20130653 Ver 1_Final Mitigation Plans_20140331

FINAL MITIGATION PLAN
MUDDY RUN II STREAM AND WETLAND
RESTORATION PROJECT
DUPLIN COUNTY, NORTH CAROLINA, PROJECT # NC -95354
Cape Fear River Basin
HUC 03030007
Prepared for:
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North Carolina Ecosystem Enhancement Program
North Carolina Department of Environment and Natural Resources
1652 Mail Service Center
Raleigh, NC 27699 -1652
August 2013
MODIFIED BY ADDENDUM #1 - JANUARY 2014

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina • August 2013
MITIGATION PLAN
August 2013
Muddy Run II
Duplin County, North Carolina
EEP Project ID NC -95354
Cape Fear River Basin
HUC 03030007
Prepared for:
r -"*v-
Ad;J
o S tem
E I 1�I �I11eI1t
PROGRAM
NC Department of Environment and Natural Resources
Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh, NC 27699 -1652
Prepared by:
EBX
Environmental Banc & Exchange
909 Capability Drive, Suite 3100
Raleigh, NC 27606
919 - 829 -9909

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina • August 2013
WDICKSON
community infrastructure consultants
WK Dickson & Co., Inc.
720 Corporate Center Drive
Raleigh, NC 27607
919 - 782 -0495

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina • August 2013
EXECUTIVE SUMMARY
This mitigation plan has been written in conformance with the requirements of the following:
• Federal rule for compensatory mitigation project sites as described in the Federal Register Title
33 Navigation and Navigable Waters Volume 3 Chapter 2 Section § 332.8 paragraphs (c)(2)
through (c)(14), and
• NCDENR Ecosystem Enhancement Program In -Lieu Fee Instrument signed and dated July 28,
2010.
These documents govern NCEEP operations and procedures for the delivery of compensatory mitigation.
The Muddy Run II Stream Restoration Project is located within an agricultural watershed in Duplin
County, North Carolina, approximately six miles south of Beulaville. The stream channels have been
heavily impacted by channelization and agricultural practices. The project will involve the restoration and
protection of streams in the Muddy Creek watershed. The purpose of this restoration project is to restore
and enhance a stream /wetland complex located within the Cape Fear River Basin.
The project lies within USGS Hydrologic Unit Code 03030007060010 (USGS, 1998) and within the
North Carolina Division of Water Quality (NCDWQ) Cape Fear River Subbasin 03 -06 -22 (NCDENR,
2002). The Muddy Run II project is located directly adjacent to the Muddy Run project currently in
development. The Muddy Run II Mitigation Project will be located on stream reaches upstream of Muddy
Run Reach 3 and downstream of Muddy Run Reach lc.
The Muddy Run II project consists of six unnamed tributaries to Muddy Creek, but the project has been
divided into nine distinct reaches for design purposes. Reach 1 is one of the upstream -most portions of the
project; it begins on the edge of an existing agricultural field and extends to STA 04 +97. Similarly, Reach
2 is one of the upper -most portions of the stream project. It begins in a disturbed forest corridor between
several agricultural fields and extends to STA 18 +73. Reach 3a starts at the confluence of Reaches 1 and
2 (STA 00 +00) and flows north north -west through a disturbed hardwood buffer and several agricultural
fields before being partially diverted to enter Reach 3b near STA 37 +36. Reach 3b flows to the north and
west where it flows into Reach 3c at STA 56 +78. Reach 3c flows through a pine plantation to STA
64 +15, where it flows into Reach 3 of the Muddy Run project. Reach 4 is a perennial channel that flows
through a forested area from a ditch draining an agricultural field. Reach 4 flows into Reach 3A at STA
18 +36. Reach 5a consists of the main stem beginning at STA 00 +00 where it adjoins with Reach 1C of
the Muddy Run project. Reach 5a flows north and flows into Reach 5b at STA 18 +04. Reach 5b is the
most downstream reach of the project, ending at the right -of -way for State Highway 41. Reach 6 begins in
a forested area south of Reach 5 and flows in a northerly direction to the confluence with Reach 5a near
STA 8 +70. Two areas containing drained hydric soil were identified for restoration, located along Reach
3b and Reach 5a.
The site consists of farmland, concentrated animal feeding operations (CAFO), and wooded areas. The
total easement area is 37.6 acres, 20.6 acres of which are wooded. The remaining area is agricultural or
clear -cut. The wooded areas along the corridor designated for restoration are classified as disturbed
deciduous forest, and invasive species are prevalent throughout. Several ditches exist throughout the
project and flow into the main channel. Each ditch contributes to the overall design discharge of the
channel. All existing channels are degraded to a point where they no longer access their floodplain, water
quality is poor, and aquatic life is not supported. Little habitat is available to support aquatic life, and the
channels are not maximizing their potential to filter nutrients because they are entrenched.
The objective for this restoration project is to restore wetland areas and design a natural waterway through
a stream /wetland complex with appropriate cross - sectional dimension and slope that will provide function

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina • August 2013
and meet the appropriate success criteria for the existing streams. Accomplishing this objective entails the
restoration of natural stream characteristics, such as stable cross sections, planform, and in- stream habitat.
The floodplain areas will be hydrologically reconnected to the channel to provide natural exchange and
storage during flooding events. The design will be based on reference conditions, USACE guidance
( USACE, 2005), and criteria that are developed during this project to achieve success. Additional project
objectives, such as restoring the riparian buffer with native vegetation, ensuring hydraulic stability, and
eradicating invasive species, are listed in Section 1 along with several other project objectives.
The stream design approach for Muddy Run II is to combine the analog method of natural channel design
with analytical methods to evaluate stream flows and hydraulic performance of the channel and
floodplain. The analog method involves the use of a "template" stream adjacent to, nearby, or previously
in the same location as the design reach. The template parameters of the analog reach are replicated to
create the features of the design reach. The analog approach is useful when watershed and boundary
conditions are similar between the design and analog reaches (Skidmore, et al., 2001). Hydraulic
geometry was developed using analytical methods in an effort to identify the design discharge.
The headwater valley restoration approach is proposed along Reaches 1 and 2. The existing
ditches /channels will be plugged and then backfilled to the extent possible such that cut and fill is
balanced along the reach. Priority Level I restoration is proposed on Reaches 2, 3a, 3b, 4, and 5a. For the
majority of the restoration reaches, the channel will be rerouted from its current location to adjacent
natural valley features.
Enhancement Level I is proposed for Reach 3c. This will include grading a floodplain bench, bank
stabilization treatment, and habitat improvements. Enhancement Level II is proposed for Reaches 5b and
6, where minor bank grading and habitat improvements are proposed.
Wetland restoration will occur adjacent to stream Reaches 3b and 5a. The approach is to reconnect the
floodplain wetland to the stream, fill ditches, create shallow pool habitat, rough the floodplain surface,
and plant appropriate small stream swamp vegetation. A water balance analysis indicates that sufficient
hydrology should be present for four weeks at the beginning of the growing season.
After completion of all construction and planting activities, the site will be monitored on a regular basis,
and a physical inspection of the site will be conducted a minimum of twice per year throughout the seven
year post - construction monitoring period, or until performance standards are met. These site inspections
will identify site components and features that require routine maintenance. Success criteria on the
headwater valley reaches will include documented surface flow and vegetative success. The measure of
stream restoration success will be documented bankfull flows and no change in stream channel
classification. Sand bed channels are dynamic and minor adjustments to dimension and profile are
expected. The hydrology success criterion for the site is to restore the water table at the site so that it will
remain continuously within 12 inches of the soil surface for at least nine percent of the growing season
(approximately 22 days) at each groundwater gauge location during normal rainfall years. The measure
of vegetative success for the site will be the survival of at least 210 7 -year old planted trees per acre at the
end of year five of the monitoring period. Annual monitoring data will be reported using the EEP
monitoring template.
Upon approval for closeout by the Interagency Review Team (IRT), the site will be transferred to the
State of North Carolina (State). The State shall be responsible for periodic inspection of the site to ensure
that restrictions required in the conservation easement or the deed restriction document(s) are upheld.

Muddy Run II Stream Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina • August 2013
TABLE OF CONTENTS
1 RESTORATION PROJECT GOALS AND OBJECTIVES ...................... ..............................1
2 SITE SELECTION ........................................................................................ ...............................
2
2.1 Directions to the Project Site .................................................................... ..............................2
2.2 Site Selection ............................................................................................ ..............................3
2.2.1 USGS Hydrologic Unit Code and NC DWQ River Basin .............. ...............................
3
2.2.2 Project Components and Structure .................................................. ...............................
3
2.2.3 Historical Land Use and Development Trends ................................ ...............................
3
2.3 Vicinity Map ............................................................................................ ...............................
5
2.4 Watershed Map ........................................................................................ ...............................
6
2.5 Soil Survey .............................................................................................. ...............................
7
2.6 Current Conditions Plan View ................................................................. ...............................
9
2.7 Historical Condition Plan View ............................................................... .............................12
2.8 Site Photographs ...................................................................................... .............................15
3 SITE PROTECTION INSTRUMENT ........................................................ .............................16
3.1 Site Protection Instrument Summary Information ................................. ...............................
16
4 BASELINE INFORMATION ...................................................................... .............................17
4.1 Watershed Summary Information ......................................................... ...............................
17
4.1.1 Drainage Area .................................................................................. .............................17
4.1.2 Surface Water Classification ........................................................... .............................18
4.1.3 Endangered/Threatened Species ...................................................... .............................18
4.1.4 Cultural Resources ........................................................................... .............................18
4.2 Reach Summary Information ................................................................ ...............................
19
4.2.1 Channel Classification ..................................................................... .............................20
4.2.2 Discharge ....................................................................................... ...............................
20
4.2.3 Channel Morphology ....................................................................... .............................20
4.2.4 Channel Stability Assessment ....................................................... ...............................
23
4.2.5 Bankfull Verification ....................................................................... .............................24
4.2.6 Vegetation ........................................................................................ .............................24
4.2.7 Quantitative Habitat Assessment ................................................... ...............................
25
4.3 Wetland Summary Information ............................................................. ...............................
29
4.3.1 Existing Wetlands ............................................................................ .............................29
4.3.2 Existing Hydric Soil ...................................................................... ...............................
31
4.4 Regulatory Considerations and Potential Constraints ........................... ...............................
33
4.4.1 Property Ownership, Boundary, and Utilities ................................ ...............................
33
4.4.2 Site Access ..................................................................................... ...............................
36
4.4.3 FEMA/ Hydrologic Trespass ......................................................... ...............................
36
5 DETERMINATION OF CREDITS ........................................................... ...............................
38
6 CREDIT RELEASE SCHEDULE ............................................................... .............................38
6.1 Initial Allocation of Released Credits ................................................... ...............................
39
6.2 Subsequent Credit Releases ..................................................................... .............................40
7 MITIGATION WORK PLAN ................................................................... ...............................
40
7.1 Target Stream and Wetland Types ........................................................ ...............................
40
7.1.1 Reference Stream Studies ................................................................ .............................40
7.1.2 Reference Wetland Studies .............................................................. .............................45
7.2 Design Parameters ................................................................................. ...............................
45
7.2.1 Stream Restoration Approach ........................................................ ...............................
45
7.2.2 Wetland Restoration Approach ..................................................... ...............................
54
7.2.3 Natural Plant Community Restoration .......................................... ...............................
57
7.2.4 Best Management Practices ........................................................... ...............................
59
WK Dickson & Co., Inc. i

Muddy Run II Stream Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina • August 2013
7.2.5 Soil Restoration ............................................................................. ...............................
59
7.3 Data Analysis ........................................................................................ ...............................
59
7.3.1 Stream Data Analysis .................................................................... ...............................
59
7.3.2 Wetland Data Analysis .................................................................. ...............................
65
7.4 Mitigation Summary .............................................................................. ...............................
69
8 MAINTENANCE PLAN ............................................................................. ...............................
70
9 PERFORMANCE STANDARDS .............................................................. ...............................
71
9.1 Stream Restoration Success Criteria ...................................................... ...............................
71
9.1.1 Bankfull Events ............................................................................. ...............................
71
9.1.2 Cross Sections ............................................................................... ...............................
71
9.2 Wetland Success Criteria ....................................................................... ...............................
71
9.3 Vegetation Success Criteria ................................................................... ...............................
72
9.4 Scheduling /Reporting ............................................................................ ...............................
72
10 MONITORING REQUIREMENTS .......................................................... ...............................
72
10.1 As -Built Survey ..................................................................................... ...............................
73
10.2 Visual Monitoring ................................................................................. ...............................
73
10.3 Cross Sections ....................................................................................... ...............................
74
10.4 Bank Pin Arrays .................................................................................... ...............................
74
10.5 Surface Flow .......................................................................................... ...............................
74
10.6 Wetland Hydrology ............................................................................... ...............................
74
10.7 Vegetative Success Criteria ..................................................................... .............................74
10.8 Remedial Actions .................................................................................. ...............................
75
11 LONG -TERM MANAGEMENT PLAN ................................................... ...............................
75
12 ADAPTIVE MANAGEMENT PLAN ....................................................... ...............................
75
13 FINANCIAL ASSURANCES ..................................................................... ...............................
76
14 REFERENCES ............................................................................................ ...............................
76
List of Tables
Table 1. Design Goals and Objectives .......................................... ...............................
Table 2. Muddy Run II Project Components - Stream Mitigation ...............................
Table 3. Muddy Run II Project Components - Wetland Mitigation ............................
Table 4. Historical Land Use and Development Trends ............... ...............................
Table 5. Project Parcel and Landowner Information ..................... ...............................
Table 6. Summary of Existing Channel Characteristics ................ ...............................
Table 7. Channel Stability Assessment Results ............................. ...............................
Table 8. Natural Community Summary ........................................ ...............................
Table 9. Average volume (cubic inches) of SWD structures used in the design reach
Table 10. Small Woody Debris calculations for the reference and design reach .........
Table 11. Existing Wetlands Parameter and Characteristics ......... ...............................
Table 12. Proposed Hydric Soils Parameter and Characteristics .. ...............................
Table 13. Muddy Run II Project Components - Stream Mitigation .............................
Table 14. Muddy Run II Project Components - Wetland Mitigation ..........................
Table 15. Forested Wetlands Credits ............................................. ...............................
Table16. Stream Credits ............................................................... ...............................
Table 17. Tree Communities at the Reference Reach for Muddy Run II .....................
Table 18. Scaling Factors for Sizing Planform Design Parameters ..............................
Table 19. Proposed Plant List ........................................................ ...............................
Table 20. Peak Flow Comparison ................................................. ...............................
Table 21. Stable Channel Design Output ...................................... ...............................
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24
25
26
26
31
32
38
38
39
39
44
53
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Muddy Run II Stream Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina • August 2013
Table 22. Comparison of Allowable and Proposed Shear Stresses ...
Table 22. Comparison of Allowable and Proposed Velocities..........
Table 24. Split Flow Analysis Results ............... ...............................
Table 25. Monitoring Requirements ................... ...............................
List of Figures
Figure 1.
Project Site Vicinity Map
Figure 2.
Project Site USGS/Watershed Map
Figure 3.
Project Site NRCS Soils Map
Figure 4.
Project Site Current Conditions
Figure 5.
LiDAR Map
Figure 6.
Project Site Historical Conditions
Figure 7.
Project Site NWI Wetlands Map
Figure 8.
Project Site Land Use
Figure 9.
Project Site Natural Communities
Figure 10.
Project Site FEMA Map
Figure 11.
Reference Reach Site Map
Figure 12.
Project Site Conceptual Design Plan
Appendices
Appendix A. Site Protection Instruments
Appendix B. Baseline Information Data
Appendix C. Mitigation Work Plan Data and Analyses
Appendix D. Project Plan Sheets
Addendum #1
Muddy Run II Stream and Wetland Restoration Project Addendum #1 — January 2014
WK Dickson & Co., Inc. in
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
1 RESTORATION PROJECT GOALS AND OBJECTIVES
The North Carolina Ecosystem Enhancement Program (EEP) develops River Basin Restoration
Priorities (RBRP) to guide its restoration activities within each of the state's 54 cataloging units.
RBRPs delineate specific watersheds that exhibit both the need and opportunity for wetland, stream
and riparian buffer restoration. These watersheds are called Targeted Local Watersheds (TLWs) and
receive priority for EEP planning and restoration project funds.
The 2009 Cape Fear River Basin Plan identified HUC 03030007060010 as a Targeted Local
Watershed (http: // portal .ncdenr.org /c /document_ library/get _ file ?uuid= e16e9d5a- a385- 41ec -8969-
44c8e 10369ba &groupld= 60329). The watershed is characterized by 52 percent of agricultural land
use area with Impaired for aquatic life because of a Fair benthic community rating. Aquatic habitat
was good at the site, suggesting that the water quality is degraded. There are 98 animal operations and
one NPDES wastewater discharge in the watershed that may be the source of the degraded water
quality.
The 2009 Cape Fear RBRP identified water quality and animal operations as major stressors within
this TLW. The Muddy Run II Stream and Wetland Restoration Project was identified as a Stream and
Wetland opportunity to improve water quality, habitat, and hydrology within the TLW.
The project goals address stressors identified in the TLW and include the following:
• Nutrient removal,
• Sediment removal,
• Reducing runoff from animal operations,
• Filtration of runoff, and
• Improved aquatic and terrestrial habitat.
The project goals will be addressed through the following project objectives
• Establishing riparian buffer areas adjacent to CAFOs,
• Converting active farm field to forested buffers,
• Stabilization of eroding stream banks,
• Reduction in stream bank slope,
• Restoration of riparian buffer bottomland hardwood habitats, and
• Construction of instream structures designed to improve bedform diversity and trap detritus.
The proposed Muddy Run II stream mitigation project will provide numerous ecological and water
quality benefits within the Cape Fear River Basin. While many of these benefits are limited to the
project area, others, such as pollutant removal and improved aquatic and terrestrial habitat, have more
far - reaching effects. Expected improvements to water quality, hydrology, and habitat are outlined in
Table 1.
Many of the project design goals and objectives, including restoration of riparian buffers to decrease
runoff from CAFOs and improve terrestrial habitat, and construction of instream structures to
improve habitat diversity, will address the degraded water quality and nutrient input from animal
operations that were identified as major watershed stressors in the 2009 Cape Fear RBRP.
WK Dickson & Co., Inc.

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Table 1. Design Goals and Objectives
Benefits Related to Water Quality
Benefit will be achieved through filtering of runoff from adjacent CAFOs through buffer areas,
Nutrient removal
the conversion of active farm fields to forested buffers, improved denitrification and nutrient
uptake through buffer zones, and installation of diffuse flow structures where existing ditches
enter the proposed conservation easement.
Benefit will be achieved through the stabilization of eroding stream banks and reduction of
Sediment removal
sediment loss from field areas due to lack of vegetative cover. Channel velocities will also be
decreased through a reduction in slope, therefore decreasing erosive forces.
Increase dissolved
Benefit will be achieved through the construction of instream structures to increase turbulence and
oxygen concentration
dissolved oxygen concentrations and lower water temperature to increase dissolved oxygen
capacity.
Runoff filtration
Benefit will be achieved through the restoration of buffer areas that will receive and filter runoff,
thereby reducing nutrients and sediment concentrations reaching water bodies downstream.
Benefits to Flood Attenuation
Water storage
Benefit will be achieved through the restoration of buffer areas which will infiltrate more water
during precipitation events than under current site conditions.
Improved groundwater
Benefit will be achieved through the increased storage of precipitation in buffer areas, ephemeral
recharge
depressions, and reconnection of existing floodplain. Greater storage of water will lead to
improved infiltration and groundwater recharge.
Improved/restored
Benefit will be achieved by restoring the stream to a natural meandering pattern with an
hydrologic connections
appropriately sized channel, such that the channel's floodplain will be flooded more frequently at
flows greater than the bankfull stage.
Benefits Related to Ecological Processes
Restoration of habitats
Benefit will be achieved by restoring riparian buffer habitat to appropriate bottomland hardwood
ecosystem.
Improved substrate and
Benefit will be achieved through the construction of instream structures designed to improve
instream cover
bedform diversity and to trap detritus. Stabilization of stream banks will provide an overall
decrease in the amount fine materials deposited in the stream.
Addition of large woody
Benefit will be achieved through the addition of wood structures as part of the restoration design.
debris
Such structures may include log vanes, root wads, and log weirs.
Reduced temperature of
water due to shading
Benefit will be achieved through the restoration of canopy tree species to the stream buffer areas.
Restoration of terrestrial
habitat
Benefit will be achieved through the restoration of riparian buffer bottomland hardwood habitats.
2 SITE SELECTION
2.1 Directions to the Project Site
The Muddy Run II Stream and Wetland Site is located in Duplin County approximately 1.4 miles east
of Chinquapin, NC (Figure 1). To access the Site from the town of Chinquapin, travel east on
Highway 50, take the first left onto Pickett Bay Road (SR 1819), go 1.1 miles, then turn left onto
Kenney Crawley Road. This private road is gravel and will split just past the residential house on the
right. Keeping to the left will take you to the Reaches 3b, 3c, 5a, 5b, and 6. Going to the right at the
split will take you to Reaches 1, 2, 3a, and 4.
WK Dickson & Co., Inc.

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
2.2 Site Selection
2.2.1 USGS Hydrologic Unit Code and NC DWQ River Basin
The site is located in the Cape Fear River Basin within Cataloging Unit 03030007 (NCDWQ sub -
basin 03- 06 -22). The project is located within the Cape Fear River Basin (8 -digit USGS HUC
03030007, 14 -digit USGS HUC 0303007060010) (USGS, 1998) and the NCDWQ Cape Fear 03 -06-
22 sub -basin (NCDWQ, 2002) (Table 2 and Table 3).
2.2.2 Project Components and Structure
Table 2. Muddy Run II Project Components - Stream Mitigation
Mitigation
Area (ac)
Mitigation
Ratio
WMUs
WA Restoration
3.60
1:1
Existing
Proposed
Mitigation
1:1
Reach
Mitigation Type
Stationing
Length
Length
Ratio
SMUs
(LF)
(LF)
Reach I
Headwater Valley
0 +54 to 4 +97
438
443
1:1
443
Reach 2
Headwater Valley
0 +00 to 5 +04
504
50
1:1
504
Reach
P1 Restoration
5 +04 to 18 +73
1,223
1:1
1,369
Reach 3a
P1 Restoration
0 +00 to 37 +36 ♦
3,581
1:1
3,581
Reach 3b
P1 Restoration
37 +36 t 6 +�
NA
1,852
1:1
1,852
Reach 3c
Enhancement
/5 o64+15
737
707
1:1.5
471
Reach 4
P Q
0 +00 to 2 +04
120
204
1:1
204
Reach restoration
0 +00 to 18 +04
1,602
1,774
1:1
1,774
Reach 5b
Enhancement II
18 +04 to 22 +05
401
401
1:2.5
160
Reach 6
Enhancement II
12 +60 to 15 +77
317
317
1:2.5
127
8,643
11,152
10,486
Table 3. Muddv Run II Proiect Components — Wetland Mitigation
Wetland Mitigation Type
Mitigation
Area (ac)
Mitigation
Ratio
WMUs
WA Restoration
3.60
1:1
3.60
WB Restoration
1.32
1:1
1.32
Total
4.92
4.92
2.2.3 Historical Land Use and Development Trends
Aerial imagery and information provided by the property owners indicate that the subject site has
been used extensively for agricultural purposes and that the location of the stream has not changed in
over 50 years (Figure 4 and Figure 6; Table 4; additional historical aerial imagery is available in
Appendix B). From 1949 to 1987, the land was primarily used for agriculture crop production. A
network of drainage ditches made it possible to farm these flat, sandy fields. Between 1987 and 1993,
two CAFOs (hog farms) were added to the Brown parcels. These hog operations consisted of four hog
houses and one waste lagoon per site. The 1998 aerial photography shows that these CAFOs were
expanded between 1993 and 1998. The western hog farm operation added four additional hog houses
WK Dickson & Co., Inc.

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
and one waste lagoon. The eastern hog farm had grown to a total of six hog houses and two waste
lagoons. Little has changed since 1998 in regards to the development of the project site and nearby
surrounding property. The area remains in an agricultural community with some neighboring property
forested. Several watershed characteristics, such as groundwater, vegetation, surface drainage, and
potentially soil parameters, have been modified. Soil structure and surface texture have been altered
from intensive agricultural operations, and, although most of the soils characterized on the site are
classified as poorly drained, the ditching system has caused these soils to be effectively drained.
Table 4. Historical Land Use and Development Trends
Date Land Use and Development Observations*
1949 Conditions consist of ditched agricultural fields throughout the project area except where
the confluence of Reaches 3c and 5a is proposed. This area is forested.
1965 Land use conditions have changed very little; however, there is a noticeable reduction in
the drainage ditch network.
1987 The forested corridor where the confluence of Reaches 3c and 5a is proposed has been
logged and converted into agricultural fields.
1993 Two CAFO (hog farm operations) have been added to the project vicinity. These
operations consist of four houses and one waste lagoon per site.
On the western hog farm operation, four additional hog houses and one waste lagoon
1998 have been added. The eastern hog farm operation has also added two hog houses and one
additional waste lagoon.
2010 Depicts current site conditions.
* Observations based on aerial imagery and landowner communication
WK Dickson & Co., Inc.

Muddy Run 11 Stream and Wetland Restoration - USGS HUC 03030007
Final Mitigation Plan - Duplin County, North Carolina - August 2013
2.3 Vicinity Map
WK Dickson & Co., Inc. 5
mar. � ...♦
I
y
Muddy Run 11 ite
Legend
Airports (None) JIM
w, NC Highway ♦' F
State Roads •
c
Streams •! '
[=Muddy Run 11 Easeme
HUC 0303000 60 10
Figure 1.
Project Vicinity Map
Muddy Run 11 Site
WK Dickson & Co., Inc. 5

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
2.4 Watershed Map
WK Dickson & Co., Inc.
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Exhibit 2. Proposed Streams
USGSNVatershed Map Waterbodies
Muddy Run II Site Muddy Run II Easement
0 1,000 2,000 4,000 Muddy Run Easement
Feet
1 inch = 2,000 feet C3 Drainage Area
WK Dickson & Co., Inc.

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
2.5 Soil Survey
The Muddy Run II site is located in the Coastal Plain Physiographic Province. The watershed is
underlain by the Castle Hayne aquifer. The Castle Hayne aquifer is composed of limestone, sandy
limestone, and sand. It is the most productive aquifer in North Carolina. The topography of the area is
generally flat with elevations ranging from 39 to 60 feet.
The Duplin County Soil Survey depicts a limited number of soil types as present within the project
area (Figure 3). The four series present are Foreston loamy fine sand, 0 to 2 percent slopes,
Goldsboro loamy sand, 0 to 2 percent slopes, Noboco loamy fine sand, 0 to 2 percent slopes, and
Rains fine sandy loam, 0 to 1 percent slopes. Of the four mapped soil series that occur throughout the
project, the majority consists of two series, Goldsboro loamy sand and Rains fine sandy loam. These
soils formed in loamy and sandy marine deposits or fluvial sediments. The Foreston soils are
moderately well drained and have moderate permeability. The seasonal high water table ranges from
24 to 42 inches. Theses soils are located on slight rises within broad, flat inter - stream divides. The
Goldsboro soils are moderately well drained, and have moderate permeability. Runoff is negligible to
medium. The seasonal high water table ranges from 24 to 36 inches. Theses soils are located on the
hill slope summit and shoulder. This soil unit is typically cultivated. The Rains soils are poorly
drained and have moderate permeability. Runoff is negligible. The seasonal high water table ranges
from 0 to 12 inches. Theses soils occur across flats, depressions and Carolina bays. None of these
soils are subject to ponding, and only Rains may experience flooding. The Natural Resource
Conservation Service (NRCS) considers Rains soils to be hydric when undrained. The remaining soils
mapped on the site contain small inclusions of hydric soil.
A detailed soil investigation of the site verified the existence of sandy soils similar to Rains
throughout much of the project. The investigation also identified hydric soil indicators in areas having
a lower elevation. The most common indicator is S5 — Stripped Matrix. Many areas within the
cultivated fields appear to have fill or deposition present, and the resulting buried horizons would
meet hydric indicator criteria. The fill in these areas appears to be spoil from excavated channel or
ditch combined with slope deposition resulting from cultivation practices.
WK Dickson & Co., Inc.

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
M kA i L
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M -1/V Miscellaneous water 0 FoA
NbA Noboco laomy fine sand, 0 - 2% slopes
RaA Rains fine sandy loam, 0 - 1% slopes Source:-. RCS Soil Data, Duplin County
Figure 3.
NRCS Soils Map Q Muddy Run II Easement
Muddy Run 11 Site Q Muddy Run Easement
0 750 1,500 3,000 Duplin County Soils
Feet Target Parcels
1 inch = 1,500 feet
WK Dickson & Co., Inc. 8

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
2.6 Current Conditions Plan View
W
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�:. Existing Buffer Conditions N
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Figure 4a.
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Muddy Run II Site
0 375 750 1,500 Source: NC Orl
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WK Dickson & Co., Inc. 9

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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
w -� G
i n
Reach 2
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Muddy Run II Easement
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Figure 4b.
Current Conditions
Muddy Run II Site
0 375 750 1,500
Feet Source: NC OneMap
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WK Dickson & Co., Inc. 10

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
W4 9FR"t
L
Target Parcels NC 4Flobdpplain pMaDp
Q Muddy Run II Easement Data
Figure 5.
Reach 3b LiDAR
Muddy Run II Site
0 250 500
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WK Dickson & Co., Inc. 11
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Elevation
High : 70
1,000
= Feet -Low :35

2.7 Historical Condition Plan View
�t
Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
' F
1949 Aerial Photography C
Figure 6a.
Historical Conditions
Muddy Run II Site
0 600 1,200 2,400
Feet
1 inch = 1 ,200 feet
WK Dickson & Co., Inc. 12
® Muddy Run II Easement
QMuddy Run Easement
Target Parcels

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
N
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1993 Google Earth Aerial Photography
Figure 6b.
Historical Conditions
Muddy Run II Site ® Muddy Run II Easement
Q
o soo 1,200 2,400 Muddy Run Easement
Feet Target Parcels
1 inch = 1 ,200 feet
WK Dickson & Co., Inc. 13

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1 1998 Google Earth Aerial Photography
Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
FL ,.. i
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Historical Conditions
Muddy Run II Site
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WK Dickson & Co., Inc. 14
® Muddy Run II Easement
QMuddy Run Easement
Target Parcels

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
2.8 Site Photographs
Facing upstream on headwater Reach 1.
6/25/2012
Facing upstream on Reach 2. 6/25/2012
Facing upstream on Reach 3a. 6/25/2012
Facing upstream on Reach 3b. 9/03/2011
Facing downstream on headwater Reach 3c.
6/26/2012
Facing upstream on Reach 4. 6/26/2012
WK Dickson & Co., Inc. 15

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Facing upstream Reach 5a. 6/26/2012
3 SITE PROTECTION INSTRUMENT
Facing downstream on Reach 5b. 6/27/2012
3.1 Site Protection Instrument Summary Information
The land required for the construction, management, and stewardship of this mitigation project
includes portions of the following parcels (Table 5). A copy of the land protection instrument(s) is
included in Appendix A.
WK Dickson & Co., Inc. 16

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan -Duplin County, North Carolina -August 2013
Table 5. Project Parcel and Landowner Information
PIN
Landowner County
Acreage
336900261466
EBX -NEUSE I, LLC Duplin
1.99
336900266455
EBX -NEUSE I, LLC Duplin
1-08
336900167209
EBX -NEUSE I, LLC Duplin
8
335900966225
EBX -NEUSE I, LLC
003
335900965215
EBX -NEUSE I, LLC tA
A,, NpTin
0.55
336900352864
Futreal, Johnny A. A Duplin
12.24
336900457397
Hatcher, Danny G., et Duplin
1.46
336900445188
Hatcher, Dann al. Duplin
1.52
336900161443
Holla T4i6ma . & Kay D. Holland Duplin
1.85
3369002730 9
ichael C. Duplin
0.31
33 9 5
iley, Patricia M Duplin
5.05
33 754
Smith, Auline L. & Worth L. Landen Duplin
5.03
336900041738
Smith, Auline L. & WorthL. Landen Duplin
3.02
335900953810
Smith, Jim Duplin
0.79
336900178403
Wood, Jesse D. & Mary A. Wood Duplin
0.45
TOTAL
37.62
4 BASELINE INFORMATION
4.1 Watershed Summary Information
4.1.1 Drainage Area
The easement totals 37.6 acres and is broken into nine reaches. The land use in the project watershed
is approximately 38 percent cultivated, 32 percent evergreen forest, 15 percent shrub /scrub, 6 percent
bottomland forest/hardwood swamp, 5 percent mixed forest, 2 percent developed, and 2 percent
managed herbaceous cover. Reach 1 has a drainage area of 68 acres; it begins at the start of the
restoration project (STA 0 +00) and extends west to STA 4 +97. Reach 2 has a drainage area of 115
acres; it begins at STA 0 +00 and extends to STA 18 +73. Reach 3a (Sta. 0 +00 to 37 +36) begins at the
confluence of Reaches 1 and 2 and has a drainage area of 227 acres. Currently, Reach 3a continues to
flow north and away from the project site within a historically channelized canal excavated beneath
Ludie Brown Road, a natural divide, and into Muddy Creek. Topographic survey, LiDAR, historic
aerial photos, and landowner communication have confirmed that the natural flow pattern of Reach 3
was to the west and eventually flowed into the Muddy Run project (Figure 5). The proposed design
will redirect flow in a westerly direction from Reach 3a to Reach 3b. The proposed alignment follows
along a relic drainage feature that coincides with existing low topography to the west as exhibited by
LiDAR (Figure 5).
Reach 3b has a proposed drainage area of 313 acres and flows west into Reach 3c. Reach 3c has an
existing drainage area of 74 acres (proposed drainage area is 360 acres) extending north to south and
flows into Reach 3 of the Muddy Run project. Reach 4 has a drainage area of 45 acres and flows from
the east into Reach 3a. Reach 5a begins at the downstream limit of the Muddy Run project, flows into
Reach 5b, and has an existing drainage area of 424 acres (proposed drainage area is 774 acres). Reach
5b has an existing drainage area of 583 acres (proposed drainage area is 889 acres) and terminates at
NC HWY 41. Reach 6 has a drainage area of 77 acres and flows from the south into Reach 5a.
(Figure 2).
WK Dickson & Co., Inc. 17

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
The NC HWY 41 crossing was modeled to verify that the culvert would still function as designed
given the increase in drainage due to restoring flow to the historic drainage path along Reach 3b. The
NC Department of Transportation (NCDOT) design storm for the culvert is the 50 -year flow, and
model results show that the culvert capacity exceeds the proposed 100 -year flows. The culvert
analysis is provided in further detail within Section 6 below.
4.1.2 Surface Water Classification
The current State classification for the Muddy Run II restoration reaches is undefined. Reaches 5a
and 5b are the main stem of the project, which runs directly into Muddy Creek. Muddy Creek is
defined as Class C Sw (NCDWQ, 2005). Class C waters are suitable for aquatic life, secondary
recreation, and agricultural usage. The Sw is a designation for swamp waters— waters that have low
velocities and other natural characteristics that are different from adjacent streams.
4.1.3 Endangered /Threatened Species
Plants and animals with a federal classification of endangered or threatened are protected under
provisions of Sections 7 and 9 of the Endangered Species Act of 1973, as amended. Rare and
protected species listed for Duplin County, and any likely impacts to the species as a result of the
project construction, are discussed in the following sections.
The US Fish and Wildlife Service ( USFWS) database (updated 22 September 2010) lists one
endangered species for Duplin County, North Carolina: red - cockaded woodpecker (Picoides
borealis). The American alligator (Alligator mississippiensis) is listed as Threatened due to similarity
of appearance, but is not protected. No protected species or potential habitat for protected species was
observed during preliminary site evaluations.
In addition to the USFWS database, the NC Natural Heritage Program (NHP) GIS database was
consulted to determine whether previously cataloged occurrences of protected species were mapped
within one mile of the project site. Results from NHP indicate that there are no known occurrences
within a one -mile radius of the project area. Based on initial site investigations, no impacts to
federally protected species are anticipated as a result of the proposed project.
WK Dickson submitted a request to USFWS for review and comments on the proposed Muddy Run
II Stream Restoration Project on June 7, 2012 in regards to any potential impacts to threatened and
endangered species. No response was received within a 30 -day period; therefore, it is assumed that
the initial determination of no effect to endangered and threatened species will result from the
proposed project.
The proposed project offers some potential to improve or create suitable habitat for several Federal
Species of Concern. Habitat may be improved or created for species that require riverine habitat by
improving water quality, in- stream and near - stream forage, and providing stable conditions not
subject to regular maintenance. Improved stream habitat may benefit American eel (Anguilla
rostrata) and broadtail madtom (Noturus sp. cf. leptacanthus).
4.1.4 Cultural Resources
Cultural resources include historic and archeological resources located in or near the project area. WK
Dickson completed a preliminary survey of cultural resources to determine potential project impacts.
No architectural structures or archeological artifacts have been observed or noted during surveys of
the site for restoration purposes. hl addition, the majority of the site has historically been disturbed
due to agricultural practices and channel modifications.
WK Dickson & Co., Inc. 18

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
WK Dickson submitted a request to the NC State Historic Preservation Office (SHPO) to search
records to determine the presence of any areas of architectural, historic, or archaeological significance
that may be affected by the Muddy Run II Stream Restoration Project on June 7, 2012. In a letter
dated July 3, 2012 (Appendix 3), the SHPO stated that they had "conducted a review of the project
and are aware of no historic resources which would be affected by the project."
4.2 Reach Summary Information
The project area is comprised of two easement areas separated by the previously awarded Muddy Run
easement. The upper drainage originates in headwater valleys (Reach 1 and Reach 2) that confluence
to form Reach 3a. An intact reference headwater valley is located upstream of the proposed Reach 1
restoration and will serve as a reference system. Reach 3a flows generally to the north and Reach 4
flows into Reach 3a from the east. Reach 3a was historically channelized and conveyed beneath
Ludie Brown Road and into Muddy Creek. Topographic survey, historic aerial photos, and landowner
communication have confirmed that the natural flow pattern of Reach 3a was to the west and
eventually into the previously awarded Muddy Run project. The proposed mitigation will reconnect
Reach 3a to the historic drainage way. All Muddy Run II stream channels are unnamed tributaries to
Muddy Creek and ultimately the Northeast Cape Fear River (Figure 2). The Muddy Run II
Mitigation Site is not located in a FEMA mapped floodzone (Figure 10). NCDWQ Stream
Classification Forms and USACE Stream Quality Assessment Worksheets were completed at
representative locations throughout the project area and are included in Appendix B. Results of the
preliminary data collection are presented in Figure 4, and the Existing Conditions Summary Table
and the Stream Morphology Table are in Appendix B.
Reach 1 is currently an incised excavated intermittent ditch with moderately unstable banks and
severely oversized channel. Reach 1 lacks a forested buffer and banks. The bed appears to be
aggrading. LiDAR mapping (Figure 5) and historic aerial photography (Figure 6) document the
presence of a valley feature.
Reach 2 is a greatly oversized intermittent channel located in a disturbed, forested corridor. Spoil
piles are present along either side of the channel, indicating past dredging. LiDAR mapping (Figure
5) and historic aerial photography (Figure 6) document the presence of a valley feature.
Reach 3a is an incised, excavated, perennial channel with a disturbed hardwood buffer. The banks are
moderately unstable and lack mature hardwood vegetation.
Reach 3b was diverted from its historic flow pattern to promote drainage for agricultural production.
The reach currently flows from Reach 3a to the north and east, away from the project site. The
existing perennial channel is deeply incised and has unstable banks. The buffer lacks mature
hardwoods due to logging and agricultural activities. Reach 3b will be rerouted to the west along a
shallow historic drainage feature through a forested area consisting of pines and hardwoods. LiDAR
mapping (Figure 5) documents the presence of a valley feature to the west of existing Reach 3a/3b.
Reach 3c is an incised but stable channel through a pine plantation with a mature hardwood
component on the channel banks and top of bank. The channel is stable and exhibits some
meandering within its banks.
Reach 4 is a small, stable, perennial channel. The channel was likely dredged and straightened
historically, but is stable and slightly oversized. The buffer and channel banks include mature
hardwood vegetation.
WK Dickson & Co., Inc. 19

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Reach 5a is an oversized perennial channel. Banks are moderately unstable and bedform diversity is
low. Bank vegetation includes some hardwoods and invasive species along the left bank and active
agricultural fields along the right bank.
Reach 5b is the downstream -most reach on Muddy Run II and also conveys all flow from the Muddy
Run Stream Mitigation Project. This perennial channel is incised, has moderately unstable banks, and
a forested buffer. The active channel is meandering within the oversized, dredged channel.
Reach 6 is a greatly oversized intermittent channel located in a forested corridor. Large spoil piles are
present adjacent to the channel, indicating past dredging. LiDAR mapping and historic aerial
photography documents the presence of a valley feature.
In general, the streams do not typically function to their full potential. Having been channelized in the
past and ditched to drain nearby field for row crops, the streams do not access their floodplains as
often as they naturally would have prior to the farm operations. In some cases, the streams are
hydraulically unstable, causing erosion and undercutting of the banks. Habitat along the majority of
the restoration reaches is poor in that there is little woody debris or overhanging vegetation for fish
cover or protection for other aquatic species. Vegetative diversity and habitat diversity is poor along
the reaches, as well, and offers little benefit to the wildlife in the area. Site photographs and
morphological parameters are located in Appendix B.
4.2.1 Channel Classification
The streams have been classified as intermittent and perennial streams using the NCDWQ Stream
Identification Form version 4.11 (Appendix B) and are predominantly G5c or F5 stream types as
classified using the Rosgen stream classification system ( Rosgen, 1994). The design reaches have
been separated into nine distinct sections that are described in Section 4.2.3. Channel characteristics
are summarized in Table 6.
4.2.2 Discharge
Estimating flows (discharge) for Muddy Run II is difficult due to the existing network of ditches and
low, depressional areas located throughout the site. Several models, regression equations, and the
Coastal Plain regional curves were used to develop existing discharges. Land use and slope were
considered when the discharge calculations were developed. All hydraulic and hydrologic analyses
are discussed in Section 7.3.1. Data and analysis of the hydrologic and hydraulic models are included
as Appendix C.
4.2.3 Channel Morphology
4.2.3.1 Reach 1
Reach 1 has a drainage area of 0.11 square miles (68
acres), and flows in a northerly direction adjacent to a
cultivated field. The planform of this G -type channel is
generally straight and is entrenched throughout. The
current cross sectional area is 41.9 square feet with
approximate dimensions of 14.7 feet wide and 2.9 feet
deep. The existing length of Reach 1 is 438 linear feet,
and the dominant bed material is fine sand. The
gradient of the reach is approximately 0.0043 ft/ft. The
reach is severely oversized and exhibits moderately
WK Dickson & Co., Inc. 20
Upstream view of Headwater Reach 1.

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
unstable banks. The riparian buffer is forested along the east bank and a sparse along the west. The
channel scored 24.75 points on the NCDWQ Stream Identification Form (Version 4.11).
4.2.3.2 Reach 2
Reach 2 is a greatly oversized intermittent channel located in a disturbed, forested corridor. Reach 2
is approximately 1,727 linear feet, and flows west to its confluence with Reach 1. It has a drainage
area of 0.18 square miles (114 acres). Reach 2, an F type channel, is typically 16.2 feet wide and 2.5
feet deep. Spoil piles are located adjacent to the channel, a result of past dredging. This indicates that
during channelization, the stream was dug exceedingly deep to aid in draining the adjacent fields. The
average cross sectional area is approximately 41.2 square feet. The existing slope of Reach 2 is
0.0021 ft /ft, and the dominant bed material is fine sand. The channel scored 24.75 points on the
NCDWQ Stream Identification Form (Version 4.11).
4.2.3.3 Reach 3a
Reach 3a begins at the confluence of Reaches 1 and 2 and flows northwest and ends at approximate
STA 33 +75. Reach 3a has a drainage area of 0.36 square miles (227 acres) and has a width and depth
of 15.4 feet and 1.4 feet, respectively. The existing cross - sectional area is approximately 22.2 square
feet. The existing slope is 0.0016 ft/ft and has little to no buffer on either side of the channel. This
reach is classified as a F5 stream type and has an existing length of 3,301 linear feet. Reach 3a is an
incised, excavated, perennial channel with a disturbed hardwood buffer. The banks are moderately
unstable and lack mature hardwood vegetation. The channel scored 36.5 points on the NCDWQ
Stream Identification Form (Version 4.11).
4.2.3.4 Reach 3b
Reach 3b was diverted from its historic flow pattern to promote drainage for agricultural production.
The reach currently flows to the north and east across a natural divide (Ludie Brown Road) and into
an unnamed tributary of Muddy Creek. LiDAR mapping, historic aerial photography, landowner
interviews, and on -site survey confirm the historic flow pattern was to the west and eventually flowed
into the Muddy Run project.
The proposed alignment for Reach 3b begins behind a CAFO (existing STA 33 +75), and flows
southwest where it follows along a relic flow path to Reach 3c (STA 47 +78). Reach 3b has a
proposed drainage area of 0.52 square miles (333 acres), and the relic channel features exhibit a width
and depth of 5.6 feet and 0.7 feet, respectively. The existing cross - sectional area is approximately 2.5
square feet with a slope of 0.0023 ft /ft. The riparian buffer is well - established with a mix of pines and
hardwoods. This reach is classified as a C5 stream type and has an existing length of 464 linear feet.
4.2.3.5 Reach 3c
Reach 3c is an incised but stable channel through a pine plantation with a mature hardwood
component on the channel banks and top of bank. The channel is stable and mendering within its
banks. Reach 3c is approximately 737 linear feet, and flows south to the Muddy Run Site. It has a
drainage area of 0.58 square miles (370 acres). Reach 3c, an F -type channel, is typically 16.7 feet
wide and 2.2 feet deep. The average cross sectional area is approximately 36.5 square feet. The
existing slope of Reach 3c is 0.0022 ft /ft, and the dominant bed material is fine sand. The channel
scored 40.5 points on the NCDWQ Stream Identification Form (Version 4.11).
4.2.3.6 Reach 4
Reach 4 is a small, stable, perennial channel. The channel was likely dredged and straightened
historically, but is stable and slightly oversized. The buffer and channel banks include mature
WK Dickson & Co., Inc. 21

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
hardwood vegetation. Reach 4 is approximately 120 linear feet, and flows southwest to Reach 3a. It
has a drainage area of 0.07 square miles (46 acres). Reach 4, a G -type channel, is typically 11.0 feet
wide and 1.6 feet deep. The average cross sectional area is approximately 17.0 square feet. The
existing slope of Reach 4 is 0.0034 ft /ft, and the dominant bed material is fine sand. The channel
scored 32.0 points on the NCDWQ Stream Identification Form (Version 4.11).
4.2.3.7 Reach 5a
Reach 5a is an oversized perennial channel. Banks are
moderately unstable and bedform diversity is low.
Bank vegetation to the south includes some
hardwoods and invasive species, while the buffer to
the north is an active agricultual field. Reach 5a is
approximately 1,602 linear feet, and flows northwest
to Reach 5b. It has a drainage area of 1.21 square
miles (774 acres). Reach 5a, a G type channel, is
typically 18.4 feet wide and 2.6 feet deep. The
average cross sectional area is approximately 47.8
square feet. The existing slope of Reach 5a is 0.0024
ft/ft, and the dominant bed material is fine sand. The
channel scored 35.5 points on the NCDWQ Stream
Identification Form (Version 4.11).
4.2.3.8 Reach 5b
Upstream view ofReach 5a.
Reach 5b is the downstream -most reach on Muddy Run II, and also conveys all flow from the Muddy
Run project. This perennial channel is incised, and has moderately unstable banks. The active channel
is meandering within the oversized, dredged channel. Reach 5b is approximately 401 linear feet, and
flows northwest to Highway 41. It has a drainage area of 1.42 square miles (908 acres). Reach 5b, a
G -type channel, is typically 17.0 feet wide and 2.9 feet deep. The average cross sectional area is
approximately 49.3 square feet. The existing slope of Reach 5b is 0.0015 ft /ft, and the dominant bed
material is fine sand. The channel scored 37.5 points on the NCDWQ Stream Identification Form
(Version 4.11).
4.2.3.9 Reach 6
Reach 6 is a greatly oversized intermittent channel located within a forested corridor. Reach 6 is
approximately 317 linear feet, flows north to its confluence with Reach Sa, and has a drainage area of
0.12 square miles (77 acres). Reach 6, a G -type channel, is typically 13.0 feet wide and 3.2 feet deep.
Spoil piles are located adjacent to the channel along both banks, a result of past dredging. This
indicates that during channelization, the stream was dug exceedingly deep to aid in draining the
adjacent agricultural land. The average cross sectional area is approximately 42.3 square feet. The
existing slope of Reach 6 is 0.0024 ft /ft, and the dominant bed material is fine sand. The channel
scored 20.75 points on the NCDWQ Stream Identification Form (Version 4.11).
WK Dickson & Co., Inc. 22

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Table 6. Summary of Existing Channel Characteristics
Drainage
CSA'
Width
Mean
Width:Depth
in
Reach
Area (Ac)
(ft)
(ft)
Depth (ft)
Ratio
Sinuosity
Slope (ft /ft)
1
68
41.9
14.7
2.9
5.2
1.0
0.0043
2
114
41.2
16.2
2.5
6.4
1.0
0.0021
3a
227
22.2
15.4
1.4
10.7
1.0
0.0016
3b
27
2.5
5.6
0.4
14.8
1.0
0.0023
3c
74
36.5
16.7
2.2
7.6
1.0
0.0022
4
46
17.0
11.0
1.6
7.1
1.0
0.0034
5a
424
47.8
18.4
2.6
7.1
1.0
0.0024
5b
583
49.3
17.0
2.9
5.7
1.0
0.0015
6
77
42.3
13.0
3.2
4.8
1.0
0.0024
'CSA= cross - sectional area (measured from top of bank)
4.2.4 Channel Stability Assessment
A modified version of the channel stability assessment method (CSA) provided in "Assessing Stream
Channel Stability at Bridges in Physiographic Regions" by Johnson (2006) was used to assess
channel stability for the Muddy Run II existing channels and reference reach. This method may be
rapidly applied on a variety of stream types in different physiographic regions having a range of bed
and bank materials.
The original CSA method was designed to evaluate thirteen stability indicators in the field. These
parameters are: watershed characteristics, flow habit, channel pattern, entrenchment /channel
confinement, bed material, bar development, presence of obstructions /debris jams, bank soil texture
and coherence, average bank angle, bank vegetation /protection, bank cutting, mass wastingibank
failure, and upstream distance to bridge. As this method was initially developed to assess stability at
bridges, a few minor adjustments were made to remove indicators that contradict stability
characteristics of natural channels in favor of providing hydraulic efficiency at bridges. First, the
"channel pattern" indicator was altered such that naturally meandering channels scored low as
opposed to straightened /engineered channels that are favorable for stability near bridges. Secondly,
the last indicator, "upstream distance to bridge," was removed from the assessment as bridges are not
a focus of channel stability for this project. Lastly, the "bed material" indicator was removed since all
project streams are sand bed channels and would subsequently score high (poorly), as this indicator
focuses on coarse substrate. The eleven indicators were then scored in the field, and a rating of
excellent, good, fair, or poor was assigned to each project reach based on the total score. See
Appendix B for the CSA field form.
The CSA results (scores and ratings) for the Muddy Run II project and reference reaches are provided
in Table 7. Project Reaches 1, 2, 3a, 5a, 5b, and 6 all received "Fair" ratings, while Reaches 3c and 4
received a "Good" rating. Overall, the existing project streams appear to be physically stable as there
is little active erosion present; however, all channels have been straightened and entrenched, and
some are actively maintained. These characteristics are reflected in the poor CSA scores for channel
pattern and bank vegetation /protection. Each reach also scored poorly for watershed characteristics
since the surrounding land use is dominated by agriculture activities or recent clear cutting up to top
of bank (Figure 8).
WK Dickson & Co., Inc. 23

