Aw
+i.
U iINCORPORATEL) AR1 AS -
3701 1 Iii'
9L _ 4r 'll i , f .
I
36.8'0"N
e
/lv
36'7'30"N
36'7'0"N
I
17ryk
ao
a„�
a
T0VON 05-F
G1I1SONVII.1,F'
_70187
1840000 FEET
FLOOD HAZARD INFORMATION
i-tiw4 Rd
►' P
v 1' _ 9 t p
t
i
J -
-- -- ZONE AE r;`�, - �•.�, s- ;r"F�, r� �''�� L.���`"t�.'t-"�',�
..... .., .^} � • kt + s� a �r !fir- �, `:
c # �
4`
AI,AMAN(E ('OLINTY e
i)NiNC.'Oi PORATIA) ARIAS
170001
� It
z
�+ kr3p
{
Artliek Rd
pr3
til w
I CA
t `
261 /
r I f
`!5
/ f
218
C/
a
}rr o f
05
1 r:)r-
G
to _
` NC
AE
f 7it;rrs
t
r �,n�` 7`r ri?rrltir 1 !ai
t °r°cc•Jc
Tri i
s - �
Q11 -
TOWN O1~' -
OIBSONVIIA.F LTJ
370187
LV111t
r'
r
j YI
� 1 �
I �
Al.
7r•ihutary r "s as It Gtaphit4 Dr
to Trrrr.vis L "t►ti:'
Creek
k 1ravis0.cc/,
i # ► ' , s`°le 4 f., TOWN OF
'f i' cr '► }'
111SONVILLE
AV4
~
i ' r f *370387
MIS' i`• .''a.1� r P ` i w
Slate: Dr est � cp
m 40
to G� r
Ptlbbie A� gS� - 0.
o `
a
o
sig _
79°32'0"W - 79°31'30"W
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
THE INFORMATION DLi-iL;ILU UN I HiS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1 -877 -FEMA -MAP (1.877-336.2627) or visit the FEMA Map
Service Center website at httpJ/Msc,fama.gov. An accompanying Flood Insurance Study report, Letter of Map
HTTP://FRI .NC.G0V/FRI
u
Without Base Flood Elevation (BFE)
• � �
inch = 00 1:6,000
r
Zone A. V. A91,
O 250 500 1,000 j
Feet
With BFE or Depth me AE, AO, AH, VF, AR
SPECIAL FLOOD
Regulatory Floodway
HAZARD AREAS
Flood Insurance Program at 1-800-638-6820.
0e
0.2% Annual Chance Flood Hazard, Areas
PANEL LOCATOR
of 1% Annual Chance Flood with Average
_ 4
Depth Less Than One Foot or With Drainage
Areas of Less Than One Square Mile
Future Conditions 1% Annual
Chance Flood Hazard
OTHER AREAS OF
47 Area with Reduced Flood Risk due to Levee
FLOOD HAZARD
� See Notes
OTHER
44 Areas Determined to be Outside the
AREAS
0.2% Annual Chance Floodplain zone x
i
------------- Channel, Culvert, or Storm Sewer
Accredited or Provisionally Accredited
GENERAL
Levee, Dike, or Floodwall
STRUCTURES
t 4 l l l l 1 1 1 i l r i Non -accredited Levee, Dike, or Floodwall
BM5510 North Carolina Geodetic Survey bench mark
X
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
8M5510,�) National Geodetic Survey bench mark
x.8940
BM5510, Contractor Est. NCFMP Survey bench mark
8980-
01 1'8:2— Cross Sections with 1% Annual Chance
9920 1
Water Surface Elevation (BFE)
-� --_- - — --- --
(8 - - - - a Coastal Transect
—
----- --- Coastal Transect Baseline
- 6
9900 9910
Profile Baseline
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
Hydrographic Feature
OTHER
Limit of Study
FEATURES
Jurisdiction Boundary
TOWN OF A
ELON ETJ
370411-
N
End
"SIT
L
lanitley Way
CrC
ca
1 Janning Hcrry pr
ZONE AE
TOWN OF
ELON
370411
79'31'0'W
t. ZONE AE
REVISED FLOODWAY
REVISED 100yr. FLOOD FRINGE
— . — . , REVISED 500yr. FLOOD FRINGE
`vEv
%
E
q
c
Q � 1
0lY►1
fiyy f
ct%
Pitt Rd
907
0-W011111111 101
`a
W
TOWN bF
ELON ETJ
• ' `
370411 It
NOTES TO USERS
SCALE
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Fiorizontal), NAVD 1088 (Vertical)
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1 -877 -FEMA -MAP (1.877-336.2627) or visit the FEMA Map
Service Center website at httpJ/Msc,fama.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LAMA) revising portions of this panel, and digital versions of this
u
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmap5 rom,
or contact the FEMA Map Service Center,
• � �
inch = 00 1:6,000
r
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
O 250 500 1,000 j
Feet
For community and countywide reap dates refer to the Flood Insurance Study report for this jurisdiction.
Meters
To determine if Flood insurance is available in the community, contact your Insurance agent or call the National
0 75 150 300
Flood Insurance Program at 1-800-638-6820.
0e
Base map information shown on this FIRM was provided In digital format by the North Carolina Floodplain
MapingProgram NCFMP . The source of this information can be determined from the metadata available in the
PANEL LOCATOR
digital FLOOD database and in the "Technical Support Data Notebook (TSDN).
_ 4
ACCREDITED LEVEE NOTES TO USERS' If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
i
1 -percent-annual-chance level) and Emergency Action Plan, on the levee systems) shown as providing protection.
ROCKINGHAM COUNTY
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
x.8940
8960
--
8980-
9920 1
parties should visit the FEMA Website at http://www.fema.gov/businesslnflpYindex.shtm.
-� --_- - — --- --
I
—
—,
- 6
9900 9910
- `---t
�--------
1
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
8849
8859
8869
86479
protection provided (which may exceed the 1 -percent -annual -chance level) and Emergency Action Plan, on the
8886
98()8
9828
I
8848
I
6858
6668
44878
levee systems) shown as providing protection. To maintain accreditation, the levee owner or community is
required to Submit the data and documentation necessary to Comply with Section 65.10 of the NFIP regulations.
-
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65 10 requirements, FEMA will revise the flood
8847
8857
8867
8877
8887
8897
9807
9817
9827
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
8846
8856
6666
81376
8885
8896
9805
98144
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
91426
Website at http://www.fema.gov/businesstnfip/index,shtm,
8845
8855
8865
8875
8885
8895
9805
9815
3825
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (I iMWA), The UMWA represents the approximate
landward limit of the 1.5 -foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
GUILFORDCOUNTY
9824
ORANGE COUNTY
8844
8854
8854
8674
8884
8894
9804
9814
(or between the Shoreline and the LIMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
8843
8853
8863
8873
8883
8893
9803
9813
9823
• �� Limit of Moderate Wave Action (LiMWA)
9822
I
1
8842
8852
8862
6872
8882
8892
9802
9812
COASTAL. BARRIER RESOURCES SYSTEM (CIBIRS) NOTE
6661
6871
8881
8891
9801
91411
This map may include approximate boundaries of the CBRS for informational purposes only. Flood 'insurance is not
8820
8840
yia�i}
available within CBRS areas for structures that are newly bulk or substantially improved on or after the dates)
8850
8870
P880
9890
9800
7R10
Indleated on the map. For more information see http://www.tws.gov/habitatconservation/wastal_barrier.html. the
87139
8799
9709
9719
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1 -800 -344 -WILD.
9729
+�
CBRS Area ' Otherwise Protected Area
8728
------------ _ -- _
8/48
8168
9728
87AA
879A
9708
9718
k
8787
8797
9707
9717
9127
8726
I
8746
8756
8786
8796
9706
9716
9726•
RANDOLPH COUNTY
i
CHATHAM
COUNTY
u��yara4tx Dr
1 _ _ _I 860000 FE—E=T'I
79'30'30"W 1J
1850000 FEET
FFMA'6; C:(:li?I'FH4flla{; ILCNhlr.;kL 1'AI❑fJLI{
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina ha--
Implemented
asImplemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
r RAT" T'
NORTH CAROLINA
n 4i M
3""' PANEL 88446
l�ND S�c�
FEMA
co Panel Contains:
i
COMMUNffY CID PANEL SUFFIX
ALAMANCE COUNTY 370001 8846 K
ELON, TOWN OF 370411 88443 K
GiBSONVILLE, TOWN 01- 370387 8846 K
rr>� GUILFORD COUNTY 370111 8846 K
0
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9334
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MAP NUMBER
3710884600K
MAP REVISED
06/18/07
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n
,n
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113
1 _ _ _I 860000 FE—E=T'I
79'30'30"W 1J
1850000 FEET
FFMA'6; C:(:li?I'FH4flla{; ILCNhlr.;kL 1'AI❑fJLI{
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina ha--
Implemented
asImplemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
r RAT" T'
NORTH CAROLINA
n 4i M
3""' PANEL 88446
l�ND S�c�
FEMA
co Panel Contains:
i
COMMUNffY CID PANEL SUFFIX
ALAMANCE COUNTY 370001 8846 K
ELON, TOWN OF 370411 88443 K
GiBSONVILLE, TOWN 01- 370387 8846 K
rr>� GUILFORD COUNTY 370111 8846 K
0
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MAP NUMBER
3710884600K
MAP REVISED
06/18/07