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Table 7. Channel Stabilitv Assessment Results
* Excellent (0 < Score <= 33), Good (33 < Score <= 66), Fair (66 < Score <= 99), Poor (99 < Score <= 132)
4.2.5 Bankfull Verification
Bankfull is difficult and often times impossible to accurately identify on actively maintained channels
and agricultural ditches. The usual and preferred indicators rarely exist, and other factors may be
taken into consideration in order to approximate a bankfull stage. Other factors that may be used are
wrack lines, vegetation lines, scour lines, or top of a bankfull bench; however, complete confidence
should not be placed on these indicators. Throughout the entire project, the channel is generally
entrenched and actively maintained, which means bankfull indicators were very limited or non-
existent. Therefore, bankfull stage was estimated by using Coastal Plain Regional Curves and other
hydrologic analyses, existing cross - sections, and in -house spreadsheets to estimate bankfull area and
bankfull discharge.
4.2.6 Vegetation
Current land use around the project is primarily agriculture and forestry. Land use immediately
surrounding the project consists of concentrated animal feeding operations (CAFO), row crop
production, animal waste spray area, and forestry. The CAFOs consist of 14 active hog houses and
eight active poultry houses. There are four lagoons storing waste that is sprayed on fields adjacent to
proposed restoration reaches. The remaining channels are adjacent to cultivated fields or disturbed
forested areas. The landscape has been contoured to increase surface runoff and eliminate surface
ponding to enhance production and increase mechanized access. Natural channels and valleys have
been excavated to promote further drainage. Ditches have been constructed to remove surface water.
The cultivated fields are alternated annually between corn and soybeans. The actively managed hay
fields appear to be Bermuda or similar perennial warm season grass over - seeded with a cool season
WK Dickson & Co., Inc. 24
Reach
Reach
Reach
Reach
Reach
Reach
Reach
Reach
Reference
1
2
3a
3c
4
5a
5b
6
Reach
1
Watershed
6
8
7
4
6
9
8
9
4
characteristics
2
Flow habit
9
9
10
4
5
6
5
10
1
3
Channel pattern
9
11
11
5
7
11
8
7
2
4
Entrenchment /channel
10
11
11
8
6
11
10
11
1
confinement
5
Bed material
NA
NA
NA
NA
NA
NA
NA
NA
NA
6
Bar development
10
10
10
7
7
10
7
7
1
7
Obstructions /debris
4
3
1
5
5
2
3
4
5
jams
Bank soil texture and
8
9
9
9
11
10
11
10
9
3
coherence
9
Average bank angle
7
9
7
11
7
11
8
11
4
Bank
10
g
3
10
3
3
8
5
7
4
vegetation /protection
11
Bank cutting
7
2
3
3
4
7
4
6
2
Mass wasting /bank
12
7
1
3
3
4
6
2
5
3
failure
13
Upstream distance to
NA
NA
NA
NA
NA
NA
NA
NA
NA
bridge
Score
86
76
82
64
64
92
70
95
30
Rating*
Fair
Fair
Fair
Good
Good
Fair
Fair
Fair
Excellent
* Excellent (0 < Score <= 33), Good (33 < Score <= 66), Fair (66 < Score <= 99), Poor (99 < Score <= 132)
4.2.5 Bankfull Verification
Bankfull is difficult and often times impossible to accurately identify on actively maintained channels
and agricultural ditches. The usual and preferred indicators rarely exist, and other factors may be
taken into consideration in order to approximate a bankfull stage. Other factors that may be used are
wrack lines, vegetation lines, scour lines, or top of a bankfull bench; however, complete confidence
should not be placed on these indicators. Throughout the entire project, the channel is generally
entrenched and actively maintained, which means bankfull indicators were very limited or non-
existent. Therefore, bankfull stage was estimated by using Coastal Plain Regional Curves and other
hydrologic analyses, existing cross - sections, and in -house spreadsheets to estimate bankfull area and
bankfull discharge.
4.2.6 Vegetation
Current land use around the project is primarily agriculture and forestry. Land use immediately
surrounding the project consists of concentrated animal feeding operations (CAFO), row crop
production, animal waste spray area, and forestry. The CAFOs consist of 14 active hog houses and
eight active poultry houses. There are four lagoons storing waste that is sprayed on fields adjacent to
proposed restoration reaches. The remaining channels are adjacent to cultivated fields or disturbed
forested areas. The landscape has been contoured to increase surface runoff and eliminate surface
ponding to enhance production and increase mechanized access. Natural channels and valleys have
been excavated to promote further drainage. Ditches have been constructed to remove surface water.
The cultivated fields are alternated annually between corn and soybeans. The actively managed hay
fields appear to be Bermuda or similar perennial warm season grass over - seeded with a cool season
WK Dickson & Co., Inc. 24

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
grass. The forested community is young, mixed pine hardwood forest and is influenced by local
elevation changes. The upper reaches of the project have the most cross - sectional elevation
differences, ranging up to 3 feet at the edges of the easement. The higher elevations areas are
typically dominated by loblolly pine (Pinus taeda) and have a dense understory. Elevation changes
are low within the cultivated field along Reach 3b. Forested areas in these lower and wetter
landscapes have a mix of loblolly pine and hardwoods or are predominately hardwoods. The
hardwood species include willow oak (Quercus phellos), laurel oak (Quercus laurifolia), tulip poplar
(Liriodendron tulipifera) and sweet gum (Liquidambar styraciflua). A mid -story layer is comprised
of water oak (Quercus nigra), tulip poplar, red maple (Acer rubrum), and swamp chestnut oak
(Quercus michauxii). Shrubs and woody vines are locally dense and include sweet bay (Magnolia
virginiana), redbay (Persea borbonia), American holly (Ilex opaca), large gallberry (Ilex coriacea),
wax myrtle (Morella cerifera), and swamp greenbriar (Smilax laurifolia). Some exotics were noted,
including Chinese privet (Ligustrum sinense) and Japanese honeysuckle (Lonicera sempervirens).
The only common herbaceous plant observed is giant cane (Arundinaria gigantea). All naturally
vegetated areas were classified by their community type, and their boundaries were approximately
located on field maps (Figure 9). Detailed observations of vegetation species, soils, and hydrology
were recorded in each community type. Table 7 describes each natural community. Table 8 describes
each natural community.
Table 8. Natural Community Summ
Existing Community Percent of Natural Community
Study Area (Schafale and Weakley Community)
Agriculture — Pasture/Hayfields 18 NA
Agriculture — Row Crops 21 NA
Bottomland Hardwood Forest 13 NA
Concentrated Animal Feeding Operation 5 NA
Clear -Cut 3 NA
Mixed Pines/Hardwoods 22 Mesic Mixed Hardwood Forest - Coastal Plain
Pine Plantation 13 NA
Residential 5 NA
4.2.7 Quantitative Habitat Assessment
A quantitative habitat assessment was performed in November 2011 on the reference reach and in
June 2012 for existing Muddy Run II Reaches 3a, 5a, and 5b to measure the volume of woody debris
and fish cover. These data were used to establish a baseline for measuring functional uplift and as a
tool to determine the placement and volume of woody debris in the design reaches. The total available
woody debris (not buried) in the design reaches exceeds the reference reach on a per linear foot basis.
In addition, surveys conducted pre- and post - construction in the restoration reach will enable EBX to
quantify habitat deficiencies and habitat gains over time.
The length of each sample reach was thirty to forty times the base -flow wetted width of the channel
with a minimum reach size of 150 feet. The sample reach was divided into ten transects spaced
evenly over the entire reach. Transect length was five feet upstream and five feet downstream of the
transect midpoint, and extend the full width of the channel. Parameters measured at each transect
were small woody debris (SWD), fish cover, substrate material, and riparian composition. At each
transect, the channel bed form was noted and an average width and depth recorded. The following is
an analysis of the habitat assessment data.
WK Dickson & Co., Inc. 25

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
4.2.7.1 Small Woody Debris Methods and Results
Small woody debris was measured at the reference reach in order to design SWD habitat structures
similar to those found in the reference reach (Appendix B). SWD greater than 0.2 inches in diameter
were measured in each reference reach transect. Large woody debris was eliminated from analysis
since these are analogous to structures such as log vanes and log toes currently applied to most
restoration designs.
Transects were identified as either shallow or pool bed form types resulting in three pools and ten
shallows measured at the reference reach. Measurements of SWD were summed for each bed form
type and divided by the number of corresponding transects to get the average volume of SWD per
pool or shallow. The average volume was then divided by the average transect area to get the volume
of SWD per square foot. The average design reach bed form area was calculated by assuming a length
of ten feet (based on reference transects) and multiplying that by the average bottom cross section
width. The average volume was multiplied by the ratio of average reference reach transect area to the
average area in the design reach to obtain the volume of SWD to be installed at each fixed pool and at
select locations along the design shallows.
WK Dickson currently uses wattles, dead brush, and woody debris bundles in the design of
restoration channels. Based on the reference reach SWD analysis, these SWD structures will be
concentrated in pool habitats and throughout shallows in volumes and size classes similar to those
found in the reference reach. Wattles are woody branch structures tied together and embedded into
the bank so that the free ends stick out into the wetted channel. Dead brush structures are shrub or tree
tops that are anchored to the bottom of the channel. Woody debris bundles are bundles of sticks one
to four inches in diameter and one to four feet long that are anchored to the streambed. Although root
wads serve as bank stability structures, they also provide a significant amount of SWD volume to the
restoration reach. The average volume of each SWD structure is presented in Table 9. A combination
of structures listed in Table 9 will be used in the design to attempt to achieve the calculated average
volume per bed form type listed in Table 10.
Table 9. Average volume (cubic inches) of SWD structures used in the design reach
SWD Average Volume
Woody Debris Bundle 509
Dead Brush 589
Wattle 42
Root Wad 562
Leaf Pack 120
Table 10. Small Woodv Debris calculations for the reference and design reach
In addition to the habitat assessment conducted at the reference site, Reaches 3a and 5a of the project
site were assessed in order to measure representative habitat gains over time post - construction. Based
WK Dickson & Co., Inc. 26
Average
Average volume
Average volume
Average volume
Channel
Total
volume in
Percent
to be applied to
to be applied to
to be applied to
bed
volume
reference
of WD
design Reach 3a
design Reach 3a
design Reach 3a
form
(in)
reach (in)
(U /S) per 10 LF
(D /S) per 10 LF
(D /S) per 10 LF
of channel (in)
of channel (in)
of channel (in)
Shallow
3219
460
39%
679
938
1132
Pool
5115
1705
61%
1705
2273
2766
Total
8334
2165
100%
2384
3212
3898
In addition to the habitat assessment conducted at the reference site, Reaches 3a and 5a of the project
site were assessed in order to measure representative habitat gains over time post - construction. Based
WK Dickson & Co., Inc. 26

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
on these assessments, there is a large disparity of SWD volume between the reference reach and the
design reaches (Chart 1).
Average SWD Per Reach
900
800
700
N
c3 600
H
`m 500
CL
E 400
0 300
d 200
a�
R
`m 100
Q 0
Reference Reach Muddy Run II Reach 3A Muddy Run II Reach 5A Muddy Run II Reach 5B
Assessed 200' Reaches
Chart 1. Average volume (cubic inches) of SWD per assessed reach. This chart represents existing conditions
in all assessed reaches.
Woody debris collected in streams provides habitat for macroinvertebrates, fish, and amphibians, and
increases stream productivity by retaining carbon in the channel. While it would be difficult to
replicate the volume and spatial distribution of SWD found in the reference channel, this quantitative
habitat assessment provides guidance for improving habitat conditions through specifically placed
and sized SWD structures, and provides a means for assessing functional gains over time. WKD has
included these structures in the design plans (Appendix D).
4.2.7.2 Fish Cover Methods and Results
Fish cover measurements were taken at each transect along the reference reach and Muddy Run II
Reaches 3a, 5a, and 5b. Fish cover area was visually calculated within the ten -foot transect length.
Fish cover types include small woody debris and brush, aquatic macrophytes, overhanging vegetation,
undercut banks, and boulders. For each transect a percentage of total fish cover and individual cover
type areas were calculated (Chart 2). Location and general habitat data was recorded for each fish
cover measurement to assess spatial distribution.
WK Dickson & Co., Inc. 27

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Comparison of Average Fish Cover Between the Reference Reach and
Muddy Run II Restoration Reaches
70
60
50
N
40
U
c
30
`m
a
20
10
0 -A
Shallows /Runs Pools Entire Reach
■Reference Reach ■Muddy Run II Reach 3A oMuddy Run II Reach 5A ■Muddy Run II Reach 5B
Chart 2. Average percent of fish cover per channel bed form type in the reference reach
The fish cover analysis revealed that the average area of fish cover is nearly three times as high in
Muddy Run II Reach 3a as in the reference reach. This is because the streambed along the assessed
portion of Reach 3a was mostly covered by macrophytic vegetation and was devoid of any significant
woody debris or undercut banks. As Muddy Run II Reach 5b is located in a heavily forested area, this
reach exhibited a larger area of fish cover, primarily in the form of undercut banks and woody debris.
Muddy Run II Reach 5a presented very little fish cover habitat that can be attributed to a poor buffer
along the north bank and active channel maintenance. Fish cover from low growing brush will
increase in the restoration reaches after the riparian planting occurs. Woody debris structures will also
provide additional fish cover habitat and resting areas for fish swimming upstream.
4.2.7.3 Substrate Composition
Substrates were divided into eight classes as follows: coarse /fine particulate organic matter,
silt/clay /muck, fine sand, coarse sand, gravel, cobble, boulder, and bedrock (Chart 3). Channel width
and water depth were measured at each transect in four equally spaced intervals from bank to bank.
Substrate coverage was visually determined between widths measured at each major change in
substrate type.
WK Dickson & Co., Inc. 28

100
90
80
70
N
60
U
c 50
d
a 40
30
20
10
Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Comparison of Substrate Between the Reference Reach and Muddy
Run II Restoration Reaches
C /FPOM Silt/Mud Fine Coarse Gravel Cobble Boulder Bedrock
Sand Sand
Chart 3. Comparison of substrate composition between the reference reach and the restoration reaches.
The substrate composition analysis revealed that the reference reach has slightly more organic matter
substrate (C /FPOM) than Reaches 5a and 5b, and significantly more than Reach 3a. These differences
may be attributed to a couple of factors including the maturity and close proximity of riparian plants
to the reference reach and Reaches 5a and 5b, and channelization of Reach 3a which typically results
in flushing of organic matter and a lack of carbon retention. Macroinvertebrate abundance and
diversity has been tied to the ability of a channel to retain carbon. Several design structures and
vegetation plantings can be used to increase organic substrate composition. Constructed leaf packs
will be installed in select locations for immediate macroinvertebrate colonization. SWD bundles will
serve to collect organic matter flowing downstream increasing carbon retention. By adding sinuosity
and creating a better floodplain connection, adding SWD in select locations, and creating pool
habitats, substrate composition will more closely resemble reference reach conditions.
4.3 Wetland Summary Information
4.3.1 Existing Wetlands
The US Fish and Wildlife Service National Wetland Inventory Map (NWI) does not depict any
wetlands within the project site (Figure 7). A wetland delineation was performed in June 2012.
Wetland boundaries were delineated using current methodology outlined in the 1987 Army Corps of
Engineers Wetland Delineation Manual (DOA 1987) and Regional Supplement to the Corps of
Engineers Wetland Delineation Manual: Atlantic and Gulf Coastal Plain Region (Version 2.0) (U.S.
Army Corps of Engineers 2010). Soils were characterized and classified using the Field Indicators of
Hydric Soils in the United States, Version 7.0 (USDA -NRCS 2010). Wetland boundaries were
marked with sequentially numbered wetland survey tape (pinkiblack striped). Flag locations were
surveyed under the direction of a Professional Licensed Surveyor (PLS) with GPS and conventional
survey (Figure 4).
WK Dickson & Co., Inc. 29

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
WK Dickson & Co., Inc. 30
P FO 1 Av
PFO1/2F f • `"'- "`
PFO1C
-`�.
�Y
Y
a 7,.
PUBHx "+
`
PFO1A
P 1C
PUBHx
1
.y
PFO1C
PFO1 /4A
PSS1 /4B
• t�
•e � j
x
PFO1A
Source:
National We tlands'Inventory GIS Data
Figure 7.
Proposed Streams
NWI Map
Q Muddy Run II Easement
L
Muddy Run 11 Site
Muddy Run Easement
0 750 1,500
3,000 Muddy Run II NWI Clip
1 inch = 1,500 feet
Feet
Target Parcels
WK Dickson & Co., Inc. 30

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Table 11. Existing Wetlands Parameter and Characteristics
Parameters
Wetland 1
Wetland 2
Size of Wetland within Easement
(Acres)
0.29
2.23
Wetland Type
Riparian Riverine
Riparian Riverine
Mapped Soil Series
Goldsboro
Rains
Drainage Class
Moderately well
Poorly
Hydric Soil Status
Yes
Yes
Source of Hydrology
Runoff
Runoff
Hydrological Impairment
Ditched / Incised channel / Berm
Diverted Channel Flow
Native Vegetation Community
Forested
Forested
Percent composition of
exotic /invasive species
5%
<1%
4.3.1.1 Wetland 1
This wetland is located along Reach 3a on the right bank. The current land use is forested along the
dredged channel just downstream of Reach 4, which divides this wetland. This wetland is seasonally
saturated. Hydrology is primarily runoff that collects within a shallow depression and restricted by
berms along the dredged channels. This wetland is 0.29 acres.
4.3.1.2 Wetland 2
This wetland is located along Reach 3b on both sides of the channel. The current land use is mature
forest. The stream through this wetland is diverted from its historic flow pattern to promote drainage
for agricultural production. This wetland is seasonally saturated. Hydrology is currently due to its
lower landscape position collecting runoff. Large flood events likely inundate this wetland on a
limited basis. This area may also experience limited groundwater discharge. This wetland is 2.23
acres.
A jurisdictional determination of the wetlands has not been made by the US Army Corps of Engineers
( USACE), but the USACE has visited the restoration site. Wetland forms are included in
Appendix B. Onsite wetlands include riparian wetlands along Reach 3a /Reach 4 and along both sides
of Reach 3b (Figure 4).
4.3.2 Existing Hydric Soil
In addition to the two jurisdictional wetland areas, four areas containing hydric soil are located within
the proposed project easement (Figure 4). Two areas are forested and may be hydrologically restored
or enhanced by the restoration, but are not proposed for credit. The remaining two areas are located
within the cultivated fields and are proposed to be restored. Soils and hydric indicators are similar
within each land use type. The typical hydric soils are sandy textured and underlain by a clayey
subsoil. The most common hydric indicator is Sandy Redox (S5). Some areas were observed to meet
Depleted Matrix (173), Depleted Below Dark Surface (All) or Dark Surface (S7). In the lower
landscape positions a clayey subsoil is found.
The Muddy Run II Mitigation Site offers a total ecosystem restoration opportunity. As such, the
wetland restoration is closely tied to the stream restoration. The proposed wetland restoration is
located on the floodplains adjacent to the proposed stream restoration of Muddy Run II. All proposed
wetlands are near deeply incised and dredged stream channels. Some wetland areas also have adjacent
ditching that further lowers the water table.
WK Dickson & Co., Inc. 31

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
The Goldsboro soils are moderately well drained, and have moderate permeability. Runoff is
negligible to medium. The seasonal high water table ranges from 24 to 36 inches. Theses soils are
located on the hill slope summit and shoulder. This soil unit is typically cultivated. The Rains soils
are poorly drained and have moderate permeability. Runoff is negligible. The seasonal high water
table ranges from 0 to 12 inches. Theses soils occur across flats, depressions and Carolina bays. The
Natural Resources Conservation Service (NRCS) considers Rains soils to be hydric when undrained.
Soil series descriptions are discussed in Section 2.5. Soil profiles are listed on the wetland forms
(Appendix B). Soils found in the wetland areas can be described as Goldsboro and Rains soils.
Within the project, the majority of the soil map units are Rains, with some areas mapped as
Goldsboro or Foreston. Hydric soils within the proposed wetland restoration areas were verified
through auger borings by a licensed soil scientist (Appendix B). Hydric soils are located in Rains or
Goldsboro map units. Based on vegetation, soil, and hydrology indicators, it appears that these areas
are inundated or saturated for most of the growing season in a typical year. The wetlands are
depressional or topographic low areas. They are impacted by the spoil material along the channel and
the access path, creating an artificial barrier between the wetland and channel. Field indicators of
wetland hydrology include water stained leaves, saturated soil within one foot of the surface, crayfish
burrows, and mapped hydric soils. An extensive ditch network and agricultural surface modifications
have significantly affected wetland hydrology. Table 12 summarizes the sizes of the two proposed
wetland restoration areas.
Table 12. Proposed Hvdric Soils Parameter and Characteristics
Parameters
Wetland A
Wetland B
Size of Wetland within Easement
(Acres)
3.60
1.32
Proposed Wetland Type
Riparian Riverine
Riparian Riverine
Mapped Soil Series
Goldsboro
Rains
Drainage Class
Moderately well
Poorly
Hydric Soil Status
Yes
Yes
Source of Hydrology
Runoff / overbank flows
Runoff / overbank flows
Hydrological Impairment
Ditched/Incised channel
Ditched/Incised channel
Native Vegetation Community
Cultivated
Cultivated
Percent composition of
exotic /invasive species
N/A
N/A
Two areas of hydric soil are proposed for wetland restoration for a total of 4.92 acres. The existing
areas for proposed wetland restoration have been historically disturbed and lack the typical vegetation
of hardwood wetlands. Disturbance includes clearing and grubbing, cultivation, ditching, and
crowning. The wetlands are cultivated row crop and are effectively drained.
Areas of wetland restoration are determined by areas having available hydric soil that are located
within areas negotiated with land owner. Acreages are limited due to design parameters and limiting
acres to where restoration of wetland hydrology is expected to occur within 12 inches of soil surface.
WK Dickson & Co., Inc. 32

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
4.3.2.1 Proposed Wetland WA
This wetland is located along the downstream portion of Reach 3a. The current land use is row crop
production along the dredged channel. The adjacent stream channel is deeply dredged with a farm
road constructed between the cultivated wetland and the channel.
4.3.2.2 Proposed Wetland WB
This wetland is located along the downstream portion of Reach 5a, below the downstream end of the
Muddy Run project. The current land use is row crop production along the right bank of the dredged
channel. A pine plantation is present along the left bank. Ditches are present and the adjacent stream
channel is deeply dredged with a farm road constructed between the cultivated wetland and the
channel.
4.4 Regulatory Considerations and Potential Constraints
4.4.1 Property Ownership, Boundary, and Utilities
There are no constraints to increasing stream bed elevations at the Muddy Run II Mitigation Site.
Several crossings will be upgraded or constructed to provide full landowner access to isolated
properties. One existing crossing will be removed entirely. Existing poultry houses will slightly
confine the proposed buffer restoration on the northern end of the project. The channel will be
restored such that a full 50 -foot riparian buffer is restored on both banks. The Muddy Run II site is
not located within five miles an air transport facility.
WK Dickson & Co., Inc. 33

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
WK Dickson & Co., Inc. 34

.M
..re5c.a y
I
Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
s ' 44-� ry
0
�A
•Y
y 7 i
�u
Agricultural - Pasture /Hay = Bottomland Hardwoods = Mixed Pines /Hardwoods Residential
Agricultural - Row Crops= Concentrated Animal Feeding Operation= Pine Plantation 1 Clear -Cut
® Figure 9.
Natural Communities Map Q Muddy Run II Easement
Muddy Run 11 Site Q Muddy Run Easement
0 750 1,500 3,000 Target Parcels
Feet
1 inch = 1,500 feet
WK Dickson & Co., Inc. 35

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
4.4.2 Site Access
There are no access constraints to the Muddy Run II site. To access the Site from the town of
Chinquapin, travel east on Highway 50. Take the first left onto Pickett Bay Road and go 1.1 miles.
Turn left onto Kenney Crawley Road. This road is gravel and will split just past the residential house
on the right. Keeping to the left will take you to the Reaches 3b, 3c, 5a, 5b, and 6. Going to the right
at the split will take you to Reaches 1, 2, 3a, and 4. The site protection instrument can be found in
Appendix A.
4.4.3 FEMA/ Hydrologic Trespass
Hydrologic trespass is a not a major concern for this project. The Muddy Run II Restoration Site is
outside of any FEMA floodway area (Figure 10). The Site is mapped as Zone X, which indicates that
there is 0.2 percent annual chance of flooding. While designing the Muddy Run II project, appropriate
measures were taken to reduce the chances of hydrologic trespass of the adjacent agricultural fields
and animal operations. The adjacent land use will not be affected by the proposed design, and the
property owners have been notified of any potential impacts from hydrologic trespass within existing
ditches. No detrimental impacts are expected beyond the easement limits. Landowner communication
indicates Reach 5 is subject to flooding due to backwater from the downstream Muddy Creek.
WK Dickson & Co., Inc. 36

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
WK Dickson & Co., Inc. 37
i�
N
111 ON
4
t.
4
1
�
-y
-
� ,M
i
Source: NC Flood Map GIS Data -,
Figure 10. Proposed Streams
FEMA Flood Insurance Map
Muddy Run II Easement
Muddy Run 11 Site
Muddy Run Easement
0 750 1,500 3,000 Target Parcels
Feet FEMA Zone AE -
1 inch = 1 ,500 feet Detailed 100 -yr Floodplain
WK Dickson & Co., Inc. 37

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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5 DETERMINATION OF CREDITS
Table 13. Muddy Run II Project Components —
Stream Mitigation
Mitigation
Ratio
WMUs
WA Restoration
3.60
1:1
3.60
Existing
Proposed
Mitigation
1.32
Reach
Mitigation Type
Stationing
Length
Length
Ratio
SMUs
(LF)
(LF)
Reach 1
Headwater Valley
0 +54 to 4 +97
438
443
1:1
443
Reach 2
Headwater Valley
0 +00 to 5 +04
504
504kkN
1:1
504
Reach 2
P1 Restoration
5 +04 to 18 +73
1,223 69
1:1
1,369
Reach 3a
P1 Restoration
0 +00 to 37 +3 ��
3,581
1:1
3,581
Reach 3b
P1 Restoration
3 <66Z +
NA
1,852
1:1
1,852
Reach 3c
Enhancemen
/56*78 to 64 +15
737
707
1:1.5
471
Reach 4
PAI�VNis on
0 +00 to 2 +04
120
204
1:1
204
Reach
l Restoration
0 +00 to 18 +04
1,602
1,774
1:1
1,774
Reach 5b
Enhancement II
18 +04 to 22 +05
401
401
1:2.5
160
Reach 6
Enhancement II
12 +60 to 15 +77
317
317
1:2.5
127
8,643
11,152
10,486
Table 14. Muddv Run II Proiect Components — Wetland Mitigation
Wetland Mitigation Type
Mitigation
Area (ac)
Mitigation
Ratio
WMUs
WA Restoration
3.60
1:1
3.60
WB Restoration
1.32
1:1
1.32
Total
4.92
4.92
6 CREDIT RELEASE SCHEDULE
All credit releases will be based on the total credit generated as reported by the as -built survey of the
mitigation site. Under no circumstances shall any mitigation project be debited until the necessary DA
authorization has been received for its construction or the District Engineer (DE) has otherwise
provided written approval for the project in the case where no DA authorization is required for
construction of the mitigation project. The DE, in consultation with the Interagency Review Team
(IRT), will determine if performance standards have been satisfied sufficiently to meet the
requirements of the release schedules below. In cases where some performance standards have not
been met, credits may still be released depending on the specifics of the case. Monitoring may be
required to restart or be extended, depending on the extent to which the site fails to meet the specified
performance standard. The release of project credits will be subject to the criteria described as
follows:
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Muddy Run II Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Table 15. Forested Wetlands Credits
Monitoring
Interim
Total
Credit Release Activity
Year
Release
Released
0
Initial Allocation - see requirements below
30%
30%
First year monitoring report demonstrates performance
1
10%
40%
standards are being met.
Second year monitoring report demonstrates performance
50%
2
10%
50%
standards are being met.
65 %*
Third year monitoring report demonstrates performance
60%
3
10%
60%
standards are being met.
(75 % *)
Fourthyear monitoring report demonstrates performance
70%
4
10%
70%
standards are being met.
(85 % *)
Fifthyear monitoring report demonstrates performance
5
standards are being met; Provided that all performance
15%
100%
standards are met, the IRT may allow the NCEEP to
discontinue hydrologic monitoring after the fifthyear, but
0 o
0 0
vegetation monitoring must continue for an additional two
ears after the fifth year for a total of seven years.
Sixth year monitoring report demonstrates performance
6
10%
90%
standards are being met.
Sevethyear monitoring report demonstrates performance
7
standards are being met, and project has received close -out
10%
100%
approval.
Table 16. Stream Credits
Monitoring
Interim
Total
Credit Release Activity
Year
Release
Released
0
Initial Allocation - see requirements below
30%
30%
First year monitoring report demonstrates performance
1
10%
40%
standards are being met.
Second year monitoring report demonstrates performance
50%
2
10%
standards are being met.
65 %*
'Third year monitoring report demonstrates performance
60%
3
10%
standards are being met.
(75 % *)
Fourth year monitoring report demonstrates performance
70%
4
10%
standards are being met.
(85 % *)
Fifth year monitoring report demonstrates performance
5
standards are being met, and project has received close -out
15%
100%
approval.
*additional 15% credit release following second bankfull event in separate years
6.1 Initial Allocation of Released Credits
The initial allocation of released credits, as specified in the mitigation plan can be released by the
NCEEP without prior written approval of the DE upon satisfactory completion of the following
activities:
a) Approval of the final Mitigation Plan
b) Recordation of the preservation mechanism, as well as a title opinion acceptable to the
USACE covering the property
c) Completion of project construction (the initial physical and biological improvements to the
mitigation site) pursuant to the mitigation plan; Per the NCEEP Instrument, construction
means that a mitigation site has been constructed in its entirety, to include planting, and an
WK Dickson & Co., Inc. 39

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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as -built report has been produced. As -built reports must be sealed by an engineer prior to
project closeout, if appropriate but not prior to the initial allocation of released credits.
d) Receipt of necessary DA permit authorization or written DA approval for projects where DA
permit issuance is not required.
6.2 Subsequent Credit Releases
All subsequent credit releases must be approved by the DE, in consultation with the IRT, based on a
determination that required performance standards have been achieved. For stream projects a reserve
of 15% of a site's total stream credits shall be released after two bank -full events have occurred, in
separate years, provided the channel is stable and all other performance standards are met. In the
event that less than two bank -full events occur during the monitoring period, release of these reserve
credits shall be at the discretion of the IRT. As projects approach milestones associated with credit
release, the NCEEP will submit a request for credit release to the DE along with documentation
substantiating achievement of criteria required for release to occur. This documentation will be
included with the annual monitoring report.
7 MITIGATION WORK PLAN
7.1 Target Stream and Wetland Types
7.1.1 Reference Stream Studies
7.1.1.1 Target Reference Conditions
The restoration site is characterized by agricultural and forestry practices. Several ditches and
underdrains exist in the watershed and contribute to the project site. Physical parameters of the site
were used, as well as other reference materials, to determine the target stream type. An iterative
process was used to develop the final information for the site design.
To develop the target reference conditions, physical site parameters were reviewed. This included the
drainage area, land use, soils mapping units from the Duplin County Soil Survey for the watershed
and site, typical woody debris and habitat available and for the area, as well as general topography.
The "Classification of the Natural Communities of North Carolina" was also used to narrow the
potential community types that would have existed at the site (Shafale and Weakley, 2003).
Targeted reference conditions included the following:
• Located within the Physiographic Region — Outer Coastal Plain,
• Similar drainage area,
• Similar land use onsite and in the watershed,
• Similar watershed soil types,
• Similar site soil types,
• Ideal, undisturbed habitat — several types of woody debris present,
• Similar topography,
• Similar slope,
• Pattern common among coastal plain streams, and
• Minimal presence of invasive species.
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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7.1.1.2 Reference Site Search Methodology
All the parameters used in Section 4.1 were used to find appropriate reference stream sites. Obtaining
property owner information and owner authorization for access was another factor in locating suitable
reference sites for the project. For this project, there was no predetermined amount of reference sites
needed as long as the site was suitable and met nearly all the parameters. Eight potential reference
sites were visited, and their characteristics were noted. It is difficult to find reference sites on the
coastal plain because many have been disturbed by farming or urban development. Most streams tend
to be modified ditches and may have some of the characteristics that are sought in a reference, but too
few to make it an ideal reference for the project site. One reference stream site that proves to be ideal
in both geomorphology and habitat is located approximately six miles southeast of the restoration site
in a wooded corridor.
A GIS -based search was initially conducted for the identification of reference stream sites in the outer
coastal plain. The GIS process was based on a search through quadrangle maps, aerial photography,
and topography. Drainage areas for each reference site were delineated. Soils and land use were
considered for each site, as well as accessibility and location in comparison to the restoration reach.
Once sites were identified, all eight sites were visited and assessed. Many of the references were
affected by farming practices, dense invasive species, and disturbed or altered floodplains along the
streams. This was the case for a few of the sites visited, and, therefore, the sites were not considered.
One site was identified for use as a reference site.
7.1.1.3 Reference Watershed Characterization
The reference stream flows northwest and drains into Cypress Creek (Figure 11). The reach that was
surveyed and analyzed is approximately 300 feet long. The drainage area for the unnamed tributary to
Cypress Creek (UT) is 0.47 square miles (300 acres). The land use in the watershed is characterized
by mostly southern yellow pine (86 percent), bottomland hardwood forest/hardwood swamps (6
percent), broadleaf evergreen forest (3 percent), managed herbaceous cover (3 percent), and
cultivation (2 percent). Site photographs of the reference stream are located in Appendix B.
The current State classification for the UT to Cypress Creek is undefined. However, Cypress Creek is
defined as Class C Sw (NCDWQ, 2005). Class C waters are suitable for aquatic life, secondary
recreation, and agricultural usage. The Sw is a designation for swamp waters— waters that have low
velocities and other natural characteristics that are different from adjacent streams. Using Rosgen
stream classification, the stream is classified as a E5 stream type.
WK Dickson & Co., Inc. 41

a
s;
0
,"9
Ctq
food
;'
Source: NCOnemap.coml
0
m 1
Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Reference Reach
O'Aerial P,hotography�
Figure 11.
Muddy Run II Refence Reach
Muddy Run II Site
750 1,500 3,000
Feet
1 inch = 1,500 feet
WK Dickson & Co., Inc. 42
Muddy Run II Reference Reach
Duplin County Parcels
2 ft. Contours
Q Drainage Area = 300.0 Ac

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
7.1.1.4 Reference Soils Characterization
The soils found in and around the reference reach are mapped as Muckalee, Blanton, and Murville, all
of which are hydric soils. Muckalee is a Hydric B, loam soil, typically found on slopes ranging from 0
to 1 percent slopes. Blanton is a Hydric B sandy soil, found on flats, marines, and terraces with slopes
from 1 to 6 percent. Murville soils are mucky fine sand generally found in depressions with slopes of
0 to 2 percent. The soils immediately adjacent to the reference reach have similar characteristics and
properties to the soils found at the Muddy Run II Restoration Site.
7.1.1.5 Reference Discharge
Several hydrologic models /methods were used to develop a bankfull discharge for the reference site.
Existing drainage area, land use, slope, roughness, and cross - sectional area were all factors
considered when performing the calculations. Using a combination of Coastal Plain Regional Curves,
in -house spreadsheet tools, and a project specific regional flood frequency analysis, the existing
discharge was found to be around 12 cubic feet per second (Wits). See Section 7.3 for a more detailed
description of the hydrologic analyses performed for this project.
7.1.1.6 Reference Channel Morphology
In comparison to the restoration reaches, the reference reach is smaller when comparing pattern,
dimension and profile, which is the reason for using a scaling factor for the design. The scaling factor
is based on the smaller bankfull area of the reference channel. Since the reference stream was smaller,
it was necessary to scale up the analog reach in order to use it for design. The new reach would then
have the necessary dimensions of that of a bigger stream similar in size to the existing channel that
would correspond to the larger drainage area. The stream was typically five to eight feet wide and one
to two feet deep. The cross sectional area was typically around 6.7 square feet with a width to depth
ratio around 9.0.
7.1.1.7 Reference Channel Stability Assessment
The reference reach was stable and showed no evidence of incision or erosion in the portion that was
surveyed and analyzed. The stream appeared to maintain its slope and had sufficient amounts of
vegetation to secure its banks. Riparian buffer widths exceeded fifty feet on each side. The CSA
results (scores and ratings) for the reference reach is provided above in Table 7 (Section 4.2.4). The
reference reach received an "Excellent" rating as the channel demonstrates a stable meandering
pattern and a well vegetated riparian buffer.
7.1.1.8 Reference Bankfull Verification
Typical indicators of bankfull include vegetation at the bankfull elevation, scour lines, wrack lines,
vegetation lines, benches /inner berm, and point bars. Throughout the entire length of the reference
reach, bankfull is located at the top of bank elevation. The accuracy of this bankfull stage is verified
by the Coastal Plain Regional Curves using existing cross sections to calculate area and discharge.
Evidence that can further support the location of bankfull is the lack of any bench or berm features
within the channel, and wrack lines present within the floodplain.
7.1.1.9 Reference Vegetation
The reference reach riparian community is characteristic of a coastal plain small stream swamp
community. This community is approximately 15 to 20 years old, as evidenced by the representative
diameter at breast height (DBH) measurements. This community was determined to have had past
disturbance altering the species composition. Most of the canopy species recorded are high dispersal
species and have been observed to occur near the restoration site. The following table lists the
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Muddy Run II Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
coverage estimates and species encountered. The right bank is denoted as RB and the left bank is
denoted as LB.
Table 17. Tree Communities at the Reference Reach for Muddy Run II
Transect
Location
Percent
Percent
Percent
Representative
0
Coverage
Evergreen
Deciduous
DBH ( ")
LB
80
15
85
8
Nyssa biflora, Magnolia virginiana, Ilex opaca,
Acer rubrum, Liriodendron tulipifera
1
RB
90
15
85
12.5
Liriodendron tulipifera, Liquidambar
styraciflua, Nyssa biflora, Ilex opaca,
LB
65
10
90
9
Liriodendron tulipifera, Ilex opaca,
2
Liquidambar styraciflua
RB
80
10
90
15
Liquidambar styraciflua, Nyssa biflora,
Liriodendron tulipifera
LB
90
10
90
10
Nyssa biflora, Acer rubrum, Liriodendron
3
tulipifera, Ilex opaca, Magnolia virginiana
RB
60
30
70
7
Ilex opaca, Magnolia virginiana, Nyssa biflora,
Liquidambar styraciflua
LB
85
10
90
10
Liquidambar styraciflua, Liriodendron
4
tulipifera, Ilex opaca
RB
35
50
50
3
Ilex opaca, Magnolia virginiana, Liquidambar
styraciflua
Liriodendron tulipifera, Magnolia virginiana,
LB
90
10
90
8
Acer rubrum, Fagus grandifolia, Nyssa biflora,
5
Liquidambar styraciflua
RB
60
25
75
9
Nyssa biflora, Liquidambar styraciflua, Ilex
opaca, Liriodendron tulipifera
Liriodendron tulipifera, Magnolia virginiana,
LB
90
10
90
8
Acer rubrum, Fagus grandifolia, Nyssa biflora,
6
Liquidambar styraciflua
RB
70
50
50
6
Magnolia virginiana, Ilex opaca, Nyssa biflora
LB
75
10
90
10
Liriodendron tulipifera, Acer rubrum, Ilex
7
opaca, Q. michauxii
RB
60
40
60
8
Ilex opaca, Liriodendron tulipifera,
Liquidambar styraciflua
LB
55
20
80
7
Liriodendron tulipifera, Acer rubrum, Pinus
8
taeda, Ilex opaca, Ligustrum japonicum
RB
80
40
60
6
Quercus nigra, Liriodendron tulipifera, Ilex
opac, Acer rubrum
LB
70
25
75
10
Nyssa biflora,Ilex opaca, Liriodendron
9
tulipifera, Pinus taeda
RB
80
20
80
6
Liriodendron tulipifera, Ilex opaca, Quercus
nigra, Acer ruburm
LB
60
25
75
11.5
Nyssa biflora,Ilex opaca, Liriodendron
tulipifera, Pinus taeda
10
Pinus taeda, Quercus michauxii,Ilex opaca,
RB
80
15
85
11
Acer rubrum, Liquidambar styraciflua,
Liriodendron tulipifera, Ligustrum japonicum
WK Dickson & Co., Inc. 44

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
It is anticipated that a local seed source for these high dispersal species is present and will disperse
across much of the mitigation site. These species are often found in early successional communities
and quickly fill disturbance gaps. Because many of these high dispersal species often become
aggressive in these sites, they are not included in the Restoration Planting List (Section 7.2.3).
Hardwood species typical of the target community was observed in adjacent and nearby communities,
and were judged to be more appropriate for this site.
7.1.1.10 Habitat Assessment — Woody Debris
The habitat assessment for the reference stream channel is included in the quantitative habitat
assessment discussion for Muddy Run II within Section 4.2.7.
7.1.2 Reference Wetland Studies
Reference wetlands were not studied for similar hydrology or habitat. A reference wetland site
adjacent to the stream evaluated for habitat was evaluated for species composition, but was
determined to be impacted by timber management and was not a suitable community to reference. A
reference wetland will be determined before construction is complete so groundwater monitoring can
begin before or at the same time as wetland restoration monitoring.
7.2 Design Parameters
7.2.1 Stream Restoration Approach
Stream restoration efforts along the tributaries to Muddy Creek will be accomplished through a
combination of analytical and analog and/or reference reach -based design methods. The result will be
a combination of Priority Level I stream restoration and headwater valley restoration. The cross -
section geometry, planform, and profile will be modified to restore appropriate capacity and sinuosity
to the channelized, sand bed streams. The Priority Level I stream restoration will incorporate the
design of a single- thread meandering channel, with parameters based on data taken from NC Coastal
Plains Regional Curve tables and from reference sites described herein. Approximately 8,780 LF of
stream channel will be reconstructed. An additional 947 LF of headwater valley restoration will bring
the total restoration SMUs to 9,727. Enhancement Levels I and II will be applied to an additional
1,425 linear feet of channel that are relatively stable and forested.
Stream buffers throughout the project site will be restored and protected in perpetuity. Proposed
mitigation for the Muddy Run site involves headwater valley restoration and Priority Level I stream
restoration. The proposed mitigation design divides the site into three distinct drainage features
consisting of six design reaches (Figure 12). Priority Level I restoration is proposed on five reaches
and headwater valley restoration is proposed on two reaches.
Priority I restoration reaches will typically include a meandering stream pattern constructed to mimic
the natural planform of low- gradient, sand bed channels. The proposed sinuosity is 1. 1, which is
based on local reference reach conditions, existing site constraints, and hydraulic modeling. As a
result of the restoration of planform and dimension, frequent overbank flows and a restored riparian
buffer will provide the appropriate hydrology and sediment transport throughout this coastal plain
watershed.
Headwater valley restoration will follow current regulatory guidance and published research. This
restoration approach will result in a fully vegetated valley bottom following natural existing contours.
Any ditches or channels present will be backfilled and stabilized. Vegetation will be restored across
the entire headwater valley.
WK Dickson & Co., Inc. 45

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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Muddy Run II has been broken into the following design reaches:
• Reach 1 (STA 0 +54 to STA 4 +97) — One of three headwater reaches within the project
totaling approximately 443 linear feet of headwater valley restoration. This reach is flat with
agricultural fields to the west and woods to the south and east. The reach begins at a gully
feature just downstream of an existing headwater valley system.
• Reach 2 (STA 0 +00 to STA 18 +73) — Easte m of the project totaling
approximately 504 linear feet of headwater va leyjt and 1,369 linear feet of Priority
1 restoration. Agricultural fields are located t�orth and south of the reach, outside of a
forested buffer. Selz l
• Reach 3a (ST 0® A 37 +36) — Eastern most reach along the primary drainage
feature tot i ately 3,581 linear feet of Priority 1 restoration. Both Reaches 1 and
2 outle stream end of the reach. Reach 3a has a farm path along its entirety on the
east b and flows through active agricultural fields and forested areas. Reach 4 flows into
this reach near STA 19 +50.
• Reach 3b (STA 37 +36 to STA 56 +78) — Middle reach along the primary drainage feature
totaling approximately 1,852 linear feet of Priority 1 restoration. The upper section of Reach
3b adjacent to turkey houses and pastures before entering a forested area to the west.
• Reach 3c (STA 56 +78 to STA 64 +15) — Western -most reach totaling approximately 707
linear feet of Enhancement Level I. This reach is flat, is surrounded by forest comprised of a
mix of pines and hardwoods, and flows into Reach 3 of the Muddy Run project.
• Reach 4 (STA 0 +00 to STA 2 +04) — Short reach totaling approximately 204 linear feet of
Priority 1 restoration. This reach flows through a forested buffer down to Reach 3a.
• Reach 5a (STA 0 +00 to STA 18 +04) — Western reach beginning at the downstream end of
the Muddy Run project totaling approximately 1,774 linear feet of Priority 1 restoration. This
reach is flat with agricultural fields to the north and woods to the south.
• Reach 5b (STA 18 +04 to STA 22 +05) — Western -most reach totaling approximately 401
linear feet of Enhancement Level II. This reach is flat and has a forested buffer along both
banks.
• Reach 6 (STA 12 +60 to STA 15 +77) — One of three headwater reaches within the project
totaling approximately 317 linear feet of Enhancement Level II. This reach is flat with
agricultural fields to the east and woods to the south and west.
WK Dickson & Co., Inc. 46

Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
WK Dickson & Co., Inc. 47
Flow Diversion
Structure
l
�,
3.6 ac of Restoration r
Reach 3a Y
Reach 4 ��
3,581 LF of P1 Restoration
204 LF of P1 Restoration
Channel Slope = 0.0016 ft/ft
Channel Slope = 0.0029 Rift
Drainage Area = 0.355 mi`
Drainage Area = 0.072 mi`','
r
Rea
504 eadwater Valley Restoration
F of P1 Restoration
nneI Slope = 0.0030 ft/ft
Drainage Area = 0.178 mi'
av�
Reach 1
O443
LF Headwater Valley Restoration
Channel Slope = 0.0025 ft/ft
Drainage Area = 0.106 mi'
P1 Restoration
Enhancement I
Enhancement 11
Headwater Valley Restoration
Flgrue 12a.
WORN Conceptual Design (East)
OMuddy Run II Easement -,Stream Crossing (Culvert
Muddy Run Easement Stream Crossing (Ford)
Mudd Run 11 Site
Muddy
Wetland Restoration
Proposed Fencing
0 375 750
Q• Reach Break
1,500 Parcels
Feet U BMP Locations 2 ft Contours
1 inch = 750 feet
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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Reach 3b
1,852 LF of P1 Restoration
Channel Slope = 0.0016 ft/ft
Drainage Area = 0.520 miz
®I
Reach 3c
Reach 5b 707 LF of Enhancement 1
401 LF of Enhancement II Channel Slope = 0.0030 ft/ft T r
Channel Slope = 0.0040 ft/ft Drainage Area = 0.578 mil
Drainage Area = 1.419 mi`
Reach
1,774 LF of P1 Restoration
Channel Slope = 0.0040 ft/ft ,
Drainage Area = 1.209 miZ
Reach 6 a¢
317 LF of Enhancement II
Channel Slope = 0.0024 ft/ft 1.32 ac of Restoration
Draina a Area = 0.120 mi
z
9
P1 Restoration
Enhancement
-Enhancement II
Headwater Valley Restoration
Figure 12b.
Mudd Run II Easement ��
Conceptual Design (Vilest) y Stream Crossing (Culvert)
Q Muddy Run Easement
Muddy Run 11 Site j Wetland Restoration 'Stream Crossing (Ford)
Parcels
0 375 750 1,500 Reach Break
P9 �,� )� 2 ft Contours Proposed Fencing
BMP Locations
1 inch = 750 feet Feet
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Reach 1
Headwater valley restoration approach is proposed for Reach 1. The existing channel /ditch will be
backfilled, and flow will be directed from its current position along the tree line back to within the
histori v e 1 ati dow to th nfluence with aches 2 and 3a. A 0 foot wide forested
buffer ml 1 �e�lhoiltth,Tl e r�i i s l�il1-tie into an existing
headwater valley system comprised of intermittent sections of single and multiple channels. This
system will be used as a reference site for incorporating a small baseflow channel into the headwater
valley restoration design.
Reach 2
Similar to Reach 1, headwater valley restoration is proposed for the upper section of Reach 2. The
existing channel will be backfilled with existing spoil material located along adjacent to the channel,
a result of previous dredging activities. Areas within the 100 foot buffer that are disturbed or lack
riparian vegetation will be planted. Grade control structures will be installed along three ditches that
enter Reach 2 at the upstream end of the project. These structures will raise the upstream channel bed
elevations slightly to tie in existing ditches to the project reach. An existing CMP culvert located
along the upstream section will be removed and replaced outside the easement (upstream) to continue
to allow the landowner access to all areas of his property. Priority 1 restoration is proposed for the
majority of Reach 2. Restoration activities will involve relocating the channel to the north through an
existing wooded area consisting primarily of pines a few hardwoods. Existing spoil piles located
along the channel banks will be removed and used to fill the existing ditch. Diffuse flow structures
will be installed along several ditches that outlet to the reach from both the north and south. The
structures will attenuate and disperse flows as the existing ditches enter the proposed easement.
Reach 3a
Priority Level I restoration is proposed on Reach 3a. The restoration approach on this reach will
include relocating the channel on either side of its current location to follow the natural valley and
removing the adjacent roadbed to allow continuous access to the floodplain. Two existing 36" CMP
culvert crossings are located along this reach. Each culvert will be removed and replaced in -line with
the proposed stream to allow the landowners to access portions of their respective properties to the
west of the project site. Reach 3a will flow in a northwesterly direction until it reaches a property line.
At this point, the existing ditch that continues to flow in a northerly di n will be plugged and a
diversion structure installed. The structure is designed to pass 100 nt of baseflow and small
storms through the project, and divert up to 70 percent of st er than the 25 -yr storm to the
existing ditch and offsite. See Section 7.3.1.1 (Stream Hydr� Analysis) for hydraulic analysis
details.
Just downstream of the diversion structure, the 1 will be relocated just south of several turkey
houses, and will flow in a westerly directi as each 3b. The network of ditches surrounding the
turkey houses appear to cross a small ecting flow away from the project area. An additional
culvert crossing is proposed where flo ill be diverted to the west at the turkey houses. Priority I
restoration is appropriate for th cea nel because it is the only mitigation approach that will address
bed and bank instability, a forested riparian buffer, and significantly enhance aquatic habitat.
Diffuse flow structures e constructed where existing agricultural ditches enter the easement
area.
The diversion*ture is proposed at the downstream end of Reach 3a to alleviate and prevent
flooding caused be rerouting flow and increased drainage areas, to provide continued flow through
the existing ditch for storms larger than bankfull (design) events, and to reduce impacts from
proposed grading activities. Per discussions with Mr. Lanier (owner of parcel northwest of proposed
structure), larger storm events overtop the existing ditch flowing to the north. This flooding may be
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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attributed to inefficiencies with existing structures and ditch alignments in conjunction with low
gradients. The culvert associated with the gravel access road that leads from Ludie Brown Road to the
turkey houses outlets perpendicular to the receiving ditch that flows to the northeast and under Ludie
Brown Road. This ditch continues to the northeast and crosses Route 111, where it flows to the north
into Muddy Creek. By diverting up to 70 percent of higher flows th ugh the existing ditch and
offsite, existing flooding issues will be reduced adjacent to the turguses. This diversion also
decreases potential flooding impacts that would occur if 100 pe f storm events were passed
through the proposed channel, Reach 3b. There are several e . parcels within zero to 200 feet
of the proposed easement along Reach 3b. Because the t by is very flat through this area, the
flooding associated with the majority of storm evert er than bankfull would negatively impact
these parcels. �&&
Finally, by diverting a percentage of h sed higher flows, flooding impacts will also be reduced
along Reaches 5a and 5b and at th ing HWY 41culvert at the downstream end of the project.
Currently, agricultural fields rues nt along the north side of Reach 5a. By reducing high flows, the
flooding extent and d a Will be reduced; thus, preventing adverse impacts to crops. If 100
percent of higher s is were allowed to pass through the project, significant grading would be
required to cut flo6 terraces benches to relieve flooding of the adjacent agricultural fields.
Approxima�f 1611 LF of the existing ditch that flows to the north from the Reach 3a/3b diversion
structure will be impacted (dewatered). This length includes the segment of the ditch from the
diversion structure downstream to the Muddy Creek floodplain. The channel impacts resulting from
the proposed channel relocation will be addressed in the ensuing NWP application.
Reach 3b
Priority Level I restoration is proposed on Reach 3b. The restoration approach on this reach will
include relocating the channel in a westerly direction through an open pasture. The pasture area has
been extensively modified and substantial grading will be required. The proposed design then moves
the channel to a historic drainage way as observed on LiDAR and historical aerial photographs
(Figures 5 and 6).The flow path will then be connected to a small relic channel identified in the
forested area west of the pasture. Subsequent topographic survey confirmed positive drainage along
the relic channel which follows a low lying feature observed on LiDAR. The restoration approach
will include some minor grading to enlarge the existing channel and to create a diverse bed habitat by
constructing pools. Log grade control structures will be installed at the confluence with Reach 3c and
at the connection to the relic channel. Small, mechanical equipment and hand tools will be used to
minimize damage to the existing forested buffer. A livestock protected culvert crossing is proposed
near the existing pasture along an existing farm path to allow the landowner uninterrupted access to
his property.
Reach 3c
Enhancement I is proposed on Reach 3c as it flows through a forested area downstream from Reach
3b to Reach 3 of the Muddy Run Stream Mitigation Project. A grade control structure will be
installed at the upstream end to stabilize the transition from an existing agricultural ditch to the stable
channel. A crossing is proposed along the upper section to allow the landowner access to both sides
of his property. Enhancement activities will include removing portions of exising spoil piles located
along top of banks, cutting floodplain benches and laying back banks, and installing woody debris
habitat structures. Diffuse flow structures will also be constructed at the downstream limit where
existing agricultural ditches enter the easement area. Invasive species management will be performed
throughout the buffer, and any bare or disturbed areas will be planted with native riparian vegetation.
Reach 4
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Priority 1 restoration is proposed on the downstream end of Reach 4 as it flows through a forested
area below a ditch draining an agricultural field. A grade control structure will be installed at the
upstream end to transition from the existing ditch to a stable channel. The lower section of the reach
will be constructed into an E -type channel before its confluence with Reach 3a. Invasive species
management will be performed throughout the buffer, and any bare or disturbed areas will be planted
with native riparian vegetation.
Reach 5a
Priority Level I restoration is proposed on Reach 5a. The channel will be relocated north of its current
location into the adjacent agricultural field. The existing ditch will be backfilled and plugged at any
locations that may cross the proposed channel. The upstream end of the reach will tie into Reach 1C
of the Muddy Run Stream Mitigation Project. The proposed single- thread channel will flow through
proposed wetland WB beginning approximately 300 feet downstream of the Muddy Run project. A
CMP culvert crossing will be installed in -line with the proposed design near the middle of the reach
to allow the landowners access to the adjacent parcels. Priority I restoration is appropriate for this
channel because it is the only mitigation approach that will address bed and bank instability, establish
a forested riparian buffer, and significantly enhance aquatic habitat.
Reach 5b
Enhancement Level II is proposed on Reach 5b. Several log grade controls and woody debris
structures will be installed along the bed to increase aquatic habitat and bed diversity. The right bank
along the reach will be laid back and spoil piles along the tops of banks will be removed using small
equipment to minimize impacts to the existing buffer. Additionally, invasive species management
will be performed throughout the buffer, and any bare or disturbed areas will be planted with native
riparian vegetation.
Reach 6
Enhancement Level II is proposed for the downstream section of Reach 6 (STA 12 +60 to STA
15 +77). The right and left banks will be laid back, and the channel will be backfilled using spoil
located adjacent to the channel such that positive drainage is maintained throughout the reach down to
the confluence with Reach 5a. Invasive species management will be performed throughout the buffer
where enhancement is proposed, and any bare or disturbed areas will be planted with native riparian
vegetation. A 50 foot wide buffer will be provided along the upper section of Reach 6 (STA 3 +64 to
STA 12 +60); however, no enhancement activities are proposed through this section other filling
portions of the channel. This additional easement is being provided to account for any hydrologic
impacts that may occur as a result of the proposed enhancement activities.
7.2.1.1 Design Discharge
Based upon the hydrologic analysis described in Section 7.3.1.1 below, design discharges were
selected that fall on the low end of flows between the results of the 1.1 and 1.5 -year flood frequency
analysis for each reach. The selected flows are 7ft3 /s, 15ft3 /s, 10ft3 /s, 5ft3 /s, and 44ft3/s for Reaches 2,
3a, 3b, 4, and 5a, respectively. These discharges will provide frequent inundation of the adjacent
floodplain.
The design discharges were selected based on the following rationale:
• The calculated bankfull discharge for the analog /reference reach closely matches the results
of the 1.1 -year flood frequency analysis,
• The results of the Hydraflow Hydrographs for the 1 -year storm fell between the results of the
1.1 and 1.5 -year flood frequency analysis,
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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• The results of the 1.1 -year flood frequency analysis matched well with the NC regional curve
(Doll et al., 2003), and
• Selecting design discharges between the 1.1 and 1.5 -year storm events allows frequent
inundation of the floodplain, while also preventing adjacent active agriculture land from
flooding at a high frequency.
7.2.1.2 Design Methods
There are three primary methods that have demonstrated success in stream restoration: analog,
empirical, and analytical. All three methods have advantages and limitations, and it is often best to
utilize more than one method to address site - specific conditions or to verify the applicability of design
elements. Combinations of analytical and analog methods were used to develop the stream designs for
Muddy Run II.
Analytical Approach
Analytical design is based on principles and processes considered universal to all streams, and can
entail many traditional engineering techniques. The analytical approach utilizes continuity, roughness
equations, hydrologic and hydraulic models, and sediment transport functions to derive equilibrium
conditions. Since the project is located within a rural watershed, restoration designs are based on
hydrologic and hydraulic analyses, including rainfall - runoff models to determine design discharges
coupled with reference reach techniques.
Analog Approach
The analog method of natural channel design involves the use of a "template" or reference stream
located near the design reach, and is particularly useful when watershed and boundary conditions are
similar between the design and analog reaches (Skidmore et al., 2001). In an analog approach, the
planform pattern, cross - sectional shape, longitudinal profile, and frequency and locations of woody
debris along the analog reaches are mimicked when developing the design parameters for the subject
stream. A scaling factor was calculated from the survey data in order to correctly size the planform
design parameters for the project site. The scaling factors for each design reach were derived from the
design cross - sectional area and topwidth of each reach as follows:
The appropriate bankfull cross - sectional area (ABKF) of each design reach was calculated
using an in -house spreadsheet based on Manning's Equation. The input parameters included
the design discharge as determined by the hydrologic analysis described above, and proposed
slope based on site conditions and the sinuosity measured for the analog reach.
2. The cross - sectional shape was adjusted within the spreadsheet to replicate the width -depth
ratios and side slopes surveyed along the analog reach, while also maintaining the ABKF
necessary to convey the design discharge.
The scaling factor is determined from the ratio of the design topwidth to the analog topwidth
(Table 18). For this project, several sections and planform geometry were obtained at the
analog site, resulting in an average width of 7.8 feet.
4. Pool cross - sectional areas were calculated using the analog approach. Design ABKF areas were
determined using the measured analog ratios of shallow ABKF to pool ABKF as applied to the
design ABKFS. The pool cross - sectional shape was adjusted within the in -house spreadsheet as
described above in step 2.
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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Table 18. Scaling Factors for Sizing Planform Design Parameters
Reach
Drainage
Area (ac)
Proposed Bankfull
ABKF (ft)
Design
Topwidth (ft)
Analog Reach
Topwidth (ft)
Scaling
Factor
2
114
5.9
7.6
7.8
1.0
3a (U /S)
209
8.7
9.2
7.8
1.2
3a (D /S)
254
15.7
12.4
7.8
1.6
3b
333
8.3
9
7.8
1.2
4
46
3.3
5.6
7.8
0.7
5a
730
22.7
15.0
7.8
1.9
7.2.1.3 Typical Design Sections
Typical cross sections for shallows and pools are shown on the design plan sheets in Appendix D.
The cross - section dimensions were developed for the three design reaches by using an in -house
spreadsheet described above. The cross - sections were altered slightly to facilitate constructability;
however, the cross - sectional area, width to depth ratio, and side slopes were preserved. Typical pool
sections include pools located on straight reaches and pools on meander bends.
7.2.1.4 Typical Meander Pattern
The design plans showing the proposed channel alignment are provided in Appendix B. The meander
pattern was derived directly from the analog reach and sized using the scaling factors described in
Table 18. The analog meander pattern was altered in some locations to provide variability in pattern,
to avoid onsite constraints, to follow the valley pattern, and to make the channel more constructible.
The morphologic parameters summarized in Table 18 and Appendix D was applied wherever these
deviations occurred.
7.2.1.5 Longitudinal Profiles
The design profiles are presented in Appendix
D. These profiles extend throughout the entire
project for the proposed channel alignment. The
profiles were designed using the analog reach
bed features that were sized with the scaling
factors. The bed slopes and bankfull energy
gradients were determined for each design reach
based on the existing valley slope and the
sinuosity of the design reach. Log structures will
be utilized in the design to control grade, divert
flows, and provide additional habitat diversity
and stability.
7.2.1.6 In- Stream Structures
County.
Structures will be incorporated into the channel design to provide additional stability and improve
aquatic habitat. Native materials and vegetation will be used for revetments and grade control
structures where applicable. Additionally, woody debris will be placed throughout the channel at
locations and at a frequency that is similar to those mapped in the analog reaches. The analog reach
has woody debris throughout the length of the channel, providing grade control for shallows and
forcing scour pools. Woody habitat features installed will include leaf packs, dead brush, woody
debris bundles, root wads, and wattles. Sod mats harvested onsite will be installed along stream banks
during construction if and when feasible. Sod mats will only be harvested and used if comprised of
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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appropriate vegetation. The use of sod mats that include aggressive turf grasses will be not be used.
Sod mats (see photo above) are natural sections of vegetation taken from existing banks and adjacent
areas during construction, and generally range between 0.75 to 1.0 feet in thickness. Before
installation, proposed banks are graded lower than specified to accommodate the thickness of the mat.
The mats are placed on top of the bank to act as a natural stabilizer of native species, and they grow
much faster than the combination of coir fiber matting and seeding (see detail Appendix D). Other
bank stability measures include the installation of cuttings bundles at three to five foot intervals along
the tops of banks, live staking, root wads, and log toes. Typical details for proposed in- stream
structures and revetments are in Appendix D.
7.2.2 Wetland Restoration Approach
The Muddy Run II Mitigation Site offers a total ecosystem restoration opportunity. As such, the
wetland restoration is closely tied to the stream restoration. The proposed wetland restoration is
located on the floodplains adjacent to the proposed stream restoration of Muddy Run II and Muddy
Run. There are two sites adjacent to Muddy Run II. All proposed wetlands are near deeply incised
and dredged stream channels. Some wetland areas also have adjacent ditching that further lowers the
water table.
7.2.2.1 Wetland Restoration Summary
Wetland restoration activities will include plugging existing ditches, restoring micro - topographic
features by surface roughing, creating macro - topographic features (wetland depressions having a
maximum depth of 6 inches), planting wetland species, and removal of an existing farm road. This
roadbed interrupts surface flow to and from the channel. Grading and surface roughing will include
adding micro- and macro - topography on the floodplain to create hydrologic retention and encourage
species diversification. The surface depressions will be generally linear and approximately parallel
the channel. Many of the surface depressions will be irregular to increase edge habitat. Combined
with the proposed stream restoration these actions will result in a sufficiently high water table and
flood frequency to support hydrophytic vegetation and wetland hydrology, resulting in restored
riverine wetlands.
The primary restoration activities will include constructing a stream channel that floods the adjacent
wetlands frequently (as described above) and construction of ditch plugs. A typical ditch plug will be
15 feet wide and extend above the ditch bank elevation approximately six inches. Plugs are to be
constructed of compacted fill (clay or sandy clay) in 12 inch lifts with the upper 18 inches minimally
compacted to facilitate plant growth. Plugs are spaced such that successive plugs are no more than 12
inches in elevation below the next plug up gradient. Where plugs may impact adjacent ditches
(outside of the proposed conservation easement) the top of plug elevation will be equal to the existing
ditch invert outside of the easement to prevent hydrologic trespass. The existing stream channel will
be partially filled. The unfilled areas will provide deeper pools for increased storage and create
diverse habitat. The farm road adjacent to the existing stream will be removed, graded to match
surrounding contours, disced, and planted.
7.2.2.2 Proposed Wetland Hydrology
The Muddy Run II Stream and Wetland Mitigation site was once a Coastal Plain small stream swamp
subject to prolonged inundation as indicated by soils mapping, historical aerial photography, and
personal communication with landowners. Both proposed wetland restoration areas were historically
cleared and the streams channelized prior to 1958 based upon the historical NRCS aerial
photography. Based upon similar landscape position the project site was likely a Coastal Plain small
stream swamp.
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
The restoration plan for the Muddy Run II wetlands consists of reconstructing the stream channel
with a higher bed elevation and plugging existing drainage ditches. The ditch plugs will lengthen
wetland hydroperiods by halting artificial subsurface drainage and preventing rapid surface drainage.
The stream design parameters will reconnect the stream to the floodplain and provide seasonal
overbank flows. These periodic flows will provide surface and subsurface hydrology support to the
newly created Coastal Plain small stream swamp system. This periodic flooding is vital to sustain
plants and wildlife characteristic of riverine wetlands (Ainslie, 2002).
The drainage area for the upstream portion of the project for Wetland A is approximately 0.90 square
miles and for Wetland B 1.90 square miles. The restored wetlands will have a variable flooding
regime due to the small size of the drainage area. Modeling of the stream design indicates that a 2.8
inch six -hour rainfall event will produce an out -of -bank flow. Analysis of daily rainfall totals
indicates that a 2.29 inch or greater daily rainfall total occurs on average two times per year. Chart 4
presents a chart of the historic rainfall data and corresponding number of out of bank events expected
with current design parameters. The wetland restoration areas should experience seasonal out of bank
flooding on average 1.17 times per year. The anticipated flood events range from zero to four events
per year. This periodic flooding is vital to sustain plants and wildlife characteristic of riverine
wetlands (Ainslie, 2002). In the absence of inundation, groundwater levels should remain near the
surface due to reduced artificial drainage, increased infiltration, and elevated stream bed elevation.
The use of historic rainfall and stream modeling to estimate flood events demonstrates that the
wetland restoration area will be subject to inundation and function as a riverine wetland system.
However, limitations with the rainfall data set did not allow for statistically rigorous analysis of
flooding depth or return interval. Supplemental to the above discussion a conventional water balance
was performed.
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Historic Flood Events
5.0
a 4.0
W
a `3.0
00
N
WAl
W =2.0
A W
O"
O
w I.0
0.0
.cb
YEAR
Chart 4. Historic rainfall events sufficient to produce overbank flow in restored stream
7.2.2.3 Soils
Hydric soils within the proposed wetlands were verified through auger borings by a licensed soil
scientist (Appendix B). The majority of the soil map units are Rains with two mapped as Goldsboro.
The stream channel bed will be raised, reconnecting the floodplain with seasonal out -of -bank flows.
Raising the stream bed will also lessen the "dry shoulder" effect near the stream channel. BMPs will
treat stormwater flows from offsite ditches prior to entering the wetlands. A preliminary assessment
of hydrologic trespass was performed on the site. It appears that the adjacent agricultural fields are
topographically elevated sufficient to provide drainage onto the floodplain without impacting existing
drainage. Restoration activities will include:
• Reconnecting low lying areas of hydric soil with the floodplain through stream restoration;
• Plugging /filling agricultural drainage ditches to raise the seasonal groundwater elevations;
• Planting native tree and shrub species commonly found in small stream swamp ecosystems;
and
• Creating a rough soil surface to aid in infiltration and storage by ripping and discing.
These hydrology restoration activities will result in an elevated seasonal high water table, increased
flood frequency and duration, and increased precipitation infiltration across all of the restored
wetlands.
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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It is estimated that riverine wetland restoration will be 4.92 acres. Minor grading along the restored
channels is proposed to remove fill excavated from channel dredging. No fill is proposed beyond
plugging previously excavated channels and ditches. Soils in the wetland restoration area will be
tested for fertility, and soil amendments may be specified as needed. These wetlands expand habitat
along the easement and provide habitat diversity. Once constructed, these wetlands will be monitored
to document the success of hydrologic and vegetative restoration.
Wetland WA
Hydrology will be restored by removing dredge material along the channel and ditch, plugging the
ditch, and raising the streambed elevation to bring the water table closer to the ground surface.
Wetland WB
Hydrology will be restored by removing dredge material along the channel and raising the streambed
elevation, bringing the water table closer to the ground surface.
7.2.3 Natural Plant Community Restoration
7.2.3.1 Plant Community Restoration
The restoration of the plant communities is an important aspect to the restoration of the site. The
selection of plants is based on what was observed at the reference reach, species present in the forest
surrounding the restoration site, and what is typically native to the area. Several sources of
information were used to determine the most appropriate species for the restoration project. The
reference stream is located within a disturbed Coastal Plain Small Stream Swamp — Blackwater
subtype. Dominant species included sweetgum (Liquidambar styraciflua), tulip poplar (Liriodendron
tulipifiera), swamp tupelo (Nyssa biflora), and red maple (Acer ruburm) in the canopy. Shrubs
included sweetbay (Magnolia virginiana), American holly (Ilex opaca). The absence of bald cypress
(Taxodium distichum) likely indicates past logging with poor regeneration at the site. The reference
site was chosen due to the stability of the channel, the physical structure of the forest community, and
to evaluate stream habitat. The species present are indicative of early successional species that have
high dispersal rates. The mitigation site also supports many species typical of this community type
due to its past disturbance history. Timber management is likely responsible for the absence of
cypress. Typically, a Coastal Plain Small Stream Swamp would be located along the stream banks
and adjacent floodplain of the proposed restoration site.
The restoration site has a relatively uniform topography. Based on observations of the reference
community and the communities surrounding the mitigation site, a single riparian and wetland
community is appropriate. Three planting zones will be utilized. The zones vary slightly in species
composition and percentage to ensure appropriate species are planted for the expected hydrologic
regime. The variation more closely mimics the natural range seen in this community type. Therefore,
Coastal Plain Small Stream Swamp will be the target community type and will be used for all areas
within the project, as well as for buffer around the site. The plant species list has been developed and
can be found in Table 19. The high dispersal species include red maple, tulip poplar, and sweetgum.
Species with high dispersal rates are not included because of local occurrence and the high potential
for natural regeneration. It is anticipated that a local seed source for these species is present and they
will disperse across much of the mitigation site. Because many of these high dispersal species often
become aggressive in these sites, they are not included in the planting list.
The restoration of plant communities along Muddy Run II will provide stabilization and diversity. For
rapid stabilization of the stream banks (primarily outside meanders), silky dogwood, silky willow,
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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and black willow were chosen for live stakes along the restored channel because of their rapid growth
patterns and high success rates. Willows will also be quicker to contribute organic matter to the
channel. Willows grow at a faster rate than the species planted around them and stabilize the stream
banks. When the other species are bigger, the black willow and silky willows will slowly stop
growing or die out because the other species would outgrow them and create shade that the willows
do not tolerate. The live stake species will be planted along the outside of the meander bends three
feet from the top of bank, creating a three -foot section along the top of bank. The live stakes will be
spaced one per linear foot with alternate spacing vertically. See Appendix D for a detailed planting
plan. A second planting zone will utilize species common in wetter conditions will be specified in the
shallow pools and wettest portions of the wetland and in the Headwater Wetlands. The Headwater
Wetlands will be approximately 15 feet wide and trees will be planted on an alternating diamond grid.
Table 19. Proposed Plant List
Bare Root Planting Tree Species - Riparian Areas
Common Name
Scientific Name
Wetland Indicator*
Percent Composition
River birch
Betula nigra
FACW
10%
Green ash
Fraxinus pennsylvanica
FACW
10%
Swamp tupelo
Nyssa biflora
OBL
5%
Laurel oak
Quercus laurifolia
FACW
20%
Overcup oak
Quercus lyrata
OBL
20%
Swamp chestnut oak
Quercus michauxii
FACW
10%
Water oak
Quercus nigra
FAC
5%
American sycamore
Platanus occidentalis
FACW
10%
Bald cypress
Taxodium distichum
OBL
10%
Bare Root Planting Tree Species - Wetland Areas
Common Name
Scientific Name
Wetland Indicator*
Percent Composition
River birch
Betula nigra
FACW
15%
Green ash
Fraxinus pennsylvanica
FACW
20%
Swamp tupelo
Nyssa biflora
OBL
10%
Laurel oak
Quercus laurifolia
FACW
15%
Overcup oak
Quercus lyrata
OBL
20%
Bald cypress
Taxodium distichum
OBL
20%
Bare Root Planting Tree Species - Wetland Depressions
Common Name
Scientific Name
Wetland Indicator*
Percent Composition
Green ash
Fraxinus pennsylvanica
FACW
20%
Swamp tupelo
Nyssa biflora
OBL
20%
Laurel oak
Quercus laurifolia
FACW
20%
Overcup oak
Quercus lyrata
OBL
20%
Bald cypress
Taxodium distichum
OBL
20%
Planting density approximately 680 bare root stems per acre.
Planted on a diamond grid to limit preferential linear flow.
Live Staking and Live Cuttings Bundle Tree Species
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Common Name
Scientific Name
Wetland Indicator*
Percent Composition
Silky dogwood
Corpus amomum
FACW
45%
Silky willow
Salix sericea
OBL
45%
Black willow
Salix nigra
OBL
10%
*National Wetland Indicator Status from Draft Rating 2012 - Atlantic Gulf Coastal Plain.
7.2.3.2 On -Site Invasive Species Management
Some invasive species have been noted on the site. They include Chinese privet (Ligustrum sinense)
and Japanese honeysuckle (Lonicera sempervirens). These invasive species are common but not
limited to any confined location. The movement of topsoil will also stir up weed seeds, but most will
be inhibited by the raising of the water table on the site. It will be important during monitoring site
visits to check for any significant encroachment of invasive species and to develop a plan of action to
control any such problem.
7.2.4 Best Management Practices
Due to the rural nature of this project, individual stormwater best management practices (BMPs) will
not be required. However, diffuse flow structures will be applied at locations where ditches or other
forms of concentrated flow enter the conservation easement. Under existing conditions, concentrated
runoff (untreated) from adjacent sprayfields enters the project channels through a network of ditches.
By diffusing flow through the buffer, the runoff will be treated by proposed buffer vegetation. These
structures will consist of a pool (forebay) located just outside the conservation easement that will
attenuate runoff combined with grading and stabilization techniques that will diffuse flow upon
entering the buffer. All diffuse flow structures will be installed within the conservation easement so
that landowners will not have access to the structures. Failure or maintenance of the structures is not
anticipated as these structures will be installed in low- gradient areas, and the areas proposed to
diffuse flow will be well vegetated and matted.
Stormwater management issues resulting from future development of adjacent properties will be
governed by the applicable state and local ordinances and regulation. It is recommended that any
future stormwater entering the site maintain pre - development peak flow. Any future stormwater
diverted into the project should be done in a manner as to prevent erosion, adverse conditions, or
degradation of the project in any way.
7.2.5 Soil Restoration
After construction activities, the subsoil will be scarified and any compaction will be deep tilled
before the topsoil is placed back over the site. Any topsoil that is removed during construction will be
stockpiled and placed over the site during final soil preparation. This process should provide
favorable soil conditions for plant growth.
7.3 Data Analysis
7.3.1 Stream Data Analysis
7.3.1.1 Stream Hydrologic Analysis
Hydrologic evaluations were performed for the design reaches using multiple methods to determine
and validate the design bankfull discharge and channel geometry required to provide regular
floodplain inundation. The use of various methods allows for comparison of results and eliminates
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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reliance on a single model. Peak flows (Table 20) and corresponding channel cross - sectional areas
were determined for comparison to design parameters using the following methods:
• Regional Flood Frequency Analysis,
• Intellisolve's Hydraflow Express Hydrographs,
• NC and VA/MD Regional Curves for the Coastal Plain, and
• USGS regional regression equations for rural conditions in the Coastal Plain, and
Regional Flood Analysis
A flood frequency analysis was completed for the study region using historic gauge data on all nearby
USGS gauges with drainage areas less than 6,400 acres (10 mil) which passed the Dalrymple
homogeneity test (Dalrymple, 1960). This is a subset of gauges used for USGS regression equations.
Regional flood frequency equations were developed for the 1.1 -, 1.5 -, and 2 -year peak discharges
based on the gauge data. Discharges were then computed for the design reach. These discharges were
compared to those predicted by the discharge regional curve and USGS regional regression 2 -year
discharge equations.
Intellisolve's Hydraflow Express H.. digraphs
Hydraflow Express was used to simulate the rainfall - runoff process and establish peak flows for the
watersheds. This model was chosen over the U.S. Army Corps of Engineers model HEC -1 because it
allows the user to adjust the peak shape factor for the Coastal Plain conditions. Using a standard Type
III distribution in HEC -1, the model will use a 284 peak shape factor, which is the outdated standard
for a coastal environment. This results in conservatively high peak flows that may not be appropriate
for a stream restoration design. NRCS staff has recommended using peak shape factors between 60
and 100 for the Coastal Plain. Hydraflow Express allows the user to make this adjustment to the peak
shape factor.
Regional Curve Regression Equations
The North Carolina Coastal Plain regional curves by Doll et al (2003) and Sweet and Geratz (2003)
and the Virginia /Maryland (Krstolic et al., 2007) Coastal Plain regional curves for discharge were
used to predict the bankfull discharge for the site. The NC regional curves predicted flows that are
similar to those predicted by the 1.1 -year flood frequency, while the VA/MD curves are comparable
to flows predicted by the 1.5 -year flood frequency equation. The regional curve equations for NC
discharges by Doll et al. (2003) (1) and Sweet and Geratz ( 2003) (2) and VA/MD (3) discharges are:
(1) Qbkt= 16.56 *(DA)°'2 (Doll et al., 2003)
(2) Qbkj= 8.49 *(DA) 0'6 (Sweet and Geratz, 2003)
(3) Qbkt= 28.3076 *(DA) 0.19114 (Krstolic et al., 2007)
Where Qbkf= bankfull discharge (ft3 /s) and DA= drainage area (mi2).
USGS Regional Regression Equations
USGS regression equations estimate the magnitude and frequency of flood -peak discharges (Gotvald,
et al., 2009). The regression equations were developed from gauge data in different physiographic
regions of the Southeastern United States. For this analysis, there was only concern for the 2 -year
return interval. The equation for the rural Coastal Plain (Hydrologic Region 4) is:
(4) Q2=60.3 * (DA)o.649
WK Dickson & Co., Inc. 60

The fact that the regional curves predict flows similar to the 1.1 -year flood frequency analysis
indicates that the bankfull flows occur in the region with a frequency of approximately once a year.
The developers of the NC Coastal Plain regional curves report an average recurrence interval of 1.12
years for the gauged streams included in their study.
7.3.1.2 Channel Stability and Sediment Transport Analysis
An erosion and sedimentation analysis was performed to confirm that the restoration design creates a
stable sand bed channel that neither aggrades nor degrades over time. Typically, sediment transport is
assessed to determine a stream's ability to move a specific grain size at specified flows. Various
sediment transport equations may be easily applied when estimating entrainment for gravel bed
streams; however, these equations are not as effectively applied to sand bed channels where the entire
bed becomes mobile during geomorphically significant flows. Therefore, more sophisticated
modeling techniques were used to analyze the stream design for this project. The following methods
and functions were utilized during the sediment transport analysis:
• Stable Channel Design Function — Copeland Method (HEC -RAS),
• Shear Stress, and
• Velocity.
Stable Channel Design
Design cross - section dimensions as determined from the analog approach were evaluated using the
stable channel design functions within HEC-RAS. These functions are based upon the methods
presented in the SAM Hydraulic Design Package for Channels developed by the USACE Waterways
Experiment Station. The Copeland Method was developed specifically for sand bed channels (median
grain size restriction of 0.0625 mm to 2 mm) and was selected for application at Muddy Run II. The
method sizes stable dimensions as a function of slope, discharge, roughness, side slope, bed material
gradation, and the inflowing sediment discharge. Results are presented as a range of widths and
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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2013
Table 20. Peak Flow Comparison
Drainage
Hydraflow
FFQ
FFQ
NC
NC
VA/NM
Regional
Design/
Reach
Area ( Ac )
Hydrographs
Qi.i
Qis
Regional
Regional
Regional
Regression
Calculated
Qi
Curve Q (1)
Curve Q (2)
Curve Q (3)
Eqns. Qz
Q
Analog
285
- --
11
23
9
5
18
36
13
1
68
- --
3
7
3
2
7
14
3
2
114
7
4
11
5
2
10
20
7
3a
227
14
9
20
8
4
17
26
15
3b
333
20
12
25
10
5
18
38
10*
3c
370
25
14
18
11
6
20
42
NA
4
46
3
2
5
2
1
6
11
5
5a
730
54
28
48
18
10
31
66
44
5b
908
65
33
56
21
11
34
75
NA
6
77
3
3
8
4
2
8
15
NA
* Design
discharge is
based on the installation of a split flow structure
at the downstream end of Reach 3a as analyzed with
EPA SWMM.
The fact that the regional curves predict flows similar to the 1.1 -year flood frequency analysis
indicates that the bankfull flows occur in the region with a frequency of approximately once a year.
The developers of the NC Coastal Plain regional curves report an average recurrence interval of 1.12
years for the gauged streams included in their study.
7.3.1.2 Channel Stability and Sediment Transport Analysis
An erosion and sedimentation analysis was performed to confirm that the restoration design creates a
stable sand bed channel that neither aggrades nor degrades over time. Typically, sediment transport is
assessed to determine a stream's ability to move a specific grain size at specified flows. Various
sediment transport equations may be easily applied when estimating entrainment for gravel bed
streams; however, these equations are not as effectively applied to sand bed channels where the entire
bed becomes mobile during geomorphically significant flows. Therefore, more sophisticated
modeling techniques were used to analyze the stream design for this project. The following methods
and functions were utilized during the sediment transport analysis:
• Stable Channel Design Function — Copeland Method (HEC -RAS),
• Shear Stress, and
• Velocity.
Stable Channel Design
Design cross - section dimensions as determined from the analog approach were evaluated using the
stable channel design functions within HEC-RAS. These functions are based upon the methods
presented in the SAM Hydraulic Design Package for Channels developed by the USACE Waterways
Experiment Station. The Copeland Method was developed specifically for sand bed channels (median
grain size restriction of 0.0625 mm to 2 mm) and was selected for application at Muddy Run II. The
method sizes stable dimensions as a function of slope, discharge, roughness, side slope, bed material
gradation, and the inflowing sediment discharge. Results are presented as a range of widths and
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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slopes, and their unique solution for depth, making it easy to adjust channel dimensions to achieve
stable channel configurations. The stable design output parameters are listed in Table 21. The results
are acceptable and match closely with the design reach parameters.
Table 21. Stable Channel Design Output
Reach
s
Q (ft/S3)
Bottom
Width (ft)
Depth (ft)
Energy
Slope (ft /ft)
Composite
n value
Velocity
(ft /s)
Shear Stress
(lbs /ft)
2
7
3
1
0.0017
0.041
1.22
0.12
3a (U /S)
14
4
1.2
0.0026
0.039
1.66
0.17
3a (D /S)
16
5
1.6
0.0005
0.039
0.95
0.05
3b
10
4
1.2
0.0014
0.041
1.24
0.11
4
5
3
0.8
0.005
0.035
1.78
0.18
5a
44
6
1.9
0.0013
0.040
1.87
0.20
Shear Stress Approach
Shear stress is a commonly used tool for assessing channel stability. Allowable channel shear stresses
are a function of bed slope, channel shape, flows, bed material (shape, size, and gradation),
cohesiveness of bank materials, and vegetative cover. The shear stress approach compares calculated
shear stresses to those found in the literature. Shear stress is the force exerted on a boundary during
the resistance of motion as calculated using the following formula:
(1) i = yRS
i = shear stress (lb /ft2)
y = specific gravity of water (62.4 lb /ft3)
R = hydraulic radius (ft)
S = average channel slope (ft/ft)
Table 22. Comparison of Allowable and Proposed Shear Stresses
Reach
Proposed Shear Stress
at BankfulzStage
(lbs /ft)
Critical Shear Stress
bs /ftz )
Allowable Shear Stress'
Sand /Silt /Clay Vegetation
(lbs /ft) (lbs /ft)
2
0.07
>0.003
0.03 to 0.26
0.2 to 0.95
3a (U /S)
0.15
>0.003
0.03 to 0.26
0.2 to 0.95
3a (D /S)
0.04
>0.003
0.03 to 0.26
0.2 to 0.95
3b
0.08
>0.003
0.03 to 0.26
0.2 to 0.95
4
0.15
>0.003
0.03 to 0.26
0.2 to 0.95
5a
0.08
>0.003
0.03 to 0.26
0.2 to 0.95
'(Fischenich, 2001
Review of the above table shows that the proposed shear stresses for the Muddy Run II design
reaches fall between the critical shear stress (shear stress required to initiate motion) and the
allowable limits. Therefore, the proposed channel should remain stable.
Velocity Approach
Published data are readily available that provide entrainment velocities for different bed and bank
materials. A comparison of calculated velocities to these permissible velocities is a simple method to
aid in the verification of channel stability. Table 22 compares the proposed velocities calculated
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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using Manning's equation with the permissible velocities presented in the Stream Restoration Design
Handbook (NRCS, 2007).
Table 22. Comparison of Allowable and Proposed Velocities
Reach
Manning's "n"
value
Design Velocity (ft /s)
Allowable Velocity' (ft /s)
Fine Sand Coarse Sand
2
0.045
1.2
2.0 4.0
3a (U /S)
0.045
1.7
2.0 4.0
3a (D /S)
0.045
0.9
2.0 4.0
3b
0.045
1.3
2.0 4.0
4
0.045
1.6
2.0 4.0
5a
0.045
1.4
2.0 4.0
'(NRCS, 2007)
Sediment Supply
In addition to the stability assessment, a qualitative analysis of sediment supply was performed by
characterizing watershed conditions. A combination of field reconnaissance and windshield surveys,
existing land use data, and historical aerial photography were analyzed to assess existing and past
watershed conditions and to determine if any changes occurred that would significantly impact
sediment supply. As discussed in Section 2.2.3, the land use throughout the site and watershed has
changed little since 1949; and current land use is composed of approximately 47% forest cover, 38%
cultivated land, 6% residential and 15% a mix of clear cut, CAFOs and pasture. Since 1949, there
have been two significant land disturbing events. One occurred between 1965 and 1987, when
forested areas near Reaches 3c and 5a were cleared and converted to agricultural land. The other
event occurred after 2010 when the forested area adjacent to Reach 3a and Wetland 1 was clear cut.
Overall, the project watershed is stable, is largely forested and all developed areas are located along
the edges of the watershed boundary. Land use has remained relatively constant within this rural
watershed, and significant land disturbing activities are not anticipated for the future.
A large percentage of the cultivated areas are located in the middle and lower portions of the project
watershed, adjacent to Reaches 3a and 5a. Observations and assessments of these reaches show no
signs of aggradation or degradation and that the streams are physically stable. Much of the
headwaters (Reaches 1 and 2) of the project area are a mix of forest and cultivation, where most of
the forested areas are found adjacent to and/or upstream of these reaches. These headwater reaches
along with Reaches 3c, 5b, and 6 also show no signs of aggradation or degradation. All of the
existing streams appear to be physically stable and show little to no signs of deposition, indicating
that the reaches are able to effectively transport the sediment supplied by their respective watersheds.
It is anticipated that sediment supply will decrease as buffers are enhanced and widened, and flow
from existing agricultural ditches will be diffused before entering the proposed channel. Since sand
bed streams are mobile and therefore more sensitive to changes in flow and sediment regimes, a
design approach has been used where the proposed channel is designed to maintain geometry and
handle stresses slightly greater than what will be applied under the design conditions. Additionally,
grade controls have been integrated throughout the design to provide vertical stability.
7.3.1.3 Hydraulic Analyses
Hydraulic evaluations were performed for the design reaches, the NC HWY 41 culvert, and the
proposed diversion structure on Reach 3a. These analyses were performed to confirm that the
restoration designs will convey the design discharge, provide more frequent overbank flooding, and
that significant structures will perform as designed.
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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HEC -RAS Anal
A hydraulic analysis was performed to confirm that the restoration design results in a channel that
will convey the design discharge and provide for frequent flooding of the adjacent riparian floodplain
and wetlands. Channel characteristics including cross - sectional dimension, slope, and roughness,
were used to analyze and adjust design parameters calculated by the analog /reference reach approach.
HEC -RAS was used to perform the hydraulic analysis. This model is a hydraulic model developed by
the US Army Corps of Engineers' Hydrologic Engineering Center to perform one - dimensional (I -D)
steady and unsteady flow calculations. The model uses representative geometric data (cross- sections)
and hydraulic computation routines.
Design cross - sectional dimensions determined through the analog /reference reach approach were
evaluated using the 1 -D steady flow analysis component and the channel design functions within the
HEC -RAS Model (Version 4.0.0). The cross - sectional dimensions for reaches 2, 3a, 3b, and 5a were
iteratively adjusted based on the model results to produce a channel design that will regularly flood
the adjacent riparian areas. Model results are presented in Appendix C. The results are organized by
reach, discharge, and STA number and include water surface elevation, velocity, flow area, stream
power, and shear stress.
Flow Diversion Structure
EPA SWMM was used to analyze flows and to model a diversion structure to be installed at the break
between Reaches 3a and 3b. EPA SWMM is a model that simulates the rainfall - runoff process and
evaluates the hydraulic capacity of storm water and river systems. It was selected due to its ability to
model a system of open channels, to model in- stream structures, and to account for routing effects of
the channel and overbank storage areas.
The proposed structure will convey 100 percent of baseflow and small storms to Reach 3b and to
subsequent downstream project reaches. Higher flows, approximately 70 percent of flows greater than
the 10 -year storm event, will be diverted to the north and away from the project along the existing
flowpath of Reach 3a. See Table 23 for model results of the split flow analysis. Details of the flow
diversion structure are provided in Appendix D.
Table 24. Split Flow Analvsis Results
25 -yr Flow
Flow Path 2 -yr Flow 10 -yr Flow Goldsboro 100 -yr Flow
(cfs) (cfs) ,_r_, (cfs)
North (overflow) 16 76 120 253
West (Reach 3b) 14 37 54 78
West (% of total Flow) 47% 33% 31% 24%
NC HWY 41 Culvert
The NC HWY 41 crossing was modeled to verify that the culvert would function as designed given
the increase in drainage due to restoring flow to the historic drainage path along Reach 3b, an
increase from 583 (0.9 sqmi) acres to 889 acres (1.4 sqmi). HY -8, a hydraulic culvert analysis and
design model distributed by the FHWA, was used to analyze and model proposed flows at the NC
HWY 41 crossing.
The NC HWY 41 culvert hydraulic design report/analysis was obtained from the NCDOT
Sampson /Duplin County Bridge Maintenance group. Analysis of the report shows that a drainage area
of 1.4 miZ was used to design the culvert. This drainage area matches the total proposed drainage area
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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for the Muddy Run II project as delineated on the Chinquapin, NC USGS 7.5- minute quadrangle;
therefore, the existing culvert appears to be sized to handle flows from the proposed project.
To confirm that the existing culvert will be able to handle project flows, HY -8 was used to model the
proposed flows generated from USGS regional regression equations for the rural Coastal Plain. The
NCDOT design storm for primary roads is the 50 -year flow. Model results show that the culvert
capacity exceeds the USGS regional regression 50 -year flow of 446 cfs, and the proposed 100 -year
flow (accounts for high flows leaving system at proposed diversion structure) does not overtop NC
HWY 41. The NC HWY 41 culvert hydraulic design report and results from the culvert analysis and
are provided in Appendix C.
7.3.2 Wetland Data Analysis
7.3.2.1 Wetland Hydrologic Analysis
In general, hydrology of a small stream swamp wetland system is derived from seasonal or temporary
overbank flooding of the adjacent stream channel and seasonal high water table elevation controlled
by the stream water surface elevation. Many resources describe the duration and frequency of
flooding as highly inconsistent. As described by Schafale and Weakley (1990), small stream swamp
systems have highly variable flow regimes with floods of short duration and periods of very low flow;
however, smaller watersheds lead to a more variable flooding regime. Additionally, the influence of
channel overbank flow may vary seasonally to yearly in magnitude, duration, and frequency (WRP
Technical Note HY- EV -2.1, 1993). It may be anticipated that the majority of flooding of riverine
wetlands occurs during the winter months and the early portions of the growing season. Surface water
of riverine wetlands may be present for extended periods during the growing season and usually
greater than 14 consecutive days, but is typically absent by the end of the growing season in most
typical years (EPA, 2006). Field indicators of surface inundation include water - stained leaves, drift
lines and water marks on trees (EPA, 2006). In the absence of surface water, the water table is often
near the ground elevation.
Due to the direct relationship between stream flow and riverine wetland hydrology, the proposed
stream was designed to provide periodic overbank flow within the bounds of the proposed wetland.
Because of the expected inconsistent frequency of flooding, an analysis of hydrologic input was
performed to determine the ability of the smaller local watershed to sustain a positive water balance at
the proposed wetland restoration sites.
7.3.2.2 Wetland Water Balance
Runoff from the local watershed will also provide hydrologic input and will provide the opportunity
for nutrient and pollutant removal in these wetlands. The proposed wetland restoration consists of two
sites; one is located adjacent to the restoration Reach 3b, and the other is located adjacent to Reach 5.
To determine the general input to each proposed wetland from their local watershed in terms of
providing significant hydrology that is needed to sustain saturated conditions, a general water balance
analysis was performed.
In order to determine suitable hydrology for the proposed Wetland Creation/Enhancement Coastal
Plain Small Stream Swamp, existing hydrologic conditions were evaluated through a water balance
analysis. This water balance is a model for water depths and potential drawdown for the proposed
wetland construction and is used to determine the net hydrologic input to each proposed wetland. A
watershed approach was applied, and the methods outlined in Planning hvdrologv for constructed
wetlands (Pierce, 1993) were followed.
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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The water balance presented in this report was determined from the following equation:
S P +R —ET —I.
Where S is storage, P is precipitation, R is runoff, ET is evapotranspiration, and I is infiltration
(Pierce, 1993). All values were calculated in acre inches per month. A positive storage indicates the
groundwater is expected to be within 12 inches of the surface. It is expected that regular occurrences
of overbank flooding will provide significant hydrologic input into these wetlands that is not shown
in these water balance calculations. The design allows for areas of ponding and inundation, but stream
elevations and site drainage prevent the ponding from being greater than 12 inches. The maximum
storage is limited because of the drainage, and the equation does not account for these losses, nor
allow monthly carryover of storage because it starts over each month. This type of water balance
estimates the months where a positive storage supports the proposed wetland hydrology. Each
component of the water balance was determined by the following criteria.
Precipitation
Daily precipitation data and temperature data from the Warsaw (COOP) weather station has been
compiled for a 28 -year period of record from January 1, 1984 through September 31, 2012 (The
North Carolina State Climatologist http: / / www.nc- climate.ncsu.edu /; Attachment A). The Warsaw
Station was used, as it is the closest station to the site with a large portion of the records available.
Data was unavailable for a total of 18 months throughout the 330 months of record, primarily before
1996. Average monthly precipitation values were then calculated from these data and applied to the
water balance calculations.
Precipitation only calculates runoff from the small local watershed to the wetland restoration. The
larger drainage area encompassed by the adjacent channel is not evaluated, but will contribute
overbank flows to provide additional input to wetland hydrology.
Evapotranspiration
A long -term record of weather data for the area is missing or not collected. Daily precipitation and
temperature data from the Warsaw (COOP) weather station has been compiled for a 28 -year period of
record from January 1, 1984 through September 31, 2012 (The North Carolina State Climatologist
http : / /www.nc - climate.ncsu.edu /). An alternative estimate for Evapotranspiration was calculated
based on daily temperatures using a method defined by Richard Allen, et al. (2006).
ET, 0.0023(Tmean +17.8) (Tmax - Tmin)0-5RQ
Where;
ETo
reference crop evapotranspiration [mm day -1]
Tmean
daily mean air temperature [ °C]
Tmax
daily maximum air temperature [ °C]
Train
daily minimum air temperature [ °C]
R.
extraterrestrial radiation [MJ m -2 day -1]
Values of Ra for different latitudes are given in a table provided by the authors, where values "deviate
from values that are averaged over each day of the month by less than one percent for all latitudes
during non - frozen periods ..."
Runoff Calculations
Runoff onto the wetland creation/enhancement site was determined using the TR -55 Curve Number
Method as described by Pierce 1993. This was done by first determining the amount of rainfall
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
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required over a 24 -hour period to produce runoff (Q) for the drainage area. Q is measured in inches of
rainfall. The drainage area was delineated using 7.5 Minute USGS topographic quadrangle for Drake,
North Carolina (Figure 2).
The value of Q for the drainage area was then subtracted from daily precipitation values over the
period of record. Those days that returned positive values (i.e. runoff occurred) were then summed to
return the total amount of runoff (R) produced within the watershed area. The equation for calculating
runoff is as follows:
Q = (P24 — 0.2S)2
(P24 +0.8s)
S _
(1000)
_ 10
CN
Where P24 is the maximum rainfall occurring in a 24 -hour period (over the period of record), CN is
the composite curve number, and S is the storage capacity of the soil. A composite curve was
calculated by subdividing the watershed with respect to soil hydrologic group and land use, then
determining the appropriate curve number for each subdivision using tables published by the USDA
(1986). The area and curve number were multiplied, summed and divided by the total watershed area
to calculate the composite curve number as described below.
CN = (CN * SubdividedArea)
(WatershedArea)
By this method, the composite curve number for the proposed wetland creation /enhancement site was
81.1.
P 4
Runoff
A 24 -hour rainfall record was determined using precipitation data. The maximum
climatological -day precipitation over the 27 -year period of record, excluding tropical storms,
occurred on June 6, 1994, with 6.6 inches of rainfall. No rainfall was recorded on June 5 or
June 7, 1994 and therefore the maximum adjacent- climatological -day precipitation is 6.6
inches.
P24 (max. climatological -day P) + .5(max. adjacent - climatological -day P)
P24 (6.6 in) + 0.5(0.0 in)
P24 6.6 in
Q = (P24 — 0.2S)2
(P24 +0.8s)
S _
(1000)
_ 10
CN
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2
P24 -0.2 (00 ) -10
CN
Q=
P24+0.8 (1000CN) -10
2
6.6in -- 1000 0.2 -10
81.1
Q=
6.6in +0.8 -10
81.1
�(1000)
Q = 2.33
Using this value, the runoff produced by each rain event was calculated by subtracting the
minimum 24 -hour rainfall amount needed to produce runoff (Q) from the amount of
precipitation (P) on each day. Those events that return positive values (i.e. runoff occurred)
are then summed to return the amount of runoff (R) produced by each acre in the watershed.
These values are then averaged by month for the entire period to give the average monthly
runoff for the watershed. Once runoff values were calculated for the drainage area, it was
necessary to adjust these values to reflect the amount of water seen on the site as follows:
R (Watershed Runoffi * (Watershed Area) / (Site Area)
Runoff for each wetland is summarized in Appendix C.
Infiltration
The proposed wetland creation /enhancement area is mapped as Rains and Goldsboro soil. Soil boring
in these areas indicates the soil is closer to Rains. The Rains mapping unit is poorly drained and has
loamy surface underlain by clayey subsoil found in lower landscape positions. The Goldsboro
mapping unit is moderately well drained and has loamy surface underlain by clayey subsoil found in
higher landscape positions.
Infiltration into the soil on the site was based upon the permeability range (0.0 to 0.05 in/hr) indicated
for hydrologic soil group D soils (USDA 1986). During months where the seasonal high water table
is above 12 inches, the infiltration was assumed to be negligible and was set to zero. The Rains soil
typically has a seasonal high water table from December through April ranging from zero to 12
inches in depth. Infiltration is calculated by converting permeability from centimeters per second
(cm /sec) to inches per month (in /mo). Infiltration is expected to be low or near zero during these
months, and was set at zero for the water balance Calculation.
Hydrograph
The calculated data has been compiled and a hydrograph has been plotted illustrating the monthly
average flow of water in and out of the proposed wetland construction area (Chart 5). These values
are represented in acre - inches. Results of this analysis indicate that there is a period of drawdown
during the months of April until November. These results also indicate that runoff and direct
precipitation will, in average years, provide adequate wetland hydrology during the early part of the
growing season in the wetland restoration area.
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HYDROGRAPH FOR
WETLAND RESTORATION/ ENHANCEMENT
MUDDY RUN II-
PROPOSED WETLAND WA
Growing Season
v4 �'
Month
�Proupitation oE+ W. transpiration Runoff oInfiltration —Total
Chart 5. Wetland restoration hydrograph
Conclusions
This water balance analysis was conducted to evaluate the existing hydrology of the proposed
wetland restoration area and to determine if the proposed wetland design is appropriate for this site.
The modeling presented in this report indicates that there is sufficient hydrology at appropriate times
of the year to support wetland vegetation.
Field observations indicate that existing conditions of the proposed wetland restoration area include
hydric soils and proximity to the floodplain. These observations suggest that overbank flows from the
restored stream channel will play a significant role in overall site hydrology. However, without more
detailed data with regards to the fluctuating groundwater table, this information is unreliable and also
unpredictable. Therefore, conducting a water balance analysis assures a minimum water source to the
site. Based upon the channel design, it is expected that regular occurrences of overbank flooding will
provide significant hydrologic input into these wetlands that is not shown in these water balance
calculations.
7.4 Mitigation Summary
Natural channel design techniques have been used to develop the restoration designs described in this
document. The combination of the analog and analytical design methods was determined to be
appropriate for this project because the watershed is rural, the causes of disturbance are known and
have been abated, and there are minimal infrastructure constraints. The original design parameters
were developed from the measured analog /reference reach data and applied to the subject stream. The
parameters were then analyzed and adjusted through an iterative process using analytical tools and
numerical simulations of fluvial processes. The designs presented in this report provide for the
restoration of natural Coastal Plain sand -bed channel features and stream bed diversity to improve
benthic habitat. The proposed design will allow flows that exceed the design bankfull stage to spread
out over the floodplain, restoring a portion of the hydrology for the existing wetlands.
A large portion of the existing stream will be filled using material excavated from the restoration
channel and from the farm path built adjacent to the channel. However, many segments will be left
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partially filled to provide habitat diversity and flood storage. Native woody material will be installed
throughout the restored reach to reduce bank stress, provide grade control, and increase habitat
diversity.
Forested riparian buffers of at least fifty feet on both sides of the channel will be established along the
project reach. An appropriate riparian plant community, a Coastal Plain Small Stream Swamp —
Blackwater subtype community, will be established to include a diverse mix of species. Three zones
will be used depending upon expected hydrologic conditions. Replanting of native species will occur
where the existing buffer is impacted during construction.
Reductions in nutrients and other pollutants will be achieved with the buffer restoration work,
providing substantial benefits to the watershed. The proposed Muddy Run II Mitigation Site is an
expansion of the ongoing Muddy Run mitigation project. This proposed restoration is hydrologically
connected. Wetlands WA and WB are proposed adjacent to the stream restoration of the Muddy Run
II Mitigation Site. A water balance analysis indicates that adequate hydrology will be present.
8 MAINTENANCE PLAN
EBX shall monitor the site on a regular basis and shall conduct a physical inspection of the site a
minimum of once per year throughout the post - construction monitoring period until performance
standards are met. These site inspections may identify site components and features that require
routine maintenance. Routine maintenance should be expected most often in the first two years
following site construction and may include the following:
Component /Feature
Maintenance through project close -out
Routine channel maintenance and repair activities may include
chinking of in -stream structures to prevent piping, securing of loose
Stream
coir matting, and supplemental installations of live stakes and other
target vegetation along the channel. Areas where stormwater and
floodplain flows intercept the channel may also require
maintenance to prevent bank failures and head- cutting.
Routine wetland maintenance and repair activities may include
securing of loose coir matting and supplemental installations of live
Wetland
stakes and other target vegetation within the wetland. Areas where
stormwater and floodplain flows intercept the wetland may also
require maintenance to prevent scour.
Vegetation shall be maintained to ensure the health and vigor of the
targeted plant community. Routine vegetation maintenance and
repair activities may include supplemental planting, pruning,
Vegetation
mulching, and fertilizing. Exotic invasive plant species shall be
controlled by mechanical and/or chemical methods. Any vegetation
control requiring herbicide application will be performed in
accordance with NC Department of Agriculture (NCDA) rules and
regulations.
Site boundaries shall be identified in the field to ensure clear
distinction between the mitigation site and adjacent properties.
Site Boundary
Boundaries may be identified by fence, marker, bollard, post, tree -
blazing, or other means as allowed by site conditions and/or
conservation easement. Boundary markers disturbed, damaged, or
destroyed will be repaired and/or replaced on an as- needed basis.
Road crossings within the site may be maintained only as allowed
Road Crossing
by Conservation Easement or existing easement, deed restrictions,
rights of way, or corridor agreements.
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9 PERFORMANCE STANDARDS
The success criteria for the Muddy Run II Site stream restoration will follow accepted and approved
success criteria presented in the USACE Stream Mitigation Guidelines and subsequent NCEEP and
agency guidance. Specific success criteria components are presented below.
9.1 Stream Restoration Success Criteria
9.1.1 Bankfull Events
Two bankfull flow events must be documented within the seven -year monitoring period. The two
bankfull events must occur in separate years. Otherwise, the stream monitoring will continue until
two bankfull events have been documented in separate years.
9.1.2 Cross Sections
There should be little change in as -built cross - sections. If changes do take place, they should be
evaluated to determine if they represent a movement toward a less stable condition (for example
down - cutting or erosion), or are minor changes that represent an increase in stability (for example
settling, vegetative changes, deposition along the banks, or decrease in width /depth ratio). Cross -
sections shall be classified using the Rosgen stream classification method, and all monitored cross -
sections should fall within the quantitative parameters defined for channels of the design stream type.
9.1.2.1 Digital Image Stations
Digital images will be used to subjectively evaluate channel aggradation or degradation, bank erosion,
success of riparian vegetation, and effectiveness of erosion control measures. Longitudinal images
should not indicate the absence of developing bars within the channel or an excessive increase in
channel depth. Lateral images should not indicate excessive erosion or continuing degradation of the
banks over time. A series of images over time should indicate successional maturation of riparian
vegetation.
9.2 Wetland Success Criteria
The NRCS does not have a current WETS table for Duplin County upon which to base a normal
rainfall amount and average growing season. The closest comparable data was determined to be from
Sampson County. The growing season for Sampson County is 242 days long, extending from March
17 to November 14, and is based on a daily minimum temperature greater than 28 degrees Fahrenheit
occurring in five of ten years.
Because of the surface roughing and shallow depressions, a range of hydroperiods are expected. The
water balance indicates that the site will have a positive water balance in the early part of the growing
season for four to five weeks, on average. The hydrology success criterion for the site is to restore the
water table at the site so that it will remain continuously within 12 inches of the soil surface for at
least nine percent of the growing season (approximately 22 days) at each groundwater gauge location
during normal rainfall years. Overbank flooding events will provide additional inputs that may extend
the hydroperiod in some years.
Gauge data will be compared to reference wetland well data in growing seasons with less than normal
rainfall. In periods of low rainfall, if a restoration gauge hydroperiod exceeds the reference gauge
hydroperiod, and both exceed five percent of the growing season, then the gauge will be deemed
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successful. If a gauge location fails to meet these success criteria in the five year monitoring period,
then monitoring may be extended, remedial actions may be undertaken, or the limits of wetland
restoration will be determined.
9.3 Vegetation Success Criteria
Specific and measurable success criteria for plant density within the riparian buffers on the site will
follow NCEEP Guidance. Vegetation monitoring plots will be a minimum of 0.02 acres in size, and
cover a minimum of two percent of the planted area. Vegetation monitoring will occur annually in the
fall of each year. The interim measures of vegetative success for the site will be the survival of at
least 320 three -year old trees per acre at the end of Year 3, 260 five -year old trees at the end of Year
5, and the final vegetative success criteria will be 210 trees per acre at the end of Year 7.
9.4 Scheduling /Reporting
A mitigation plan and as -built drawings documenting stream restoration activities will be developed
within 60 days of the planting completion on the mitigation site. The report will include all
information required by NCEEP mitigation plan guidelines, including elevations, photographs and
sampling plot locations, gauge locations, and a description of initial species composition by
community type. The report will also include a list of the species planted and the associated densities.
Baseline vegetation monitoring will follow CVS -NCEEP Protocol for Recording Vegetation Version
4.0. Level 1 and Level 2 monitoring will be conducted. The baseline report will follow Baseline
Monitoring Report Template and Guidance version 2.0 (10/14/10).
The monitoring program will be implemented to document system development and progress toward
achieving the success criteria. The restored stream morphology will be assessed to determine the
success of the mitigation. The monitoring program will be undertaken for five years or until the final
success criteria are achieved, whichever is longer.
Monitoring reports will be prepared in the fall of each year of monitoring and submitted to NCEEP.
The monitoring reports will include all information, and be in the format required by NCEEP in
Version 2.0 of the NCEEP Monitoring Report Template.
10 MONITORING REQUIREMENTS
Annual monitoring data will be reported using the EEP monitoring template. The monitoring report
shall provide a project data chronology that will facilitate an understanding of project status and
trends, population of EEP databases for analysis, research purposes, and assist in decision making
regarding project close -out. The success criteria for the Muddy Run II Site stream mitigation will
follow current accepted and approved success criteria presented in the USACE Stream Mitigation
Guidelines, NCEEP requirements, and subsequent agency guidance. Specific success criteria
components are presented in Table 25. Monitoring reports will be prepared annually and submitted to
EEP.
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Table 25. Monitoring Re uirements
Required
Parameter
Quantity
Frequency
Notes
Pattern
As per April 2003 USACE
Baseline
Additional surveys will be
Wilmington District Stream
performed if monitoring indicates
Mitigation Guidelines
instability or significant channel
migration
Dimension
As per April 2003 USACE
Baseline,
Surveyed cross sections and bank
Wilmington District Stream
Years
pins
Mitigation Guidelines
1,2,3,5,
and 7
Profile
As per April 2003 USACE
Baseline
Additional surveys will be
Wilmington District Stream
performed if monitoring indicates
Mitigation Guidelines
instability
Surface Water
As per April 2003 USACE
Annual
Crest Gauges and/or Pressure
Hydrology
Wilmington District Stream
Transducers will be installed on
Mitigation Guidelines
site; the devices will be inspected
on a quarterly /semi - annual basis to
document the occurrence of
bankfull events on the project
Groundwater
Annual
Groundwater monitoring gauges
Hydrology
with data recording devices will be
installed on site; the data will be
downloaded on a quarterly basis
during the growing season
Vegetation
Annual
Vegetation will be monitored using
the Carolina Vegetation Survey
(CVS) protocols
Exotic and
Annual
Locations of exotic and nuisance
Nuisance
vegetation will be mapped
Vegetation
Project
Semi-
Locations of fence damage,
Boundary
annual
vegetation damage, boundary
encroachments, etc. will be mapped
Stream Visual
Annual
Semi - annual visual assessments
Wetland
Annual
Semi - annual visual assessments
Visual
10.1 As -Built Survey
An as -built survey will be conducted following construction to document channel size, condition, and
location. The survey will include a complete profile of Thalweg, water surface, bankfull, and top of
bank to compare with future geomorphic data. Longitudinal profiles will not be required in annual
monitoring reports unless requested by NCEEP or USACE. Stream channel stationing will be marked
with stakes placed near the top of bank every 100 feet.
10.2 Visual Monitoring
Visual monitoring of all mitigation areas will be conducted a minimum of twice per monitoring year
by qualified individuals. The visual assessments will include vegetation density, vigor, invasive
species, and easement encroachments. Visual assessments of stream stability will include a complete
streamwalk and structure inspection. Digital images will be taken at fixed representative locations to
record each monitoring event as well as any noted problem areas or areas of concern. Results of
visual monitoring will be presented in a plan view exhibit with a brief description of problem areas
and digital images. Photographs will be used to subjectively evaluate channel aggradation or
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degradation, bank erosion, success of riparian vegetation, and effectiveness of erosion control
measures. Longitudinal photos should indicate the absence of developing bars within the channel or
an excessive increase in channel depth. Lateral photos should not indicate excessive erosion or
continuing degradation of the banks over time. A series of photos over time should indicate
successional maturation of riparian vegetation.
10.3 Cross Sections
Permanent cross - sections will be installed at a minimum of one per 20 bankfull widths with half in
pools and half in shallows. All cross - section measurements will include bank height ratio and
entrenchment ratio. Cross - sections will be monitored annually. There should be little change in as-
built cross - sections. If changes do take place, they should be evaluated to determine if they represent
movement toward a less stable condition (for example down - cutting or erosion), or are minor changes
that represent an increase in stability (for example settling, vegetative changes, deposition along the
banks, or decrease in width /depth ratio). Bank height ratio shall not exceed 1.2, and the entrenchment
ratio shall be no less than 2.2 within restored reaches. Channel stability should be demonstrated
through a minimum of two bankfull events documented in the seven -year monitoring period.
10.4 Bank Pin Arrays
Bank pin arrays will be used as a supplemental method to monitor erosion on selected meander bends
where there is not a cross section. Bank pin arrays will be installed along the outer bend and upstream
third and downstream third of the meander. Bank pins will be installed just above the water surface
and every two feet above the lowest pin. Bank pin exposure will be recorded at each monitoring
event, and the exposed pin will be driven flush with the bank.
10.5 Surface Flow
Headwater valley restoration areas will be monitored to document intermittent or seasonal surface
flow. This will be accomplished through direct observation, photo documentation of dye tests, and
surface flow gauges.
10.6 Wetland Hydrology
Wetland hydrology will be monitored to document hydric conditions in the wetland restoration
areas. This will be accomplished with automatic recording pressure transducer gauges installed in
representative locations across the restoration areas and reference wetland. The gauges will be
downloaded quarterly and wetland hydroperiods will be calculated during the growing season. Gauge
installation will follow current regulatory and EEP guidance. Visual observations of primary and
secondary wetland hydrology indicators will also be recorded during quarterly site visits.
10.7 Vegetative Success Criteria
Vegetative monitoring success criteria for plant density within the riparian buffers on the site will
follow NCEEP Guidance dated 7 November 2011. Vegetation monitoring plots will be a minimum of
0.02 acres in size, and cover a minimum of two percent of the planted area. The following data will
be recorded for all trees in the plots: species, height, planting date (or volunteer), and grid location.
Monitoring will occur each year during the monitoring period. The interim measures of vegetative
success for the site will be the survival of at least 320 3 -year old trees per acre at the end of Year 3
and 260 5 -year old trees per acre at the end of Year 5. The final vegetative success criteria will be the
survival of 210 trees per acre at the end of Year 7 of the monitoring period.
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Existing vegetation along Reaches 1, 2, and 3 will be visually assessed during annual monitoring. If
tree mortality affects 40% or greater of the canopy, then a remedial /supplemental planting plan will
be developed and implemented for these areas.
Invasive and noxious species will be monitored and controlled so that none become dominant or alter
the desired community structure of the site. If necessary, EBX will develop a species - specific control
plan.
10.8 Remedial Actions
The Mitigation Plan will include a detailed adaptive management plan that will address how potential
problems are resolved. In the event that the site, or a specific component of the site, fails to achieve
the defined success criteria, EBX will develop necessary adaptive management plans and /or
implement appropriate remedial actions for the site in coordination with NCEEP and the review
agencies. Remedial action required will be designed to achieve the success criteria specified
previously, and will include identification of the causes of failure, remedial design approach, work
schedule, and monitoring criteria that will take into account physical and climatic conditions.
11 LONGTERM MANAGEMENT PLAN
Upon approval for closeout by the Interagency Review Team (IRT), the site will be transferred to the
State of North Carolina (State). The State shall be responsible for periodic inspection of the site to
ensure that restrictions required in the conservation easement or the deed restriction document(s) are
upheld. Endowment funds required to uphold easement and deed restrictions shall be negotiated prior
to site transfer to the responsible party.
The NCDENR Division of Natural Resource Planning and Conservation's Stewardship Program
currently houses EEP stewardship endowments within the non - reverting, interest - bearing
Conservation Lands Stewardship Endowment Account. The use of funds from the Endowment
Account is governed by North Carolina General Statute GS 113A- 232(d)(3). Interest gained by the
endowment fund may be used only for the purpose of stewardship, monitoring, stewardship
administration, and land transaction costs, if applicable. The NCDENR Stewardship Program intends
to manage the account as a non - wasting endowment. Only interest generated from the endowment
funds will be used to steward the compensatory mitigation sites. Interest funds not used for those
purposes will be re- invested in the Endowment Account to offset losses due to inflation.
12 ADAPTIVE MANAGEMENT PLAN
Upon completion of site construction, EEP will implement the post - construction monitoring protocols
previously defined in this document. Project maintenance will be performed as described previously
in this document. If, during the course of annual monitoring, it is determined that the site's ability to
achieve site performance standards are jeopardized, EEP will notify the USACE of the need to
develop a Plan of Corrective Action. The Plan of Corrective Action may be prepared using in -house
technical staff or may require engineering and consulting services. Once the Corrective Action Plan is
prepared and finalized EEP will:
1. Notify the USACE as required by the Nationwide 27 permit general conditions.
2. Revise performance standards, maintenance requirements, and monitoring requirements as
necessary and /or required by the USACE.
3. Obtain other permits as necessary.
4. Implement the Corrective Action Plan.
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5. Provide the USACE a Record Drawing of Corrective Actions. This document shall depict the
extent and nature of the work performed.
13 FINANCIAL ASSURANCES
Pursuant to Section IV H and Appendix III of the Ecosystem Enhancement Program's In -Lieu Fee
Instrument dated July 28, 2010, the North Carolina Department of Environment and Natural
Resources has provided the U.S. Army Corps of Engineers Wilmington District with a formal
commitment to fund projects to satisfy mitigation requirements assumed by EEP. This commitment
provides financial assurance for all mitigation projects implemented by the program.
14 REFERENCES
Amoroso, J.L., ed. 1999. Natural Heritage Program List of the Rare Plant Species of North Carolina.
North Carolina Natural Heritage Program, Division of Parks and Recreation, North Carolina
Department of Environment and Natural Resources. Raleigh, North Carolina.
Arcement, G.J., Jr. and V.R. Schneider, 1989. Guide for Selecting Manning's Roughness Coefficients
for Natural Channels and Flood Plains. U.S. Geological Survey Water Supply Paper 2339, 38 p.
Chow, Ven Te. 1959. Open- Channel Hydraulics, McGraw -Hill, New York.
Cowardin, L.M., V. Carter, F.C. Golet and E.T. LaRoe. 1979. Classification of Wetlands and
Deepwater Habitats of the United States. U.S. Fish and Wildlife Service, Office of Biological
Services, FWS /OBS- 79/31. U.S. Department of the Interior, Washington, DC.
Environmental Banc & Exchange. 2012. Muddy Run Stream Restoration Project: Mitigation Plan
(NCEEP Project 4 95018). Environmental Banc & Exchange, LLC., Raleigh, NC.
Environmental Laboratory. 1987. U.S. Army Corps of Engineers Wetlands Delineation Manual,
Technical Report Y-87-1. U.S. Army Engineer Waterways Experiment Station, Vicksburg,
Mississippi.
Fischenich, C. 2001. "Stability thresholds for stream restoration materials." ERDC Technical Note
No. EMRRP- SR -29, U.S. Army Engineer Research and Development Center, Vicksburg, Miss.
Griffith, G., Omemik, J. and J. Comstock. 2002. Ecoregions of North Carolina. United States
Environmental Protection Agency. Research and Development. NHEERL. Western Ecology
Division. Corvallis, OR.
Horton, J. Wright Jr. and Victor A. Zullo. 1991. The Geology of the Carolinas, Carolina Geological
Society Fiftieth Anniversary Volume. The University of Tennessee Press. Knoxville, TN.
Johnson PA. 2006. Assessing stream channel stability at bridges in physiographic regions.
U.S. Department of Transportation. Federal Highway Administration. Report Number
FHWA- HRT -05 -072.
LeGrand, H.E., Jr. and S.P. Hall, eds. 1999. Natural Heritage Program List of the Rare Animal
Species of North Carolina. North Carolina Natural Heritage Program, Division of Parks and
Recreation, North Carolina Department of Environment and Natural Resources. Raleigh, North
Carolina.
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Muddy Run 11 Stream and Wetland Restoration • USGS HUC 03030007
Final Mitigation Plan • Duplin County, North Carolina -August 2013
Natural Resources Conservation Service (NRCS) United States Department of Agriculture (USDA).
Soil Survey Staff Web Soil Survey. A http: / /websollsurvey.nres.usda.gov /. Accessed
[ S e pte mb e rh /2/2 012 ] .
Natural Resources Conservation Service (NRCS). 2007. Stream Restoration Design Handbook (NEH
654), USDA
NCDENR. "Water Quality Stream Classifications for Streams in North Carolina." Water Quality
Section. http:// h2o.enr.state.nc.us /wghome/html (June 2005).
Pierce, G.J. 1993. Planning hydrology for constructed wetlands. Wetland Training Institute, Inc.
Poolesville, MD.
R. G. Allen, Pereira, L. S., D Raes, M. Smith (1998). Crop evapotranspiration - Guidelines for
computing crop water requirements -FAO Irrigation and drainage paper 56 (B. Maher, Ed.)
Irrigation and Drainage, 300(56), 1 -15. Food and Agriculture Organization (FAO). Retrieved from
http: / /www.sowamed.ird.fr/ resource/ RES270_ FAOpaper56 _CropWaterRequirement_2.pdf.
Radford, A.E., H.E. Ahles and F.R. Bell. 1968. Manual of the Vascular Flora of the Carolinas. The
University of North Carolina Press, Chapel Hill, North Carolina.
Schafale, M.P. and A.S. Weakley. 1990. Classification of the Natural Communities ofNorth
Carolina, Third Approximation. North Carolina Natural Heritage Program, Division of Parks and
Recreation, NCDENR, Raleigh, NC.
State Climate Office of North Carolina. Available online at http: / /www.nc- climate.ncsu.edu /
Tweedy, K. A Methodology for Predicting Channel Form in Coastal Plain Headwater Systems.
Stream Restoration in the Southeast: Advancing the Science and Practice, November 2008,
Asheville, NC. Unpublished Conference Paper, 2008.
http: / /www.bae .ncsu.edu/programs/ extension /wqg /srp /2008conference /tweedy _paper.pdf
U.S. Army Corps of Engineers (USACE). 2010. Regional Supplement to the Corps of Engineers
Wetland Delineation Manual: Atlantic and Gulf Coastal Plain Region (Version 2. 0), ed. J. S.
Wakeley, R. W. Lichvar, and C. V. Noble. ERDC /EL TR- 10 -20. Vicksburg, MS: U.S. Army
Engineer Research and Development Center.
U.S. Army Corps of Engineers, Wetlands Research Program (WRP). 1993. Wetland Surface Water
Processes. WRP Technical Note HY- EV -2.1, 1993.
U.S. Department of Agriculture. 1986. Urban hydrology for small watersheds. Technical Release 55.
United States Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS),
1959. Soil Survey ofDuplin County, North Carolina.
United States Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS),
Web Soil Survey; http : / /websollsurvey.nres.usda.gov (Decemeber 2011).
United States Department of Agriculture, Natural Resources Conservation Service. 2010. Field
Indicators ofHydric Soils in the United States, Version 7.0. L.M. Vasilas, G.W. Hurt, and C.V. Noble
(eds.). USDA, NRCS, in cooperation with the National Technical Committee for Hydric Soils.
WK Dickson & Co., Inc. 77