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UPSTREAM FLOOD HAZARD INFORMATION IS STUDIED 8Y LIMITED
DETAILED METHODS. THESE METHODS REFLECT MORE DETAILED
AND UP-TO-DATE STREAM CHANNEL CONFIGURATIONS. ASA
T'
RESULT, THE STREAM CHANNEL DISTANCES MAY NOT AGREE
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25,000
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STREAM DISTANCE IN FEET ABOVE
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TABLE 13
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{Date}
{Affected property owner name}
{Affected property owner mailing address}
Re: Notification of Flood Hazard Revisions
Dear Mr./Ms./Mr. and Mrs. {Affected property owner}
Sungate Design Group, PA is applying for a Letter of Map Revision (LOMR) from the Federal Emergency
Management Agency (DHS -FEMA) on behalf of Restoration Systems, LLC to revise FIRM 3710884600K
for Alamance County, NC along Travis Creek. Restoration Systems, LLC is proposing to revise the FIRM
to reflect the effects of a stream restoration project.
The Alamance County Planning Department in accordance with National Flood Insurance Program
regulation 65.7(b)(1), hereby gives notice of Alamance County's intent to revise the 1% annual chance
(100 -year) floodway, generally located between Amick Road and Gibsonville Ossipee Road. Specifically,
the floodway shall be revised from a point 740 feet downstream of Gibsonville Ossipee Road to a point
20 feet upstream of Gibsonville Ossipee Road.
The LOMR will also result in:
1. Increases and decreases in the 1% annual chance water -surface elevations along Travis Creek
from a point 7150 feet downstream of Gibsonville Ossipee Road to a point upstream of
Gibsonville Ossipee Road.
2. Widening and narrowing of the 1% annual chance floodplain along Travis Creek from a point
7150 feet downstream of Gibsonville Ossipee Road to a point upstream of Gibsonville Ossipee
Road.
3. Widening and narrowing of the 1% annual chance floodway along Travis revised from a point
740 feet downstream of Gibsonville Ossipee Road to a point 20 feet upstream of Gibsonville
Ossipee Road
This letter is to inform you of flood hazard revisions on your property at {insert physical address}.
Maps and detailed analysis of the flood hazard revision can be reviewed at the Alamance County
Planning Department at 217 College Street, Suite C, Graham, NC. If you have any questions or concerns
about the proposed project or its affect on your property, you may contact Ms. Libby Hodges of
Alamance County at 336-570-4053 from 8:00 am to 5:00 pm Monday through Friday.
Sincerely,