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United States Environmental Protection Agency (EPA). 2006. Memorandum: Application of Best
Management Practices to Mechanical Silvicultural Site Preparation Activities for the Establishment
of Pine Plantation in the Southeast. US Environmental Protection Agency, U.S. Army Corps of
Engineers.
United States Environmental Protection Agency, (USEPA, 1999) 1999. EPA Manual. Quantifying
Physical Habitat in Wadeable Streams.
United States Fish and Wildlife Service. "Threatened and Endangered Species in North Carolina."
North Carolina Ecological Services. Available online at http: / /www.fws.gov /raleigh /. [Accessed 25
October 2011.]
US Army Corps of Engineers (USACE), 1987. Corps of Engineers Wetlands Delineation Manual.
Technical Report Y -87 -1, January 1987.
US Army Corps of Engineers (USACE), 2002. Regulatory Guidance Letter. RGL No. 02 -2,
December 24, 2002.
US Army Corps of Engineers (USACE), 2003. April 2003 Stream Mitigation Guidelines.
USDA -NRCS Conservation Engineering Division. 1986. Urban Hydrology for Small Watersheds:
Technical Release 55. 210- VI- TR -55, Second Ed. Roger Cronshey. et al.
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APPENDIX B
Baseline Information Data
Muddy Run USAGE Routine Wetland Data Forms
Mapped Soil Series and Boring Logs
Muddy Run NCDWQ Stream Determination Data Forms
Reference Reach NCDWQ Stream Determination Data Forms
Muddy Run II NCDWQ Habitat Assessment Data Forms
Muddy Run II Aquatic Habitat Assessment
Channel Stability Assessment Forms
EDR Report
Project Site and Reference Site Photographs
Environmental Screening and Resource Agency Correspondence
Muddy Run II CE
Farmland Conversion Impact Rating (Form AD 1006)
FEMA Floodplain Checklist
Muddy Run II Correspondence

WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project /Site: Muddy Run City /County: Duplln
Applicant /Owner: EBX State: NC
Investigator(s): G Lankford Section, Township, Range:
Landform (hillslope, terrace, etc.): floodplaln Local relief (concave, convex, none): none
Subregion (LRR or MLR, LRR T /MLRA 153A Lat: 34.83033 Long: - 77.79163
Soil Map Unit Name: Rains fine sandy loam, 0 to 1 percent slopes NWI classification: none
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ❑x No ❑ (If no, explain in Remarks.)
Are Vegetation ❑x , Soil ❑x , or Hydrology ❑x significantly disturbed? Are "Normal Circumstances" present? Yes ❑x No ❑
Are Vegetation ❑, Soil ❑, or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Print For
Sampling Date: Nov 29, 2011
Sampling Point: A/B upland
Slope ( %): 0 °
Datum:
Hydrophytic Vegetation Present? Yes ❑ No x
❑ Is the Sampled Area
❑x
Hydric Soil Present? Yes No ❑ No ❑x
Wetland Hydrology Present? Yes
❑x No ❑ within a Wetland? Yes
Site recently clear -cut. Vegetation is mostly absent. Previous site visits prior to clear- cutting indicated canopy vegetation
as dominantly hydrophytic. Dredged channel and shallow ditches drain surface waters and lower groundwater elevation
near drainage features.
HYDROLOGY
Primary Indicators (minimum of one is required: check all that apply)
LJ Surface Soil Cracks (136)
Surface Water (Al)
_❑ Water- Stained Leaves (139)
❑ Sparsely Vegetated Concave Surface (138)
High Water Table (A2)
Aquatic Fauna (1313)
El Drainage Patterns (1310)
0 Saturation (A3)
TO
I--I Marl Deposits (1315) (LRR U)
I--I Moss Trim Lines (B16)
R
Water Marks (131)
Hydrogen Sulfide Odor (Cl)
Dry- Season Water Table (C2)
IL"11
Sediment Deposits (132)
Oxidized Rhizospheres on Living Roots (C3)
Crayfish Burrows (C8)
Drift Deposits (133)
Presence of Reduced Iron (C4)
Saturation Visible on Aerial Imagery (C9)
❑
Algal Mat or Crust (134)
_ Recent Iron Reduction in Tilled Soils (C6)
_ Geomorphic Position (D2)
❑ Iron Deposits (135)
❑l Thin Muck Surface (C7)
0 Shallow Aquitard (D3)
❑ Inundation Visible on Aerial Imagery (137)
�
!J Other (Explain in Remarks)
FAC- Neutral Test (D5)
Field Observations:
Surface Water Present? Yes ❑ No ❑x Depth (inches):
Water Table Present? Yes ❑x No ❑ Depth (inches): 19 Inches
Saturation Present? Yes 0 No ❑ Depth (inches): 14 Inches Wetland Hydrology Present? Yes ❑ No 0
(includes capillary frinae)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available
rs to have slightly higher topography and sandy textured soils.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region — Interim Version

VEGETATION — Use scientific names of plants.
Sampling Point: AFB upland
Remarks: (If observed, list morpholo ical adaptations below).
Site is recent clear -cut. Recenf forest vegetation was forested. Site is currently slash and windrows. A few stumps are
sprouting.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version
Absolute
Dominant Indicator
Dominance Test worksheet:
Tree Stratum (Plot size: )
% Cover Species? Status
Number of Dominant Species
1.
❑
That Are OBL, FACW, or FAC: 4 (A)
2.
❑
El
Total Number of Dominant
3.
Species Species Across All Strata: (B)
4.
❑
5.
11
Percent of Dominant Species °
57%
That Are OBL, FACW, or FAC: (A /B)
6.
❑
Prevalence Index worksheet:
7 0
= Total Cover
Total % Cover of: Multiply by:
Sapling Stratum (Plot size: )
OBL species x 1 =
1.
❑
FACW species x 2 =
2.
❑
FAC species x 3 =
3.
❑
FACU species x 4 =
4.
❑
UPL species x 5 =
5.
❑
Column Totals: (A) (B)
6.
❑
❑
Prevalence Index = B/A =
7
Hydrophytic Vegetation Indicators:
Shrub Stratum (Plot size: 20 ft radius )
= Total Cover
_ Dominance Testis >50%
1 Ligustrum sinense
1 %
[x FAC
_ Prevalence Index is < -3.0'
2 Ulmus alata
1%
❑x FACU+
_ Problematic Hydrophytic Vegetation' (Explain)
3 Quercus michauxii
1 %
❑x FACW
4
❑
'Indicators of hydric soil and wetland hydrology must
❑
be present, unless disturbed or problematic.
5
6.
❑
Definitions of Vegetation Strata:
7.
❑
3%
Tree - Woody plants, excluding woody vines,
20 ft radius
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
Herb Stratum (Plot size: )
(7.6 cm) or larger in diameter at breast height (DBH).
1 Eupatorium capillifolium
1%
0 FACU
2 Centella asiatica
1%
❑x FACW
Sapling -Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and less
3
❑
than 3 in. (7.6 cm) DBH.
4.
❑
❑
Shrub - Woody plants, excluding woody vines,
5.
approximately 3 to 20 ft (1 to 6 m) in height.
6.
❑
❑
Herb - All herbaceous (non- woody) plants, including
7.
herbaceous vines, regardless of size. Includes woody
8
❑
plants, except woody vines, less than approximately
❑
3 ft (1 m) in height.
9.
10.
❑
Woody vine - All woody vines, regardless of height.
11.
❑
12.
❑
Woody Vine Stratum (Plot size: 20 ft radius )
2%
=Total Cover
1 Toxicodendron radicans
1%
❑x FAC
2 Smilax smallii
1 %
0 FACU
3.
❑
4.
❑
©
Hydrophytic
5
°
2%
Vegetation ❑
❑x
= Total Cover
Present? Yes No
Remarks: (If observed, list morpholo ical adaptations below).
Site is recent clear -cut. Recenf forest vegetation was forested. Site is currently slash and windrows. A few stumps are
sprouting.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version

SOIL
ocument the indicator or confirm
Sampling Point: A/B upland
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type Loc Texture Remarks
0 -4 10 YR 4/2 10 YR 5/2 4% C M SL
14 -21 10YR 4/2 85% 7.5 YR 2.5/2 2% C M SL
'Type: C= Concentration, D =De letion, RM= Reduced Matrix, CS= Covered or Coated Sand Grains. 2Location: PL =Pore Lining, M= Matrix.
H
dric Soil Indicators:
Indicators for Problematic Hydric Soils3:
Histosol (Al)
Below Surface (S8) (LRR S, T, U)
1 cm Muck (A9) (LRR O)
Q
Histic Epipedon (A2)
TO�Polyvalue
LJThin Dark Surface (S9) (LRR S, T, U)
2 cm Muck (A10) (LRR S)
I_L
Black Histic (A3)
Loamy Mucky Mineral (F1) (LRR O)
Reduced Vertic (F18) (outside MLRA 150A,B)
Hydrogen Sulfide (A4)
_01-oamy Gleyed Matrix (F2)
Piedmont Floodplain Soils (F19) (LRR P, S, T)
Stratified Layers (A5)
Depleted Matrix (F3)
Anomalous Bright Loamy Soils (F20)
Organic Bodies (A6) (LRR P, T, U)
5 Mucky Mineral P, T, U)
_Depleted
Redox Dark Surface (F6)
Dark Surface
(MLRA 15313)
Red Parent Material
_
cm (A7) (LRR
(F7)
(TF2)
Muck Presence (A8) (LRR U)
Redox Depressions (F8)
Very Shallow Dark Surface (TF12) (LRR T, U)
1 cm Muck (A9) (LRR P, T)
Marl (F10) (LRR U)
Other (Explain in Remarks)
I_L
Depleted Below Dark Surface (A11)
Depleted Ochric (F11) (MLRA 151)
Q
Thick Dark Surface (Al2)
Iron- Manganese Masses (F12) (LRR O, P, T)
3Indicators of hydrophytic vegetation and
Q
Coast Prairie Redox (A16) (MLRA 150A)
�Umbric Surface (F13) (LRR P, T, U)
wetland hydrology must be present,
Sandy Mucky Mineral (S1) (LRR O, S)
Delta Ochric (F17) (MLRA 151)
OReduced
unless disturbed or problematic.
Sandy Gleyed Matrix (S4)
Vertic (F18) (MLRA 150A, 15013)
R
Sandy Redox (S5)
Piedmont Floodplain Soils (F19) (MLRA 149A)
a
Stripped Matrix (S6)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C9 153D)
I__L
Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type
Depth (inches):
Hydric Soil Present? Yes [H] No ❑
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region — Interim Version

WETLAND DETERMINATION DATA FORM — Atlantic and Gulf Coastal Plain Region
Project /Site: Muddy Run City /County: Duplln
Applicant /Owner: EBX State: NC
Investigator(s): G Lankford Section, Township, Range:
Landform (hillslope, terrace, etc.): floodplaln Local relief (concave, convex, none): none
Subregion (LRR or MLR, LRR T /MLRA 153A Lat: 34.83033 Long: - 77.79163
Soil Map Unit Name: Rains fine sandy loam, 0 to 1 percent slopes NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes ❑x No ❑ (If no, explain in Remarks.)
Are Vegetation ❑x , Soil ❑x , or Hydrology ❑x significantly disturbed? Are "Normal Circumstances" present? Yes ❑x No ❑
Are Vegetation ❑, Soil ❑, or Hydrology ❑ naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Print For
Sampling Date: Nov 29, 2011
Sampling Point: AB -Wet
Slope ( %): 0 °
Datum:
Hydrophytic Vegetation Present? Yes ❑x No ❑ Is the Sampled Area
Hydric Soil Present? Yes ❑x No ❑ ❑x No El
Wetland Hydrology Present? Yes
❑x No ❑ within a Wetland? Yes
Site recently clear -cut. Vegetation is mostly absent. Previous site visits prior to clear- cutting indicated canopy vegetation
as dominantly hydrophytic. Dredged channel and shallow ditches drain surface waters and lower groundwater elevation
near drainage features.
HYDROLOGY
Primary Indicators (minimum of one is required: check all that apply)
LJ Surface Soil Cracks (136)
Surface Water (Al)
_❑ Water- Stained Leaves (139)
❑ Sparsely Vegetated Concave Surface (138)
Q High Water Table (A2)
Aquatic Fauna (1313)
El Drainage Patterns (1310)
0 Saturation (A3)
TO
I--I Marl Deposits (1315) (LRR U)
I--I Moss Trim Lines (B16)
R
Water Marks (131)
Hydrogen Sulfide Odor (Cl)
Dry- Season Water Table (C2)
IL"11
Sediment Deposits (132)
Oxidized Rhizospheres on Living Roots (C3)
Crayfish Burrows (C8)
Drift Deposits (133)
Presence of Reduced Iron (C4)
Saturation Visible on Aerial Imagery (C9)
❑
Algal Mat or Crust (134)
_ Recent Iron Reduction in Tilled Soils (C6)
_ Geomorphic Position (D2)
❑ Iron Deposits (135)
❑l Thin Muck Surface (C7)
0 Shallow Aquitard (D3)
❑ Inundation Visible on Aerial Imagery (137)
�
!J Other (Explain in Remarks)
FAC- Neutral Test (D5)
Field Observations:
Surface Water Present? Yes ❑ No ❑x Depth (inches):
Water Table Present? Yes ❑x No ❑ Depth (inches): 6 Inches
Saturation Present? Yes 0 No ❑ Depth (inches): 6 Inches Wetland Hydrology Present? Yes ❑x No 0
(includes capillary frinae)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available
rs to have retained sufficient hydrology due to shallow ditches, clayey subsoil, and nearly level topography.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region — Interim Version

VEGETATION — Use scientific names of plants.
Sampling Point: SB 1
Remarks: (If observed, list morpholo ical adaptations below).
Site is recent clear -cut. Recenf forest vegetation was forested. Site is currently slash and windrows. A few stumps are
sprouting.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version
Absolute
Dominant Indicator
Dominance Test worksheet:
Tree Stratum (Plot size: )
% Cover Species? Status
Number of Dominant Species
1.
❑
That Are OBL, FACW, or FAC: 4 (A)
2.
❑
❑
Total Number of Dominant
6
3.
Species Across All Strata: (B)
4.
❑
11
Percent of Dominant Species °
67%
5.
That Are OBL, FACW, or FAC: (A /B)
6.
❑
Prevalence Index worksheet:
7 0
= Total Cover
Total % Cover of: Multiply by:
Sapling Stratum (Plot size:
)
OBL species x 1 =
1.
❑
FACW species x 2 =
2.
❑
FAC species x 3 =
3.
❑
FACU species x 4 =
4.
❑
UPL species x 5 =
5.
❑
Column Totals: (A) (B)
6.
❑
❑
Prevalence Index = B/A =
7
Hydrophytic Vegetation Indicators:
= Total Cover
Shrub Stratum (Plot size: )
_ Dominance Testis >50%
1 Ligustrum sinense
1 %
FAC
_ Prevalence Index is < -3.0'
2 Platanus occidentalis
1%
❑x FACW-
_ Problematic Hydrophytic Vegetation' (Explain)
3 Acer rubrum
1 %
❑x FAC
4
❑
'Indicators of hydric soil and wetland hydrology must
❑
be present, unless disturbed or problematic.
5
6.
❑
Definitions of Vegetation Strata:
7.
❑
Tree - Woody plants, excluding woody vines,
= Total Cover
approximately 20 ft (6 m) or more in height and 3 in.
Herb Stratum (Plot size: )
(7.6 cm) or larger in diameter at breast height (DBH).
1 Eupatorium capillifolium
1%
FACU
❑
Sapling -Woody plants, excluding woody vines,
2.
approximately 20 ft (6 m) or more in height and less
3
❑
than 3 in. (7.6 cm) DBH.
4.
❑
❑
Shrub - Woody plants, excluding woody vines,
5.
approximately 3 to 20 ft (1 to 6 m) in height.
6.
❑
❑
Herb - All herbaceous (non- woody) plants, including
7.
herbaceous vines, regardless of size. Includes woody
8
❑
plants, except woody vines, less than approximately
❑
3 ft (1 m) in height.
9.
10.
❑
Woody vine - All woody vines, regardless of height.
11.
❑
12.
❑
= Total Cover
Woody Vine Stratum (Plot size:
)
1 Toxicodendron radicans
1%
❑x FAC
2 Smilax smallii
FACU
3.
❑
4.
❑
©
Hydrophytic
5
Vegetation ❑
❑x
= Total Cover
Present? Yes No
Remarks: (If observed, list morpholo ical adaptations below).
Site is recent clear -cut. Recenf forest vegetation was forested. Site is currently slash and windrows. A few stumps are
sprouting.
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region - Interim Version

SOIL Sampling Point: SB 1
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix
Redox Features
(inches) Color (moist) %
Color (moist) % Type Loc Texture Remarks
0 -8 7.5YR 2.5/2
SL
8 -17 10YR 4/1 85%
10 YR 4/3 10% C M SCL
-- -- --
10 YR 4/6 5% C M --
17-22 7.5YR 5/1 90%
7.5 YR 5/6 10% C M SL
'Type: C= Concentration, D =De letion, RM= Reduced Matrix, CS= Covered or Coated Sand Grains. 2Location: PL =Pore Lining, M= Matrix.
H
dric Soil Indicators:
Indicators for Problematic Hydric Soils3:
Histosol (Al)
Below Surface (S8) (LRR S, T, U) 1 cm Muck (A9) (LRR O)
Q
Histic Epipedon (A2)
TO�Polyvalue
LJThin Dark Surface (S9) (LRR S, T, U) 2 cm Muck (A10) (LRR S)
I_L
Black Histic (A3)
Loamy Mucky Mineral (F1) (LRR O) Reduced Vertic (F18) (outside MLRA 150A,B)
Hydrogen Sulfide (A4)
_01-oamy Gleyed Matrix (F2) Piedmont Floodplain Soils (F19) (LRR P, S, T)
Stratified Layers (A5)
Depleted Matrix (F3) Anomalous Bright Loamy Soils (F20)
Organic Bodies (A6) (LRR P, T, U)
Redox Dark Surface (F6) (MLRA 15313)
_
5 cm Mucky Mineral (A7) (LRR P, T, U)
_Depleted Dark Surface (F7) Red Parent Material (TF2)
Muck Presence (A8) (LRR U)
Redox Depressions (F8) Very Shallow Dark Surface (TF12) (LRR T, U)
1 cm Muck (A9) (LRR P, T)
Marl (F10) (LRR U) Other (Explain in Remarks)
I_L
Depleted Below Dark Surface (A11)
Depleted Ochric (F11) (MLRA 151)
Q
Thick Dark Surface (Al2)
Iron- Manganese Masses (F12) (LRR O, P, T) 3Indicators of hydrophytic vegetation and
Q
Coast Prairie Redox (A16) (MLRA 150A) �Umbric Surface (F13) (LRR P, T, U) wetland hydrology must be present,
Sandy Mucky Mineral (S1) (LRR O, S)
Delta Ochric (F17) (MLRA 151) unless disturbed or problematic.
Sandy Gleyed Matrix (S4)
OReduced Vertic (F18) (MLRA 150A, 15013)
R
Sandy Redox (S5)
Piedmont Floodplain Soils (F19) (MLRA 149A)
a
Stripped Matrix (S6)
Anomalous Bright Loamy Soils (F20) (MLRA 149A, 153C9 153D)
I__L
Dark Surface (S7) (LRR P, S, T, U)
Restrictive Layer (if observed):
Type:
Depth (inches):
Hydric Soil Present? Yes ❑x No ❑
US Army Corps of Engineers Atlantic and Gulf Coastal Plain Region — Interim Version

Mapped Soil Series
Map
Series Name
Drainage Class
Representative Percent
Reach
Unit
(Taxonomic Subgroup)
H dric Composition
GoA
Goldsboro loamy sand
Moderately well
1% Muckalee, undrained
R -3, R -4, R -S, R -6,
7.5 YR 3/2
(Aquic Paleudults)
--
5% Rains, undrained
R -7, R -9, R -10
NbA
Noboco loamy fine sand
Moderately well
None
R -2
(Oxyaquic Paleudults)
to well
15 -18
RaA
Rains fine sandy loam
Poorl y
10% Rains, undrained
R -1, R -2, R -3, R -5,
field edge. Spoil and deposition are likely due to landscape position.
(Typic Paleaquults)
80% Rains, drained
R -6, R -7, R -8, R -9
General Soil Description
The upland soils found in this area of the county formed in fine - textured sediments from
marine deposits and fluviomarine deposits of the coastal plain uplands. Stream channels
are generally shallow and meandering in loamy and sandy alluvium.
Soil Series Map Unit Descriptions
Goldsboro loamy sand (GoA), 0 to 2 percent slopes. This unit is a moderately well drained
soil found on hillslope summits and shoulders. They have moderate permeability and
runoff is negligible to medium. The seasonal high water table ranges from 24 to 36 inches
below the surface. It has often has clayey subsoil. This soil unit is typically cultivated. This
soil is considered to have hydric inclusions by the NRCS.
Noboco loamy fine sand (NbB), 0 to 2 percent slopes. This unit is a moderately well to
well drained soil found on summits and shoulder of upland marine terraces. The seasonal
high water table ranges from 30 to 40 inches below the surface. It has typically has clayey
subsoil. They have moderate permeability and runoff is low. This soil is not considered to
have hydric inclusions by the NRCS.
Rains fine sandy loam (RaA), 0 to 1 percent slopes. This unit is a poorly drained soil found
across flats, depressions and Carolina bays. They have moderate permeability and runoff is
negligible. This soil may experience flooding. The seasonal high water table ranges from 0
to 12 inches below the surface. It has often has clayey subsoil. This soil is considered
hydric when undrained by the NRCS.
Site Soil Investigation
Approximately 80 auger borings were evaluated across the proposed wetland restoration
areas and adjacent non - hydric areas by George Lankford, a licensed soil scientist. Depth to
hydric criteria was recorded and typical soil profiles were documented. Three
representative soil profiles are shown in the table below.
Soil Boring Log
Depth
Matrix Color
Mottle Colors
Mottle
Texture
Percentage
SB -75
W1
Mapped as Rains
0 -9
7.5 YR 3/2
--
--
fine Sandy Loam
9 -15
7.5 YR 4/2
10 YR 5/2
10%
Sandy Loam
7.5 YR 4/6
5 %
15 -18
10 YR 6/2
10 YR 4/6
1 15%
Sandy Loam
Sample point is in cultivated field --15 feet from channel and — 20 from ditch at
field edge. Spoil and deposition are likely due to landscape position.

Depth
Matrix Color
Mottle Colors
Mottle Texture
Percentage
Mapped as Rains
SB -1
Depth
W2
Matrix Color
--
Mottle Color
Mottle
Percentage
Texture
0 -6
7.5 YR 2.5/2
--
--
Sandy Loam
6 -12
7.5 YR 6/2
7.5 YR 5/8
5%
Sandy Loam
12 -16
7.5 YR 5/1
7.5 YR 4/6
5%
Sandy Clay
Plow pan at —8 inches
SB -62
W10
Mapped as Rains
0 -5
10 YR 4/2
--
--
Sandy Loam
5 -11
10 YR 4/1
10 YR 6/2
10 YR 3/4
45%
Sandy Loam
(brittle)
11 -17
10 YR 4/2
10 YR 4/6
1 20%
Sandy Loam
17 -22
10 YR 5/2
10 YR 5/8
1 40%
Sandy Way
SB -70
Reference
Mapped as Rains
0 -9
7.5 YR 2.5/1
--
--
fine Sandy Loam
9 -13
10 YR 2/1
10 YR 5/1
5%
fine Sandy Clay
10 YR 4/6
5%
Loam
13 -17
10 YR 4/1
0
5%
Sandy Clay Loam
10 YR 2/1
17 -24
10 YR 5/2
10 YR 4/6
20%
Sandy Clay
All soils exhibited a dark sandy loam or fine sandy loam surface texture. Nearly all borings
in the wetland areas have indicators of disturbance in the surface horizon likely due to
plowing or other soil disturbance. Mottles of redoxomorphic concentrations are the
identifying soil morphological characteristic. These wetland areas typically have gray
clayey subsoil that functions as a restrictive horizon, although a few areas have sandy
subsoil. Soils with gray sandy subsoil also have redoxomorphic concentrations. The
surrounding areas exhibited a gradual increase in depth of the sandy surface and to the
characteristic features until replaced by a bright sandy clay layer.
SS�o
SOIL scl
1223
\\ NORM
Soil Scientist Seal

1 ..
} h
s
. #s
6 80 81
9 26 27
2 5 8 78
79 77 76 7573 74
84 16 14 11 10 72
0
82
•15 12 13 7 71
24 18 17 23 30 Y
O O 19 O 22 32 28 29
-• 0 20 21 0 33 C31 { 34
{ w _ 0 35J
} f.
f
k 37 56
36 57
38 58
39 }
43
42 40
It 49 46 41
' 47 48 59 60
45 44 51 50 65 6766 64 62
61 `
53 68
54 52 63 69 t «
55 +
Legend
��•� Soil Boring Locations Map
� O Soil Boring Locations
Muddy Run II Site
Proposed Streams
0 400 800 1,600 Muddy Run II Site
:. Feet
1 inch = 800 feet Target Parcels

Muddy Run II Existing Conditions Summary
Reach I
Reach 2
Reach 3a
I Reach 3b
I Reach 3c
Reach 4
Reach 5a
Reach 5b
Reach 6
Buffer Type
Herbaceous
Mature
Hardwood
Herbaceous
Mature
Hardwood
Mature
Hardwood
Mature
Hardwood
Other Woody
Cover
Other Woody
Cover
Other Woody
Cover
Buffer Condition
Disturbance
Invasives
Disturbance
Stable
Stable
Stable
Disturbance
Stable
Stable
r.
a
Bank Vegetation
No Mature
Hardwoods
Mature
Hardwood
No Mature
Hardwoods
Mature
Hardwood
Mature
Hardwood
Mature
Hardwood
Mature
Hardwood
Mature
Hardwood
Mature
Hardwood
Bank Stability
Moderately
Unstable
Moderately
Unstable
Moderately
Unstable
Stable
Stable
Stable
Moderately
Unstable
Stable
Moderately
Unstable
Buffer Type
Mature
Hardwood
Mature
Hardwood
Herbaceous
Mature
Hardwood
Other Woody
Cover
Mature
Hardwood
Herbaceous
Other Woody
Cover
Other Woody
Cover
Buffer Condition
Invasives
Invasives
Stable
Stable
Stable
Stable
Invasives
Invasives
Stable
Bank Vegetation
No Mature
Hardwoods
Mature
Hardwood
No Mature
Hardwoods
Mature
Hardwood
Mature
Hardwood
Mature
Hardwood
No Mature
Hardwoods
Mature
Hardwood
Mature
Hardwood
Bank Stability
Moderately
Unstable
Moderately
Unstable
Moderately
Unstable
Stable
Stable
Stable
Moderately
Unstable
Stable
Moderately
Unstable
Bed Stability
Aggrading
Aggrading
Aggrading
Aggrading
Stable
Stable
Aggrading
Stable
Aggrading
Channel Size
Oversized
Oversized
Oversized
Oversized
Appropriately
Sized
Appropriately
Sized
Oversized
Oversized
Oversized
NC DWQ Stream Identification 4.11
Geomor holo
9.0
8.0
18.0
12.5
19.0
14.0
16.0
17.0
8.0
Hydrology
7.5
8.5
7.5
5.5
10.0
8.0
9.0
10.0
6.5
Biology
8.25
8.25
11.0
5.25
11.5
10.0
10.5
10.5
6.25
Total Score
24.75
24.75
36.5
23.25
40.5
32.0
35.5
37.5
20.75
Classification
Intermittant
Intermittant
Perennial
Intermittant
Perennial
Perennial
Perennial
Perennial
Intermittant
USACE Stream Quali t y Assessment Worksheet
Physical
19
17
20
45
31
36
22
21
23
Stability
8
12
9
16
14
14
8
7
13
Habitat
3
6
3
12
8
11
4
9
7
Biolo2y
3
2
7
5
6
11
5
11
2
Total Score
33
37
39
78
59
72
39
48
45
Proposed
MitigationType
Headwater
Valley
Restoration
Headwater
Valley
Restoration
Priority 1
Restoration
Priority 1
Restoration
Preservation
Preservation
Priority 1
Restoration
Enhancement II
Headwater
Valley
Restoration

NC DWQ Stream Identification Form Version 4.11
Date:
Xq'&
pro,e VS*t , t444
j c i e.
4 �1 "it
Latitude:
Evaluator:
County:
Longitude:
0
1
2
Total Points:
Stream is at least intermittent
Stream Determination (cjE
Other
I if? 19 orperennial if 2! 30* -/
� Ephemeral IntermitterIC Perennl
e.g. Quad Name:
I ( 10.(
A. Geomorphology (Subtotal=
Absent
Weak
Moderate
Strong
1 ",Continuity of channel bed and bank
0
1
2
(S)
2. Sinuosity of channel along thalweg
0
1
0.5
-3
3. In-channel structure: ex, riffle-pool, step -pool,
ripple-pool sequence
0
1
2
1.5
4. Particle size of stream substrate
0
1
-1
3
5. Active/relict floodplain
0
1
1
L32
6. Depositional bars or benches
o
1
3
7. Recent alluvial deposits
0
1
2
3
8. Headcuts
'0
1
2
3
9, Grade control
0
0,5
26. Wetland plants in streambed
10. Natural valley
0
0,5
1
1.5
11. Second or greater order channel
No _O'
Y
a artificial ditches are not rated; see discussions in manual
B. Hydrology (Subtotal
12. Presence of Baseflow
0
1
2
1
13. Iron oxidizing bacteria
19. Rooted upland plants in streambed
1
2
3
14. Leaf litter
1
1
0.5
0
15. Sediment on plants or debris
0
0.5
71
1.5
16. Organic debris lines or piles
0
1 0,5
-1
C 1,5
17. Soil-based evidence of high water table?
No = 0
Yes 3'_�_
C. Biology (Subtotal
18, Fibrous roots in streambed
2
1
0
19. Rooted upland plants in streambed
(7
'�L
1
0
20. Macrobenthos (note diversity and abundance)
0
L1,2
2
3
21. Aquatic Mollusks
0
1
2
3
22. Fish
0
0.5
1
1,5
23, Crayfish
0
0.5
1
1.5
24, Amphibians
0
n
1
1,5
25. Algae
0
0.
1
1.5
26. Wetland plants in streambed
FACW = 0.75; OBL = 1.5
Other = 0
*perennial streams may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:

Muddy Run II Reference Reach Aquatic Habitat Assessment
Transect
Habitat
Location
Position
(ft) Diameter
length (ft)
(in) Diameter
Radius (in)
length (in)
Volume
(in)
1
shal
mid
sub
0.08
0.65
0.96
0.48
7.8
5.64
1
shal
mid
sub
0.1
0.70
1.2
0.6
8.4
9.50
1
shal
mid
sub
0.03
2.00
0.36
0.18
24
2.44
2
shal
rb
sub
0.02
0.70
0.24
0.12
8.4
0.38
2
shal
mid
sub
0.03
0.30
0.36
0.18
3.6
0.37
2
shal
mid
sub
0.05
0.70
0.6
0.3
8.4
2.37
2
shal
mid
sub
0.02
0.90
0.24
0.12
10.8
0.49
2
shal
lb
par sub
0.02
1.50
0.24
0.12
18
0.81
2
shal
mid
sub
0.03
1.00
0.36
0.18
12
1.22
2
shal
lb
sub
0.04
1.10
0.48
0.24
13.2
2.39
2
shal
mid
sub
0.05
0.90
0.6
0.3
10.8
3.05
2
shal
rb
sub
0.05
1.30
0.6
0.3
15.6
4.41
2
shal
mid
sub
0.05
1.30
0.6
0.3
15.6
4.41
2
shal
mid
par emb
0.05
1.50
0.6
0.3
18
5.09
2
shal
lb
emb
0.1
1.30
1.2
0.6
15.6
17.63
2
shal
mid
sub
0.2
1.00
2.4
1.2
12
54.26
2
shal
mid
sub
0.03
2.10
0.36
0.18
25.2
2.56
2
shal
lb
sus /sub
0.03
3.20
0.36
0.18
38.4
3.91
2
shal
lb
sub
0.04
1.80
0.48
0.24
21.6
3.91
2
shal
mid
sub
0.05
1.90
0.6
0.3
22.8
6.44
2
shal
rb
sus /sub
0.05
2.70
0.6
0.3
32.4
9.16
2
shal
across
sus /sub
0.1
1.80
1.2
0.6
21.6
24.42
2
shal
lb
sus /sub
0.1
2.00
1.2
0.6
24
27.13
2
shal
across
sus /sub
0.1
3.00
1.2
0.6
36
40.69
2
shal
rb
sus /sub
0.15
2.00
1.8
0.9
24
61.04
2
shal
lb
sus
0.02
4.00
0.24
0.12
48
2.17
3
pool
lb
sub
0.02
0.80
0.24
0.12
9.6
0.43
3
pool
mid
sub
0.03
0.60
0.36
0.18
7.2
0.73
3
pool
lb
par sub
0.02
1.20
0.24
0.12
14.4
0.65
3
pool
rb
sub
0.15
1.30
1.8
0.9
15.6
39.68
3
pool
rb
emb
0.25
1.60
3
1.5
19.2
135.65
3
pool
rb
sus
0.03
3.00
0.36
0.18
36
3.66
3
pool
mid
emb
0.10
3.00
1.2
0.6
36
40.69
3
pool
lb
emb
0.15
2.00
1.8
0.9
24
61.04
3
pool
rb
sus
0.30
2.00
3.6
1.8
24
244.17
3
pool
lb
sus /sub
0.30
3.00
3.6
1.8
36
366.25
3
pool
rb
sus
0.05
6.00
0.6
0.3
72
20.35
4
shal
mid
sub
0.03
0.45
0.36
0.18
5.4
0.55
4
shal
mid
sub
0.05
0.25
0.6
0.3
3
0.85
4
shal
mid
sub
0.10
0.45
1.2
0.6
5.4
6.10
4
shal
mid
sub
0.02
0.90
0.24
0.12
10.8
0.49
4
shal
mid
sub
0.02
0.90
0.24
0.12
10.8
0.49
4
shal
mid
sub
0.05
1.25
0.6
0.3
15
4.24
4
shal
mid
sub
0.03
3.00
0.36
0.18
36
3.66
5
pool
lb
par
0.03
0.80
0.36
0.18
9.6
0.98

Muddy Run II Reference Reach Aquatic Habitat Assessment
Transect
Habitat
Location
Position
(ft) Diameter
length (ft)
(in) Diameter
Radius (in)
length (in)
Volume
(in)
5
pool
mid
sub
0.10
0.50
1.2
0.6
6
6.78
5
pool
mid
sub
0.03
0.90
0.36
0.18
10.8
1.10
5
pool
mid
sub
0.03
1.60
0.36
0.18
19.2
1.95
5
pool
mid
sub
0.02
2.00
0.24
0.12
24
1.09
5
pool
mid
sub
0.04
2.00
0.48
0.24
24
4.34
5
pool
mid
sub
0.07
2.60
0.84
0.42
31.2
17.28
5
pool
mid
sub
0.10
2.00
1.2
0.6
24
27.13
5
pool
mid
sub
0.10
2.70
1.2
0.6
32.4
36.62
5
pool
mid
sub
0.20
2.30
2.4
1.2
27.6
124.80
5
pool
rb
sus
0.30
2.00
3.6
1.8
24
244.17
5
pool
rb
sus /sub
0.35
3.00
4.2
2.1
36
498.51
5
pool
lb
sus /sub
0.40
2.20
4.8
2.4
26.4
477.48
5
pool
lb
par sub
0.40
2.80
4.8
2.4
33.6
607.70
5
pool
rb -mid
sus -emb
1.80
3.00
21.6
10.8
36
1318.50
5
pool
mid
float
0.02
3.70
0.24
0.12
44.4
2.01
5
pool
mid -rt
par sub
0.05
4.00
0.6
0.3
48
13.56
5
pool
mid -rt
sub
0.08
3.50
0.96
0.48
42
30.39
5
pool
rb
sus
0.40
3.60
4.8
2.4
43.2
781.33
6
shal
mid
sub
0.03
0.40
0.36
0.18
4.8
0.49
6
shal
rb
sub
0.03
0.83
0.36
0.18
9.96
1.01
6
shal
mid
sub
0.05
0.35
0.6
0.3
4.2
1.19
6
shal
lb
sus /emb
0.07
0.60
0.84
0.42
7.2
3.99
6
shal
mid
sub
0.10
0.50
1.2
0.6
6
6.78
6
shal
mid
emb /sub
0.13
0.60
1.56
0.78
7.2
13.75
6
shal
mid
sub
0.03
1.30
0.36
0.18
15.6
1.59
6
shal
mid
sub
0.05
1.50
0.6
0.3
18
5.09
6
shal
mid
sub
0.08
0.90
0.96
0.48
10.8
7.81
6
shal
mid
sub
0.10
1.00
1.2
0.6
12
13.56
6
shal
mid
sub
0.15
0.95
1.8
0.9
11.4
28.99
6
shal
lb
sus
0.15
1.40
1.8
0.9
16.8
42.73
6
shal
rb
float
0.25
1.60
3
1.5
19.2
135.65
6
shal
lb
emb
0.40
1.00
4.8
2.4
12
217.04
6
shal
mid
sub
0.03
1.75
0.36
0.18
21
2.14
6
shal
rb
sus
0.03
1.80
0.36
0.18
21.6
2.20
6
shal
rb
sub
0.03
1.85
0.36
0.18
22.2
2.26
6
shal
mid
sub
0.05
2.20
0.6
0.3
26.4
7.46
6
shal
mid
sub
0.05
2.60
0.6
0.3
31.2
8.82
6
shal
across
sus
0.35
3.00
4.2
2.1
36
498.51
7
shal
mid
sub
0.03
0.50
0.36
0.18
6
0.61
7
shal
mid
sub
0.05
0.80
0.6
0.3
9.6
2.71
7
shal
mid
sub
0.10
0.50
1.2
0.6
6
6.78
7
shal
mid
sub
0.02
1.00
0.24
0.12
12
0.54
7
shal
mid
sub
0.03
1.00
0.36
0.18
12
1.22
7
shal
lb
sus
0.25
1.00
3
1.5
12
84.78
7
shal
mid
par
0.02
3.00
0.24
0.12
36
1.63

Muddy Run II Reference Reach Aquatic Habitat Assessment
Transect
Habitat
Location
Position
(ft) Diameter
length (ft)
(in) Diameter
Radius (in)
length (in)
Volume
(in)
7
shal
mid
sub
0.03
2.00
0.36
0.18
24
2.44
7
shal
lb
sus
0.30
2.00
3.6
1.8
24
244.17
8
pool
mid
sub
0.04
0.70
0.48
0.24
8.4
1.52
8
pool
rb
sub
0.03
1.60
0.36
0.18
19.2
1.95
8
pool
rb
sub
0.03
2.10
0.36
0.18
25.2
2.56
9
shal
mid
sub
0.05
0.40
0.6
0.3
4.8
1.36
9
shal
rb
sub
0.05
0.60
0.6
0.3
7.2
2.03
9
shal
mid
emb
0.05
0.60
0.6
0.3
7.2
2.03
9
shal
mid
sub
0.05
0.80
0.6
0.3
9.6
2.71
9
shal
mid
sub
0.10
0.75
1.2
0.6
9
10.17
9
shal
mid
sub
0.12
0.60
1.44
0.72
7.2
11.72
9
shal
lb
par
0.19
0.40
2.28
1.14
4.8
19.59
9
shal
mid
sub
0.20
0.40
2.4
1.2
4.8
21.70
9
shal
lb
par
0.25
0.70
3
1.5
8.4
59.35
9
shal
mid
sub
0.03
1.10
0.36
0.18
13.2
1.34
9
shal
mid
par
0.06
1.60
0.72
0.36
19.2
7.81
9
shal
mid
sub
0.04
2.00
0.48
0.24
24
4.34
9
shal
rb
sub
0.06
2.50
0.72
0.36
30
12.21
9
shal
rb
emb
0.50
2.10
6
3
25.2
712.15
10
shal
rb
emb
0.10
0.50
1.2
0.6
6
6.78
10
shal
lb
sub
0.10
0.60
1.2
0.6
7.2
8.14
10
shal
mid
sub
0.10
0.70
1.2
0.6
8.4
9.50
10
shal
lb
par
0.15
0.80
1.8
0.9
9.6
24.42
10
shal
mid
sub
0.20
0.65
2.4
1.2
7.8
35.27
10
shal
mid
sub
0.15
2.50
1.8
0.9
30
76.30
10
shat
across
emb
0.22
2.90
2.64
1.32
34.8
190.40
10
shat
across
emb
0.30
2.80
3.6
1.8
33.6
341.83

Muddy Run II Reach 3A Aquatic Habitat Assessment
Transect
Habitat
Location
Position
Diameter
length
Diameter (in)
Radius (in)
length (in)
Volume
in
T -1
Run
RB
Bed
0.05
0.30
0.6
0.3
3.6
1.02
T -1
Run
Mid
Sub
0.02
1.00
0.24
0.12
12
0.54
T -1
Run
Mid
Par
0.05
1.30
0.6
0.3
15.6
4.41
T -1
Run
Mid
Bed
0.05
0.25
0.6
0.3
3
0.85
T -1
Run
Mid
Bed
0.05
0.35
0.6
0.3
4.2
1.19
T -1
Run
Mid
Bed
0.03
0.15
0.36
0.18
1.8
0.18
T -1
Run
Mid
Bed
0.03
0.52
0.36
0.18
6.24
0.63
T -1
Run
Mid
Bed
0.03
0.40
0.36
0.18
4.8
0.49
T -1
Run
RB
Sus/ Emb
0.06
3.00
0.72
0.36
36
14.65
T -1
Run
Mid
Emb
0.03
0.45
0.36
0.18
5.4
0.55
T -2
Run
Mid
Bed
0.05
1.35
0.6
0.3
16.2
4.58
T -2
Run
RB
Sus/ Emb
0.03
1.30
0.36
0.18
15.6
1.59
T -2
Run
Mid
Bed
0.03
0.50
0.36
0.18
6
0.61
T -3
Run
RB
Emb
0.02
1.10
0.24
0.12
13.2
0.60
T -3
Run
RB
Emb
0.04
1.10
0.48
0.24
13.2
2.39
T -3
Run
Mid
Bed
0.05
0.40
0.6
0.3
4.8
1.36
T -4
Run
Mid
Bed
0.06
0.70
0.72
0.36
8.4
3.42
T -4
Run
Mid
Emb
0.06
0.50
0.72
0.36
6
2.44
T -5
Run
LB
Sus
0.05
2.50
0.6
0.3
30
8.48
T -5
Run
LB
Sus
0.03
2.10
0.36
0.18
25.2
2.56
T -5
Run
LB
Sus
0.02
1.90
0.24
0.12
22.8
1.03
T -5
Run
LB
Sus
0.07
6.00
0.84
0.42
72
39.88
T -6
Run
RB
Sus
0.03
1.90
0.36
0.18
22.8
2.32
T -6
Run
RB
Sus
0.03
1.00
0.36
0.18
12
1.22
T -6
Run
RB
Sus
0.02
1.70
0.24
0.12
20.4
0.92
T -6
Run
Mid
Bed
0.03
0.60
0.36
0.18
7.2
0.73
T -6
Run
Mid
Emb
0.03
0.45
0.36
0.18
5.4
0.55
T -7
Run
Mid
Bed
0.03
2.80
0.36
0.18
33.6
3.42
T -7
Run
Mid
Emb
0.08
1.50
0.96
0.48
18
13.02
T -8
Run
RB
Sus
0.03
1.20
0.36
0.18
14.4
1.46
T -8
Run
Mid
Bed
0.04
0.70
0.48
0.24
8.4
1.52
T -8
Run
Mid
Bed
0.04
0.30
0.48
0.24
3.6
0.65
T -8
Run
Mid
Bed
0.03
0.50
0.36
0.18
6
0.61
T -9
Run
RB
Sus
0.05
3.00
0.6
0.3
36
10.17
T -9
Run
Mid
Bed
0.03
2.00
0.36
0.18
24
2.44
T -9
Run
LB
Sus
0.02
2.00
0.24
0.12
24
1.09
T -9
Run
LB
Sus
0.03
3.10
0.36
0.18
37.2
3.78
T -9
Run
Mid
Sub
0.02
3.20
0.24
0.12
38.4
1.74
T -9
Run
Mid
Sub
0.10
1.30
1.2
0.6
15.6
17.63
T -9
Run
Mid
Sub
0.10
1.10
1.2
0.6
13.2
14.92
T -9
Run
Mid
Bed
0.10
3.00
1.2
0.6
36
40.69
T -9
Run
Mid
sub
0.03
1.20
0.36
0.18
14.4
1.46
T -9
Run
Mid
Bed
0.02
0.60
0.24
0.12
7.2
0.33
T -9
Run
RB
Bed
0.20
0.35
2.4
1.2
4.2
18.99
T -10
Run
Mid
Bed
0.02
3.30
0.24
0.12
39.6
1.79
T -10
Run
Mid
Bed
0.04
7.00
0.48
0.24
84
15.19
T -10
Run
Mid
Bed
0.03
2.80
0.36
0.18
33.6
3.42

Muddy Run II Reach 5A Aquatic Habitat Assessment
Transect
Habitat
Location
Position
Diameter
length
Diameter (in)
Radius (in)
length (in)
Volume
in
T -10
Run
Mid
Sub
0.02
4.50
0.24
0.12
54
2.44
T -10
Run
Mid
Sub
0.03
2.10
0.36
0.18
25.2
2.56
T -10
Run
LB
Sus
0.02
1.50
0.24
0.12
18
0.81
T -10
Run
LB
Sub
0.02
1.30
0.24
0.12
15.6
0.71
T -10
Run
RB
Sub
0.03
1.40
0.36
0.18
16.8
1.71
T -10
Run
LB
Sus
0.06
1.70
0.72
0.36
20.4
8.30
T -10
Run
RB
Sus
0.02
5.00
0.24
0.12
60
2.71
T -10
Run
RB
Sus
0.04
1.50
0.48
0.24
18
3.26
T -10
Run
LB
Sus
0.02
0.70
0.24
0.12
8.4
0.38
T -10
Run
LB
Sus
0.02
1.00
0.24
0.12
12
0.54
T -10
Run
Mid
Sub
0.02
4.00
0.24
0.12
48
2.17
T -10
Run
RB
Sus
0.05
1.00
0.6
0.3
12
3.39
T -10
Run
Mid
Sub
0.02
2.00
0.24
0.12
24
1.09
T -10
Run
Mid
Sub
0.05
4.00
0.6
0.3
48
13.56
T -10
Run
Mid
Sub
0.02
2.00
0.24
0.12
24
1.09
T -10
Run
LB
Sus
0.02
3.50
0.24
0.12
42
1.90
T -10
Run
RB
Sus
0.04
1.70
0.48
0.24
20.4
3.69
T -10
Run
Mid
Sub
0.04
1.60
0.48
0.24
19.2
3.47
T -10
Run
RB
Sus
0.10
2.00
1.2
0.6
24
27.13
T -9
Run
RB
Sus
0.50
0.70
6
3
8.4
237.38
T -9
Run
Mid
Sub
0.04
2.00
0.48
0.24
24
4.34
T -9
Run
Mid
Sub
0.02
1.80
0.24
0.12
21.6
0.98
T -9
Run
Mid
Sub
0.04
3.80
0.48
0.24
45.6
8.25
T -9
Run
Mid
Sub
0.05
3.00
0.6
0.3
36
10.17
T -9
Run
Mid
Sub
0.05
2.70
0.6
0.3
32.4
9.16
T -9
Run
Mid
Sub
0.04
3.50
0.48
0.24
42
7.60
T -9
Run
Mid
Sub
0.05
1.70
0.6
0.3
20.4
5.77
T -9
Run
Mid
Sub
0.03
2.10
0.36
0.18
25.2
2.56
T -9
Run
Mid
Sub
0.02
1.30
0.24
0.12
15.6
0.71
T -9
Run
Mid
Sub
0.02
3.90
0.24
0.12
46.8
2.12
T -9
Run
Mid
Sub
0.02
1.50
0.24
0.12
18
0.81
T -9
Run
LB
Sus
0.03
2.40
0.36
0.18
28.8
2.93
T -9
Run
RB
Sus
0.03
2.40
0.36
0.18
28.8
2.93
T -8
Pool
RB
Sus
0.02
0.50
0.24
0.12
6
0.27
T -8
Pool
RB
Sus
0.05
1.00
0.6
0.3
12
3.39
T -8
Pool
RB
Sus
0.05
12.00
0.6
0.3
144
40.69
T -8
Pool
RB
Par Sub
0.10
1.40
1.2
0.6
16.8
18.99
T -8
Pool
Mid
Sub
0.20
0.70
2.4
1.2
8.4
37.98
T -8
Pool
Mid
Sub
0.10
1.15
1.2
0.6
13.8
15.60
T -7
Run
RB
Emb
0.03
1.00
0.36
0.18
12
1.22
T -7
Run
Mid
Sub
0.10
0.70
1.2
0.6
8.4
9.50
T -7
Run
LB
Sus
0.03
2.00
0.36
0.18
24
2.44
T -7
Run
RB
Sus
0.03
1.00
0.36
0.18
12
1.22
T -6
Pool
Mid
Sub
0.05
3.20
0.6
0.3
38.4
10.85
T -6
Pool
Mid
Sus
0.03
0.80
0.36
0.18
9.6
0.98
T -6
Run
Mid
Sub
0.02
3.00
0.24
0.12
36
1.63
T -6
Run
Mid
Emb
0.10
3.00
1.2
0.6
36
40.69
T -6
Run
Mid
Emb
0.04
2.50
0.48
0.24
30
5.43
T -6
Run
Mid
Emb
0.15
6.00
1.8
0.9
72
183.12
T -6
Run
Mid
Sub
0.05
1.50
0.6
0.3
18
5.09

Muddy Run II Reach 5A Aquatic Habitat Assessment
T -6
Run
Mid
Sub
0.04
0.40
0.48
0.24
4.8
0.87
T -6
Run
Mid
Sub
0.03
0.50
0.36
0.18
6
0.61
T -6
Run
Mid
Sub
0.02
0.35
0.24
0.12
4.2
0.19
T -6
Run
Mid
Sub
0.05
0.35
0.6
0.3
4.2
1.19
T -6
Run
Mid
Sub
0.03
1.60
0.36
0.18
19.2
1.95
T -6
Run
Mid
Emb
0.04
2.00
0.48
0.24
24
4.34
T -6
Run
Mid
Emb
0.05
1.50
0.6
0.3
18
5.09
T -6
Run
Mid
Sub
0.13
0.18
1.56
0.78
2.16
4.13
T -6
Run
Mid
Sub
0.08
0.30
0.96
0.48
3.6
2.60
T -6
Run
Mid
Emb
0.15
2.50
1.8
0.9
30
76.30
T -6
Run
Mid
Sub
0.03
3.00
0.36
0.18
36
3.66
T -6
Run
Mid
Sub
0.05
0.90
0.6
0.3
10.8
3.05
T -6
Run
Mid
Sub
0.02
0.70
0.24
0.12
8.4
0.38
T -6
Run
Mid
Sub
0.02
1.00
0.24
0.12
12
0.54
T -6
Run
Mid
Sub
0.02
0.35
0.24
0.12
4.2
0.19
T -6
Run
Mid
Emb
0.03
6.00
0.36
0.18
72
7.32
T -6
Run
RB
Sus
0.03
2.50
0.36
0.18
30
3.05
T -6
Run
RB
Sus
0.02
2.20
0.24
0.12
26.4
1.19
T -6
Run
RB
Sus
0.02
2.50
0.24
0.12
30
1.36
T -6
Run
RB
Sus
0.04
0.80
0.48
0.24
9.6
1.74
T -6
Run
RB
Sus
0.02
0.85
0.24
0.12
10.2
0.46
T -5
Run
LB
Sus
0.02
1.10
0.24
0.12
13.2
0.60
T -5
Run
LB
Sus
0.02
2.20
0.24
0.12
26.4
1.19
T -5
Run
LB
Sub
0.03
2.40
0.36
0.18
28.8
2.93
T -5
Run
LB
Sub
0.03
1.40
0.36
0.18
16.8
1.71
T -5
Run
LB
Sus
0.05
3.80
0.6
0.3
45.6
12.89
T -4
Run
LB
Sus
0.02
1.70
0.24
0.12
20.4
0.92
T -4
Run
Mid
Sub
0.05
2.50
0.6
0.3
30
8.48
T -4
Run
LB
Sus
0.05
0.90
0.6
0.3
10.8
3.05
T -4
Run
Mid
Sub
0.05
0.70
0.6
0.3
8.4
2.37
T -3
Run
Mid
Sub
0.03
2.00
0.36
0.18
24
2.44
T -3
Run
LB
Sus
0.06
6.00
0.72
0.36
72
29.30
T -3
Run
Mid
Sub
0.02
1.80
0.24
0.12
21.6
0.98
T -3
Run
Mid
Sub
0.02
2.50
0.24
0.12
30
1.36
T -3
Run
RB
Sus
0.02
0.50
0.24
0.12
6
0.27
T -2
Run
Mid
Sub
0.05
3.00
0.6
0.3
36
10.17
T -2
Run
Mid
Sub
0.02
2.00
0.24
0.12
24
1.09
T -2
Run
Mid
Sus
0.05
1.40
0.6
0.3
16.8
4.75
T -2
Run
Mid
Sus
0.10
1.60
1.2
0.6
19.2
21.70
T -2
Run
Mid
Sub
0.50
6.00
6
3
72
2034.72
T -2
Run
Mid
Sub
0.02
1.00
0.24
0.12
12
0.54
T -2
Run
Mid
Sub
0.02
1.80
0.24
0.12
21.6
0.98
T -2
Run
Mid
Emb
0.03
2.00
0.36
0.18
24
2.44
T -2
Run
Mid
Sub
0.03
0.65
0.36
0.18
7.8
0.79
T -2
Run
Mid
Emb
0.07
0.45
0.84
0.42
5.4
2.99
T -2
Run
Mid
Sub
0.02
0.17
0.24
0.12
2.04
0.09
T -2
Run
Mid
Sub
0.02
0.45
0.24
0.12
5.4
0.24
T -2
Run
Mid
Sub
0.50
0.40
6
3
4.8
135.65
T -2
Run
LB
Sub
0.04
1.90
0.48
0.24
22.8
4.12
T -2
Run
RB
Sus
0.02
0.80
0.24
0.12
9.6
1 0.43
T -2
Run
RB
Sus
0.02
2.00
0.24
0.12
24
1 1.09

Muddy Run II Reach 5A Aquatic Habitat Assessment
T -2
Run
RB
Sus
0.02
1.00
0.24
0.12
12
0.54
T -2
Run
LB
Sus
0.03
0.70
0.36
0.18
8.4
0.85
T -2
Run
LB
Sus
0.02
1.30
0.24
0.12
15.6
0.71
T -1
Run
LB
Sus
0.03
2.30
0.36
0.18
27.6
2.81
T -1
Run
Mid
Sub
0.03
3.30
0.36
0.18
39.6
4.03
T -1
Run
LB
Sus
0.02
2.50
0.24
0.12
30
1.36
T -1
Run
RB
Sus
0.02
1.80
0.24
0.12
21.6
0.98
T -1
Run
Mid
Par sub
0.03
3.60
0.36
0.18
43.2
4.39
T -1
Run
LB
Sus
0.02
2.00
0.24
0.12
24
1.09
T -1
Run
LB
Sus
0.02
2.00
0.24
0.12
24
1.09
T -1
Run
LB
Sus
0.03
5.50
0.36
0.18
66
6.71
T -1
Run
LB
Sus
0.02
1.70
0.24
0.12
20.4
0.92
T -1
Run
LB
Sus
0.03
0.30
0.36
0.18
3.6
0.37
T -1
Run
LB
Emb
0.03
2.30
0.36
0.18
27.6
2.81

Muddy Run II Reach 5B Aquatic Habitat Assessment
Transect
Habitat
Location
Position
Diameter
length
Diameter (in)
Radius (in)
length (in)
Volume
in
T -10
Run
Mid
Sub
0.02
1.00
0.24
0.12
12
0.54
T -10
Run
Mid
Emb
0.05
1.50
0.6
0.3
18
5.09
T -10
Run
Mid
Emb
0.06
2.80
0.72
0.36
33.6
13.67
T -10
Run
Mid
Sub
0.04
0.30
0.48
0.24
3.6
0.65
T -10
Run
Mid
Sub
0.05
0.90
0.6
0.3
10.8
3.05
T -10
Run
Mid
Sub
0.13
2.30
1.56
0.78
27.6
52.73
T -10
Run
Mid
Emb
0.10
2.00
1.2
0.6
24
27.13
T -10
Run
Mid
Sub
0.04
0.60
0.48
0.24
7.2
1.30
T -10
Run
Mid
Sub
0.06
1.40
0.72
0.36
16.8
6.84
T -10
Run
Mid
Sub
0.02
2.00
0.24
0.12
24
1.09
T -10
Run
RB
Emb
0.13
3.20
1.56
0.78
38.4
73.36
T -10
Run
Mid
Sub
0.03
2.00
0.36
0.18
24
2.44
T -10
Run
Mid
Par Emb
0.20
3.90
2.4
1.2
46.8
211.61
T -10
Run
Mid
Sub
0.02
0.50
0.24
0.12
6
0.27
T -10
Run
RB
Sus
0.03
1.40
0.36
0.18
16.8
1.71
T -10
Run
RB
Sus
0.03
0.35
0.36
0.18
4.2
0.43
T -10
Run
RB
Sus
0.04
1.50
0.48
0.24
18
3.26
T -10
Run
RB
Sus
0.03
0.70
0.36
0.18
8.4
0.85
T -10
Run
Mid
Sub
0.04
1.00
0.48
0.24
12
2.17
T -10
Run
Mid
Sub
0.02
1.00
0.24
0.12
12
0.54
T -9
Run
Mid
Sub
0.04
1.50
0.48
0.24
18
3.26
T -9
Run
Mid
Sub
0.02
2.40
0.24
0.12
28.8
1.30
T -9
Run
LB
Sus
0.05
5.00
0.6
0.3
60
16.96
T -9
Run
Mid
Sub
0.04
3.00
0.48
0.24
36
6.51
T -9
Run
Mid
Sub
0.03
2.50
0.36
0.18
30
3.05
T -9
Pool
Mid
Sub
0.02
2.00
0.24
0.12
24
1.09
T -9
Run
Mid
Emb
0.02
1.00
0.24
0.12
12
0.54
T -9
Run
Mid
Sub
0.02
1.00
0.24
0.12
12
0.54
T -9
Run
Mid
Emb
0.02
2.50
0.24
0.12
30
1.36
T -9
Run
Mid
Sub
0.03
0.50
0.36
0.18
6
0.61
T -9
Run
Mid
Sub
0.05
2.00
0.6
0.3
24
6.78
T -9
Run
Mid
Sub
0.40
2.80
4.8
2.4
33.6
607.70
T -9
Run
LB
Emb
0.05
2.90
0.6
0.3
34.8
9.83
T -9
Run
LB
Sus
0.10
2.50
1.2
0.6
30
33.91
T -9
Run
LB
Sus
0.03
4.00
0.36
0.18
48
4.88
T -9
Run
Mid
Emb
0.02
0.60
0.24
0.12
7.2
0.33
T -9
Run
Mid
Emb
0.02
2.00
0.24
0.12
24
1.09
T -9
Run
LB
Sus
0.10
0.30
1.2
0.6
3.6
4.07
T -9
Run
RB
Sus
0.03
3.00
0.36
0.18
36
3.66
T -9
Run
RB
Sus
0.03
1.20
0.36
0.18
14.4
1.46
T -9
Run
RB
Sus
0.03
2.00
0.36
0.18
24
2.44
T -9
Run
Mid
Emb
0.02
3.60
0.24
0.12
43.2
1.95
T -8
Run
Mid
Sub
0.05
9.00
0.6
0.3
108
30.52
T -8
Run
Mid
Sub
0.02
2.50
0.24
0.12
30
1.36
T -8
Run
Mid
Sub
0.02
2.80
0.24
0.12
33.6
1.52
T -8
Run
Mid
Sub
0.04
4.00
0.48
0.24
48
8.68
T -8
Run
Mid
Sub
0.03
0.70
0.36
0.18
8.4
0.85
T -8
Run
Mid
Sub
0.02
1.00
0.24
0.12
12
0.54
T -8
Run
RB
Sus
0.02
1.30
0.24
0.12
15.6
0.71
T -8
Run
Mid
Sub
0.02
2.00
0.24
0.12
24
1.09

Muddy Run II Reach 5B Aquatic Habitat Assessment
T -8
Run
Mid
Sub
0.06
1.40
0.72
0.36
16.8
6.84
T -8
Run
Mid
Sub
0.02
3.80
0.24
0.12
45.6
2.06
T -8
Run
RB
Sus
0.03
1.20
0.36
0.18
14.4
1.46
T -8
Run
RB
Sus
0.02
1.80
0.24
0.12
21.6
0.98
T -8
Run
RB
Sus
0.02
1.30
0.24
0.12
15.6
0.71
T -8
Run
RB
Sus
0.05
4.00
0.6
0.3
48
13.56
T -8
Run
RB
Sus
3.00
2.00
36
18
24
8294.40
T -8
Run
LB
Sus
0.50
0.50
6
3
6
129.60
T -8
Run
Mid
Sub
0.30
4.00
3.6
1.8
48
488.33
T -8
Run
Mid
Sub
0.05
1 10.00
0.6
0.3
120
33.91
T -8
Run
Mid
Sub
0.02
20.00
0.24
0.12
240
10.85
T -7
Run
Mid
Sub
0.05
1.00
0.6
0.3
12
3.39
T -7
Run
Mid
Sub
0.02
3.00
0.24
0.12
36
1.63
T -7
Run
Mid
Sub
0.07
0.90
0.84
0.42
10.8
5.98
T -7
Run
Mid
Sub
0.20
1.70
2.4
1.2
20.4
92.24
T -7
Pool
Mid
Sub
0.03
10.00
0.36
0.18
120
12.21
T -7
Run
Mid
Emb
0.05
2.80
0.6
0.3
33.6
9.50
T -7
Run
Mid
Sub
0.04
1.00
0.48
0.24
12
2.17
T -7
Pool
LB
Sus
0.05
3.50
0.6
0.3
42
11.87
T -7
Pool
Mid
Sub
0.02
6.00
0.24
0.12
72
3.26
T -7
Pool
Mid
Sub
0.06
1.70
0.72
0.36
20.4
8.30
T -7
Run
Mid
Sub
0.04
5.00
0.48
0.24
60
10.85
T -7
Run
Mid
Sub
0.04
4.00
0.48
0.24
48
8.68
T -7
Run
RB
Sus
0.03
3.00
0.36
0.18
36
3.66
T -7
Run
Mid
Emb
0.05
1.00
0.6
0.3
12
3.39
T -7
Run
Mid
Sub
0.10
2.50
1.2
0.6
30
33.91
T -7
Run
Mid
Sub
0.04
6.00
0.48
0.24
72
13.02
T -7
Run
Mid
Emb
0.15
1.30
1.8
0.9
15.6
39.68
T -7
Run
Mid
Emb
0.05
1.60
0.6
0.3
19.2
5.43
T -7
Run
Mid
Emb
0.04
3.50
0.48
0.24
42
7.60
T -7
Run
Mid
Sub
0.03
1.00
0.36
0.18
12
1.22
T -7
Run
Mid
Sub
0.03
4.00
0.36
0.18
48
4.88
T -7
Run
Mid
Emb
0.15
2.00
1.8
0.9
24
61.04
T -7
Run
Mid
Sub
0.70
3.00
8.4
4.2
36
1088.64
T -7
Run
RB
Sus
0.04
4.00
0.48
0.24
48
8.68
T -7
Run
RB
Sus
0.04
4.00
0.48
0.24
48
8.68
T -7
Run
Mid
Par Emb
0.25
3.00
3
1.5
36
254.34
T -7
Run
Mid
Sub
0.10
3.00
1.2
0.6
36
40.69
T -7
Run
RB
Sus
0.02
4.00
0.24
0.12
48
2.17
T -7
Run
Mid
Sub
0.05
4.00
0.6
0.3
48
13.56
T -6
Pool
Mid
Sub
0.04
7.00
0.48
0.24
84
15.19
T -6
Pool
Mid
Sub
0.04
1.60
0.48
0.24
19.2
3.47
T -6
Run
Mid
Sub
0.02
2.00
0.24
0.12
24
1.09
T -6
Run
RB
Sus
0.05
3.00
0.6
0.3
36
10.17
T -6
Run
RB
Emb
0.10
5.00
1.2
0.6
60
67.82
T -6
Run
Mid
Emb
0.08
3.00
0.96
0.48
36
26.04
T -6
Run
Mid
Emb
0.05
1.00
0.6
0.3
12
3.39
T -6
Run
Mid
Emb
0.10
1.30
1.2
0.6
15.6
17.63
T -6
Run
Mid
Sub
0.07
2.00
0.84
0.42
24
13.29
T -6
Run
LB
Emb
0.06
1.50
0.72
0.36
18
7.32
T -6
Run
Mid
Sub
0.05
1.40
0.6
0.3
16.8
4.75

Muddy Run II Reach 513 Aquatic Habitat Assessment
T -6
Run
RB
Emb
0.15
3.00
1.8
0.9
36
91.56
T -6
Run
RB
Sus
0.02
3.00
0.24
0.12
36
1.63
T -6
Run
RB
Emb
0.10
3.00
1.2
0.6
36
40.69
T -5
Pool
Mid
Sub
0.03
1.50
0.36
0.18
18
1.83
T -5
Run
Mid
Sub
0.10
0.90
1.2
0.6
10.8
12.21
T -5
Run
Mid
Sub
0.05
4.00
0.6
0.3
48
13.56
T -5
Run
Mid
Sub
0.05
10.00
0.6
0.3
120
33.91
T -5
Run
Mid
Sub
0.02
3.50
0.24
0.12
42
1.90
T -5
Run
Mid
Sus
0.05
5.50
0.6
0.3
66
18.65
T -5
Pool
Mid
Sub
0.05
7.00
0.6
0.3
84
23.74
T -5
Pool
Mid
Sub
0.03
4.00
0.36
0.18
48
4.88
T -5
Pool
RB
Emb
0.10
1.00
1.2
0.6
12
13.56
T -5
Pool
Mid
Emb
0.30
3.00
3.6
1.8
36
366.25
T -5
Run
Mid
Sub
0.10
6.50
1.2
0.6
78
88.17
T -5
Run
Mid
Emb
0.10
4.50
1.2
0.6
54
61.04
T -5
Run
Mid
Emb
0.05
3.50
0.6
0.3
42
11.87
T -5
Run
Mid
Bed
0.30
1.00
3.6
1.8
12
122.08
T -5
Run
Mid
Sub
0.03
2.00
0.36
0.18
24
2.44
T -5
Run
Mid
Emb
0.06
4.80
0.72
0.36
57.6
23.44
T -5
Run
LB
Emb
0.15
2.10
1.8
0.9
25.2
64.09
T -5
Run
Mid
Sus
0.10
1.50
1.2
0.6
18
20.35
T -5
Run
Mid
Emb
0.10
1.20
1.2
0.6
14.4
16.28
T -5
Run
Mid
Sub
0.03
4.00
0.36
0.18
48
4.88
T -5
Run
Mid
Sub
0.04
8.00
0.48
0.24
96
17.36
T -5
Run
RB
Sus
0.05
6.00
0.6
0.3
72
20.35
T -5
Run
Mid
Sub
0.50
1.60
6
3
19.2
542.59
T -4
Run
RB
Sus
0.02
2.00
0.24
0.12
24
1.09
T -4
Run
RB
Sus
0.10
7.00
1.2
0.6
84
94.95
T -4
Run
Mid
Emb
0.70
3.00
8.4
4.2
36
1994.03
T -4
Run
Mid
Sub
0.05
6.00
0.6
0.3
72
20.35
T -4
Run
Mid
Sus
0.03
4.00
0.36
0.18
48
4.88
T -4
Run
RB
Sub
0.04
3.00
0.48
0.24
36
6.51
T -4
Run
Mid
Sub
0.05
3.00
0.6
0.3
36
10.17
T -4
Run
Mid
Sub
0.06
3.00
0.72
0.36
36
14.65
T -4
Run
Mid
Sub
0.05
3.50
0.6
0.3
42
11.87
T -4
Run
Mid
Sub
0.04
5.00
0.48
0.24
60
10.85
T -4
Run
Mid
Emb
0.04
4.00
0.48
0.24
48
8.68
T -4
Run
Mid
Emb
0.20
3.00
2.4
1.2
36
162.78
T -4
Run
Mid
Sus
0.10
2.00
1.2
0.6
24
27.13
T -4
Run
RB
Sus
0.07
4.00
0.84
0.42
48
26.59
T -4
Run
RB
Sus
0.05
4.00
0.6
0.3
48
13.56
T -4
Run
RB
Sus
0.07
3.50
0.84
0.42
42
23.26
T -4
Run
Mid
Sub
0.20
2.50
2.4
1.2
30
432.00
T -3
Run
Mid
Sub
0.03
1.00
0.36
0.18
12
1.22
T -3
Run
Mid
Sub
0.03
0.80
0.36
0.18
9.6
0.98
T -3
Run
Mid
Sub
0.02
0.90
0.24
0.12
10.8
0.49
T -3
Run
RB
Sus
0.04
5.00
0.48
0.24
60
10.85
T -3
Run
RB
Sus
0.20
4.00
2.4
1.2
48
217.04
T -3
Run
RB
Sus
0.04
3.50
0.48
0.24
42
7.60
T -3
Run
Mid
Emb
0.03
1.30
0.36
0.18
15.6
1.59
T -3
Run
Mid
Sub
0.10
5.50
1.2
0.6
66
74.61

Muddy Run II Reach 5B Aquatic Habitat Assessment
T -3
Run
Mid
Sub
0.02
3.00
0.24
0.12
36
1.63
T -3
Run
Mid
Sub
0.02
4.00
0.24
0.12
48
2.17
T -3
Run
Mid
Emb
0.06
1.50
0.72
0.36
18
7.32
T -3
Run
RB
Sus
0.02
1.40
0.24
0.12
16.8
0.76
T -3
Run
LB
Sus
0.02
2.00
0.24
0.12
24
1.09
T -3
Run
Mid
Sub
0.60
3.70
7.2
3.6
44.4
1806.83
T -3
Run
Mid
Emb
0.07
4.50
0.84
0.42
54
29.91
T -3
Run
RB
Sus
0.05
2.00
0.6
0.3
24
6.78
T -3
Run
Mid
Emb
0.20
1.00
2.4
1.2
12
54.26
T -2
Run
Mid
Sub
0.10
3.60
1.2
0.6
43.2
48.83
T -2
Run
Mid
Sub
0.20
4.50
2.4
1.2
54
244.17
T -2
Run
Mid
Sub
0.03
2.00
0.36
0.18
24
2.44
T -2
Run
Mid
Sub
0.03
1.70
0.36
0.18
20.4
2.08
T -2
Run
RB
Sus
0.05
10.00
0.6
0.3
120
33.91
T -2
Run
RB
Sus
0.10
3.00
1.2
0.6
36
40.69
T -2
Run
RB
Sus
0.15
10.00
1.8
0.9
120
305.21
T -2
Run
RB
Sus
0.40
20.00
4.8
2.4
240
4340.74
T -2
Run
Mid
Sub
0.04
2.00
0.48
0.24
24
4.34
T -2
Run
RB
Sus
0.03
4.00
0.36
0.18
48
4.88
T -1
Run
Mid
Sub
0.10
6.50
1.2
0.6
78
88.17
T -1
Run
Mid
Sub
0.16
3.90
1.92
0.96
46.8
135.43
T -1
Run
Mid
Emb
0.13
2.00
1.56
0.78
24
45.85
T -1
Run
Mid
Sub
0.10
4.00
1.2
0.6
48
54.26
T -1
Run
Mid
Sub
0.02
1.00
0.24
0.12
12
0.54
T -1
Run
Mid
Emb
0.10
2.00
1.2
0.6
24
27.13
T -1
Run
Mid
Sub
0.05
4.00
0.6
0.3
48
13.56
T -1
Run
Mid
Sub
0.03
0.40
0.36
0.18
4.8
0.49
T -1
Run
Mid
Sub
0.08
6.00
0.96
0.48
72
52.09
T -1
Run
Mid
Sub
0.03
1.50
0.36
0.18
18
1.83
T -1
Run
Mid
Sub
0.05
2.20
0.6
0.3
26.4
7.46
T -1
Run
Mid
Sub
0.03
2.50
0.36
0.18
30
3.05
T -1
Run
Mid
Sub
0.06
2.20
0.72
0.36
26.4
10.74
T -1
Run
Mid
Sub
0.04
4.00
0.48
0.24
48
8.68
T -1
Run
Mid
Sub
0.02
4.00
0.24
0.12
48
2.17
T -1
Run
Mid
Sub
0.05
1.80
0.6
0.3
21.6
6.10
T -1
Run
RB
Sub
0.02
1.50
0.24
0.12
18
0.81
T -1
Run
Mid
Emb
0.04
1.60
0.48
0.24
19.2
3.47
T -1
Run
Mid
Sub
0.02
2.30
0.24
0.12
27.6
1.25
T -1
Run
Mid
Sub
0.02
0.60
0.24
0.12
7.2
0.33
T -1
Run
Mid
Sub
0.03
0.90
0.36
0.18
10.8
1.10
T -1
Run
Mid
Emb
0.03
2.50
0.36
0.18
30
3.05
T -1
Run
LB
Sus
0.02
4.00
0.24
0.12
48
2.17
T -1
Run
Mid
Sub
0.03
2.30
0.36
0.18
27.6
2.81

Muddy Run II Reference Reach Riparian Buffer
Transect
Location
Coverage
%E
%D
DBH
Species
1
LB
80
15
85
8
bay sp, black gum, Am. Holly, RM, TP
1
RB
90
15
85
12.5
TP, SG, Am holly, black gum
2
LB
65
10
90
9
TP, Am holly, SG
2
RB
80
10
90
15
SG, black gum, TP
3
LB
90
10
90
10
black gum, RM, TP, Am holly
3
RB
60
30
70
7
SG, Am holly, bay, black gum
4
LB
85
10
90
10
SG, TP, Am holly
4
RB
35
50
50
3
Am holly, green briar, cane, bay, SG
5
LB
90
10
90
8
TP, bay sp, RM, beech, sw. gum, black gum
5
RB
60
25
75
9
black gum, SG, Am holly, TP
6
LB
90
10
90
8
TP, bay sp, RM, beech, sw. gum, black gum
6
RB
70
50
50
4 -6
bay, holly, black gum
7
LB
75
10
90
10
TP, RM, Am. Holly, swamp chestnut oak
7
RB
60
40
60
8
Am holly, TP, SG
8
LB
55
20
80
7
TP, red maple, loblolly, Am. Holly, privet
8
RB
80
40
60
6
water oak, TP, Am holly, RM
9
LB
70
25
75
10
Luael oak, Am. Holly, tulip poplar, loblolly
9
RB
80
20
80
6
TP, Am holly, water oak, RM
10
LB
60
20/25
75
11.5
Luael oak, Am. Holly, tulip poplar, loblolly
10
RB
80
15
85
11
loblolly, Sw. ches. Oak, Am holly, RM, SG, TP, privet
Muddy Run II Reach 3A Riparian Buffer
Transect
Location
Coverage
%E
%D
DBH
Species
1
LB
65
0
100
4
privet, tulip poplar, sycamore
1
RB
20
0
100
1
privet, black willow
2
LB
20
0
100
1.5
swamp chestnut oak, sweetbay, sycamore, privet, devils
walking stick
2
RB
40
1 0
100
3
1 water oak, privet, black willow, sycamore
3
LB
40
0
100
2
privet, sweetgum, tulip poplar, sycamore
3
RB
20
0
100
1.5
privet, water oak, black willow, red maple
4
LB
55
2
98
2
red mulberry, American holly, sweetgum, privet, swamp
chestnut oak tulip poplar
4
RB
30
0
100
1.5
black willow, privet, green ash
5
LB
80
0
100
3.5
privet, swamp chestnut oak, sweetgum, tulip poplar
5
RB
20
0
100
3
red maple, sycamore, American elm
6
LB
75
0
100
2.5
swamp chestnut oak, sweet bay, sweetgum, privet,
ironwood
6
RB
25
15
85
2
privet, sweetgum, sycamore, loblolly
7
LB
75
1 0
100
3
swamp chestnut oak, ironwood, tulip poplar, sycamore
7
RB
20
0
100
2.5
sycamore, swamp chestnut oak, black cherry, elderberry
8
LB
70
50
50
2
holly, swamp chestnut oak, loblolly, water oak
8
RB
35
10
90
4
sycamore, tulip poplar, loblolly, sweetgum
9
LB
55
0
100
2.5
American elm, water oak, swamp chestnut oak, sweetgum,
red maple
9
RB
40
0
100
4.5
tulip poplar, red maple
10
LB
65
20
80
2.5
privet, sycamore, loblolly, sweetgum, water oak
10
RB
0
0
100
0
cultivated field- no trees

Muddy Run II Reach 5A Riparian Buffer
Transect
Location
Coverage
%E
%D
DBH
Species
1
LB
55
3
97
3
water oak, red maple, sweetgum, laurel oak, loblolly
1
RB
0
0
0
0
Agricultural field and grass covered road
2
LB
45
15
85
3.5
privet, water oak, red maple, sweetgum, loblolly
2
RB
0
0
0
0
Agricultural field and grass covered road
3
LB
50
5
95
3.5
red maple, privet, laurel oak, sweetgum, loblolly
3
RB
0
0
0
0
Agricultural field and grass covered road
4
LB
60
0
100
3
sweetgum, red maple, water oak, tulip poplar
4
RB
0
0
0
0
Agricultural field and grass covered road
5
LB
70
5
95
4
sycamore, sweetgum, red maple, water oak, loblolly
5
RB
0
0
0
0
Agricultural field and grass covered road
6
LB
65
3
97
5
red maple, privet, sweetgum, swamp chestnut oak,
sycamore, water oak tulip olar, loblolly
6
RB
0
0
0
0
Agricultural field and grass covered road
7
LB
65
3
97
4
red maple, loblolly, sweetgum, American elm, water oak
7
RB
0
0
0
0
Agricultural field and grass covered road
8
LB
50
7
93
4
privet, sweetgum, red maple, loblolly, swamp chestnut oak,
water oak
8
RB
0
0
0
0
Agricultural field and grass covered road
9
LB
55
5
95
4
tulip poplar, red maple, water oak, loblolly
9
RB
0
0
0
0
Agricultural field and grass covered road
10
LB
45
5
95
6
red maple, loblolly, sycamore, water oak, tulip poplar,
sweetgum
10
RB
0
0
0
0
Agricultural field and grass covered road
Muddy Run II Reach 5B Riparian Buffer
Transect
Location
Coverage
%E
%D
DBH
Species
1
LB
85
5
95
6
loblolly, red maple, sweetgum, red bay
1
RB
20
0
100
2
red maple, privet, sycamore, sweetgum
2
LB
90
5
95
4
sweetgum, loblolly, water oak, red maple, green ash
2
RB
15
10
90
2
sycamore, privet, loblolly, muscle wood
3
LB
85
5
95
4
sweetgum, laurel oak, loblolly, red maple, water oak,
swamp chestnut oak
3
RB
10
15
85
1.5
red maple, loblolly, privet
4
LB
85
5
95
5
loblolly, red maple, sweetgum, laurel oak, sycamore, water
oak
4
RB
10
0
100
1
black walnut, privet, sweetgum
5
LB
85
5
95
4
loblolly, sweetgum, red maple, swamp chestnut oak, laurel
oak water oak
5
RB
10
0
100
2
privet, red maple, sycamore
6
LB
85
15
85
5
loblolly, red maple, sweetgum, tulip poplar, swamp chestnut
oaksycamore
6
RB
10
0
100
2
privet, black walnut, red maple
7
LB
85
15
85
5
sweetgum, sycamore, loblolly, laurel oak, red maple
7
RB
5
0
100
1
privet, black walnut, red maple
8
LB
80
10
90
5
loblolly, water oak, loblolly bay, sycamore, swamp chestnut
oak
8
RB
5
5
95
2
privet, loblolly, red maple
9
LB
80
5
95
4
red maple, sweetgum, loblolly, green ash, American elm
9
RB
5
2
98
2.5
privet, red maple, loblolly
10
LB
75
5
95
4
sweetgum, loblolly, American elm, tulip poplar
10
RB
10
5
95
1
privet, red maple, loblolly

Muddy Run II Reference Reach Fish Cover
Transect
Width
Length
Cover Type
Location
Notes
Area (ft')
1
0.6
9
undercut
LB
5.4
1
0.4
1
root
RB
0.4
2
0.3
1.5
undercut
LB
0.5
2
3
3
overhang/dead brush
RB
9.0
3
1.5
3
overhang veg
RB
4.5
3
0.5
4.4
root overhang
RB
2.2
3
0.4
1
undercut
RB
0.4
3
0.4
0.5
root overhang
LB
0.2
4
1
3
overhang veg
RB
3.0
5
0.7
10
root overhang /cut
LB
7.0
5
0.4
6.5
root overhang /cut
RB
2.6
5
2
2
overhang veg
RB
4.0
5
4
3
overhang veg
RB
12.0
5
1
4
overhang veg
LB
4.0
5
2
2
overhang veg
LB
4.0
6
0.5
1
root overhang
RB
(in water)
0.5
7
0.6
0.8
log overhang
LB
(in water)
0.5
7
0.3
2
log overhang
LB
(in water)
0.6
8
4.6
3.9
overhang veg
RB
17.9
8
0.25
4
under cut bank
RB
1.0
9
0.3
0.5
stick overhang
LB
0.2
9
0.3
0.5
stick overhang
LB
0.2
9
0.3
1
undercut
LB
0.3
9
3
3.7
veg /brush overhang
RB
11.1
10
1
1.2
veg overhang
RB
1.2
10
0.2
1.5
1 undercut
RB
0.3
10
0.4
1.5
undercut
RB
0.6
10
2
2
veg overhang
RB
4.0
Muddy Run II Reach 3A Fish Cover
Transect
Width
Lenth
Cover Type
Location
Notes
Area (ft')
1
3
10
aquatic vegetation
chan
19.5
2
4.1
10
aquatic vegetation
chan
18.5
3
5.4
10
aquatic vegetation
chan
24.3
4
6
10
aquatic vegetation
chan
48.0
5
6.5
10
aquatic vegetation
chan
65.0
6
6
10
aquatic vegetation
chan
51.0
7
6.2
10
aquatic vegetation
chan
43.4
8
5.6
10
aquatic vegetation
chan
22.4
9
6
10
aquatic vegetation
chan
1.8
10
5.1
10
aquatic vegetation
chan
45.9

Muddy Run II Reach 5A Fish Cover
Transect
Width
Lenth
Cover Type
Location
Notes
Area (ft')
1
5.2
10
Aquatic vegetation
chan
18.2
2
3.7
10
Aquatic vegetation
chan
14.8
3
4
10
Aquatic vegetation
chan
24.0
3
4
10
Undercut bank
chan
24.0
4
4.4
10
Aquatic vegetation
chan
17.6
5
4.5
10
Aquatic vegetation
chan
27.0
6
5.7
10
Aquatic vegetation
chan
17.1
6
5.7
10
Undercut bank
chan
17.1
7
4.5
10
Aquatic vegetation
chan
22.5
8
4.7
10
Aquatic vegetation
chan
7.1
9
4.9
10
Aquatic vegetation
chan
9.8
10
5
10
Aquatic vegetation
chan
2.5
Muddy Run II Reach 5A Fish Cover
Transect
Width
Lenth
Cover Type
Location
Notes
Area (ft')
1
6.4
10
Undercut bank
1.8
2
5.7
10
Undercut bank
2.0
3
5.3
10
Undercut bank
0.6
3
5.3
10
Log
chan
0.4
4
5
10
log edge (sub)
chan
0.3
4
5
10
debris (sus)
chan
0.8
4
5
10
Undercut bank
1.6
6
5.4
10
root (sus)
chan
0.4
7
6.5
10
Undercut bank
7.2
8
6
10
Undercut bank
2.8
8
6
10
log
chan
0.9
8
6
10
sus /sub woody debris
chan
9.3
9
6.2
10
log edge
chan
0.2
10
6.1
10
Undercut bank
0.3

Stream: QC
Reach:
Date: (o -ZS—
Weather.
Stabilitv Indicator • Excellent 11 -3 1 Gand f4 - 61
Observers:
Project-
Drainage Area:
Stream Type:
Fair (7 - 91
Poor 140 - 121 Scare
1, Watershed and flood plain activity
Stable, forested, undisturbed
Occasional minor disturbances in the
Frequent disturbances in the
Continual disturbances in the watershed,
and characteristics
watershed
watershed, including cattle activity,
watershed, including cattle activity,
Significant cattle activity, lardslides,
(grazing andfor access to stream),
construction, logging, or other minor
landslides, channel sand or gravel
mining, logging, farming, or
channel sand or gravel mining, logging,
farming, or construction of buildings,
Q2
deforestation. Limited agricultural
construction of buildings, roads, or
roads, or other infrastrurture. Highly
activities
other infrastructure. Urbanization over
urbanized or rapidly urbanizing
significant portion of watershed
watershed
2. Flow habit
Perennial stream with no flashy
Perennial stream or ephemeral first-
Perennial or intermittent stream with
Extremely flashy; flesh floods prevalent
behavior
order stream with slightly increased
flashy behavior
mode of discharge; ephemeral stream
rate of flooding
other than first-order stream
3. Channel pattern
Straight to meandering with low radius
Meandering, moderate radius of
Meandering with some braiding;
Braided; primarily bed load; engineered
of curvature; primarily suspended load
curvature; mix of suspended and bed
tortuous meandering; primarily bed
channel that is maintained
toads; well-maintained engineered
load; poorly maintained engineered
channel
channel
3. Channel pattern (revised)
No evidence of channialization.
Appears to have previously been
Appears to have previously been
Appears to have previously been
Meandering, stable channel or straighr
channelized. Stream is relatively
channelized, Stream is actively
channelized. Stream is actively
(step-pool system, narrow valley),
stable channel
stable. Channel has some meanders
due to previous channel adjustment.
adjusting (meandering); localized areas
of instability ondlor erosion around
adjusting (laterally andror vertically) with
few bends. Straight, unstable reach.
bends. Straightened, stable channel.
4. Entrenchment/ channel confinement
Active flood plain exists at top of
Active flood plain abandoned, but is
Moderate confinement in valley or
Knickpoints, visible downstream;
banks; no sign of undercutting
currently rebuilding; minimal channel
channel walls; some exposure of
exposed water lines or other
infrastructure; no levees
oonfirement; infrastructure not
infrastructure, terraces exist; flood plain
infrastructure; channel-wicth-to-top-cf-
exposed; levees are low and set well
abandoned; levees are moderate in
banks ration smelt, deeply confined; no
back from the river
size and have minima[ setback from the
active flood plain; levees are high and
river
along the channel edge
5. Bed material
Assorted sized tightly packed,
Moderately packed with some
Lease assortment with no apparent
Very loose assortment with no packing.
Fs = approximate portion of sand in the
overlapping, and possibly imbricated.
overlapping. Very small amounts of
overlap. Small to medium amounts of
Large amounts of material < 4 mm. Fs
bed
Most material > 4 mm. Fs < 20%
material < 4 ram. 20 < Fs < 50%
material < 4 mm. 50 < Fs < 70%
> 70%
/ 0
6. Bar development
For S<0.02 and wly>12, bars are
For S < 0.02 and wly > 12, bars
For S < 0,02 and wily > 12, bar widths
Bar widths are generally greater than 112
mature, narrow relative to stream
may have vagetalloin andlor be
tend to be wide and composed of newly
the stream width at low flow. Bars are
width at low flow, well-vegetated,
composed of coarse gravel to
deposited coarse sand to small cobbles
composed of extensive deposits of fine
and composed of coarse gravel to
cobbles, but minimal recent growth of
and/or may be sparsely vagatateriL
particles up to coarse gravel with little to
cobbles, For S>0.02 and wily are <
bar evident by Lack of vegetation on
Bars forming for 8 > 0.02 and wly < 12
no vegetation. No bars for S < 0.02 and
12, no bars are evident
portions of the bar. For S > 0.02 and
wly > 12
wty <12, no bars are evident
7. Obstructions, including bedrock
Rare or not present
Occasional, causing cross currents
Moderately frequent and occasionally
Frequent and often unstable, causing a
outcrops, armor layer, LWD jams, grade
and minor bank and bottom erosion
unstable obstructions, cause noticeable
continual shift of sediment and flow:
control, bridge bed paving, revetments,
erosion of the channel. Considerable
Traps are easily filled, causing channel
dikes or vanes, riprap
sediment accumulation behind
to migrate and/or widen
obstructions

0+ r­11..+ 14 -'.1 r 1A - at Fair (7 - 91 Poor ill), -121 Scare
8, Bank sell texture and coherence
Clay and silly clay; cohesive material
Clay loam to sandy clay loam; minor
Sandy clay to sandy loam;
Loamy sand to sand; noncohesive
amounts of noncohesive or
unconsolidated mixtures of glacial or
material; unconsolidated mixtures of
unconsolidated mixtures; layers may
other materials; small layers and lenses
glacial orother materials; layers of
exist, but are cohesive materials
of noncohesive or unconsolidated
lenses that include noncohesive sands
mixtures
and gravels
9. Average bank slope angle (where
Bank slopes � 3HAV (18') for
Bank slopes up to 2HAV (27') in
Bank slopes to 1 KIV (45') in
Bank slopes over 45* in noncohesive or
901 is a vertical bank)
noncohesive or unconsolidated
noncohesive or unconsolidated
noncohesive or unconsolidated
unconsolidated materials or over 601 in
materials to c 1:1 (451) In clays on
materials to 0.8:1 (50') in clays on
materials to 4.6:1 (60') in clays
clays common on one or both banks
both sides
one or occasionally both banks
common on one or both banks
10. Vegetative or engineered bank
V%1ide band of woody vegetation with
Medium band of woody vegetation
Small hand of woody vegetation with 50
Woody vegetation band may vary
protection
at least 90% density and cover.
with 70-90% plant density and cover,
70% plant density and cover. A
depending on age and health with less
Primarily hard wood, leafy, deciduous
A majority of hard wood, leafy,
majority of soft wood, piney, coniferous
than 50% plant density and cover.
trees with mature, healthy, and
deciduous trees with maturing,
trees with young or old vegetation
Primarily softwood, piney, coniferous
diverse vegetation located on the
diverse vegetation located an the
lacking in diversity located on or near
trees with very young, old and dying,
bank. Woody vegetation oriented
bank Wood vegetation oriented 80-
the top of bank. Woody vegetation
and/or moncistand vegetation located off
vertically. In absence of vegetation,
90% from horizontal with minimal root
oriented at 70-80% from horizontal,
of the bank. Woody vegetation oriented
both banks are lined or heavily
exposure. Partial lining or armoring of
often with evident root exposure. No
at less than 70% from horizontal with
armored
one or both banks
lining of banks, but some armoring may
extensive root exposure. No lining or
be in place on one bank
armoring of banks
11. Bank cutting
Little or none evident. Infrequent raw
Some intermittently along channel
Significant and frequent an both banks.
Almost continuous cuts on both banks,
banks, insignificant percentage of total
candle and at prominent constrictions.
Raw banks comprise large portion of
some extending over most of the banks.
bank
Raw banks comprise minor Portion of
bank in vertical direction. Root mat
Undercutting and sod-root overhangs
bank in vertical direction
overhangs,
12. Mass wasting or bank failure
No or little evidence of potential or
Evidence of infrequent and/or minor
Evidence of frequent andfor significant
Frequent and extensive mass wasting,
very small amounts at mass wasting,
mass wasting. Mostly healed over
occurrences of mass wasting that can
The potential for bank failure, as
Uniform channel width over the entire
with vegetation. Relatively constant
be aggravated by higher flows, which
evidenced by tension cracks, massive
reach
channel width and minimal scalloping
of banks
may cause undercutting and mass
wasting of unstable banks. Channel
undercuffings, and bank slumping Is
considerable. Channel width Is highly
width quite irregular, and scalloping of
irregular, and banks are scalloped
banks is evident
13. Upstream distance to bridge from
More than 35 m; bridge is well-aligned
20-35 rit; Dridge, is aligned with flow
10-20 m; bridge is skiswed to flow, or
Less than 10 mr; bridge is poorly aligned
meander impact point and alignment
with river flow
flow alignment is otherwise not centers c
with flow
beneath bridge
H = horizontal, V = vertical, Fs = traction at sand, zo = steps, wty = wmin-w-uptn'.u.
Total Score Y(O