Ms. Libby Hodges
Floodplain Administrator
Alamance County Planning Department

Aycock Springs Stream Restoration - Property Owners
1. Parcel ID # 110189
Oakley, Gary M. Sr. & Pamela B.
3016 Amick Rd
Elon, NC 27244
Prop Add.: Gibsonville Ossipee Rd
Acres: 26.23
GPIN: 8846554072
2. Parcel ID # 110190
Oakley, Gary M. Sr. & Pamela B.
3016 Amick Rd
Elon, NC 27244
Prop Add.: Amick Rd
Acres: 30.39
GPIN: 8846555814
3. Parcel ID # 172223
Kate T. McMillan Heirs
C/O Crystal Gail Spivey
2059 W. Cherokee St
Blacksburg, SC 29702
Prop Add.: Gibsonville Ossipee Rd
Acres: 1.21
GPIN: 8846458428
4. Parcel ID # 110136
Oakley, Gary M. Sr. & Pamela B.
3016 Amick Rd
Elon, NC 27244
Prop Add.: 1315 Gibsonville Ossipee Rd
Acres: 14.71
GPIN : 8846454775
S. Parcel ID # 110137
Oakley, Gary M. Sr. & Pamela B.
3016 Amick Rd
Elon, NC 27244
Prop Add.: Amick Rd
Acres: 6.49
GPIN: 8846469557
6. Parcel ID # 170380
Oakley, Gary M. Sr. & Pamela B.
3016 Amick Rd
Elon, NC 27244
Prop Add.: Gibsonville Ossipee Rd
Acres: 16.59
GPIN: 8846464882
7. Parcel ID # 110223
Oakley, Gary M. Sr. & Pamela B.
3016 Amick Rd
Elon, NC 27244
Prop Add.: Amick Rd
Acres: 13.60
GPIN: 8846652886
8. Parcel ID # 110188
Holt D. Lewis Family Trust
C/O Carolyn Pulley
1431 Kirkpatrick Rd
Burlington, NC 27215
Prop Add.: Gibsonville Ossipee Rd
Acres: 67.79
GPIN: 8846546133
9. Parcel ID #110112
Ridge, Kathryn L. etal
1100 Metropolitan Ave #410
Charlotte, NC 28204
Prop Add: Piedmont Ave
Acres: 71.97
GPIN: 8846351505
10. Parcel ID #109886
Litten, Steven Wallace
101 E Main St
Gibsonville, NC 27249
Prop Add: 805 Piedmont Ave
Acres: 53.58
GPIN: 8846144304

11. Parcel ID #109887
Litten, Tony Maxton & Pamela B.
3042 Burke Clubhouse Rd
Gibsonville, NC 27249
Prop Add: 3040 Burke Clubhouse Rd
Acres: 38.14
G P I N : 8846151285
12. Parcel ID #109997
Guilford County
Prop Add: Gibsonville Ossipee Rd
Acres:
GPIN: 8846274076

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