Reach: Tt:r_AI Z,-
Date: 2 r, Z.
Weather:
Location:
Stability Indicator Excellent M -3 1 Good (4 - 6)
Observers:
Project:
Drainage Area:
Stream Type:
=UMI
Poor 00 - 12) 1 Score
1. Watershed and flood plain activity
Stable, forested, undisturbed
Occasional minor disturbances in the
Frequent disturbances in the
Continual disturbances in the watershed.
and characteristics
watershed
watershed, including cattle activity
watersheds incfodtngi*Wta activity,
Significant cattle activity, landslides,
(grazing and/or access to stream),
lan,6 I sand or avel
channel sand or gravel m fining, logging,
construction, logging, o other mmor
r
deforestation, Limited agricultural
ioultur.1
logging, farming, or
mil, ng, "I g�
bstruction of buildings, reads, r
farming, or construction of building 8'
roads, or other infrastructure. Highly
activities
u re
oth r infrastructure. Urbarizati over
urbanized or rapidly urbanizing
In
s f 'a =nn
,
watershed
2. Flow habit
Perennial stream with no flashy
Perennial stream or ephemeral first
Perennial or intermitte i' rtrear6"wTh--,
Extremely flashy; flash floods prevalent
'aloi:le
behavior
order stream with slightly increase d
if as y behavior
of discharge; ephemeral stream
C/:
rate of flooding
ailiKer than first-order stream
3. Channel pattern
Straight to meandering with low radius
Meandering, moderate radius of
Meandering with soma braiding;
Braided; primarily bed load; engineered
of curvature; primarily suspended lead
curvature; mix of suspended and bed
tortuous meandering; primarily bed
channel that is maintained
loads; well-maintalned engineered
load; poorly maintained engineered
channel
channel
3, Channel pattern (revised)
No evidence of dhannelizattrm.
Appears to have previously been
Appears to have previously been
Appears to have previously been
Meandering, stable channel or straighl
channelized. Stream is relatively
channelized. Stream is actively
channelized. Stream is actively -
(step -pool system, narrow valley),
stable. Channel has some meanders
adjusting (meandering); locallzed areas
adjusting (laterally and/or vertically) with
stable channel.
due to previous channel adjustment.
of instability and /or erosion around
few bonds. Straight, unstable reach.
bends. Straightened, stable channel.
4. Entrenchment/ channel confinement
Active flood plain exists at top of
Active flood plain abandoned, but is
Moderate confinement in valley or
Knickpoints visible downstream;
banks; no sign of undercutting
currently rebuilding; minimal channel
channel wells; some exposure of
exposed water lines or other
infrastructure; no levees
confinement; infrastructure not
lnfrastructure; terraces exist; flood plain
infrastructure, channel-width-to-top-of-
exposed; levees are low and set well
abandoned; levees are moderate in
banks ration small; deeply confined; no
back from the river
size and have minimal setback from the
active flood plain; levees are high and
river
along the channel edge
5. Bed material
Assorted sized tightly packed,
Moderately packed with some
Loose assortment with no apparent
Very loose assortment with no parking.
Fs = approximate portion at send in the
overlapping, and possibly imbricated.
overlapping. Very small amounts of
overlap. Small to medium amounts of
Large amounts ofmaterial <4 mm, Fs
bed
Most material > 4 mm. Fs < 20%
material < 4 mm. 20 < Fs < W1.
material < 4 mm. 50 < Fs < 70%
> 70%
t t
6, Bar development
Far S<10.02 and wiry>12, bars are
For S<0.G2 and w1y>12, bars
For S < 0,02 and wly > 12, bar widths
Bar widths are generally greater than 1/2
mature, narrow relative to stream
may have vegetation and/or be
tend to be wide and composed of newly
the stream width at low flow. Bars are
width at low flow, well-vegetate.d,
and composed of coarse gravel to
composed of coarse gravel to
cobbles, but minimal recent growth of
deposited coarse sand to small cobbles
and/or may be sparsely vegetated.
composed of extensive deposits of fine
particles up to coarse gravel with little to
cobbles. For S > 0,02 and w/y are <
bar evident by lack of vagatallon on
Bars farming for S > 0.02 and w/y < 12
no vegetation. No bars for 8 < 0.02 and
12, no bars are evident
portions of the bar, For S > 0,02 and
w/y > 12
w/y <12, no bars are evident
7, Obstructions, including bedrock
Rare or not present
Occasional, causing cross currents
Moderately frequent and occasionally
Frequent and often unstable, causing a
outcrops, armor layer, LWD jams, grade
and minor bank and bottom erosion
unstable obstructions, cause noticeable
continual shift of sediment and flow.
control, bridge bed paving, revetments,
erosion of the channel. Considerable
Traps are easily filled, causing channel
dikes or vanes, riprap
sediment accumulation behind
to migrate and /or widen
obstructions

0. ku;�' C-11-4 14 -1 1 r.—i (A - Al Fair 17 - Al Poor MO -121 Score
8. Bank soil texture and coherence
Clay and silty clay; cohesive material
Clay loam to sandy clay loam; m nor
Sandy clay to sandy loam;
Loamy sand to sand; noncohesive
amounts of nonoohesive or
unconsolidated mixtures of glacial or
material; unconsolidated mixtures of
unconsolidated textures; layers may
other materials; small layers and lenses
glacial or other materials; layers of
exist, but are cohesive materials
of noncohesive or unconsolidated
lenses that include noncohesive sands
mixtures
and gravels
S. Average bank slope angle (where
Bank slopes < 3H:1V (18') for
Bank slopes up to 2HAV (27') in
Bankslopes to IHAV (45*) in
Bank slopes over 451 in noncohesive or
901 is a vertical bank)
noncohesive or unconsolidated
noncohesive or unconsolidated
noncohesive or unconsolidated
unconsolidated materials or over 60' in
materials to < 1:1 (45') in clays on
materials to 0.8:1 (501) in clays on
materials to 0.61 (60*) in clays
clays common on one or both tone;
both sides
one or occasionally both banks
common an one or both banks
10. Vegetative or engineered bank
Wide band of woody vegetation with
Medium band ofwcody vegetation
Small band of woody vegetation with 50
Woody vegetation band may vary
protection
at least 90% density and cover,
with 70-90% plant density and cover.
70% plant density and cover. A ,
deparding on age and health with [ass
Primarily hard Wood, leafy, deciduous
A majority of hard wood, leafy,
majority of soft wood, piney, coniferous
than 50% plant density and cover,
trees with mature, healthy, and
deciduous trees with maturing,
trees with young or old vegetation I
Primarily soft wood, piney, coniferous
diverse vegetation located on the
diverse vegetation located on the
lacking in diversity located on or near
trees with very young, old and dying,
bank. Woody vegetation oriented
bank. Wood vegetation oriented 80-
the top of bank. Woody vegetation
and/or monostard vegetation located off
vertically, In absence of vegetation,
90% from horizontal with minimal root
oriented at 70-810% from horizontal,
of the bank. Woody vegetation oriented
both banks are lined or heavily
exposure. Partial lining or armoring of
often with evident root exposure. No
at less than 70% from horizontal with
armored
one or both banks
lining of banks, but some armoring may
extensive root exposure. No lining or
be in place an one bank
armoring of banks
11, Bank cutting
Little or none evident. Infrequent raw
Some intermittently along channel
Significant and frequent an both banks.
Almost continuous outs on both banks,
banks, insignificant percentage of tots
bends and at prominent constrictions.
Raw banks comprise large portion of
some extending over most of the banks.
bank
Raw banks comprise minor portion of
bank in vertical direction. Root mat
Undercutting and sod -root overhangs
bank in vertical direction
overhangs
12. Mass wasting or bank failure
No or little evidence of potential or
Evidence of Infrequent and/or minor
Evidence of frequent and/or significant
Frequent and extensive mass wasting,
very small amounts of mass wasting.
mass wasting. Mostly healed over
occurrences of mass wasting that can
The potential for bank failure, as
Uniform channel width over the entire
with vegetation. Relatively constant
be aggravated by higher flows, which
evidenced by tension cracks, massive
reach
channel width and minimal scalloping
may cause undercutting and mass
undercuttings, and bank slumping is
of banks
wasting of unstable banks. Channel
considerable. Channel width is highly
width quite irregular, and scalloping of
irregular, and banks are scalloped
banks is evident
13. Upstream distance to bridge from
More than 35 m; bridge is well-aligned
20-35 in; bridge is aligned with flow
10-20 in; bridge is skewed to flow, or
Less than 10 m; bridge is poorly aligned
meander impact point and alignment
with river flow
flow alignment is otherwise not centerec
with flow
beneath bridge
H = horizontal, V = vertical, Fs = traction of sand, b = slope, wfy = wiarn-ro-aepin MUD
Total Score

Stream: L-A V— � 2 (,rI (, k-', �C
Reach: 0— VIL)n 0-CA Y_ L�A_k_
Date: b-7,15-2,01-L ,
Weather: kk'jr�. g�D'S.
Location:
Q+.hn;4i' 0­11..+ t4 2k A rnind td - at
Observers:
Project:
Drainage Area:
Stream Type:
Fair 17 - 91
Poor (10 -12) spore
1. Watershed and flood plain activity
Stable, forested, undisturbed
Occasional minor disturbances in the
Frequent disturbances in the
Continual disturbances in the watershed.
and characteristics
watershed
watershed, including cattle activity
watershed, including cattle activity,
Significant cattle activity, landslides,
(grazing snifter access to stream),
landslides, charnel sand or gravel
channel sand or gravel mining, logging,
construction, logging, or other minor
mining, logging, farming, or
farming, or construction of buildings,
deforestation. Limited agricultural
construction of buildings, roads, or
roads, or other infrastructure. Highly
activities
other infrastructure. Urbanization over
urbanized or rapidly urbanizing
significant portion of watershed
watershed
2. Flow habit
Perennial stream with no flashy
Perennial stream or ephemeral first-
Perennial or intermittent stream with
Extremely flashy.; flash floods prevalent
behavior
order stream with slightly increased
flashy behavior
mode of discharge; ephemeral stream
rate of flooding
other than first-order stream
3. Channel pattern
Straight to meandering with low radius
Meandering, moderate radius of
Meandering with some braiding;
Braided; primarily bed load; engineered
of curvature; primarily suspended load
curvature; mix of suspended and bed
tortuous meandering; primarily bed
channel that is maintained
toads; well-maintained engineered
load; poorly maintained engineered
channel
channel
3. Channel pattern (revised)
No evidence of chantialization.
Appears to have previously been
Appears to have previously been
Appears to have previously been
Meandering, stable channel or straighl
channelized. Stream is relatively
channelized. Stream is actively
channelized. Stream is actively
(step-pool system, narrow valley),
stable. Channel has some meanders
adjusting (meandering); localized areas
adjusting (laterally andfor vertically) with
stable channeL
due to previous channel adjustment,
of instability aridlor erosion around
few bands. Straight, unstable reach.
bands. Straightened, stable channel.
4. Entrenchment,? channel confinement
Active flood plain exists at top of
Active flood plain abandoned, but is
Moderate confinement in valley or
Knickpolnts visible downstream;
banks; no sign of undercutting
currently rebuilding; minimal channel
channel walls; some exposure of
exposed water lines cr other
infrastructure; no levees
confinement; infrastructure not
infrastructure; terraces exist; flood plain
infrastructure: channel- width -to- top -of-
exposed; levees are low and set well
abandoned; levees are moderate in
banks ration small; deeply confined, no
back from the river
size and have minimal setback from the
active flood plain; levees are high and
river
along the channel edge
5. Bed material
Assorted sized tightly packed,
Moderately packed with some
Loose assortment with no apparent
Very loose assortment with no packing.
Fs = approximate portion of sand in the
overlapping, and possibly imbricated.
overlapping. Very small amounts of
overlap. Small to medium amounts of
Large amounts of material < 4 mm. Fs
bad
Most material > 4 mm. Fs < 20%
material < 4 mm. 20 < Fs , 50%
material < 4 mm. 50 < Fs < 7011.
> 70%
6. Bar development
For S<D,02 and wly >12, bars are
For S<0.02 and wly >12, bars
For 8 - 0.02 and wly > 12, bar widths
Bar widths are generally greater than 1
mature, narrow relative to stream
may have vegetation andfor be
tend to be wide and composed of newly
the stream width at low flow. Bars are
width at low flow, well-vegetated,
composed of coarse gravel to
deposited coarse sand to small cobbles
composed of extensive deposits of fine
and composed of coarse gravel to
cobbles, but minimal recent growth of
and/or may be sparsely vegetated.
particles up to coarse gravel with little to
cobbles, For S > 0.02 and wify are <
bar evident by lack of vegetation on
Bars forming for S - 0.02 and wly < 12
no vegetation. No bars for S < 0.02 and
12, no bars are evident
portions of the bar, For S > 0.02 and
wly > 12
wly <12, no bars are evident
7. Obstructions, including bedrock
Rare or not present
Occasional, causing cross currents
Moderately frequent and occasionally
Frequent and often unstable, causing a
outcrops, armor layer, LWDjams, grade
and minor bank and bottom erosion
unstable obstructions, cause noticeable
continual shift of sediment and flow.
control, bridge bed paving, revetments,
erosion of the channel. Considerable
Traps are easily filled, causing channel
dikes or vanes, riprap
sediment accumulation behind
to migrate and/or widen
obstructions

Q 1,;H4- t.,C—f— 17-111—f fl _,% I ("nnd 14 - at Fair (7 - 91 Poor (10 -121 Score
8. Bank soil texture and coherence
Clay and silty clay; cohesive material
Clay loam to sandy clay loam; minor
Sandy clay to sandy loam;
Loamy sand to sand; nonadhesive
amounts of noncohesive or
unconsolidated mixtures of glacial or
material; unconsolidated mixtures of
unconsolidated mixtures; layers may
other materials; small layers and lenses
glacial or other materials; layers of
exist, but are cohesive materials
of nonadhesive or unconsolidated
lenses that Include noncohesive sands
mixtures
and gravels
9. Average bank Mope angle (where
Bank slopes < 31-1:11V (181) for
Bank slopes up to 2H:1V (27) in
Bankslopes to IHAV (45') in
Bank slopes over 45* in nonabrasive or
90' is a vertical bank)
noncohesive or unconsolidated
nonadhesive or unconsolidated
nonochesive or unconsolidated
unconsolidated materials or over 601 in
materials to < 1:1 (45') in days on
materials to OH1 (50') in clays on
materials to 0.6:1 (60.) In clays
clays common on one or both banks
both sides
one or occasionally both banks
common on one or both banks
10. Vegetative or engineered bank
Wide band of woody vegetation with
Medium band of woody vegetation
Small band of woody vegetation with 50
Woody vegetation band may vary
protection
at least 90% density and cover.
with 70-90% plant density and cover.
70% plant density and cover. A
depending on age and health with less
Primarily hard wood, leafy, deciduous
A majority of hard wood, leafy,
majority of soft wood, piney, coniferous
than 50% plant density and cover.
trees with mature, healthy, and
deciduous trees with maturing,
trees with young or old Vegetation
Primarily soft wood, piney, coniferous
diverse vegetation located on the
diverse vegetation located on the
lacking in diversity located on or near
trees with v" young, old and dying,
bark- Woody vegetation oriented
bank. Wood vegetation oriented 80-
the top of bank. Woody vegetation
ancvor monostand vegetation located off
vertically. In absence of vegetation,
90% from horizontal with minimal root
oriented at 70-80% from horizontal,
of the bank. Woody vegetation oriented
both banks are lined or heavily
exposure. Partial lining or armoring of
often with evident root exposure. No
at less than 70% from horizontal with
armored
one or both banks
lining of banks, but some armoring may
extensive root exposure. No lining or
be in place on one bank
armoring of banks
11. Bank cutting
Little or none evident, Infrequent raw
Some intermittently along channel
Significant and frequent on both banks.
Almost continuous cuts on both banks,
banks, insignificant percentage of tata,
bends and at prominent constrictions.
Raw banks comprise large portion of
some extending over most of the banks,
bank
Raw banks comprise minor portion of
bank in vertical direction. Root mat
Undercutting and sad -root overhangs
bank in vertical direction
overhangs
12. Mass wasting or bank failure
No or little evidence of potential or
Evidence of infrequent andlor minor
Evidence of frequent and/or significant
Frequent and extensive mass wasting.
very small amounts of mass wasting-
mass wasting. Mostly healed over
occurrences of mass wasting that can
The potential for bank failure, as
Uniform channel width ever the entire
with vegetation. Relatively constant
be aggravated by higher flows, which
evidenced by tension cracks, massive
reach
channel width and minimal scalloping
May cause undercutting and mass
undercuttings, and bank slumping is
of banks -
wasting of unstable banks. Channel
considerable. Channel width is highly
width quite irregular, and scalloping of
irregular, and banks are scalloped
banks is evident
13. Upstream distance to bridge from
More than 35 nr; bridge is well-aligned
20-35 m; bridge is aligned with flow
10-213 rm bridge is skewed to flow, or
Less than 10 m; bridge is poorly aligned
meander impact point and alignment
with river flow
flow alignment is otherwise not centers c
with flow
beneath bridge
H = horizontal, V = vertical, I's = traction at sand, 5 = slope, wly = wicitin-to-aLpm ratio
Total Score

Stream: W-1 -C �>*- CkCQVOLA�—
Reach:
Date: (C�72,5 - I-
Z
Weather: LK - r, � , f -\
V �)CV :-� pck6 N inure 4+
Location:
Stability Indicator Excellent (1 -31 Good 14 - 61
Observers: W,
Project:
Drainage Area:
Stream Type:
FlUMANT
Poor (10 - 12) Score
1. Watershed and flood Plain activity
Stable, forested, undisturbed
Occasional minor disturbances in the
Frequent disturbances in the
Continual disturbances in the watershed.
and characteristics
watershed
watershed, including cattle activity
watershed, including cattle activity,
Significant cattle activity, landslides,
(grazing and/or access to stream),
landslides, channel send or gravel
channel sand or gravel mining, logging,
construction, logging, or other minor
deforestation. Limited agricultural
mining, logging, farming, or
construction of buildings, roads, or
farming, or construction of buildings,
roads, or other infrastructure. Highly
activities
other infrastructure, Urbanization over
urbanized or rapidly urbanizing
significant portion of watershed
watershed
2. Flow habit
Perennial stream with no flashy
Perennial stream or ephemeral first-
Perennial or intermittent stream with
Extremely flashy; flash floods prevalent
behavior
order stream with slightly increased
flashy behavior
mode of discharge; ephemeral stream
rate of flooding
other then first-order stream
3. Channel pattern
Straight to meandering with low radius
Meandering, moderate radius of
Meandering with some braiding;
Braided; primarily bed load; engineered
of curvature; primarily suspended load
curvature; mix of suspended and bed
tortuous meandering, primarily bed
channel that is maintained
loads; well-maintained engineered
load; poorly maintained engineered
channel
channel
3. Channel pattern (revised)
No evidence of channelization.
Appears to have previously been
Appears to have previously been
Appears to have previously been
Meandering, stable channel or straigh
channelized. Stream is relatively
channelized. Stream is actively
channelized. Stream is actively
{step -pool system, narrow valley),
stable. Channel has some meanders
adjusting (meandering); localized areas
adjusting (laterally and/or vertically) with
stable channel,
due to previous channel adjustment.
of instability and/or erosion around
few bends. Straight, unstable rear
bends. Straightened, stable channel.
4. Entrenchmentl channel confinement
Active flood plain exists at top of
Active flood plain abandoned, but is
Moderate confinement in valley or
Knickpoints visible downstream;
banks; no sign of undercutting
currently rebuilding; minimal channel
channel wells; some exposure of
exposed water lines or other
infrastructure; no levees
confinement; infrastructure not
infrastructure; terraces exist flood plain
infrastructure; channo-width-tc-top-cf-
exposed; levees are low and set well
abandoned; levees are moderate in
banks ration small;, deeply confined; no
back from the river
size and have minimal setback from the
active flood plain; levees are high and
river
along the channel edge
rJ
5. Bed material
Assorted sized tightly packed,
Moderately packed with some
Loose assortment with no apparent
Very loose assortment with no packing.
Fs = approximate portion of sand in the
overlapping, and possibly imbricated.
overlapping. Very small amounts of
overlap. Small to medium amounts of
Large amounts of material < 4 mm. I's
bed
Most material > 4 mm. Fe < 20%
material < 4 mm. 20 < Fs < 50%
material < 4 mm. 60 < Fa < 70%
> 70%
5. Bar development
For S < 0.02 and w/y >.12, bars are
For S < 0.02 and why > 12, bars
For S < 0.02 and way > 12, bar widths
Bar widths are generally greater than 112
mature, narrow relative to stream
may have vegetation and/or be
tend to be wide and composed of newly
the stream width at low flow. Bars are
width at low flow, well-vegetated,
composed of coarse gravel to
deposited coarse sand to small cobbles
composed of extensive deposits of fine
and composed of coarse gravel to
cobbles. For S > 0.02 and wly are <
cobbles, but minimal recent growth of
bar evident by lack of vegetation on
and/or may be sparsely vegetated,
Bars forming for 8 > 0.02 and wly < 12
particles up to coarse gravel with little to
no vegetation. No bars for S < 0,02 and
12, no bars are evident
portions of the bar. For S > 0.02 and
wly > 12
wly <12, no bars are evident
7. Obstructions, including bedrock
Rare or not present
Occasional, causing cross currents
Moderately frequent and occasionally
Frequent and often unstable, causing a
outcrops, armor layer, LWD jams, grade
and minor bank and bottom erosion
unstable obstructions, cause noticeable
continual shirt of sediment and flow.
control, bridge bed paving, revelments,
erosion of the channel. Considerable
Traps are easily filled, causing channel
3
dikes or vanes, riprap
sediment accumulation behind
to migrate and/or widen
obstructions

qfahil 11—fir-linr Fy,-Pllpnt 11 —11 Good (4 - 61 Fair (7 - 91 Poor (10 -12) Score
6. Bank set texture and coherence
Clay and silty clay; cohesive material
Clay loam to sandy clay loam; minor
Sandy clay to sandy loam;
Loamy send to sand; noiroolnesive
amounts at noncohasive or
unconsolidated mixtures of glacial or
material; unconsolidated mixtures of
unconsolidated mixtures-.., 111111111ayerss may
other materials; small layers and lenses
glacial or other materials; layers of
exist, but are cohesive materials
of noncohesive or unconsolidated
lenses that include nonadhesive sands
mixtures
and gravels
S. Average bank slope angle (where
Bank slopes < 3H:1 V (181) for
Bank slopes up to 2H:1V (27') in
Bank slopes to IH:IV (451) in
Bank slopes over 45' in rionGritiesive or
90' is a vertical bank)
nonadhesive or unconsolidated
nonadhesive or unconsolidated
noncohesive or unconsolidated
unconsolidated materials or over 60' in
materials to < 1:1 (45') in days on
materials to 6.8:1 (50') in clays on
materials to 0.6:1 (60') In clays
clays common on one or both banks
both sides
one or occasionally both banks
common on one or both banks
10, Vegetative or engineered bank
Wide band of woody vegetation with
Medium band of woody vegetation
Small band of woody vegetation with 50
Woody vegetation band may vary
protection
at least 90% density and cover.
with 70-90% plant density and cover,
70% plant density and cover. A
depending on age and health with less
Primarily hardwood, leafy, deciduous
A majority of hard wood, leafy,
majority of softwood, piney, coniferous
than 50% plant density and cover.
trees with mature, healthy, and
deciduous trees with rraturing,
trees with young or old vegetation
Primarily softwood, piney, coniferous
diverse vegetation located on the ,
diverse vegetation located an the
lacking in diversity located on or near,
trees with very young, old and dying,
bank. Woody vegetation oriented
bank. Wood vegetation oriented 80-
the top -of bank. Woody vegetation
and/or monostand vegetation located off
vertically. In absence of vegetation,
90% from horizontal with minimal root
oriented at 70-80% from horizontal,
ented
of the bank. Woody vegetation oriented
both banks are lined or heavily
exposure. Partial lining or armoring of
often with evident root exposure, No
at less than 70% from horizontal with
armored
one or both banks
lining of banks, but some armoring may
extensive root exposure. No lining or
be in place on one bank
armoring of banks
11. Bank cutting
Little or none evident. infrequent raw
Some intermittently along channel
Significant and frequent on both banks.
Almost continuous cuts an both banks,
banks, insignificant percentage of-total
bands and at prominent constrictions.
Raw banks comprise large portion of
some extending over most of the banks.
bank
Raw banks comprise minor portion of
bank in vertical direction. Root mat
Undercutting and sod-root overhangs
Ll
bank In vertical direction
overhangs
12. Mass wasting or bank failure
No or little evidence of potential or
Evidence of infrequent arid/or minor
Evidence of frequent and/or significant
Frequent and extensive mass wasting.
very small amounts of mass wasting,
mass wasting. Mostly healed over
occurrences of mass wasting that can
The potential for bank failure, as
Uniform channel width over the entire
with vegetation. Relatively constant
be aggravated by higher flows, which
evidenced by tension cracks, massive
reach
channel width and minimal scalloping
may cause undercutting and mass
undercuttings, and bark slumping is
of banks
wasting of unstable banks. Channel
considerable. Channel width is highly
width quite irregular, and scalloping of
irregular, and banks are scalloped
banks is evident
13. Upstream distance to bridge from
More than 35 m; bridge is well-aligned
20-35 m; bridge is aligned with flow
10-20 rr; bridge is skewed to flow, or
Less than IC m; bridge is poorly aligned
meander impact point and alignment
with river flow
flow alignment is otherwise not center ec
with flow
beneath bridge
IT = horizontal, V = vertical, Fs = traction of sand, 6 = slope, wly = wroth -to -ream ratio q i
Total Score

't-
Stream:
Reach: "6C.
Date: (p• 2-U - I I-
Weather:
Location:
Stability Indicator Excellent (1 -3 ) Good R - 6)
Observers:
Project:
Drainage Area:
Stream Type:
� P
Poor (10 -12) Score
1. Watershed and flood plain activity
Stable, forested, undisturbed
Occasional minor disturbances in the
Frequent disturbances in the
Continual disturbances in the Watershed.
and characteristics
watershed
watershed, including cattle activity
watershed; including cattle activity,
Significant cattle activity, landslides,
(grazing andlor access to stream),
landslides, channel sand or gravel
channel sand or gravel mining, logging,
construction, logging, or other minor
mining, logging, farming, or
farming, or construction of buildings,
deforestation. Limited agricultural
construction of buildings, roads, or
roads, or other infrastructure. Highly
activities
other infrastructure. Urbanization over
urbanized or rapidly urbanizing
sigrificant portion of watershed
watershed
2. Flow habit
Perennial stream with no flashy
Perennial stream or ephemeral first-
Perennial or intermittent stream with
Extremely flashy; flash floods prevalent
behavior
order stream with slightly increased
flashy behavior
media of discharge; ephemeral stream
rate of flooding
-----------------
other than first-order stream
3. Channel pattern
Straight to meandering with low radius
Meandering, moderate radius of
Meandering with some braiding;
Braided; primarily bed load; engineered
of curvature; primarily suspended load
curvature; mix of suspended and bed
tortuous meandering; primarily bed
channel that is maintained
loads; well- maintained engineered
load; poorly maintained engineered
channel
channel
3. Channel pattern (revised)
No evidence of cinannelization.
Appears to have previously been
Appears to have previously been
Appears to have previously been
Meandering, stable channel or stralghl
channelized. Stream is relatively
channel zed. Stream is actively
channelized. Stream is actively
(step-pool system, narrow valley),
stable. Channel has some meanders
adjusting (meandering); localized areas
adjusting (laterally and/or vertically) with
stable channel.
due to previous channel adjustment.
of instability and/or erosion around
few bends. Straight, unstable reach.
bends. Straightened, stable channel.
4. Entrenchment) channel confinement
Active flood plain exists at top of
Active flood plain abandoned, but is
Moderate confinement in valley or
KnIckpoints visible downstream;
banks; no sign of undercutting
currently rebuilding; minimal channel
channel walls; some exposure of
exposed water lines or other
infrastructure; no levees
confinement; infrastructure not
infrastructure; terraces exist; flood plain
infrastructure; channekwiddr-to-top-of-
exposed; levees are low and set well
abandoned; levees are moderate in
banks ration small; deeply confined. no
back from the river
size and have minimal setback from the
active flood plain; levees are high and
river
along the channel edge
5. Bed material
Assorted sized tightly packed,
Moderately packed with some
Loose assortment with no apparent
Very. louse assortment with no packing.
Fs = approximate portion of sand in the
overlapping, and possibly imbricated.
overlapping. Very small amounts of
overlap. Small to medium amounts of
Large amounts of material < 4 mm. FS
bed
Most material > 4 mm. Fs < 20%
material < 4 mm. 20 < Fs < 501%
material < 4 mm. 50 < Fs. < 70%
> 70%
B. Bar development
For S<O.02 and w1y>12, bars are
For S < 0.02 and w1y > 12, bars
For S < 0.02 and wly > 12,. bar widths
Bar widths are generally greater than 112
mature, narrow relative to stream
may have vegetation and/or be
tend to be wide and composed of newly
the stream width at low flow. Bars are
width at law flow, well-vegetated,
composed of coarse gravel to
deposited coarse sand to small cobbles
composed of extensive deposits offine,
and composed of coarse gravel to
cobbles, but minimal recent growth of
and/or may be sparsely vegetated
particles up to coarse gravel with little to
cobbles. For 8 > 0.02 and wly are <
bar evident by lack of vegetation on
Bars forming for S > 0.02 and wly < 12
no vegetation. No bars for S < 0.02 and
12, no bars are evident
portions of the bar, For S - 0.02 and
wily > 12
wly <12, no bars are evident
7. Obstructions, including bedrock
Rare or not present
Occasional, causing cross currents
Moderately frequent and occasionally
Frequent and often unstable, causing a
outcrops, armor layer, 1WD jams, grade
and minor bank and bottom erosion
unstable obstructions, cause notimabte
continual shift of sediment and flow,
control, bridge bed paving, revetments,
erosion of the channel. Considerable
Traps are easily filled, causing channel
dikes or vanes, riprap
sediment accumulation behind
to migrate andlor widen
obstructions
1 15 10 1 '( �7
loy, f, I Arfl7 41e() (Z_ AJ)J

Stahilitv Indinalor Exi-011pint (1 .3 1 Good (4 - 61 Fair (7 - 91 Poor (10 -12) Score
8. Bank soil texture and coherence
Clay and silty clay; cohesive material
Clay loam to sandy clay loam; minor
Sandy clay to sandy loam;
Loamy sand to sand; noncohosive
amounts of nonechesive or
unconsolidated mixtures of glacial or
material; unconsoHdated mixtures of
unconsolidated mixtures; layers may
other materials; small layers and lenses
glacial or other materials; layers of
exist, but are cohesive materials
of noncohosive or unconsolidated
lenses that Include noncohesive sands
mixtures
and gravels
9. Average bank slope angle (where
Bank slopes a 3K1V (18') for
Bank slopes up to 2H:1 V (27') in
Bank slopes to 1H:1V (45') in
Bank slopes over 45' in nonochesive or
90* is a vertical bank)
noncorrosive or unconsolidated
noncorrosive or unconsolidated
noncohosive or unconsolidated
unconsolidated materials or over 60' in
materials to < 1:1 (45*) in clays on
materials to 0,8:1 (50') In clays an
materials to 0.61 (60') in clays
clays common on one or both banks
both sides
one or occasionally both banks
common on one or both banks
10, Vegetative or engineered bank
Wide band of woody vegetation with
Medium band of woody vegetation
Small band of woody vegetation with 50
Woody vegetation band may very
protection
at least 90% density and cover,
with 70-90% plant density and cover.
70% plant density and cover. A
depending an age and health with less
Primarily hard wood, leafy, deciduous
A majority of hard wood, leafy,
majority of softwood, piney, coniferous
than 50% plant density and cover.
trees with mature, healthy, and
deciduous trees with maturing,
trees with young or old vegetation
Primarily softwood, piney, coniferous
diverse vegetation located on the
diverse vegetation located on the
lacking in diversity located an or near
trees with very young, old and dying,
bank. Woody vegetation oriented
bank. Wood vegetation oriented 80-
the top of bank. Woody vegetation
and/or moniestand vegetation located aft
vertically. In absence of vegetation,
90% from horizontal with minimal root
oriented at 70-80% from horizontal,
of the bank. Woody vegetation oriented
both banks are lined or heavily
exposure. Partial lining or armoring of
often with evident root exposure. No
at less than 7C% from horizontal with
armored
one or both banks
lining of banks, but some armoring may
extensive root exposure. No lining or
be in place on one bank
armoring of banks
11. Bank cutting
Little or none evident.. Infrequent raw
Some intermittently along channel
Significant and frequent on both banks.
Almost continuous cuts on both banks,
banks, insignificant percentage of tots
bends and at prominent constrictions.
Raw banks comprise large portion of
some extending over most of the banks.
bank
Raw banks comprise minor portion of
bank in vertical direction- Root mat
Undercutting and sod-root overhangs
bank in vertical direction
overhangs
12. Mass wasting or bank failure
No or little evidence of potential or
Evidence of infrequent and/or minor
Evidence of frequent and/or significant
Frequent and extensive mass wasting,
visor small amounts of mass wasting,
mass wasting. Mostly healed over
occurrences of mass wasting that can
The potential for bank failure, as
Uniform channel width over the entire
with vegetation. Relatively constant
be aggravated by higher flows, which
evidenced by tension cracks, massive
reach
channel width and minimal scalloping
may muse undercutting and mass
undercuttings, and bank slumping is
of banks
wasting of unstable banks. Channel
considerable, Channel width is highly
width quite irregular, and scalloping of
irregular, and banks are scalloped
banks is evident
13. Upstream distance to bridge from
More than 35 m; bridge is well-aligned
20-35 m; bridge is aligned with flow
10-20 m; bridge is skewed to flow, or
Less than 10 m; bridge is poorly aligned
meander impact point and alignment
with river flow
flow alignment is otherwise not centerec
with flow
beneath bridge
H = horizontal, V = vertical, I's = fraction of sand, 5 = slope, wly = wicitri-to-depth ratio
Total Score -7-S

Stream: MIL
Reach: Zf
Date:
Weather:
Location:
Stability Indicator Excellent (11 -3 ) Good (4 - 6)
Observers: AS � E
Project r49.1
Drainage Area:
Stream Type:
Fair (7 - 9)
Poor (10. 12) Score
1. Watershed and flood plain activity
Stable, forested, undisturbed
Occasional minor disturbances in the
Frequent disturbances in the
Continual disturbances in the
and characteristics
watershed
watershed, including cattle activity
watershed, including cattle activity,
watershed. Significant cattle activity,
(grazing and/or access to stream),
landslides, channel send or gravel
landslides, channel sand or gravel
construction, logging, or other minor
mining, logging, farming, or
mining, logging, farming, or construction
deforestation. Limited agricultural
construction of buildings, roads, or
of buildings, roads, or other
activities
other infrastructure. Urbanization over
infrastructure. Highly urbanized or
significant portion of watershed
rapidly urbanizing watershed
2. Flow habit
Perennial stream with no flashy
Perennial stream or ephemeral first-
Perennial or intermittent stream with
Extremely flashy; flash floods prevalent
behavior
order stream with slightly increased
flashy behavior
mode of discharge; ephemeral stream
rate of flooding
other than first-order stream
3. Channel pattern
Straight to meandering with low
Meandering, moderate radius of
Meandering with some braiding;
Braided; primarily bed load: engineered
radius of curvature; primarily
suspended load
curvature; mix of suspended and bed
loads; well-maintained engineered
tortuous meandering; primarily bed
load; poorly maintained engineered
channel that is maintained
channel
channel
3. Channel pattern (revised)
No evidence of channelization.
Appears to have previously been
Appears to have previously been
Appears to have previously been
Meandering, stable channel or
channelized. Stream Is relatively
channelized. Stream is actively
channelized. Stream is actively
straight (step-pool system, narrow
stable. Channel has some meanders
adjusting (meandering); localized
adjusting (laterally and/or vertically) with
valley), stable channel,
due to previous channel adjustment.
areas of instability and/or erosion
few bends. Straight, unstable reach.
around bends. Straightened, stable
channel.
4. Entrenchment/ channel confinement
Active flood plain exists at top of
Active flood plain abandoned, but is
Moderate confinement in valley or
Knickpoints visible downstream;
banks: no sign of undercutting
currently rebuilding; minimal channel
channel walls; some exposure of
exposed water lines or other
infrastructure; no levees
confinement; Infrastructure not
infrastructure; terraces exist; flood
infrastructure; channel- width -to- top -of-
exposed; levees are low and set well
plain abandoned; levees are moderate
banks ration small: deeply confined; no
back from the river
In size and have minimal setback from
active flood plain; levees are high and
the river
along the channel edge
5. Bed material
Assorted sized tightly packed,
Moderately packed With some
Loose assortment with no apparent
Very loose assortment with no packing,
Fs = approximate portion of sand in the
overlapping, and possibly imbricated.
overlapping. Very small amounts of
overlap. Small to medium amounts of
Large amounts of material < 4 mm. Fs
bed
Most material > 4 mm. Fe < 20%
material < 4 mm. 20 < Fs < 6(r/b
material < 4 mm. 50 < Fs < 700%
> 70%
6. Bar development
For S < 0.02 and wly > 12, bars are
For S < 0.02 and wly > 12, bars
For S < 0.02 and wly > 12, bar Wrift
Bar Widths are generally greater than
mature, narrow relative to stream
may have vegetation and/or be
tend to be wide and composed of
112 the stream width at low flow. Bars
width at low few, well-vegetated,
composed of coarse gravel to
newly deposited coarse sand to small
are composed of extensive deposits of
and composed of coarse gravel to
cobbles, but minimal recent growth of
cobbles and/or may be sparsely
fine particles up to coarse gravel with
cobbles, For S > 0,02 and W`y are <
bar evident by lack of vegetation
vegetated. Bars forming for S > 0,02
little to no vegetation. No bars for 5 <
12, no bars are evident
on portions of the bar. For S > 0.02
and wly 4 12
0.02 and w/y > 12
and wly <12, no bars are evident
7. Obstructions, including bedrock
Rare or not present
Occasional, causing cross currents
Moderately frequent and occasionally
Frequent and often unstable, causing a
outcrops, armor layer, LWD jams,
and minor bank and bottom erosion
unstable obstructions, cause
continual shift of sediment and flow.
grade control, bridge bed paving,
noticeable erosion of the channel.
Traps are easily filled, causing channel
revetments, dikes or vanes, riprap
Considerable sediment accumulation
to migrate and/or widen
behind obstructions
r,J(t;
SP'-J P )- "_-
T6 61-S )

.qt.qhilitv Indir-Atinr FYrAIIAnf 11 -3 1 Good (4 - 61 Fair (7 - 91 Poor (10 -121 Score
8, Bank soil texture and coherence
Clay and silty clay: cohesive material
Clay loam to sandy clay loam; minor
Sandy clay to sandy loam;
Loamy sand to sand; noncohesive
amounts of noncohesive or
unconsolidated mixtures of glacial or
material; unconsolidated mixtures of
unconsolidated mixtures; layers may
other materials; small layers and
glacial or other materials; layers of
exist, but are cohesive materials
lenses of noncohesive or
lenses that include noncohesive sands
unconsolidated mixtures
and gravels
S. Average bank slope angle (where
Bank slopes < 31-11V (18*) for
Bank slopes up to 2H:1V (27*) in
Bank slopes to I H:1 V (45*) in
Bank slopes over 45' in noncohesive or
90' is a vertical bank)
noncohesive or unconsolidated
noncohesive or unconsolidated
noncohesive or unconsolidated
unconsolidated materials or over 601 in
materials to < 1:1 (45') in clays on
materials to 0,8:1 (50') in clays on
materials to 0.61 (60') in clays
clays common on one or both banks
both sides
one or occasionally both banks
common on one or both banks
10. Vegetative or engineered bank
Wide band of woody vegetation with
Medium band of woody vegetation
Small band of woody vegetation with
Woody vegetation band may vary
protection
at least 90% density and cover.
with 70-90% plant density and cover,
50-70% plant density and cover. A
depending on age and health with less
Primarily hard wood, leafy, deciduous
A majority of hard wood, leafy,
majority of soft wood, piney, coniferous
than 50% plant density and cover.
trees with mature, healthy, and
deciduous trees with maturing,
trees with young or old vegetation
Primarily soft wood, piney, coniferous
diverse vegetation located an the
bank. Woody vegetation oriented
diverse vegetation located on the
bank. Wood vegetation oriented 80-
lacking in diversity located on or near
the top of bank. Woody vegetation
trees with very young, old and dying,
and/or monostand vegetation located
vertically. In absence of vegetation,
90% from horizontal with minimal root
oriented at 70-60% from horizontal,
off of the bank. Woody vegetation
both banks are lined or heavily
exposure. Partial lining or armoring
often with evident root exposure. No
oriented at less than 70% from
armored
of one or both banks
lining of banks, but some armoring
horizontal with extensive root exposure.
may be in place on one bank
No lining or armoring of banks
11. Bank cutting
Little or none evident. Infrequent raw
Some intermittently along channel
Significant and frequent on both banks.
Almost continuous cuts on both banks,
banks, insignificant percentage of
bends and at prominent constrictions.
Raw banks comprise large portion of
some extending over most of the
total bank
Raw banks comprise minor portion of
bank in vertical direction. Root mat
banks. Undercutting and sod-root
bank in vertical direction
overhangs
overhangs
12. Mass wasting or bank failure
No or little evidence of potential or
Evidence of infrequent and/or minor
Evidence of frequent and/or significant
Frequent and extensive mass wasting.
very small amounts of mass wasting.
mass wasting. Mostly healed over
occurrences of mass wasting that can
The potential for bank failure, as
Uniform channel width over the entire
with vegetation. Relatively constant
be aggravated by higher flows, which
evidenced by tension cracks, massive
reach
channel width and minimal scalloping
may cause undercutting and mass
undercuttings, and bank slumping is
of banks
wasting of unstable banks. Channel
considerable. Channel width is highly
X
width quite irregular, and scalloping of
irregular, and banks are scalloped
banks is evident
13. Upstream distance to bridge from
More than 35 m: bridge is well-
20-35 m; bridge is aligned with flow
10-20 m; bridge is skewed to flow, or
Less than 10 m; bridge is poorly aligned
meander impact point and alignment
aligned with river flow
flow alignment is otherwise not
with flow
centered beneath bridge
H = horizontal, V = vertical, Fs = fraction at sand, b = slope, wry =,mam-to-aeptri ratio -75
Total Score

Stream: W_
Reach:-
Date;
Location:
Observers:
Drainage Area:
Stream Type:
Stabilltv Indicator Excellent (1 -3 ) Good (4 - 61 Fair (7 - 9) Poor (1 0 -12) Score
1. Watershed and flood plain activity
Stable, forested, undisturbed
Occasional minor disturbances in the
Frequent disturbances in the
Continual disturbances in the
and characteristics
watershed
watershed, including cattle activity
watershed, including cattle activity,
watershed. Significant rattle activity,
(grazing and/or access to stream),
landslides, channel sand or gravel
landslides, channel sand or gravel
construction, logging, or other minor
deforestation. Limited agricultural
mining, logging, farming, or
construction of buildings, roads, or
mining, logging, farming, or construction
of buildings, roads, or other
activities
other infrastructure. Urbanization over
infrastructure. Highly urbanized or
significant portion of watershed
rapidly urbanizing watershed
2. Flow habit
Perennial stream with no flashy
Perennial stream or ephemeral first-
Perennial or intermittent stream with
Extremely flashy; flesh floods prevalent
behavior
order stream with slightly increased
flashy behavior
mode of discharge; ephemeral stream
rate of flooding
other than first-order stream
3. Channel pattern
Straight to meandering with low
Meandering, moderate radius of
Meandering with some braiding;
Braided; primarily bed load; engineered
radius of curvature; primarily
curvature; mix of suspended and bed
tortuous meandering; primarily bed
channel that is maintained
suspended load
toads; well-maintained engineered
load; poorly maintained engineered
channel
channel
3. Channel pattern (revised)
No evidence of channelization.
Appears to have previously been
Appears to have previously been
Appears to have previously been
Meandering, stable channel or
channelized. Stream is relatively
channelized. Stream is actively
channelized. Stream is actively
straight (step-pool system, narrow
stable. Channel has some meanders
adjusting (meandering); localized
adjusting (laterally and/or vertically) with
valley), stable channel,
due to previous channel adjustment,
areas of instability and/or erosion
few bends. Straight, unstable reach.
around bends. Straightened, stable
channel.
4. Entrenchment/ channel confinement
Active flood plain exists at top of
Active flood plain abandoned, but is
Moderate confinement in valley or
Krickpoints visible downstream;
banks; no sign of undercutting
currently rebuilding; minimal channel
channel wells; some exposure of
exposed water lines or other
infrastructure; no levees
confinement; infrastructure not
infrastructure; terraces exist; flood
infrastructure; channet-width-to-top-of-
Gxposed: levees are tow and set well
plain abandoned; levees are moderate
banks ration small; deeply confined; no
back from the river
in size and have minimal setback from
active flood plain; levees are high and
the river
along the channel edge
5. Bed material
Assorted sized tightly packed,
Moderately packed with some
Loose assortment with no apparent
Very loose assortment with no packing.
Fs = approximate portion of sand in the
overlapping, and possibly imbricated.
overlapping. Very small amounts of
overlap. Small to medium amounts of
Large amounts of material < 4 mm. Fs
bed
Most material > 4 mm. Fs < 20%
material < 4 mm. 20 < Fs < 50%
material < 4 mm. 50 < Fs < 70%
> 70%
6. Bar development
For S<0.02 and w1y>12, bars are
For S < 0.02 and w/y > 12, bars
For S < 0.02 and w/y > 12, bar widths
Bar widths are generally greater than
mature, narrow relative to stream
may have vegetation and/or be
tend to be wide and composed of
112 the stream width at low flow. Bars
width at low flow, well-vegetated,
composed of coarse gravel to
newly deposited coarse sand to small
are composed of extensive deposits of
and composed of coarse gravel to
cobbles, but minimal recent growth of
cobbles and/or may be sparsely
fine particles up to coarse gravel with
cobbles, For S > 0.02 and w/y are <
bar evident by lack of vegetation
vegetated. Bars forming for S > 0.02
little to no vegetation. No bars for S <
12, no bars are evident
on portions of the bar, For S > 0.02
and Wy < 12
0.02 and w/y > 12
and w/y <12, no bars are evident
7, Obstructions, including bedrock
Rate or not present
Occasional, causing cross currents
Moderately frequent and occasionally
Frequent and often unstable, causing a
outcrops, armor layer, LWO jams,
and minor bank and bottom erosion
unstable obstructions, cause
continual shift of sediment and flow.
grade control, bridge bed paving,
noticeable erosion of the channel.
Traps are easily filled, causing channel
revelments, dikes or vanes, riprap
Considerable sediment accumulation
to migrate and/or widen
behind obstructions
no

Rfahilitv Intfinatnr Excellent (1 -3 1 Good (4 - 61
NFIMMI
Poor (10 -12) Score
8. Bank soil texture and coherence
Clay and silty clay; cohesive material
Clay loam to sandy clay loam; minor
Sandy clay to sandy loam;
Loamy sand to sand; noncohesive
amounts of noncohesive or
unconsolidated mixtures of glacial or
material; unconsolidated mixtures of
unconsolidated mixtures; layers may
other materials; small layers and
glacial or other materials; layers of
exist, but are cohesive materials
lenses of noncohesive or
lenses that include noncohesive sands
unconsolidated mixtures
and gravels
9. Average bank slope angle (where
Bank slopes < 3H:1V (18') for
Bank slopes up to 2H:1V (27*) in
Bank slopes to 1H:1V (45) in
Bank slopes over 45* in noncohesive or
901 is a vertical bank)
noncohesive or unconsolidated
noncohesive or unconsolidated
noncohesive or unconsolidated
unconsolidated materials or over 60' in
materials to < 1:1 (451) in clays on
materials to 0.8:1 (60*) in clays on
materials to 0.6:1 (60') in clays
clays common an one or both banks
both sides
one or occasionally both banks
common on one or both banks
10. Vegetative or engineered bank
Wide band of woody vegetation with
Medium band of woody vegetation
Small band of woody vegetation with
Woody vegetation band may vary
protection
at least 90% density and cover.
with 70-90% plant density and cover.
50-70% plant density and cover. A
depending on age and health with less
Primarily hard wood, leafy, deciduous
A majority of hard wood, leafy,
majority of soft wood, piney, coniferous
than 50% plant density and cover,
trees with mature, healthy, and
deciduous trees with maturing,
trees with young or old vegetation
Primarily softwood, piney, coniferous
diverse vegetation located on the
diverse vegetation located on the
lacking in diversity located on or near
trees with very young, old and dying,
bank. Woody vegetation oriented
bank. Wood vegetation oriented OD-
the top of bank. Woody vegetation
and /or monostand vegetation located
vertically. In absence of vegetation.
90% from horizontal with minimal root
oriented at 70-80% from horizontal,
off ol' the bank. Woody vegetation
both banks are lined or heavily
exposure. Partial lining or armoring
often with evident root exposure. No
oriented at less than 70% from
armored
of one or both banks
lining of banks, but some armoring
horizontal with extensive root exposure.
may be in place on one bank
No lining or armoring of banks
11. Bank cutting
Little or none evident. Infrequent raw
Some intermittently along channel
Significant and frequent on both banks.
Almost continuous cuts on both banks,
banks, insignificant percentage of
bends and at prominent constrictions.
Raw banks comprise large portion of
some extending over most of the
total bank
Raw banks comprise minor portion of
bank in vertical direction. Root mat
banks. Undercutting and sod-root
bank in vertical direction
overhangs
overhangs
12. Mass wasting or bank failure
No or little evidence of potential or
Evidence of infrequent and/or minor
Evidence of frequent and/or significant
Frequent and extensive mass wasting.
very small amounts of mass wasting,
mass wasting. Mostly healed over
occurrences of mass wasting that can
The potential for bank failure, as
Uniform channel width over the entire
with vegetation. Relatively constant
be aggravated by higher flows, which
evidenced by tension cracks, massive
reach
channel width and minimal scalloping
may cause undercutting and mass
undercuffings, and bank slumping is
of banks
wasting of unstable banks. Channel
considerable. Channel width is highly
width quite irregular, and scalloping of
irregular, and banks are scalloped
banks is evident
13. Upstream distance to bridge from
More than 36 m; bridge is well-
20-35 m; bridge is aligned with flow
10-20 m; bridge is skewed to flow, or
Less than 10 m; bridge is poorly aligned
meander impact point and alignment
aligned with river flow
flow alignment I. otherwise not
with flow
centered beneath bridge
H = horizontal, V = vertical, Fs = fraction of sand, 6 = slope, wty = wimri-to-oe rat*
Total Score
V L
2

Stream M =
Reach: 15 4, ( 'D {b - jr, U3 D'062
Date: (x-Z-l-Z0I-L_
Weather: -
Stabilltv Indicator Excellent H -31 Good 14 - 61
Observers: (S
Project:
Drainage Area:
Stream Type:
Fair (7 - 91
Poor (10. 121 Score
1, Watershed and flood plain activity
Stable, forested, undisturbed
Occasional minor disturbances in the
Frequent disturbances in the
Continual disturbances in the
and characteristics
watershed
watershed, including cattle activity
watershed, including cattle activity,
watershed. Significant cattle activity,
(grazing andlor access to stream),
landslides, channel sand or gravel
landslides, channel-sand or gravel
construction, logging, or other minor
mining, logging, farming, or
mining, logging, farming, or construction
deforestation. Limited agricultural
construction of buildings, roads, or
of buildings, roads, or other
activities
other infrastructure. Urbanization over
infrastructure. Highly urbanized or
significant portion of watershed
rapidly urbanizing watershed
2. Flow habit
Perennial stream With no flashy
Perennial stream or ephemeral first-
Perennial or intermittent stream with
Extremely flashy; flash floods prevalent
behavior
order stream with slightly increased
flashy behavior
mode of discharge; ephemeral stream
rate of flooding
other than first-order stream
3, Channel pattern
Straight to meandering with low
Meandering, moderate radius of
Meandering with some braiding;
Braided; primarily bed load; engineered
radius of curvature; primarily
curvature; mix of suspended and bed
tortuous meandering; primarily bed
channel that is maintained
suspencledload
loads: well-maintained engineered
load; poorly maintained engineered
channel
channel
3. Channel pattern (revised)
No evidence of channefization.
Appears to have previously been
Appears to have previously been
Appears to have previously been
Meandering, stable channel or
channelized. Stream is relatively
channelized. Stream is actively
channellzed. Stream is actively
straight (step-pool system, narrow
stable. Channel has some meanders
adjusting (meandering); localized
adjusting (laterally andlor vertically) wi ith
valley), stable channel.
due to previous channel adjustment.
areas of instability and/or erosion
few bends. Straight, unstable reach
around bends. Straightened, stable
channel,
4. Entrenchment/ channel confinement
Active flood plain exists at top of
Active flood plain abandoned, but is
Moderate confinement in valley or
Knickpoints visible downstream;
banks; no sign of undercutting
currently rebuilding; minimal channel
channel wells; some exposure of
exposed water lines or other
infrastructure; no levees
confinement; infrastructure not
infrastructure; terraces exist; flood
infrastructure; channel- width -to- top -of-
exposed; levees are low and set well
plain abandoned: levees are moderate
banks ration small; deeply confined, no
back from the river
in size and have minimal setback from
active flood plain; levees are high and
the river
along the channel edge
5. Bed material
Assorted sized tightly packed,
Moderately packed with some
Loose assortment with no apparent
Very loose assortment with no packing.
Fs a approximate portion of sand in the
overlapping, and possibly imbricated.
overlapping. Very small amounts of
overlap. Small to medium amounts at
Large amounts of material < 4 mm. Fs
bed
Most material > 4 mm. Fs < 20%
material < 4 mm. 20 < Fs < 50%
material < 4 mm. 50 < Fs < 70%
> 70%
6. Bar development
Far S<0.02 and wjy>12, bars are
For ScO.02 and wly >12, bars
For S < 0,02 and wly > 12, bar widths
Bar widths are generally greater than
mature, narrow relative to stream
may have vegetation and/or be
tend to be wide and composed of
112 the stream width at low flow. Bars
width at low flow, welt-vegetated,
composed of coarse gravel to
newly deposited coarse sand to small
are composed of extensive deposits of
and composed of coarse gravel to
cobbles, but minimal recent growth of
cobbles andlor may be sparsely
fine particles up to coarse gravel with
Cj
cobbles. For S > 0.02 and wly are <
bar evident by lack of vegetation
vegetated. Bars forming for 5 > 0.02
little to no vegetation. No bars for S <
12, no bars are evident
an portions of the bar. For S > 0L02
and wly < 12
0.02 and wity > 12
and wly <12, no bars are evident
7. Obstructions, including bedrock
Rare or not present
Occasional, causing cross currents
Moderately frequent and occasionally
Frequent and often unstable, causing a
outcrops, armor layer, LWD jams,
and minor bank and bottom erosion
unstable obstructions, cause
continual shift of sediment and flow.
grade control, bridge bed paving,
noticeable erosion of the channel.
Traps are easily filled, causing channel
revetments, dikes or vanes, r1prap,
Considerable sediment accumulation
to migrate and/or widen
behind obstructions
C41,
C)c
C
'DVVX'__ /jet S

ststili+.' Indi-nbw pyrallanif 11 -11 Arind 14 - 61 Fair (7 - 91 Poor (110 -12) Score
8. Bank soil texture and coherence
Clay and silty clay; cohesive material
Clay loam to sandy clay loam; minor
Sandy clay to sandy loam;
Loamy sand to sand; noncohesive
amounts of noncohesive or
unconsolidated mixtures of glacial or
material; unconsolidated mixtures of
unconsolidated mixtures; layers may
other materials; small layers and
glacial or other materials; layers of
exist, but are cohesive materials
lenses of noncohesive or
lenses that include noncohesive sands
unconsolidated mixtures
and gravels
9. Average bank slope angle (where
Bank slopes < 3H:1V (18') for
Bank slopes up to 2H:1V (27*) in
Bank slopes to I HAV (45') in
Bank slopes over 451 in noncohesive or
90' is a vertical bank)
noncohesive or unconsolidated
noncohesive or unconsolidated
noncohesive or unconsolidated
unconsolidated materials or over 60' in
materials to < 1:1 (45*) in clays on
materials to 0,8:1 (50*) in clays on
materials to 0.6:1 (601) in clays
clays common on one or both banks
both sides
one or occasionally both banks
common on one or both banks
10. Vegetative or engineered bank
Wide band of woody vegetation with
Medium band of woody vegetation
Small band of woody vegetation with
Woody vegetation band may vary
protection
at least 90% density and cover.
with 70-90% plant density and cover.
50-70% plant density and cover. A
depending on age and health with less
Primarily hard wood, leafy, deciduous
A majority of hard wood, leafy,
majority of soft wood, piney, coniferous
than 50% plant density and cover.
trees with mature, healthy, and
deciduous trees with maturing,
trees with young or old vegetation
Primarily softwood, piney, coniferous
diverse vegetation located on the
diverse vegetation located on the
lacking in diversity located on or near
trees with very young, old and dying,
bank. Woody vegetation oriented
bank. Wood vegetation oriented 80-
the top of bank. Woody vegetation
and/or moncistand vegetation located
vertically. In absence ot'vegetation,
90% from horizontal with minimal root
oriented at 70-80% from horizontal,
off of the bank. Woody vegetation
both banks are lined or heavily
exposure. Partial lining or armoring
often with evident root exposure. No
oriented at less than 70% from
armored
of one or both banks
lining of banks, but some armoring
horizontal with extensive root exposure,
may be in place on one bank
No lining or armoring of banks
11. Bank cutting
Little or none evident, Infrequent raw
Some intermittently along channel
Significant and frequent on both banks.
Almost continuous cuts on both banks,
banks, insignificant percentage of
bends and at prominent constrictions.
Raw banks comprise large portion of
some extending over most of the
total bank
Raw banks comprise minor portion of
bank in vertical direction.' Root mat
banks. Undercutting and sod-root
bank in vertical direction
overhangs
overhangs
12. Mass wasting or bank failure
No or little evidence of potential or
Evidence of infrequent and/or minor
Evidence of frequent and/or significant
Frequent and extensive mass wasting.
very small amounts of mass wasting.
mass wasting. Mostly healed over
occurrences of mass wasting that can
The potential for bank failure, as
Uniform channel width over the entire
with vegetation. Relatively constant
be aggravated by higher flows, which
evidenced by tension cracks, massive
reach
channel width and minimal scalloping
may cause undercutting and mass
undercuffings, and bank slumping is
of banks
wasting of unstable banks. Channel
considerable. Channel width is highly
width quite irregular, and scalloping of
irregular, and banks are scalloped
banks is evident
13- Upstream distance to bridge from
More than 35 m, bridge is well-
20-35 m; bridge is aligned with flow
10-20 m; bridge is skewed to flow, or
Less than 10 m; bridge is poorly aligned
meander impact point and alignment
aligned with river flow
flow alignment is otherwise not
with flow
I
centered beneath bridge
H = horizontal, V = vertical, rs = traction or sang. z> = slope, wry = wimn-w-uuPul tdW
Total Score
8

Stream: M?_=
Reach: 0?.40CII (0
Date 11, 4 - 14 - 1.1 (3 111,
Weather:
Location:
0 _MII ' C-11-4 14 _'% 1 rllnrl iA - At
Observers: 112, A5, LA
Protect:
Drainage Area:
Stream Tvpe:
Fair 17 - 91
Poor (10 -121 Score
1. Watershed and flood plain activity
Stable, forested, undisturbed
Occasional minor disturbances in the
Frequent disturbances in the
Continual disturbances in the
and characteristics
watershed
watershed, including cattle activity
watershed, including cattle activity,
watershed. Significant cattle activity,
(grazing and /or access to stream),
landslides, channel sand or gravel
landslides, channel sand or gravel
construction, logging, or other minor
mining, logging, farming, or
mining, logging, farming, or construction
deforestation. Limited agricultural
construction of buildings, roads, or
of buildings, roads, or other
activities
other infrastructure. Urbanization over
infrastructure. Highly urbanized or
significant portion of watershed
rapidly urbanizing watershed
2. Flow habit
Perennial stream With no flashy
Perennial stream or ephemeral first-
Perennial or intermittent stream with
Extremely flashy: lash floods prevalent
behavior
order stream With slightly increased
flashy behavior
mode of discharge; ephemeral stream
rate of flooding
other than first-order stream
3. Channel pattern
Straight to meandering with low
Meandering, moderate radius of
Meandering with some braiding;
Braided; primarily bed load; engineered
radius of curvature: primarily
curvature; mix of suspended and bed
tortuous meandering: primarily bad Johanna[
that is maintained
suspended load
loads; well-maintained engineered
load; poorly maintained engineered
channel
channel
3. Channel pattern (revised)
No evidence of channelization.
Appears to have previously been
Appears to have previously been
Appears to have previously been
Meandering, stable channel or
channelized. Stream is relatively
channelized. Stream is actively
channelized. Stream is actively
straight (step-pool system, narrow
stable, Channel has some meanders
adjusting (meandering); localized
adjusting (laterally and/or vertically) with
valley), stable channel.
due to previous channel adjustment.
areas of instability and/or erosion
few bends. Straight, unstable reach,
around bends. Straightened, stable
channel.
4. Entrenchmentl channel confinement
Active flood plain exists at top of
Active flood plain abandoned, but is
Moderate confinement in valley or
Knickpoints visible downstream;
banks; no sign of undercutting
currently rebuilding; minimal channel
channel walls; some exposure of
exposed water lines or other
infrastructure; no levees
confinement; infrastructure not
infrastructure; terraces exist; flood
infrastructure; channel-Width-to-top-of-
exposed; levees are low and set well
plain abandoned; levees are moderate
banks ration small; deeply confined, no
back from the river
in size and have minimal setback from
active flood plain; levees are high and
the river
along the channel edge
5. Bed material
Assorted sized tightly packed,
Moderately packed with some
Loose assortment with no apparent
Very loose assortment With no packing,
Fs = approximate portion of sand in the
overlapping, and possibly imbricated.
overlapping. Very small amounts of
overlap. Small to medium amounts of
Large amounts of material < 4 mm, FS
bed
Most material > 4 mm. Fs < 20%
material < 4 mm. 20 < Fs < 50%
material < 4 mm. 50 < Fs < 70%
> 70%
B. Bar development
For S<D.02 and wIy>12, bars are
For S<0.02 and wIy>12, bars
For 8 < 0,02 and wly > 12, bar widths
Bar widths are generally greater than
mature, narrow relative to stream
may have vegetation and/or be
tend to be wide and composed of
112 the stream width at low flow. Bars
width at low flow, well-vegetated,
composed of coarse gravel to
newly deposited coarse sand to small
are composed of extensive deposits of
and composed of coarse gravel to
cobbles, but minimal recent growth of
cobbles and/or may be sparsely
fine particles up to coarse gravel with
cobbles. For S > 0.02 and wty are <
bar evident by lack of vegetation
vegetated. Bars forming for S > 0.02
little to no vegetation. No bars for S <
12, no bars are evident
on portions of the bar. For S > 0,02
and wry < 12
0.02 and wiy > 12
and w/y <12, no bars are evident
7. Obstructions, including bedrock
Rare or not present
Occasional, causing cross currents
Moderately frequent and occasionally
Frequent and often unstable, causing a
outcrops, armor layer, LWD jams,
and minor bank and bottom erosion
unstable obstructions, cause
continual shift of sediment and flow.
grade control, bridge bed paving,
noticeable erosion of the channel.
Traps are easily filled, causing channel
revatments, dikes or vanes, r1prap
Considerable sediment accumulation
to migrate and/or Widen
behind obstructions
S�Dm e

Qf�hilifm lneli—f— Fu 11—f (4 ft I t4nnef Id - At Fair f7 - 91 Poor (10 - 121 Score
8. Bank soil texture and coherence
Clay and silty clay; cohesive material
Clay loam to sandy clay loam; minor
Sandy clay to sandy loam;
Loamy sand to sand; noncohesive
amounts of noncohesive or
unconsolidated mixtures of glacial or
material; unconsolidated mixtures of
unconsolidated mixtures; layers may
other materials; small layers and
glacial or other materials; layers of
exist, but are cohesive materials
lenses of noncohesive or
lenses that include noncohesive sands
unconsolidated mixtures
and gravels
9. Average bank slope angle (where
Bank slopes < 3HAV (18') for
Bank slopes up to 2HAV (27*) in
Bank slopes to 1 HAV (45') in
Bank slopes over 45* in noncohesive or
90' is a vertical bank)
noncohesive or unconsolidated
noncohesive or unconsolidated
noncohesive or unconsolidated
unconsolidated materials or over 80* in
materials to < 1:1 (451) in clays an
materials to 0,8:1 (501) in clays an
materials to 0X1 (60*) in clays
clays common on one or both banks
both sides
one or occasionally both banks
common on one or both banks
10. Vegetative or engineered bank
Wide band of woody vegetation with
Medium band of woody vegetation
Small band of woody vegetation with
Woody vegetation band may very
protection
at least 90% density and cover.
with 70-90% plant density and cover.
50-70% plant density and cover. A
depending on age and health with less
Primarily hard wood, leafy, deciduous
A majority of hard wood, leafy,
majority of soft wood, piney, coniferous
than 50% plant density and cover.
trees with mature, healthy, and
deciduous trees with maturing,
trees with young or old vegetation
Primarily softwood, piney, coniferous
diverse vegetation located on the
diverse vegetation located on the
lacking in diversity located on or near
trees with very young, old and dying,
bank, Woody vegetation oriented
bank. Wood vegetation oriented 80-
the top of bank. Woody vegetation
and/or moncistand vegetation located
vertically. In absence of vegetation,
90% from horizontal with minimal root
oriented at 70-80% from horizontal,
off of the bank. Woody vegetation
both banks are lined or heavily
exposure. Partial lining or armoring
often with evident root exposure. No
oriented at less than 70% from
armored
of one or both banks
lining of banks, but some armoring
horizontal with extensive root exposure.
may be In place on one bank
No lining or armoring of banks
11. Bank cutting
Little or none evident. Infrequent raw
Some intermittently along channel
Significant and frequent on both banks.
Almost continuous cuts on both banks,
banks, insignificant percentage of
bends and at prominent constrictions.
Raw banks comprise large portion of
some extending over most of the
total bank
Raw banks comprise minor portion of
bank in vertical direction. Root mat
banks. Undercutting and sod -root
bank in vertical direction
overhangs
overhangs
12. Mass wasting or bank failure
No or little evidence of potential or
Evidence of infrequent and/or minor
Evidence of frequent and/or significant
Frequent and extensive mass wasting.
very small amounts of mass wasting.
mass wasting. Mostly healed over
occurrences of mass wasting that can
The potential for bank failure, as
Uniform channel width over the entire
with vegetation. Relatively constant
be aggravated by higher flows, which
evidenced by tension cracks, massive
reach
channel width and minimal scalloping
may cause undercutting and mass
undercuttings, and bank slumping is
of barks
wasting of unstable banks. Channel
considerable. Channel width is highly
width quite irregular, and scalloping of
irregular, and banks are scalloped
banks is evident
13. Upstream distance to bridge from
More than 35 in; bridge is well-,
20 -35 m; bridge is aligned with flow
10-20 m; bridge is skewed to flow, or
Less than 10 m; bridge is poorly aligned
meander impact point and alignment
aligned with river flow
flow alignment is otherwise not
with flow
centered beneath bridge
H = horizontal, V = vertical, vs = traction or sana, b = slope, wry = mum-10-Geptil ratio Cr5
Total Score

Muddy Run II
Highway 111 /Ludie Brown Road
Chinquapin, NC 28521
Inquiry Number: 3337526.6s
June 05, 2012
440 Wheelers Farms Road
www.edrnet.comt.com Milford, CT 06461
(rEDRO E nvironmental Data Resources Inc Toll Free:
FORM - BAT -RIH

TABLE OF CONTENTS
SECTION
PAGE
Executive Summary------------------------------------------------- - - - - -- ES1
Overview Map----------------------------------------------------- - - - - -- 2
DetailMap-------------------------------------------------------- - - - - -- 3
Map Findings Summary---------------------------------------------- - - - - -- 4
MapFindings------------------------------------------------------ - - - - -- 7
Orphan Summary--------------------------------------------------- - - - - -- 8
Government Records Searched /Data Currency Tracking- - - - - - - - - - - - - - - - - - - - - - - - - - GRA
GEOCHECK ADDENDUM
Physical Setting Source Addendum------------------------------------- - - - - -. A -1
Physical Setting Source Summary-------------------------------------- - - - - -- A -2
Physical Setting Source Map------------------------------------------ - - - - -- A -7
Physical Setting Source Map Findings---------------------------------- - - - - -- A -8
Physical Setting Source Records Searched------------------------------- - - - - -. A -9
Thank you for your business.
Please contact EDR at 1- 800 - 352 -0050
with any questions or comments.
Disclaimer - Copyright and Trademark Notice
This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data
Resources, Inc. It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from
other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL
DATA RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION,
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ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE,
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CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY
LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS ". Any analyses, estimates, ratings,
environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor
should they be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I
Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any
property. Additionally, the information provided in this Report is not to be construed as legal advice.
Copyright 2012 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole
or in part, of any report or map of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission.
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trademarks used herein are the property of their respective owners.
TC3337526.6s Page 1

EXECUTIVE SUMMARY
A search of available environmental records was conducted by Environmental Data Resources, Inc (EDR).
The report was designed to assist parties seeking to meet the search requirements of EPA's Standards
and Practices for All Appropriate Inquiries (40 CFR Part 312), the ASTM Standard Practice for
Environmental Site Assessments (E 1527 -05) or custom requirements developed for the evaluation of
environmental risk associated with a parcel of real estate.
TARGET PROPERTY INFORMATION
ADDRESS
HIGHWAY 111 /LUDIE BROWN ROAD
CHINQUAPIN, NC 28521
COORDINATES
Latitude (North):
Longitude (West):
Universal Tranverse Mercator:
UTM X (Meters):
UTM Y (Meters):
Elevation:
34.8343000 - 34° 50' 3.48"
77.7907000 - 77° 47' 26.52"
Zone 18
244790.5
3858022.5
50 ft. above sea level
USGS TOPOGRAPHIC MAP ASSOCIATED WITH TARGET PROPERTY
Target Property Map: 34077 -G7 CHINQUAPIN, NC
Most Recent Revision: 1981
AERIAL PHOTOGRAPHY IN THIS REPORT
Portions of Photo from: 2009, 2010
Source: USDA
TARGET PROPERTY SEARCH RESULTS
The target property was not listed in any of the databases searched by EDR.
DATABASES WITH NO MAPPED SITES
No mapped sites were found in EDR's search of available ( "reasonably ascertainable ") government
records either on the target property or within the search radius around the target property for the
following databases:
STANDARD ENVIRONMENTAL RECORDS
Federal NPL site list
NPL-------------------- - - - - -- National Priority List
TC3337526.6s EXECUTIVE SUMMARY 1

EXECUTIVE SUMMARY
Proposed NPL________________ Proposed National Priority List Sites
NPL LIENS------------- - - - - -- Federal Superfund Liens
Federal Delisted NPL site list
Delisted NPL----------- - - - - -- National Priority List Deletions
Federal CERCLIS list
CERCLIS --------------------- Comprehensive Environmental Response, Compensation, and Liability Information System
FEDERAL FACILITY---- - - - - -. Federal Facility Site Information listing
Federal CERCLIS NFRAP site List
CERC - NFRAP---------- - - - - -. CERCLIS No Further Remedial Action Planned
Federal RCRA CORRACTS facilities list
CORRACTS__________________ Corrective Action Report
Federal RCRA non- CORRACTS TSD facilities list
RCRA- TSDF----------- - - - - -- RCRA - Treatment, Storage and Disposal
Federal RCRA generators list
RCRA- LQG------------- - - - - -. RCRA - Large Quantity Generators
RCRA- SQG ------------------ RCRA - Small Quantity Generators
RCRA- CESQG--------- - - - - -- RCRA - Conditionally Exempt Small Quantity Generator
Federal institutional controls / engineering controls registries
US ENG CONTROLS--- - - - - -. Engineering Controls Sites List
US INST CONTROL__________ Sites with Institutional Controls
Federal ERNS list
ERNS------------------ - - - - -- Emergency Response Notification System
State- and tribal - equivalent NPL
NC HSDS-------------- - - - - -- Hazardous Substance Disposal Site
State- and tribal - equivalent CERCLIS
SHWS ------------------------ Inactive Hazardous Sites Inventory
State and tribal landfill and /or solid waste disposal site lists
SWF /LF---------------- - - - - -- List of Solid Waste Facilities
OLI--------------------- - - - - -- Old Landfill Inventory
State and tribal leaking storage tank lists
LUST ------------------------- Regional UST Database
TC3337526.6s EXECUTIVE SUMMARY 2

EXECUTIVE SUMMARY
LUST TRUST ----------------- State Trust Fund Database
LAST------------------- - - - - -- Leaking Aboveground Storage Tanks
INDIAN LUST---------- - - - - -- Leaking Underground Storage Tanks on Indian Land
State and tribal registered storage tank lists
UST__________________________ Petroleum Underground Storage Tank Database
AST-------------------- - - - - -- AST Database
INDIAN UST------------ - - - - -. Underground Storage Tanks on Indian Land
FEMA UST___________________ Underground Storage Tank Listing
State and tribal institutional control / engineering control registries
INST CONTROL------- - - - - -. No Further Action Sites With Land Use Restrictions Monitoring
State and tribal voluntary cleanup sites
INDIAN VCP------------ - - - - -. Voluntary Cleanup Priority Listing
VCP__________________________ Responsible Party Voluntary Action Sites
State and tribal Brownfields sites
BROWNFIELDS-------- - - - - -- Brownfields Projects Inventory
ADDITIONAL ENVIRONMENTAL RECORDS
Local Brownfield lists
US BROWNFIELDS---- - - - - -- A Listing of Brownfields Sites
Local Lists of Landfill/ Solid Waste Disposal Sites
DEBRIS REGION 9 ----------- Torres Martinez Reservation Illegal Dump Site Locations
ODI-------------------- - - - - -- Open Dump Inventory
SWRCY---------------- - - - - -- Recycling Center Listing
HIST LF______________________ Solid Waste Facility Listing
INDIAN ODI------------ - - - - -- Report on the Status of Open Dumps on Indian Lands
Local Lists of Hazardous waste / Contaminated Sites
US CDL--------------- - - - - -- Clandestine Drug Labs
US HIST CDL_______________ National Clandestine Laboratory Register
Local Land Records
LIENS 2---------------- - - - - -- CERCLA Lien Information
LUCIS------------------ - - - - -- Land Use Control Information System
Records of Emergency Release Reports
HMIRS_______________________ Hazardous Materials Information Reporting System
Other Ascertainable Records
RCRA- NonGen--------- - - - - -- RCRA - Non Generators
TC3337526.6s EXECUTIVE SUMMARY 3

EXECUTIVE SUMMARY
DOT OPS____________________
Incident and Accident Data
DOD------------------- - - - - --
Department of Defense Sites
FUDS------------------ - - - - --
Formerly Used Defense Sites
CONSENT___________________
Superfund (CERCLA) Consent Decrees
ROD------------------- - - - - --
Records Of Decision
UMTRA---------------- - - - - --
Uranium Mill Tailings Sites
MINES_______________________
Mines Master Index File
TRIS------------------- - - - - --
Toxic Chemical Release Inventory System
TSCA------------------ - - - - --
Toxic Substances Control Act
FTTS_________________________
FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide
Act)/TSCA (Toxic Substances Control Act)
HIST FTTS------------- - - - - --
FIFRA/TSCA Tracking System Administrative Case Listing
SSTS -------------------------
Section 7 Tracking Systems
ICIS-------------------- - - - - --
Integrated Compliance Information System
PADS------------------ - - - - --
PCB Activity Database System
MLTS------------------------
Material Licensing Tracking System
RADINFO-------------- - - - - --
Radiation Information Database
FINDS------------------ - - - - -.
Facility Index System /Facility Registry System
RAATS_______________________
RCRA Administrative Action Tracking System
IMD-------------------- - - - - --
Incident Management Database
UIC--------------------- - - - - -.
Underground Injection Wells Listing
DRYCLEANERS --------------
Drycleaning Sites
NPDES----------------- - - - - -.
NPDES Facility Location Listing
INDIAN RESERV------- - - - - --
Indian Reservations
SCRD DRYCLEANERS______.
State Coalition for Remediation of Drycleaners Listing
PCB TRANSFORMER-- - - - - -_
PCB Transformer Registration Database
COAL ASH EPA-------- - - - - --
Coal Combustion Residues Surface Impoundments List
EPA WATCH LIST ------------
EPA WATCH LIST
COAL ASH DOE-------- - - - - -.
Sleam- Electric Plan Operation Data
2020 CORRECTIVE ACTION-
2020 Corrective Action Program List
FINANCIAL ASSURANCE____
Financial Assurance Information Listing
COAL ASH------------- - - - - -- Coal Ash Disposal Sites
EDR PROPRIETARY RECORDS
EDR Proprietary Records
Manufactured Gas Plants - - - -- EDR Proprietary Manufactured Gas Plants
SURROUNDING SITES: SEARCH RESULTS
Surrounding sites were not identified.
Unmappable (orphan) sites are not considered in the foregoing analysis.
TC3337526.6s EXECUTIVE SUMMARY 4

EXECUTIVE SUMMARY
Due to poor or inadequate address information, the following sites were not mapped. Count: 25 records.
Site Name
KING FARMS TRUCK SPILL
MARIES GAS & GRILL
JARMAN OIL CO.
RHODES GRILL
HALLIE ALBERTSON RESIDENCE
MOORE'S GROCERY & GRILL
NORRIS LUV STATION
MARIE & BILLY'S GAS & GRILL
EARL BLIZZARD
QUINNS SUPER VALUE
JAMES T RAYNOR
LINWOOD RALPH KENNEDY
DESSIE THIGPEN
HALL'S PETROLEUM EQUIPMENT CO
MOORES MINI MART #3
NC ARMY NATIONAL GUARD ARMORY
JERRY'S
COMMUNITY FOOD STORE
MARTHA MOORE'S GROCERY
TERRY'S SERVICE CENTER
MOBLEY GROCERY
NORRIS SERVICE STATION
C.A. MILLER SALVAGE
MOULDING SOLUTIONS
MARIE AND BILLY'S GAS/ GRILL
Database(s)
LAST
LUST, UST, FINANCIAL ASSURANCE
LUST, UST
IMD, LUST, UST
LUST
IMD, LUST
IMD, LUST
LUST TRUST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
UST
RCRA - NonGen
RCRA - NonGen
IMD
TC3337526.6s EXECUTIVE SUMMARY 5

PIFA
OVERVIEW MAP - 3337526.6s
1 'din
� 1111111
n
FOF�
�a
S
kh
i
i
Target Property
_
Sites at elevations higher than
Indian Reservations BIA
or equal to the target property
♦
Sites at elevations lower than
Disposal Sites
the target property
1
Manufactured Gas Plants
National Priority List Sites
Dept. Defense Sites
1 'din
� 1111111
n
FOF�
�a
S
kh
i
i
SITE NAME: Muddy Run II CLIENT: WK Dickson
ADDRESS: Highway 111 /Ludie Brown Road CONTACT: George Lankford
Chinquapin NC 28521 INQUIRY #: 3337526.6s
LAT /LONG: 34.8343/77.7907 DATE: June 05, 2012 12:08 pm
00yriaht a 2012 EDR, Inc. o 2010 Tole Atlas Rai. 07/2009.
0 1/4 1/2
1 Mlles
Indian Reservations BIA
Hazardous Substance
Power transmission lines
Disposal Sites
Oil & Gas pipelines from USGS
loo -year flood zone
Soo -year flood zone
National Wetland Inventory
State Wetlands
This report includes Interactive Map Layers to
display and /or hide map information. The
legend includes only those icons for the
default map view.
SITE NAME: Muddy Run II CLIENT: WK Dickson
ADDRESS: Highway 111 /Ludie Brown Road CONTACT: George Lankford
Chinquapin NC 28521 INQUIRY #: 3337526.6s
LAT /LONG: 34.8343/77.7907 DATE: June 05, 2012 12:08 pm
00yriaht a 2012 EDR, Inc. o 2010 Tole Atlas Rai. 07/2009.

More
DETAIL MAP - 3337526.6s
0 1/9 114 1/2 Mlles
Indian Reservations BIA Hazardous Substance
Oil & Gas pipelines from USGS Disposal Sites
loo -year flood zone
Soo -year flood zone
❑ National Wetland Inventory
❑ State Wetlands
This report includes Interactive Map Layers to
display and /or hide map information. The
legend includes only those icons for the
default map view.
SITE NAME: Muddy Run II CLIENT: WK Dickson
ADDRESS: Highway 111 /Ludie Brown Road CONTACT: George Lankford
Chinquapin NC 28521 INQUIRY #: 3337526.6s
LAT /LONG: 34.8343/77.7907 DATE: June 05, 2012 12:10 pm
00yriaht a 2012 EDR, Inc. o 2010 Tole Atlas Rai. 07/2009.
Target Property
Sites at elevations higher than
or equal to the target property
♦
Sites at elevations lower than
the target property
1
Manufactured Gas Plants
i
Sensitive Receptors
ED
National Priority List Sites
, '
Dept. Defense Sites
DETAIL MAP - 3337526.6s
0 1/9 114 1/2 Mlles
Indian Reservations BIA Hazardous Substance
Oil & Gas pipelines from USGS Disposal Sites
loo -year flood zone
Soo -year flood zone
❑ National Wetland Inventory
❑ State Wetlands
This report includes Interactive Map Layers to
display and /or hide map information. The
legend includes only those icons for the
default map view.
SITE NAME: Muddy Run II CLIENT: WK Dickson
ADDRESS: Highway 111 /Ludie Brown Road CONTACT: George Lankford
Chinquapin NC 28521 INQUIRY #: 3337526.6s
LAT /LONG: 34.8343/77.7907 DATE: June 05, 2012 12:10 pm
00yriaht a 2012 EDR, Inc. o 2010 Tole Atlas Rai. 07/2009.

MAP FINDINGS SUMMARY
Search
Distance Target
Total
Database (Miles) Property
< 1/8
1/8-1/4
1/4-1/2
1/2-1
> 1
Plotted
STANDARD ENVIRONMENTAL RECORDS
Federal NPL site list
NPL 1.000
0
0
0
0
NR
0
Proposed NPL 1.000
0
0
0
0
NR
0
NPL LIENS TP
NR
NR
NR
NR
NR
0
Federal Delisted NPL site list
Delisted NPL 1.000
0
0
0
0
NR
0
Federal CERCLIS list
CERCLIS 0.500
0
0
0
NR
NR
0
FEDERAL FACILITY 1.000
0
0
0
0
NR
0
Federal CERCLIS NFRAP site List
CERC -NFRAP 0.500
0
0
0
NR
NR
0
Federal RCRA CORRACTS facilities list
CORRACTS 1.000
0
0
0
0
NR
0
Federal RCRA non- CORRACTS TSD facilities list
RCRA -TSDF 0.500
0
0
0
NR
NR
0
Federal RCRA generators list
RCRA -LQG 0.250
0
0
NR
NR
NR
0
RCRA -SQG 0.250
0
0
NR
NR
NR
0
RCRA -CESQG 0.250
0
0
NR
NR
NR
0
Federal institutional controls /
engineering controls registries
US ENG CONTROLS 0.500
0
0
0
NR
NR
0
US INST CONTROL 0.500
0
0
0
NR
NR
0
Federal ERNS list
ERNS TP
NR
NR
NR
NR
NR
0
State- and tribal - equivalent NPL
NC HSDS 1.000
0
0
0
0
NR
0
State- and tribal - equivalent CERCLIS
SHWS 1.000
0
0
0
0
NR
0
State and tribal landfill and /or
solid waste disposal site lists
SWF /LF 0.500
0
0
0
NR
NR
0
OLI 0.500
0
0
0
NR
NR
0
State and tribal leaking storage tank lists
LUST 0.500
0
0
0
NR
NR
0
TC3337526.6s Page 4

MAP FINDINGS SUMMARY
Search
Distance Target
0
0
0
NR
NR
Total
Database (Miles) Property
< 1/8
1/8-1/4
1/4-1/2
1/2-1
> 1
Plotted
LUST TRUST 0.500
0
0
0
NR
NR
0
LAST 0.500
0
0
0
NR
NR
0
INDIAN LUST 0.500
0
0
0
NR
NR
0
State and tribal registered storage tank lists
0
0
0
NR
NR
0
UST 0.250
0
0
NR
NR
NR
0
AST 0.250
0
0
NR
NR
NR
0
INDIAN UST 0.250
0
0
NR
NR
NR
0
FEMA UST 0.250
0
0
NR
NR
NR
0
State and tribal institutional
NR
NR
NR
NR
NR
0
control/ engineering control registries
NR
NR
NR
NR
NR
0
INST CONTROL 0.500
0
0
0
NR
NR
0
State and tribal voluntary cleanup sites
NR
NR
NR
NR
NR
0
INDIAN VCP 0.500
0
0
0
NR
NR
0
VCP 0.500
0
0
0
NR
NR
0
State and tribal Brownfields sites
NR
NR
NR
NR
NR
0
BROWNFIELDS 0.500
0
0
0
NR
NR
0
U QQ 11 1M01Fell N=I01 DjI :IQ 011LVi1401 INfilN =1901 N IR
Local Brownfield lists
US BROWNFIELDS 0.500
0
0
0
NR
NR
0
Local Lists of Landfill/ Solid
Waste Disposal Sites
DEBRIS REGION 9 0.500
0
0
0
NR
NR
0
ODI 0.500
0
0
0
NR
NR
0
SWRCY 0.500
0
0
0
NR
NR
0
HIST LF 0.500
0
0
0
NR
NR
0
INDIAN ODI 0.500
0
0
0
NR
NR
0
Local Lists of Hazardous waste /
Contaminated Sites
US CDL TP
NR
NR
NR
NR
NR
0
US HIST CDL TP
NR
NR
NR
NR
NR
0
Local Land Records
LIENS 2 TP
NR
NR
NR
NR
NR
0
LUCIS 0.500
0
0
0
NR
NR
0
Records of Emergency Release Reports
HMIRS TP
NR
NR
NR
NR
NR
0
Other Ascertainable Records
RCRA- NonGen 0.250
0
0
NR
NR
NR
0
DOT OPS TP
NR
NR
NR
NR
NR
0
DOD 1.000
0
0
0
0
NR
0
TC3337526.6s Page 5

MAP FINDINGS SUMMARY
EDR PROPRIETARY RECORDS
EDR Proprietary Records
Manufactured Gas Plants 1.000 0 0 0 0 NR 0
NOTES:
TP = Target Property
NR = Not Requested at this Search Distance
Sites may be listed in more than one database
TC3337526.6s Page 6
Search
Distance Target
Total
Database
(Miles) Property
< 1/8
1/8-1/4
1/4-1/2
1/2-1
> 1
Plotted
FUDS
1.000
0
0
0
0
NR
0
CONSENT
1.000
0
0
0
0
NR
0
ROD
1.000
0
0
0
0
NR
0
UMTRA
0.500
0
0
0
NR
NR
0
MINES
0.250
0
0
NR
NR
NR
0
TRIS
TP
NR
NR
NR
NR
NR
0
TSCA
TP
NR
NR
NR
NR
NR
0
FTTS
TP
NR
NR
NR
NR
NR
0
HIST FTTS
TP
NR
NR
NR
NR
NR
0
SSTS
TP
NR
NR
NR
NR
NR
0
ICIS
TP
NR
NR
NR
NR
NR
0
PADS
TP
NR
NR
NR
NR
NR
0
MLTS
TP
NR
NR
NR
NR
NR
0
RADINFO
TP
NR
NR
NR
NR
NR
0
FINDS
TP
NR
NR
NR
NR
NR
0
RAATS
TP
NR
NR
NR
NR
NR
0
IMD
0.500
0
0
0
NR
NR
0
UIC
TP
NR
NR
NR
NR
NR
0
DRYCLEANERS
0.250
0
0
NR
NR
NR
0
NPDES
TP
NR
NR
NR
NR
NR
0
INDIAN RESERV
1.000
0
0
0
0
NR
0
SCRD DRYCLEANERS
0.500
0
0
0
NR
NR
0
PCB TRANSFORMER
TP
NR
NR
NR
NR
NR
0
COAL ASH EPA
0.500
0
0
0
NR
NR
0
EPA WATCH LIST
TP
NR
NR
NR
NR
NR
0
COAL ASH DOE
TP
NR
NR
NR
NR
NR
0
2020 CORRECTIVE ACTION0.250
0
0
NR
NR
NR
0
FINANCIAL ASSURANCE
TP
NR
NR
NR
NR
NR
0
COAL ASH
0.500
0
0
0
NR
NR
0
EDR PROPRIETARY RECORDS
EDR Proprietary Records
Manufactured Gas Plants 1.000 0 0 0 0 NR 0
NOTES:
TP = Target Property
NR = Not Requested at this Search Distance
Sites may be listed in more than one database
TC3337526.6s Page 6

Map ID
Direction
Distance
Elevation Site
MAP FINDINGS
EDR ID Number
Database(s) EPA ID Number
TC3337526.6s Page 7

Count: 25 records.
ORPHAN SUMMARY
City
EDR ID
Site Name
Site Address
Zip
Database(s)
BEULAVILLE
0004139610
EARL BLIZZARD
RT 1
28518
UST
BEULAVILLE
0001196143
QUINNS SUPER VALUE
RT 1
28518
UST
BEULAVILLE
0004139675
JAMES T RAYNOR
RT2
28518
UST
BEULAVILLE
0004139143
LINWOOD RALPH KENNEDY
RT2
28518
UST
BEULAVILLE
0004138789
DESSIE THIGPEN
RT2
28518
UST
BEULAVILLE
0004139051
HALL'S PETROLEUM EQUIPMENT CO
RT2
28518
UST
BEULAVILLE
0004138583
JARMAN OIL CO.
HWY 24 E
28518
LUST, UST
BEULAVILLE
1010786765
C.A. MILLER SALVAGE
1127 NC 241
28518
RCRA - NonGen
BEULAVILLE
0001958842
RHODES GRILL
HWY 41 & HWY
28518
IMD, LUST, UST
BEULAVILLE
0001189500
MOORES MINI MART #3
HWY 41 S
28518
UST
BEULAVILLE
S111161184
HALLIE ALBERTSON RESIDENCE
2124 HWY 41 S
28518
LUST
BEULAVILLE
0001958939
NC ARMY NATIONAL GUARD ARMORY
HWY 415 & JACKSON AVE
28518
UST
BEULAVILLE
0004139530
JERRY'S
BEULAVILLE HWY
28518
UST
CHINQUAPIN
0004138527
COMMUNITY FOOD STORE
RT 1
28521
UST
CHINQUAPIN
0003561951
MARTHA MOORE'S GROCERY
RT 1
28521
UST
CHINQUAPIN
0003562509
TERRY'S SERVICE CENTER
RT 1
28521
UST
CHINQUAPIN
S105765983
MOORE'S GROCERY & GRILL
RT 1
IMD, LUST
CHINQUAPIN
0001196918
MOBLEY GROCERY
HWY 111
28521
UST
CHINQUAPIN
1014925468
MOULDING SOLUTIONS
2137 HWY 111 S
28521
RCRA - NonGen
CHINQUAPIN
S110628794
KING FARMS TRUCK SPILL
3186 HWY 41 S
28521
LAST
CHINQUAPIN
S106204826
NORRIS LUV STATION
HWY 41
IMD, LUST
CHINQUAPIN
0001196990
NORRIS SERVICE STATION
HWY 41
28521
UST
CHINQUAPIN
0003091488
MARIES GAS & GRILL
4463 NC HWY 50
28521
LUST, UST, FINANCIAL ASSURANCE
CHINQUAPIN
S106352291
MARIE & BILLY'S GAS & GRILL
4463 S NC HWY50
LUST TRUST
CHINQUAPIN
S105896153
MARIE AND BILLY'S GAS / GRILL
4463 S NC HWY 50
IMD
TC3337526.6s Page 8

GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
To maintain currency of the following federal and state databases, EDR contacts the appropriate governmental agency
on a monthly or quarterly basis, as required.
Number of Days to Update: Provides confirmation that EDR is reporting records that have been updated within 90 days
from the date the government agency made the information available to the public.
STANDARD ENVIRONMENTAL RECORDS
Federal NPL site list
NPL: National Priority List
National Priorities List (Superfund). The NPL is a subset of CERCLIS and identifies over 1,200 sites for priority
cleanup under the Superfund Program. NPL sites may encompass relatively large areas. As such, EDR provides polygon
coverage for over 1,000 NPL site boundaries produced by EPA's Environmental Photographic Interpretation Center
(EPIC) and regional EPA offices.
Date of Government Version: 05/08/2012
Date Data Arrived at EDR: 05/10/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 5
NPL Site Boundaries
Source: EPA
Telephone: N/A
Last EDR Contact: 05/10/2012
Next Scheduled EDR Contact: 07/23/2012
Data Release Frequency: Quarterly
Sources:
EPA's Environmental Photographic Interpretation Center (EPIC)
Telephone: [phone]
EPA Region 1
Telephone 617 - 918 -1143
EPA Region 3
Telephone 215 - 814 -5418
EPA Region 4
Telephone 404 - 562 -8033
EPA Region 5
Telephone 312 - 886 -6686
EPA Region 10
Telephone 206 - 553 -8665
EPA Region 6
Telephone: [phone]
EPA Region 7
Telephone: [phone]
EPA Region 8
Telephone: 303 - 312 -6774
EPA Region 9
Telephone: [phone]
Proposed NPL: Proposed National Priority List Sites
A site that has been proposed for listing on the National Priorities List through the issuance of a proposed rule
in the Federal Register. EPA then accepts public comments on the site, responds to the comments, and places on
the NPL those sites that continue to meet the requirements for listing.
Date of Government Version: 03/30/2012
Date Data Arrived at EDR: 04/05/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 40
Source: EPA
Telephone: N/A
Last EDR Contact: 04/05/2012
Next Scheduled EDR Contact: 07/23/2012
Data Release Frequency: Quarterly
NPL LIENS: Federal Superfund Liens
Federal Superfund Liens. Under the authority granted the USEPA by CERCLA of 1980, the USEPA has the authority
to file liens against real property in order to recover remedial action expenditures or when the property owner
received notification of potential liability. USEPA compiles a listing of filed notices of Superfund Liens.
Date of Government Version: 10/15/1991
Date Data Arrived at EDR: 02/02/1994
Date Made Active in Reports: 03/30/1994
Number of Days to Update: 56
Source: EPA
Telephone: 202 - 564 -4267
Last EDR Contact: 08/15/2011
Next Scheduled EDR Contact: 11/28/2011
Data Release Frequency: No Update Planned
TC3337526.6s Page GR -1

GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
Federal Delisted NPL site list
DELISTED NPL: National Priority List Deletions
The National Oil and Hazardous Substances Pollution Contingency Plan (NCP) establishes the criteria that the
EPA uses to delete sites from the NPL. In accordance with 40 CFR 300.425.(e), sites may be deleted from the
NPL where no further response is appropriate.
Date of Government Version: 03/30/2012
Date Data Arrived at EDR: 04/05/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 40
Federal CERCLIS list
Source: EPA
Telephone: N/A
Last EDR Contact: 04/05/2012
Next Scheduled EDR Contact: 07/23/2012
Data Release Frequency: Quarterly
CERCLIS: Comprehensive Environmental Response, Compensation, and Liability Information System
CERCLIS contains data on potentially hazardous waste sites that have been reported to the USEPA by states, municipalities,
private companies and private persons, pursuant to Section 103 of the Comprehensive Environmental Response, Compensation,
and Liability Act ( CERCLA). CERCLIS contains sites which are either proposed to or on the National Priorities
List (NPL) and sites which are in the screening and assessment phase for possible inclusion on the NPL.
Date of Government Version: 12/27/2011
Date Data Arrived at EDR: 02/27/2012
Date Made Active in Reports: 03/12/2012
Number of Days to Update: 14
Source: EPA
Telephone: 703 - 412 -9810
Last EDR Contact: 05/29/2012
Next Scheduled EDR Contact: 09/10/2012
Data Release Frequency: Quarterly
FEDERAL FACILITY: Federal Facility Site Information listing
A listing of National Priority List (NPL) and Base Realignment and Closure (BRAC) sites found in the Comprehensive
Environmental Response, Compensation and Liability Information System (CERCLIS) Database where EPA Federal Facilities
Restoration and Reuse Office is involved in cleanup activities.
Date of Government Version: 12/10/2010
Date Data Arrived at EDR: 01/11/2011
Date Made Active in Reports: 02/16/2011
Number of Days to Update: 36
Federal CERCLIS NFRAP site List
Source: Environmental Protection Agency
Telephone: 703 - 603 -8704
Last EDR Contact: 04/12/2012
Next Scheduled EDR Contact: 07/23/2012
Data Release Frequency: Varies
CERCLIS- NFRAP: CERCLIS No Further Remedial Action Planned
Archived sites are sites that have been removed and archived from the inventory of CERCLIS sites. Archived status
indicates that, to the best of EPA's knowledge, assessment at a site has been completed and that EPA has determined
no further steps will be taken to list this site on the National Priorities List (NPL), unless information indicates
this decision was not appropriate or other considerations require a recommendation for listing at a later time.
This decision does not necessarily mean that there is no hazard associated with a given site; it only means that,
based upon available information, the location is not judged to be a potential NPL site.
Date of Government Version: 12/28/2011
Date Data Arrived at EDR: 02/27/2012
Date Made Active in Reports: 03/12/2012
Number of Days to Update: 14
Federal RCRA CORRACTS facilities list
Source: EPA
Telephone: 703 - 412 -9810
Last EDR Contact: 05/29/2012
Next Scheduled EDR Contact: 09/10/2012
Data Release Frequency: Quarterly
CORRACTS: Corrective Action Report
CORRACTS identifies hazardous waste handlers with RCRA corrective action activity.
TC3337526.6s Page GR -2

GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
Date of Government Version: 08/19/2011
Date Data Arrived at EDR: 08/31/2011
Date Made Active in Reports: 01/10/2012
Number of Days to Update: 132
Federal RCRA non-CORRA CTS TSD facilities list
Source: EPA
Telephone: 800 - 424 -9346
Last EDR Contact: 05/15/2012
Next Scheduled EDR Contact: 08/27/2012
Data Release Frequency: Quarterly
RCRA -TSDF: RCRA - Treatment, Storage and Disposal
RCRAInfo is EPA's comprehensive information system, providing access to data supporting the Resource Conservation
and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database
includes selective information on sites which generate, transport, store, treat and /or dispose of hazardous waste
as defined by the Resource Conservation and Recovery Act (RCRA). Transporters are individuals or entities that
move hazardous waste from the generator offsite to a facility that can recycle, treat, store, or dispose of the
waste. TSDFs treat, store, or dispose of the waste.
Date of Government Version: 03/15/2012
Date Data Arrived at EDR: 04/04/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 41
Federal RCRA generators list
Source: Environmental Protection Agency
Telephone: [phone]
Last EDR Contact: 04/04/2012
Next Scheduled EDR Contact: 07/16/2012
Data Release Frequency: Quarterly
RCRA -LQG: RCRA - Large Quantity Generators
RCRAInfo is EPA's comprehensive information system, providing access to data supporting the Resource Conservation
and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database
includes selective information on sites which generate, transport, store, treat and /or dispose of hazardous waste
as defined by the Resource Conservation and Recovery Act (RCRA). Large quantity generators (LQGs) generate
over 1,000 kilograms (kg) of hazardous waste, or over 1 kg of acutely hazardous waste per month.
Date of Government Version: 03/15/2012
Date Data Arrived at EDR: 04/04/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 41
Source: Environmental Protection Agency
Telephone: [phone]
Last EDR Contact: 04/04/2012
Next Scheduled EDR Contact: 07/16/2012
Data Release Frequency: Quarterly
RCRA -SQG: RCRA - Small Quantity Generators
RCRAInfo is EPA's comprehensive information system, providing access to data supporting the Resource Conservation
and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database
includes selective information on sites which generate, transport, store, treat and /or dispose of hazardous waste
as defined by the Resource Conservation and Recovery Act (RCRA). Small quantity generators (SQGs) generate
between 100 kg and 1,000 kg of hazardous waste per month.
Date of Government Version: 03/15/2012
Date Data Arrived at EDR: 04/04/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 41
Source: Environmental Protection Agency
Telephone: [phone]
Last EDR Contact: 04/04/2012
Next Scheduled EDR Contact: 07/16/2012
Data Release Frequency: Quarterly
RCRA- CESQG: RCRA - Conditionally Exempt Small Quantity Generators
RCRAInfo is EPA's comprehensive information system, providing access to data supporting the Resource Conservation
and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database
includes selective information on sites which generate, transport, store, treat and /or dispose of hazardous waste
as defined by the Resource Conservation and Recovery Act (RCRA). Conditionally exempt small quantity generators
(CESQGs) generate less than 100 kg of hazardous waste, or less than 1 kg of acutely hazardous waste per month.
Date of Government Version: 03/15/2012
Date Data Arrived at EDR: 04/04/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 41
Source: Environmental Protection Agency
Telephone: [phone]
Last EDR Contact: 04/04/2012
Next Scheduled EDR Contact: 07/16/2012
Data Release Frequency: Varies
TC3337526.6s Page GR -3

GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
Federal institutional controls / engineering controls registries
US ENG CONTROLS: Engineering Controls Sites List
A listing of sites with engineering controls in place. Engineering controls include various forms of caps, building
foundations, liners, and treatment methods to create pathway elimination for regulated substances to enter environmental
media or effect human health.
Date of Government Version: 12/30/2011
Date Data Arrived at EDR: 12/30/2011
Date Made Active in Reports: 01/10/2012
Number of Days to Update: 11
Source: Environmental Protection Agency
Telephone: 703 - 603 -0695
Last EDR Contact: 03/12/2012
Next Scheduled EDR Contact: 06/25/2012
Data Release Frequency: Varies
US INST CONTROL: Sites with Institutional Controls
A listing of sites with institutional controls in place. Institutional controls include administrative measures,
such as groundwater use restrictions, construction restrictions, property use restrictions, and post remediation
care requirements intended to prevent exposure to contaminants remaining on site. Deed restrictions are generally
required as part of the institutional controls.
Date of Government Version: 12/30/2011
Date Data Arrived at EDR: 12/30/2011
Date Made Active in Reports: 01/10/2012
Number of Days to Update: 11
Federal ERNS list
Source: Environmental Protection Agency
Telephone: 703 - 603 -0695
Last EDR Contact: 03/12/2012
Next Scheduled EDR Contact: 06/25/2012
Data Release Frequency: Varies
ERNS: Emergency Response Notification System
Emergency Response Notification System. ERNS records and stores information on reported releases of oil and hazardous
substances.
Date of Government Version: 10/03/2011 Source: National Response Center, United States Coast Guard
Date Data Arrived at EDR: 10/04/2011 Telephone: 202 - 267 -2180
Date Made Active in Reports: 11/11/2011 Last EDR Contact: 04/03/2012
Number of Days to Update: 38 Next Scheduled EDR Contact: 07/16/2012
Data Release Frequency: Annually
State- and tribal - equivalent NPL
HSDS: Hazardous Substance Disposal Site
Locations of uncontrolled and unregulated hazardous waste sites. The file includes sites on the National Priority
List as well as those on the state priority list.
Date of Government Version: 08/09/2011 Source: North Carolina Center for Geographic Information and Analysis
Date Data Arrived at EDR: 11/08/2011 Telephone: 919 - 754 -6580
Date Made Active in Reports: 12/05/2011 Last EDR Contact: 05/08/2012
Number of Days to Update: 27 Next Scheduled EDR Contact: 08/20/2012
Data Release Frequency: Biennially
State- and tribal - equivalent CERCLIS
SHWS: Inactive Hazardous Sites Inventory
State Hazardous Waste Sites. State hazardous waste site records are the states' equivalent to CERCLIS. These sites
may or may not already be listed on the federal CERCLIS list. Priority sites planned for cleanup using state funds
(state equivalent of Superfund) are identified along with sites where cleanup will be paid for by potentially
responsible parties. Available information varies by state.
Date of Government Version: 03/01/2012
Date Data Arrived at EDR: 04/03/2012
Date Made Active in Reports: 04/23/2012
Number of Days to Update: 20
Source: Department of Environment, Health and Natural Resources
Telephone: [phone]
Last EDR Contact: 04/03/2012
Next Scheduled EDR Contact: 07/02/2012
Data Release Frequency: Quarterly
TC3337526.6s Page GR -4

GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
State and tribal landfill and /or solid waste disposal site lists
SWF /LF: List of Solid Waste Facilities
Solid Waste Facilities /Landfill Sites. SWF /LF type records typically contain an inventory of solid waste disposal
facilities or landfills in a particular state. Depending on the state, these may be active or inactive facilities
or open dumps that failed to meet RCRA Subtitle D Section 4004 criteria for solid waste landfills or disposal
sites.
Date of Government Version: 03/14/2012 Source: Department of Environment and Natural Resources
Date Data Arrived at EDR: 03/16/2012 Telephone: 919 - 733 -0692
Date Made Active in Reports: 04/23/2012 Last EDR Contact: 04/23/2012
Number of Days to Update: 38 Next Scheduled EDR Contact: 07/16/2012
Data Release Frequency: Semi - Annually
OLI: Old Landfill Inventory
Old landfill inventory location information
sites).
Date of Government Version: 10/14/2011
Date Data Arrived at EDR: 10/20/2011
Date Made Active in Reports: 11/23/2011
Number of Days to Update: 34
State and tribal leaking storage tank lists
(Does not include no further action sites and other agency lead
Source: Department of Environment & Natural Resources
Telephone: [phone]
Last EDR Contact: 04/17/2012
Next Scheduled EDR Contact: 07/30/2012
Data Release Frequency: Varies
LUST: Regional UST Database
This database contains information obtained from the Regional Offices. It provides a more detailed explanation
of current and historic activity for individual sites, as well as what was previously found in the Incident Management
Database. Sites in this database with Incident Numbers are considered LUSTs.
Date of Government Version: 02/03/2012 Source: Department of Environment and Natural Resources
Date Data Arrived at EDR: 02/15/2012 Telephone: 919 - 733 -1308
Date Made Active in Reports: 03/20/2012 Last EDR Contact: 05/16/2012
Number of Days to Update: 34 Next Scheduled EDR Contact: 08/27/2012
Data Release Frequency: Quarterly
LUST TRUST: State Trust Fund Database
This database contains information about
incurred while remediating Leaking USTs
Date of Government Version: 01/13/2012
Date Data Arrived at EDR: 01/19/2012
Date Made Active in Reports: 02/10/2012
Number of Days to Update: 22
claims against the State Trust Funds for reimbursements for expenses
Source: Department of Environment and Natural Resources
Telephone: [phone]
Last EDR Contact: 04/12/2012
Next Scheduled EDR Contact: 07/30/2012
Data Release Frequency: Semi - Annually
LAST: Leaking Aboveground Storage Tanks
A listing of leaking aboveground storage tank site locations.
Date of Government Version: 02/03/2012 Source: Department of Environment & Natural Resources
Date Data Arrived at EDR: 02/15/2012 Telephone: 877 - 623 -6748
Date Made Active in Reports: 03/20/2012 Last EDR Contact: 05/16/2012
Number of Days to Update: 34 Next Scheduled EDR Contact: 08/27/2012
Data Release Frequency: Quarterly
INDIAN LUST R9: Leaking Underground Storage Tanks on Indian Land
LUSTs on Indian land in Arizona, California, New Mexico and Nevada
TC3337526.6s Page GR -5

GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
Date of Government Version: 02/14/2012
Date Data Arrived at EDR: 02/17/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 88
Source: Environmental Protection Agency
Telephone: [phone]
Last EDR Contact: 04/30/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Quarterly
INDIAN LUST R4: Leaking Underground Storage Tanks on Indian Land
LUSTs on Indian land in Florida, Mississippi and North Carolina.
Date of Government Version: 12/14/2011
Date Data Arrived at EDR: 12/15/2011
Date Made Active in Reports: 01/10/2012
Number of Days to Update: 26
Source: EPA Region 4
Telephone: 404 - 562 -8677
Last EDR Contact: 04/30/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Semi - Annually
INDIAN LUST R10: Leaking Underground Storage Tanks on Indian Land
LUSTs on Indian land in Alaska, Idaho, Oregon and Washington.
Date of Government Version: 02/01/2012
Date Data Arrived at EDR: 02/02/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 103
Source: EPA Region 10
Telephone: 206 - 553 -2857
Last EDR Contact: 04/30/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Quarterly
INDIAN LUST R1: Leaking Underground Storage Tanks on Indian Land
A listing of leaking underground storage tank locations on Indian Land.
Date of Government Version: 10/01/2011
Date Data Arrived at EDR: 11/01/2011
Date Made Active in Reports: 11/11/2011
Number of Days to Update: 10
Source: EPA Region 1
Telephone: [phone]
Last EDR Contact: 05/01/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Varies
INDIAN LUST R6: Leaking Underground Storage Tanks on Indian Land
LUSTs on Indian land in New Mexico and Oklahoma.
Date of Government Version: 09/12/2011
Date Data Arrived at EDR: 09/13/2011
Date Made Active in Reports: 11/11/2011
Number of Days to Update: 59
Source: EPA Region 6
Telephone: [phone]
Last EDR Contact: 04/23/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Varies
INDIAN LUST R7: Leaking Underground Storage Tanks on Indian Land
LUSTs on Indian land in Iowa, Kansas, and Nebraska
Date of Government Version: 02/07/2012
Date Data Arrived at EDR: 02/17/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 88
Source: EPA Region 7
Telephone: [phone]
Last EDR Contact: 04/30/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Varies
INDIAN LUST R8: Leaking Underground Storage Tanks on Indian Land
LUSTs on Indian land in Colorado, Montana, North Dakota, South Dakota, Utah and Wyoming.
Date of Government Version: 08/18/2011
Date Data Arrived at EDR: 08/19/2011
Date Made Active in Reports: 09/13/2011
Number of Days to Update: 25
State and tribal registered storage tank lists
Source: EPA Region 8
Telephone: 303 - 312 -6271
Last EDR Contact: 04/30/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Quarterly
TC3337526.6s Page GR -6

GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
UST: Petroleum Underground Storage Tank Database
Registered Underground Storage Tanks. UST's are regulated under Subtitle I of the Resource Conservation and Recovery
Act (RCRA) and must be registered with the state department responsible for administering the UST program. Available
information varies by state program.
Date of Government Version: 02/03/2012 Source: Department of Environment and Natural Resources
Date Data Arrived at EDR: 02/15/2012 Telephone: 919 - 733 -1308
Date Made Active in Reports: 04/05/2012 Last EDR Contact: 05/16/2012
Number of Days to Update: 50 Next Scheduled EDR Contact: 08/27/2012
Data Release Frequency: Quarterly
AST: AST Database
Facilities with aboveground storage tanks that have a capacity greater than 21,000 gallons.
Date of Government Version: 03/26/2012 Source: Department of Environment and Natural Resources
Date Data Arrived at EDR: 03/26/2012 Telephone: 919 - 715 -6183
Date Made Active in Reports: 04/30/2012 Last EDR Contact: 03/26/2012
Number of Days to Update: 35 Next Scheduled EDR Contact: 07/09/2012
Data Release Frequency: Semi - Annually
INDIAN UST R8: Underground Storage Tanks on Indian Land
The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian
land in EPA Region 8 (Colorado, Montana, North Dakota, South Dakota, Utah, Wyoming and 27 Tribal Nations).
Date of Government Version: 08/18/2011
Date Data Arrived at EDR: 08/19/2011
Date Made Active in Reports: 09/13/2011
Number of Days to Update: 25
Source: EPA Region 8
Telephone: 303 - 312 -6137
Last EDR Contact: 04/30/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Quarterly
INDIAN UST R7: Underground Storage Tanks on Indian Land
The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian
land in EPA Region 7 (Iowa, Kansas, Missouri, Nebraska, and 9 Tribal Nations).
Date of Government Version: 02/07/2012
Date Data Arrived at EDR: 02/17/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 88
Source: EPA Region 7
Telephone: [phone]
Last EDR Contact: 04/30/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Varies
INDIAN UST R1: Underground Storage Tanks on Indian Land
The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian
land in EPA Region 1 (Connecticut, Maine, Massachusetts, New Hampshire, Rhode Island, Vermont and ten Tribal
Nations).
Date of Government Version: 10/01/2011
Date Data Arrived at EDR: 11/01/2011
Date Made Active in Reports: 11/11/2011
Number of Days to Update: 10
Source: EPA, Region 1
Telephone: [phone]
Last EDR Contact: 05/01/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Varies
INDIAN UST R9: Underground Storage Tanks on Indian Land
The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian
land in EPA Region 9 (Arizona, California, Hawaii, Nevada, the Pacific Islands, and Tribal Nations).
Date of Government Version: 11/28/2011
Date Data Arrived at EDR: 11/29/2011
Date Made Active in Reports: 01/10/2012
Number of Days to Update: 42
Source: EPA Region 9
Telephone: [phone]
Last EDR Contact: 04/30/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Quarterly
TC3337526.6s Page GR -7

GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
INDIAN UST R4: Underground Storage Tanks on Indian Land
The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian
land in EPA Region 4 (Alabama, Florida, Georgia, Kentucky, Mississippi, North Carolina, South Carolina, Tennessee
and Tribal Nations)
Date of Government Version: 12/14/2011
Date Data Arrived at EDR: 12/15/2011
Date Made Active in Reports: 01/10/2012
Number of Days to Update: 26
Source: EPA Region 4
Telephone: 404 - 562 -9424
Last EDR Contact: 04/30/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Semi - Annually
INDIAN UST R10: Underground Storage Tanks on Indian Land
The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian
land in EPA Region 10 (Alaska, Idaho, Oregon, Washington, and Tribal Nations).
Date of Government Version: 02/01/2012
Date Data Arrived at EDR: 02/02/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 103
Source: EPA Region 10
Telephone: 206 - 553 -2857
Last EDR Contact: 04/30/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Quarterly
INDIAN UST R6: Underground Storage Tanks on Indian Land
The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian
land in EPA Region 6 (Louisiana, Arkansas, Oklahoma, New Mexico, Texas and 65 Tribes).
Date of Government Version: 05/10/2011
Date Data Arrived at EDR: 05/11/2011
Date Made Active in Reports: 06/14/2011
Number of Days to Update: 34
Source: EPA Region 6
Telephone: [phone]
Last EDR Contact: 04/23/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Semi - Annually
INDIAN UST R5: Underground Storage Tanks on Indian Land
The Indian Underground Storage Tank (UST) database provides information about underground storage tanks on Indian
land in EPA Region 5 (Michigan, Minnesota and Wisconsin and Tribal Nations).
Date of Government Version: 02/28/2012
Date Data Arrived at EDR: 02/29/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 76
Source: EPA Region 5
Telephone: [phone]
Last EDR Contact: 04/30/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Varies
FEMA UST: Underground Storage Tank Listing
A listing of all FEMA owned underground storage tanks.
Date of Government Version: 01/01/2010
Date Data Arrived at EDR: 02/16/2010
Date Made Active in Reports: 04/12/2010
Number of Days to Update: 55
Source: FEMA
Telephone: 202 - 646 -5797
Last EDR Contact: 04/10/2012
Next Scheduled EDR Contact: 07/30/2012
Data Release Frequency: Varies
State and tribal institutional control / engineering control registries
INST CONTROL: No Further Action Sites With Land Use Restrictions Monitoring
A land use restricted site is a property where there are limits or requirements on future use of the property
due to varying levels of cleanup possible, practical, or necessary at the site.
Date of Government Version: 03/01/2012
Date Data Arrived at EDR: 04/03/2012
Date Made Active in Reports: 04/23/2012
Number of Days to Update: 20
Source: Department of Environment, Health and Natural Resources
Telephone: [phone]
Last EDR Contact: 12/17/2110
Next Scheduled EDR Contact: 07/02/2012
Data Release Frequency: Quarterly
TC3337526.6s Page GR -8

GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
State and tribal voluntary cleanup sites
INDIAN VCP R1: Voluntary Cleanup Priority Listing
A listing of voluntary cleanup priority sites located on Indian Land located in Region 1.
Date of Government Version: 02/17/2012
Date Data Arrived at EDR: 04/03/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 42
Source: EPA, Region 1
Telephone: [phone]
Last EDR Contact: 04/03/2012
Next Scheduled EDR Contact: 07/16/2012
Data Release Frequency: Varies
INDIAN VCP R7: Voluntary Cleanup Priority Lisitng
A listing of voluntary cleanup priority sites located on Indian Land located in Region 7.
Date of Government Version: 03/20/2008
Date Data Arrived at EDR: 04/22/2008
Date Made Active in Reports: 05/19/2008
Number of Days to Update: 27
Source: EPA, Region 7
Telephone: [phone]
Last EDR Contact: 04/20/2009
Next Scheduled EDR Contact: 07/20/2009
Data Release Frequency: Varies
VCP: Responsible Party Voluntary Action Sites
Responsible Party Voluntary Action site locations.
Date of Government Version: 03/01/2012 Source: Department of Environment and Natural Resources
Date Data Arrived at EDR: 04/03/2012 Telephone: 919 - 508 -8400
Date Made Active in Reports: 04/23/2012 Last EDR Contact: 04/03/2012
Number of Days to Update: 20 Next Scheduled EDR Contact: 07/02/2012
Data Release Frequency: Semi - Annually
State and tribal Browntelds sites
BROWNFIELDS: Brownfields Projects Inventory
A brownfield site is an abandoned, idled, or underused property where the threat of environmental contamination
has hindered its redevelopment. All of the sites in the inventory are working toward a brownfield agreement for
cleanup and liabitliy control.
Date of Government Version: 09/30/2010
Date Data Arrived at EDR: 04/15/2011
Date Made Active in Reports: 05/04/2011
Number of Days to Update: 19
ADDITIONAL ENVIRONMENTAL RECORDS
Local Brownfield lists
Source: Department of Environment and Natural Resources
Telephone: [phone]
Last EDR Contact: 04/12/2012
Next Scheduled EDR Contact: 07/23/2012
Data Release Frequency: Varies
US BROWNFIELDS: A Listing of Brownfields Sites
Brownfields are real property, the expansion, redevelopment, or reuse of which may be complicated by the presence
or potential presence of a hazardous substance, pollutant, or contaminant. Cleaning up and reinvesting in these
properties takes development pressures off of undeveloped, open land, and both improves and protects the environment.
Assessment, Cleanup and Redevelopment Exchange System (ACRES) stores information reported by EPA Brownfields
grant recipients on brownfields properties assessed or cleaned up with grant funding as well as information on
Targeted Brownfields Assessments performed by EPA Regions. A listing of ACRES Brownfield sites is obtained from
Cleanups in My Community. Cleanups in My Community provides information on Brownfields properties for which information
is reported back to EPA, as well as areas served by Brownfields grant programs.
Date of Government Version: 06/27/2011
Date Data Arrived at EDR: 06/27/2011
Date Made Active in Reports: 09/13/2011
Number of Days to Update: 78
Source: Environmental Protection Agency
Telephone: 202 - 566 -2777
Last EDR Contact: 04/03/2012
Next Scheduled EDR Contact: 07/09/2012
Data Release Frequency: Semi - Annually
TC3337526.6s Page GR -9

GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
Local Lists of Landfill/ Solid Waste Disposal Sites
ODI: Open Dump Inventory
An open dump is defined as a disposal facility that does not comply with one or more of the Part 257 or Part 258
Subtitle D Criteria.
Date of Government Version: 06/30/1985
Date Data Arrived at EDR: 08/09/2004
Date Made Active in Reports: 09/17/2004
Number of Days to Update: 39
Source: Environmental Protection Agency
Telephone: 800 - 424 -9346
Last EDR Contact: 06/09/2004
Next Scheduled EDR Contact: N/A
Data Release Frequency: No Update Planned
DEBRIS REGION 9: Torres Martinez Reservation Illegal Dump Site Locations
A listing of illegal dump sites location on the Torres Martinez Indian Reservation located in eastern Riverside
County and northern Imperial County, California.
Date of Government Version: 01/12/2009
Date Data Arrived at EDR: 05/07/2009
Date Made Active in Reports: 09/21/2009
Number of Days to Update: 137
HIST LF: Solid Waste Facility Listing
A listing of solid waste facilities.
Date of Government Version: 11/06/2006
Date Data Arrived at EDR: 02/13/2007
Date Made Active in Reports: 03/02/2007
Number of Days to Update: 17
SWRCY: Recycling Center Listing
A listing of recycling center locations.
Date of Government Version: 02/06/2012
Date Data Arrived at EDR: 02/08/2012
Date Made Active in Reports: 03/20/2012
Number of Days to Update: 41
Source: EPA, Region 9
Telephone: [phone]
Last EDR Contact: 03/26/2012
Next Scheduled EDR Contact: 07/09/2012
Data Release Frequency: No Update Planned
Source: Department of Environment & Natural Resources
Telephone: [phone]
Last EDR Contact: 01/19/2009
Next Scheduled EDR Contact: 04/19/2009
Data Release Frequency: Quarterly
Source: Department of Environment & Natural Resources
Telephone: [phone]
Last EDR Contact: 05/21/2012
Next Scheduled EDR Contact: 08/20/2012
Data Release Frequency: Varies
INDIAN ODI: Report on the Status of Open Dumps on Indian Lands
Location of open dumps on Indian land.
Date of Government Version: 12/31/1998
Date Data Arrived at EDR: 12/03/2007
Date Made Active in Reports: 01/24/2008
Number of Days to Update: 52
Source: Environmental Protection Agency
Telephone: 703 - 308 -8245
Last EDR Contact: 05/07/2012
Next Scheduled EDR Contact: 08/20/2012
Data Release Frequency: Varies
Local Lists of Hazardous waste / Contaminated Sites
US CDL: Clandestine Drug Labs
A listing of clandestine drug lab locations. The U.S. Department of Justice ( "the Department') provides this
web site as a public service. It contains addresses of some locations where law enforcement agencies reported
they found chemicals or other items that indicated the presence of either clandestine drug laboratories or dumpsites.
In most cases, the source of the entries is not the Department, and the Department has not verified the entry
and does not guarantee its accuracy. Members of the public must verify the accuracy of all entries by, for example,
contacting local law enforcement and local health departments.
TC3337526.6s Page GR -10

GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
Date of Government Version: 10/07/2011
Date Data Arrived at EDR: 12/09/2011
Date Made Active in Reports: 01/10/2012
Number of Days to Update: 32
Source: Drug Enforcement Administration
Telephone: 202 - 307 -1000
Last EDR Contact: 06/04/2012
Next Scheduled EDR Contact: 09/17/2012
Data Release Frequency: Quarterly
US HIST CDL: National Clandestine Laboratory Register
A listing of clandestine drug lab locations. The U.S. Department of Justice ( "the Department ") provides this
web site as a public service. It contains addresses of some locations where law enforcement agencies reported
they found chemicals or other items that indicated the presence of either clandestine drug laboratories or dumpsites.
In most cases, the source of the entries is not the Department, and the Department has not verified the entry
and does not guarantee its accuracy. Members of the public must verify the accuracy of all entries by, for example,
contacting local law enforcement and local health departments.
Date of Government Version: 09/01/2007
Date Data Arrived at EDR: 11/19/2008
Date Made Active in Reports: 03/30/2009
Number of Days to Update: 131
Local Land Records
Source: Drug Enforcement Administration
Telephone: 202 - 307 -1000
Last EDR Contact: 03/23/2009
Next Scheduled EDR Contact: 06/22/2009
Data Release Frequency: No Update Planned
LIENS 2: CERCLA Lien Information
A Federal CERCLA ('Superfund') lien can exist by operation of law at any site or property at which EPA has spent
Superfund monies. These monies are spent to investigate and address releases and threatened releases of contamination.
CERCLIS provides information as to the identity of these sites and properties.
Date of Government Version: 09/09/2011
Date Data Arrived at EDR: 09/16/2011
Date Made Active in Reports: 09/29/2011
Number of Days to Update: 13
Source: Environmental Protection Agency
Telephone: 202 - 564 -6023
Last EDR Contact: 04/30/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Varies
LUCIS: Land Use Control Information System
LUCIS contains records of land use control information pertaining to the former Navy Base Realignment and Closure
properties.
Date of Government Version: 12/09/2005
Date Data Arrived at EDR: 12/11/2006
Date Made Active in Reports: 01/11/2007
Number of Days to Update: 31
Records of Emergency Release Reports
Source: Department of the Navy
Telephone: 843 - 820 -7326
Last EDR Contact: 05/21/2012
Next Scheduled EDR Contact: 09/03/2012
Data Release Frequency: Varies
HMIRS: Hazardous Materials Information Reporting System
Hazardous Materials Incident Report System. HMIRS contains hazardous material spill incidents reported to DOT.
Date of Government Version: 10/04/2011
Date Data Arrived at EDR: 10/04/2011
Date Made Active in Reports: 11/11/2011
Number of Days to Update: 38
Other Ascertainable Records
Source: U.S. Department of Transportation
Telephone: 202 - 366 -4555
Last EDR Contact: 04/03/2012
Next Scheduled EDR Contact: 07/16/2012
Data Release Frequency: Annually
RCRA- NonGen: RCRA - Non Generators
RCRAInfo is EPA's comprehensive information system, providing access to data supporting the Resource Conservation
and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. The database
includes selective information on sites which generate, transport, store, treat and /or dispose of hazardous waste
as defined by the Resource Conservation and Recovery Act (RCRA). Non - Generators do not presently generate hazardous
waste.
TC3337526.6s Page GR -11

GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
Date of Government Version: 03/15/2012
Date Data Arrived at EDR: 04/04/2012
Date Made Active in Reports: 05/15/2012
Number of Days to Update: 41
Source: Environmental Protection Agency
Telephone: [phone]
Last EDR Contact: 04/04/2012
Next Scheduled EDR Contact: 07/16/2012
Data Release Frequency: Varies
DOT OPS: Incident and Accident Data
Department of Transporation, Office of Pipeline Safety Incident and Accident data.
Date of Government Version: 07/29/2011 Source: Department of Transporation, Office of Pipeline Safety
Date Data Arrived at EDR: 08/09/2011 Telephone: 202 - 366 -4595
Date Made Active in Reports: 11/11/2011 Last EDR Contact: 05/08/2012
Number of Days to Update: 94 Next Scheduled EDR Contact: 08/20/2012
Data Release Frequency: Varies
DOD: Department of Defense Sites
This data set consists of federally owned or administered lands, administered by the Department of Defense, that
have any area equal to or greater than 640 acres of the United States, Puerto Rico, and the U.S. Virgin Islands.
Date of Government Version: 12/31/2005
Date Data Arrived at EDR: 11/10/2006
Date Made Active in Reports: 01/11/2007
Number of Days to Update: 62
Source: USGS
Telephone: 888 - 275 -8747
Last EDR Contact: 04/16/2012
Next Scheduled EDR Contact: 07/30/2012
Data Release Frequency: Semi - Annually
FUDS: Formerly Used Defense Sites
The listing includes locations of Formerly Used Defense Sites properties where the US Army Corps of Engineers
is actively working or will take necessary cleanup actions.
Date of Government Version: 12/31/2009
Date Data Arrived at EDR: 08/12/2010
Date Made Active in Reports: 12/02/2010
Number of Days to Update: 112
Source: U.S. Army Corps of Engineers
Telephone: 202 - 528 -4285
Last EDR Contact: 03/12/2012
Next Scheduled EDR Contact: 06/25/2012
Data Release Frequency: Varies
CONSENT: Superfund (CERCLA) Consent Decrees
Major legal settlements that establish responsibility and standards for cleanup at NPL (Superfund) sites. Released
periodically by United States District Courts after settlement by parties to litigation matters.
Date of Government Version: 12/01/2011 Source: Department of Justice, Consent Decree Library
Date Data Arrived at EDR: 01/25/2012 Telephone: Varies
Date Made Active in Reports: 03/01/2012 Last EDR Contact: 04/02/2012
Number of Days to Update: 36 Next Scheduled EDR Contact: 07/16/2012
Data Release Frequency: Varies
ROD: Records Of Decision
Record of Decision. ROD documents mandate a permanent remedy at an NPL (Superfund) site containing technical
and health information to aid in the cleanup.
Date of Government Version: 09/28/2011
Date Data Arrived at EDR: 12/14/2011
Date Made Active in Reports: 01/10/2012
Number of Days to Update: 27
Source: EPA
Telephone: 703 - 416 -0223
Last EDR Contact: 03/14/2012
Next Scheduled EDR Contact: 06/25/2012
Data Release Frequency: Annually
UMTRA: Uranium Mill Tailings Sites
Uranium ore was mined by private companies for federal government use in national defense programs. When the mills
shut down, large piles of the sand -like material (mill tailings) remain after uranium has been extracted from
the ore. Levels of human exposure to radioactive materials from the piles are low; however, in some cases tailings
were used as construction materials before the potential health hazards of the tailings were recognized.
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GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
Date of Government Version: 09/14/2010
Date Data Arrived at EDR: 10/07/2011
Date Made Active in Reports: 03/01/2012
Number of Days to Update: 146
Source: Department of Energy
Telephone: 505 - 845 -0011
Last EDR Contact: 05/29/2012
Next Scheduled EDR Contact: 09/10/2012
Data Release Frequency: Varies
MINES: Mines Master Index File
Contains all mine identification numbers issued for mines active or opened since 1971. The data also includes
violation information.
Date of Government Version: 08/18/2011 Source: Department of Labor, Mine Safety and Health Administration
Date Data Arrived at EDR: 09/08/2011 Telephone: 303 - 231 -5959
Date Made Active in Reports: 09/29/2011 Last EDR Contact: 03/07/2012
Number of Days to Update: 21 Next Scheduled EDR Contact: 06/18/2012
Data Release Frequency: Semi - Annually
TRIS: Toxic Chemical Release Inventory System
Toxic Release Inventory System. TRIS identifies facilities which release toxic chemicals to the air, water and
land in reportable quantities under SARA Title III Section 313.
Date of Government Version: 12/31/2009
Date Data Arrived at EDR: 09/01/2011
Date Made Active in Reports: 01/10/2012
Number of Days to Update: 131
Source: EPA
Telephone: 202 - 566 -0250
Last EDR Contact: 05/29/2012
Next Scheduled EDR Contact: 09/10/2012
Data Release Frequency: Annually
TSCA: Toxic Substances Control Act
Toxic Substances Control Act. TSCA identifies manufacturers and importers of chemical substances included on the
TSCA Chemical Substance Inventory list. It includes data on the production volume of these substances by plant
site.
Date of Government Version: 12/31/2006
Date Data Arrived at EDR: 09/29/2010
Date Made Active in Reports: 12/02/2010
Number of Days to Update: 64
Source: EPA
Telephone: 202 - 260 -5521
Last EDR Contact: 03/28/2012
Next Scheduled EDR Contact: 07/09/2012
Data Release Frequency: Every 4 Years
FTTS: FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide Act) /TSCA (Toxic Substances Control Act)
FTTS tracks administrative cases and pesticide enforcement actions and compliance activities related to FIFRA,
TSCA and EPCRA (Emergency Planning and Community Right -to -Know Act). To maintain currency, EDR contacts the
Agency on a quarterly basis.
Date of Government Version: 04/09/2009 Source: EPA /Office of Prevention, Pesticides and Toxic Substances
Date Data Arrived at EDR: 04/16/2009 Telephone: 202 - 566 -1667
Date Made Active in Reports: 05/11/2009 Last EDR Contact: 05/23/2012
Number of Days to Update: 25 Next Scheduled EDR Contact: 09/10/2012
Data Release Frequency: Quarterly
FTTS INSP: FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide Act) /TSCA (Toxic Substances Control Act)
A listing of FIFRA /TSCA Tracking System (FTTS) inspections and enforcements.
Date of Government Version: 04/09/2009
Date Data Arrived at EDR: 04/16/2009
Date Made Active in Reports: 05/11/2009
Number of Days to Update: 25
Source: EPA
Telephone: 202 - 566 -1667
Last EDR Contact: 05/23/2012
Next Scheduled EDR Contact: 09/10/2012
Data Release Frequency: Quarterly
HIST FTTS: FIFRA /TSCA Tracking System Administrative Case Listing
A complete administrative case listing from the FIFRA /TSCA Tracking System (FTTS) for all ten EPA regions. The
information was obtained from the National Compliance Database (NCDB). NCDB supports the implementation of FIFRA
(Federal Insecticide, Fungicide, and Rodenticide Act) and TSCA (Toxic Substances Control Act). Some EPA regions
are now closing out records. Because of that, and the fact that some EPA regions are not providing EPA Headquarters
with updated records, it was decided to create a HIST FTTS database. It included records that may not be included
in the newer FTTS database updates. This database is no longer updated.
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GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
Date of Government Version: 10/19/2006
Date Data Arrived at EDR: 03/01/2007
Date Made Active in Reports: 04/10/2007
Number of Days to Update: 40
Source: Environmental Protection Agency
Telephone: 202 - 564 -2501
Last EDR Contact: 12/17/2007
Next Scheduled EDR Contact: 03/17/2008
Data Release Frequency: No Update Planned
HIST FTTS INSP: FIFRA /TSCA Tracking System Inspection & Enforcement Case Listing
A complete inspection and enforcement case listing from the FIFRA /TSCA Tracking System (FTTS) for all ten EPA
regions. The information was obtained from the National Compliance Database (NCDB). NCDB supports the implementation
of FIFRA (Federal Insecticide, Fungicide, and Rodenticide Act) and TSCA (Toxic Substances Control Act). Some
EPA regions are now closing out records. Because of that, and the fact that some EPA regions are not providing
EPA Headquarters with updated records, it was decided to create a HIST FTTS database. It included records that
may not be included in the newer FTTS database updates. This database is no longer updated.
Date of Government Version: 10/19/2006
Date Data Arrived at EDR: 03/01/2007
Date Made Active in Reports: 04/10/2007
Number of Days to Update: 40
Source: Environmental Protection Agency
Telephone: 202 - 564 -2501
Last EDR Contact: 12/17/2008
Next Scheduled EDR Contact: 03/17/2008
Data Release Frequency: No Update Planned
SSTS: Section 7 Tracking Systems
Section 7 of the Federal Insecticide, Fungicide and Rodenticide Act, as amended (92 Stat. 829) requires all
registered pesticide - producing establishments to submit a report to the Environmental Protection Agency by March
1 st each year. Each establishment must report the types and amounts of pesticides, active ingredients and devices
being produced, and those having been produced and sold or distributed in the past year.
Date of Government Version: 12/31/2009
Date Data Arrived at EDR: 12/10/2010
Date Made Active in Reports: 02/25/2011
Number of Days to Update: 77
Source: EPA
Telephone: 202 - 564 -4203
Last EDR Contact: 04/30/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Annually
ICIS: Integrated Compliance Information System
The Integrated Compliance Information System (ICIS) supports the information needs of the national enforcement
and compliance program as well as the unique needs of the National Pollutant Discharge Elimination System (NPDES)
program.
Date of Government Version: 07/20/2011
Date Data Arrived at EDR: 11/10/2011
Date Made Active in Reports: 01/10/2012
Number of Days to Update: 61
Source: Environmental Protection Agency
Telephone: 202 - 564 -5088
Last EDR Contact: 03/26/2012
Next Scheduled EDR Contact: 07/09/2012
Data Release Frequency: Quarterly
PADS: PCB Activity Database System
PCB Activity Database. PADS Identifies generators, transporters, commercial storers and /or brokers and disposers
of PCB's who are required to notify the EPA of such activities.
Date of Government Version: 11/01/2010
Date Data Arrived at EDR: 11/10/2010
Date Made Active in Reports: 02/16/2011
Number of Days to Update: 98
Source: EPA
Telephone: 202 - 566 -0500
Last EDR Contact: 04/17/2012
Next Scheduled EDR Contact: 07/30/2012
Data Release Frequency: Annually
MLTS: Material Licensing Tracking System
MLTS is maintained by the Nuclear Regulatory Commission and contains a list of approximately 8,100 sites which
possess or use radioactive materials and which are subject to NRC licensing requirements. To maintain currency,
EDR contacts the Agency on a quarterly basis.
Date of Government Version: 06/21/2011
Date Data Arrived at EDR: 07/15/2011
Date Made Active in Reports: 09/13/2011
Number of Days to Update: 60
Source: Nuclear Regulatory Commission
Telephone: 301 - 415 -7169
Last EDR Contact: 03/12/2012
Next Scheduled EDR Contact: 06/25/2012
Data Release Frequency: Quarterly
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GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
RADINFO: Radiation Information Database
The Radiation Information Database (RADINFO) contains information about facilities that are regulated by U.S.
Environmental Protection Agency (EPA) regulations for radiation and radioactivity.
Date of Government Version: 01/10/2012
Date Data Arrived at EDR: 01/12/2012
Date Made Active in Reports: 03/01/2012
Number of Days to Update: 49
Source: Environmental Protection Agency
Telephone: 202 - 343 -9775
Last EDR Contact: 04/10/2012
Next Scheduled EDR Contact: 07/23/2012
Data Release Frequency: Quarterly
FINDS: Facility Index System /Facility Registry System
Facility Index System. FINDS contains both facility information and 'pointers' to other sources that contain more
detail. EDR includes the following FINDS databases in this report: PCS (Permit Compliance System), AIRS (Aerometric
Information Retrieval System), DOCKET (Enforcement Docket used to manage and track information on civil judicial
enforcement cases for all environmental statutes), FURS (Federal Underground Injection Control), C- DOCKET (Criminal
Docket System used to track criminal enforcement actions for all environmental statutes), FFIS (Federal Facilities
Information System), STATE (State Environmental Laws and Statutes), and PADS (PCB Activity Data System).
Date of Government Version: 10/23/2011
Date Data Arrived at EDR: 12/13/2011
Date Made Active in Reports: 03/01/2012
Number of Days to Update: 79
Source: EPA
Telephone: [phone]
Last EDR Contact: 03/13/2012
Next Scheduled EDR Contact: 06/25/2012
Data Release Frequency: Quarterly
RAATS: RCRA Administrative Action Tracking System
RCRA Administration Action Tracking System. RAATS contains records based on enforcement actions issued under RCRA
pertaining to major violators and includes administrative and civil actions brought by the EPA. For administration
actions after September 30, 1995, data entry in the RAATS database was discontinued. EPA will retain a copy of
the database for historical records. It was necessary to terminate RAATS because a decrease in agency resources
made it impossible to continue to update the information contained in the database.
Date of Government Version: 04/17/1995
Date Data Arrived at EDR: 07/03/1995
Date Made Active in Reports: 08/07/1995
Number of Days to Update: 35
Source: EPA
Telephone: 202 - 564 -4104
Last EDR Contact: 06/02/2008
Next Scheduled EDR Contact: 09/01/2008
Data Release Frequency: No Update Planned
BRS: Biennial Reporting System
The Biennial Reporting System is a national system administered by the EPA that collects data on the generation
and management of hazardous waste. BRS captures detailed data from two groups: Large Quantity Generators (LQG)
and Treatment, Storage, and Disposal Facilities.
Date of Government Version: 12/31/2009
Date Data Arrived at EDR: 03/01/2011
Date Made Active in Reports: 05/02/2011
Number of Days to Update: 62
Source: EPA /NTIS
Telephone: 800 - 424 -9346
Last EDR Contact: 06/01/2012
Next Scheduled EDR Contact: 09/10/2012
Data Release Frequency: Biennially
IMD: Incident Management Database
Groundwater and /or soil contamination incidents
Date of Government Version: 07/21/2006 Source: Department of Environment and Natural Resources
Date Data Arrived at EDR: 08/01/2006 Telephone: 919 - 733 -3221
Date Made Active in Reports: 08/23/2006 Last EDR Contact: 07/01/2011
Number of Days to Update: 22 Next Scheduled EDR Contact: 10/17/2011
Data Release Frequency: No Update Planned
UIC: Underground Injection Wells Listing
A listing of uncerground injection wells locations.
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GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
Date of Government Version: 02/15/2012 Source: Department of Environment & Natural Resources
Date Data Arrived at EDR: 02/17/2012 Telephone: 919 - 807 -6412
Date Made Active in Reports: 03/20/2012 Last EDR Contact: 05/15/2012
Number of Days to Update: 32 Next Scheduled EDR Contact: 08/27/2012
Data Release Frequency: Varies
DRYCLEANERS: Drycleaning Sites
Potential and known drycleaning sites, active and abandoned, that the Drycleaning Solvent Cleanup Program has
knowledge of and entered into this database.
Date of Government Version: 03/06/2012 Source: Department of Environment & Natural Resources
Date Data Arrived at EDR: 03/28/2012 Telephone: 919 - 508 -8400
Date Made Active in Reports: 04/23/2012 Last EDR Contact: 03/28/2012
Number of Days to Update: 26 Next Scheduled EDR Contact: 07/09/2012
Data Release Frequency: Varies
NPDES: NPDES Facility Location Listing
General information regarding NPDES(National Pollutant Discharge Elimination System) permits.
Date of Government Version: 05/12/2011 Source: Department of Environment & Natural Resources
Date Data Arrived at EDR: 05/13/2011 Telephone: 919 - 733 -7015
Date Made Active in Reports: 06/16/2011 Last EDR Contact: 03/06/2012
Number of Days to Update: 34 Next Scheduled EDR Contact: 08/20/2012
Data Release Frequency: Varies
INDIAN RESERV: Indian Reservations
This map layer portrays Indian administered lands of the United States that have any area equal to or greater
than 640 acres.
Date of Government Version: 12/31/2005
Date Data Arrived at EDR: 12/08/2006
Date Made Active in Reports: 01/11/2007
Number of Days to Update: 34
Source: USGS
Telephone: 202 - 208 -3710
Last EDR Contact: 04/16/2012
Next Scheduled EDR Contact: 07/30/2012
Data Release Frequency: Semi - Annually
SCRD DRYCLEANERS: State Coalition for Remediation of Drycleaners Listing
The State Coalition for Remediation of Drycleaners was established in 1998, with support from the U.S. EPA Office
of Superfund Remediation and Technology Innovation. It is comprised of representatives of states with established
drycleaner remediation programs. Currently the member states are Alabama, Connecticut, Florida, Illinois, Kansas,
Minnesota, Missouri, North Carolina, Oregon, South Carolina, Tennessee, Texas, and Wisconsin.
Date of Government Version: 03/07/2011
Date Data Arrived at EDR: 03/09/2011
Date Made Active in Reports: 05/02/2011
Number of Days to Update: 54
Source: Environmental Protection Agency
Telephone: [phone]
Last EDR Contact: 04/23/2012
Next Scheduled EDR Contact: 08/06/2012
Data Release Frequency: Varies
FINANCIAL ASSURANCE 1: Financial Assurance Information Listing
A listing of financial assurance information for underground storage tank facilities. Financial assurance is intended
to ensure that resources are available to pay for the cost of closure, post - closure care, and corrective measures
if the owner or operator of a regulated facility is unable or unwilling to pay.
Date of Government Version: 09/23/2011 Source: Department of Environment & Natural Resources
Date Data Arrived at EDR: 10/06/2011 Telephone: 919 - 733 -1322
Date Made Active in Reports: 11 /01 /2011 Last EDR Contact: 05/16/2012
Number of Days to Update: 26 Next Scheduled EDR Contact: 08/27/2012
Data Release Frequency: Quarterly
FINANCIAL ASSURANCE 3: Financial Assurance Information
Hazardous waste financial assurance information.
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GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
Date of Government Version: 05/08/2012 Source: Department of Environment & Natural Resources
Date Data Arrived at EDR: 05/09/2012 Telephone: 919 - 508 -8549
Date Made Active in Reports: 05/16/2012 Last EDR Contact: 04/02/2012
Number of Days to Update: 7 Next Scheduled EDR Contact: 07/16/2012
Data Release Frequency: Varies
FINANCIAL ASSURANCE 2: Financial Assurance Information Listing
Information for solid waste facilities. Financial assurance is intended to ensure that resources are available
to pay for the cost of closure, post - closure care, and corrective measures if the owner or operator of a regulated
facility is unable or unwilling to pay.
Date of Government Version: 04/04/2012 Source: Department of Environmental & Natural Resources
Date Data Arrived at EDR: 04/05/2012 Telephone: 919 - 508 -8496
Date Made Active in Reports: 04/23/2012 Last EDR Contact: 04/03/2012
Number of Days to Update: 18 Next Scheduled EDR Contact: 07/16/2012
Data Release Frequency: Varies
COAL ASH: Coal Ash Disposal Sites
A listing of coal combustion products distribution permits issued by the Division for the treatment, storage,
transportation, use and disposal of coal combustion products.
Date of Government Version: 12/31/2007 Source: Department of Environment & Natural Resources
Date Data Arrived at EDR: 08/04/2009 Telephone: 919 - 807 -6359
Date Made Active in Reports: 08/17/2009 Last EDR Contact: 05/07/2012
Number of Days to Update: 13 Next Scheduled EDR Contact: 08/20/2012
Data Release Frequency: Varies
COAL ASH DOE: Sleam- Electric Plan Operation Data
A listing of power plants that store ash in surface ponds.
Date of Government Version: 12/31/2005
Date Data Arrived at EDR: 08/07/2009
Date Made Active in Reports: 10/22/2009
Number of Days to Update: 76
Source: Department of Energy
Telephone: 202 - 586 -8719
Last EDR Contact: 04/16/2012
Next Scheduled EDR Contact: 07/30/2012
Data Release Frequency: Varies
2020 CORRECTIVE ACTION: 2020 Corrective Action Program List
This RCRA cleanup baseline includes facilities expected to need corrective action.
Date of Government Version: 11/11/2011
Date Data Arrived at EDR: 05/18/2012
Date Made Active in Reports: 05/25/2012
Number of Days to Update: 7
Source: Environmental Protection Agency
Telephone: 703 - 308 -4044
Last EDR Contact: 05/18/2012
Next Scheduled EDR Contact: 08/27/2012
Data Release Frequency: Varies
EPA WATCH LIST: EPA WATCH LIST
EPA maintains a "Watch List' to facilitate dialogue between EPA, state and local environmental agencies on enforcement
matters relating to facilities with alleged violations identified as either significant or high priority. Being
on the Watch List does not mean that the facility has actually violated the law only that an investigation by
EPA or a state or local environmental agency has led those organizations to allege that an unproven violation
has in fact occurred. Being on the Watch List does not represent a higher level of concern regarding the alleged
violations that were detected, but instead indicates cases requiring additional dialogue between EPA, state and
local agencies - primarily because of the length of time the alleged violation has gone unaddressed or unresolved.
Date of Government Version: 12/31/2011
Date Data Arrived at EDR: 02/17/2012
Date Made Active in Reports: 03/01/2012
Number of Days to Update: 13
Source: Environmental Protection Agency
Telephone: [phone]
Last EDR Contact: 05/15/2012
Next Scheduled EDR Contact: 08/27/2012
Data Release Frequency: Quarterly
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GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
COAL ASH EPA: Coal Combustion Residues Surface Impoundments List
A listing of coal combustion residues surface impoundments with high hazard potential ratings.
Date of Government Version: 08/17/2010
Date Data Arrived at EDR: 01/03/2011
Date Made Active in Reports: 03/21/2011
Number of Days to Update: 77
Source: Environmental Protection Agency
Telephone: N/A
Last EDR Contact: 03/16/2012
Next Scheduled EDR Contact: 06/25/2012
Data Release Frequency: Varies
PCB TRANSFORMER: PCB Transformer Registration Database
The database of PCB transformer registrations that includes all PCB registration submittals.
Date of Government Version: 02/01/2011
Date Data Arrived at EDR: 10/19/2011
Date Made Active in Reports: 01/10/2012
Number of Days to Update: 83
Source: Environmental Protection Agency
Telephone: 202 - 566 -0517
Last EDR Contact: 05/04/2012
Next Scheduled EDR Contact: 08/13/2012
Data Release Frequency: Varies
FEDLAND: Federal and Indian Lands
Federally and Indian administrated lands of the United States. Lands included are administrated by: Army Corps
of Engineers, Bureau of Reclamation, National Wild and Scenic River, National Wildlife Refuge, Public Domain Land,
Wilderness, Wilderness Study Area, Wildlife Management Area, Bureau of Indian Affairs, Bureau of Land Management,
Department of Justice, Forest Service, Fish and Wildlife Service, National Park Service.
Date of Government Version: 12/31/2005
Date Data Arrived at EDR: 02/06/2006
Date Made Active in Reports: 01/11/2007
Number of Days to Update: 339
EDR PROPRIETARY RECORDS
EDR Proprietary Records
Source: U.S. Geological Survey
Telephone: 888 - 275 -8747
Last EDR Contact: 04/16/2012
Next Scheduled EDR Contact: 07/30/2012
Data Release Frequency: N/A
Manufactured Gas Plants: EDR Proprietary Manufactured Gas Plants
The EDR Proprietary Manufactured Gas Plant Database includes records of coal gas plants (manufactured gas plants)
compiled by EDR's researchers. Manufactured gas sites were used in the United States from the 1800's to 1950's
to produce a gas that could be distributed and used as fuel. These plants used whale oil, rosin, coal, or a mixture
of coal, oil, and water that also produced a significant amount of waste. Many of the byproducts of the gas production,
such as coal tar (oily waste containing volatile and non - volatile chemicals), sludges, oils and other compounds
are potentially hazardous to human health and the environment. The byproduct from this process was frequently
disposed of directly at the plant site and can remain or spread slowly, serving as a continuous source of soil
and groundwater contamination.
Date of Government Version: N/A
Date Data Arrived at EDR: N/A
Date Made Active in Reports: N/A
Number of Days to Update: N/A
OTHER DATABASE(S)
Source: EDR, Inc.
Telephone: N/A
Last EDR Contact: N/A
Next Scheduled EDR Contact: N/A
Data Release Frequency: No Update Planned
Depending on the geographic area covered by this report, the data provided in these specialty databases may or may not be
complete. For example, the existence of wetlands information data in a specific report does not mean that all wetlands in the
area covered by the report are included. Moreover, the absence of any reported wetlands information does not necessarily
mean that wetlands do not exist in the area covered by the report.
CT MANIFEST: Hazardous Waste Manifest Data
Facility and manifest data. Manifest is a document that lists and tracks hazardous waste from the generator through
transporters to a tsd facility.
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GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
Date of Government Version: 05/21/2012 Source: Department of Energy & Environmental Protection
Date Data Arrived at EDR: 05/22/2012 Telephone: 860 - 424 -3375
Date Made Active in Reports: 05/31/2012 Last EDR Contact: 05/22/2012
Number of Days to Update: 9 Next Scheduled EDR Contact: 09/03/2012
Data Release Frequency: Annually
NJ MANIFEST: Manifest Information
Hazardous waste manifest information.
Date of Government Version: 12/31/2010 Source: Department of Environmental Protection
Date Data Arrived at EDR: 07/20/2011 Telephone: N/A
Date Made Active in Reports: 08/11/2011 Last EDR Contact: 04/17/2012
Number of Days to Update: 22 Next Scheduled EDR Contact: 07/30/2012
Data Release Frequency: Annually
NY MANIFEST: Facility and Manifest Data
Manifest is a document that lists and tracks hazardous waste from the generator through transporters to a TSD
facility.
Date of Government Version: 01/10/2012 Source: Department of Environmental Conservation
Date Data Arrived at EDR: 02/09/2012 Telephone: 518 - 402 -8651
Date Made Active in Reports: 03/09/2012 Last EDR Contact: 05/09/2012
Number of Days to Update: 29 Next Scheduled EDR Contact: 08/20/2012
Data Release Frequency: Annually
PA MANIFEST: Manifest Information
Hazardous waste manifest information.
Date of Government Version: 12/31/2010 Source: Department of Environmental Protection
Date Data Arrived at EDR: 04/27/2012 Telephone: 717 - 783 -8990
Date Made Active in Reports: 06/05/2012 Last EDR Contact: 04/23/2012
Number of Days to Update: 39 Next Scheduled EDR Contact: 08/06/2012
Data Release Frequency: Annually
RI MANIFEST: Manifest information
Hazardous waste manifest information
Date of Government Version: 12/31/2010 Source: Department of Environmental Management
Date Data Arrived at EDR: 06/24/2011 Telephone: 401 - 222 -2797
Date Made Active in Reports: 06/30/2011 Last EDR Contact: 02/27/2012
Number of Days to Update: 6 Next Scheduled EDR Contact: 06/11/2012
Data Release Frequency: Annually
WI MANIFEST: Manifest Information
Hazardous waste manifest information.
Date of Government Version: 12/31/2010
Date Data Arrived at EDR: 08/19/2011
Date Made Active in Reports: 09/15/2011
Number of Days to Update: 27
Source: Department of Natural Resources
Telephone: N/A
Last EDR Contact: 03/19/2012
Next Scheduled EDR Contact: 07/02/2012
Data Release Frequency: Annually
Oil /Gas Pipelines: This data was obtained by EDR from the USGS in 1994. It is referred to by USGS as GeoData Digital Line Graphs
from 1:100,000 -Scale Maps. It was extracted from the transportation category including some oil, but primarily
gas pipelines.
Electric Power Transmission Line Data
Source: Rextag Strategies Corp.
Telephone: [phone]
U.S. Electric Transmission and Power Plants Systems Digital GIS Data
Sensitive Receptors: There are individuals deemed sensitive receptors due to their fragile immune systems and special sensitivity
to environmental discharges. These sensitive receptors typically include the elderly, the sick, and children. While the location of all
sensitive receptors cannot be determined, EDR indicates those buildings and facilities - schools, daycares, hospitals, medical centers,
and nursing homes - where individuals who are sensitive receptors are likely to be located.
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GOVERNMENT RECORDS SEARCHED /DATA CURRENCY TRACKING
AHA Hospitals:
Source: American Hospital Association, Inc.
Telephone: [phone]
The database includes a listing of hospitals based on the American Hospital Association's annual survey of hospitals.
Medical Centers: Provider of Services Listing
Source: Centers for Medicare & Medicaid Services
Telephone: [phone]
A listing of hospitals with Medicare provider number, produced by Centers of Medicare & Medicaid Services,
a federal agency within the U.S. Department of Health and Human Services.
Nursing Homes
Source: National Institutes of Health
Telephone: [phone]
Information on Medicare and Medicaid certified nursing homes in the United States.
Public Schools
Source: National Center for Education Statistics
Telephone: [phone]
The National Center for Education Statistics' primary database on elementary
and secondary public education in the United States. It is a comprehensive, annual, national statistical
database of all public elementary and secondary schools and school districts, which contains data that are
comparable across all states.
Private Schools
Source: National Center for Education Statistics
Telephone: [phone]
The National Center for Education Statistics' primary database on private school locations in the United States.
Daycare Centers: Child Care Facility List
Source: Department of Health & Human Services
Telephone: [phone]
Flood Zone Data: This data, available in select counties across the country, was obtained by EDR in 2003 & 2011 from the Federal
Emergency Management Agency (FEMA). Data depicts 100 -year and 500 -year flood zones as defined by FEMA.
NWI: National Wetlands Inventory. This data, available in select counties across the country, was obtained by EDR
in 2002 and 2005 from the U.S. Fish and Wildlife Service.
State Wetlands Data: Wetlands Inventory
Source: Department of Environment & Natural Resources
Telephone: [phone]
Scanned Digital USGS 7.5' Topographic Map (DRG)
Source: United States Geologic Survey
A digital raster graphic (DRG) is a scanned image of a U.S. Geological Survey topographic map. The map images
are made by scanning published paper maps on high - resolution scanners. The raster image
is georeferenced and fit to the Universal Transverse Mercator (UTM) projection.
STREET AND ADDRESS INFORMATION
© 2010 Tele Atlas North America, Inc. All rights reserved. This material is proprietary and the subject of copyright protection
and other intellectual property rights owned by or licensed to Tele Atlas North America, Inc. The use of this material is subject
to the terms of a license agreement. You will be held liable for any unauthorized copying or disclosure of this material.
TC3337526.6s Page GR -20

GEOCHECK ® - PHYSICAL SETTING SOURCE ADDENDUM
TARGET PROPERTY ADDRESS
MUDDY RUN II
HIGHWAY 111 /LUDIE BROWN ROAD
CHINQUAPIN, NC 28521
11 r9 :lr]Nk d:j :1.1 »:ArK90161NQl01 rel9 *1
Latitude (North):
Longitude (West):
Universal Tranverse Mercator:
UTM X (Meters):
UTM Y (Meters):
Elevation:
USGS TOPOGRAPHIC MAP
Target Property Map:
Most Recent Revision:
34.8343 - 34° 50' 3.48"
77.7907 - 77° 47' 26.52"
Zone 18
244790.5
3858022.5
50 ft. above sea level
34077 -G7 CHINQUAPIN, NC
1981
EDR's GeoCheck Physical Setting Source Addendum is provided to assist the environmental professional in
forming an opinion about the impact of potential contaminant migration.
Assessment of the impact of contaminant migration generally has two principal investigative components:
1. Groundwater flow direction, and
2. Groundwater flow velocity.
Groundwater flow direction may be impacted by surface topography, hydrology, hydrogeology, characteristics
of the soil, and nearby wells. Groundwater flow velocity is generally impacted by the nature of the
geologic strata.
TC3337526.6s Page A -1

GEOCHECK® - PHYSICAL SETTING SOURCE SUMMARY
GROUNDWATER FLOW DIRECTION INFORMATION
Groundwater flow direction for a particular site is best determined by a qualified environmental professional
using site - specific well data. If such data is not reasonably ascertainable, it may be necessary to rely on other
sources of information, such as surface topographic information, hydrologic information, hydrogeologic data
collected on nearby properties, and regional groundwater flow information (from deep aquifers).
TOPOGRAPHIC INFORMATION
Surface topography may be indicative of the direction of surficial groundwater flow. This information can be used to
assist the environmental professional in forming an opinion about the impact of nearby contaminated properties or,
should contamination exist on the target property, what downgradient sites might be impacted.
TARGET PROPERTY TOPOGRAPHY
General Topographic Gradient: General WNW
SURROUNDING TOPOGRAPHY: ELEVATION PROFILES
M
(6
N A W W W W 'P',. W A W O W W N N N N W W W
North I South
TIP
0
N A A A A A N W m W W W N m A
m . _ W _ N N A
West
TIP
Target Property Elevation: 50 ft.
East
1/2 1 Miles
Source: Topography has been determined from the USGS 7.5' Digital Elevation Model and should be evaluated
on a relative (not an absolute) basis. Relative elevation information between sites of close proximity
should be field verified.
TC3337526.6s Page A -2

GEOCHECK® - PHYSICAL SETTING SOURCE SUMMARY
HYDROLOGIC INFORMATION
Surface water can act as a hydrologic barrier to groundwater flow. Such hydrologic information can be used to assist
the environmental professional in forming an opinion about the impact of nearby contaminated properties or, should
contamination exist on the target property, what downgradient sites might be impacted.
Refer to the Physical Setting Source Map following this summary for hydrologic information (major waterways
and bodies of water).
FEMA FLOOD ZONE
Target Property County
DUPLIN, NC
Flood Plain Panel at Target Property:
Additional Panels in search area:
NATIONAL WETLAND INVENTORY
NWI Quad at Target Property
CHINQUAPIN
HYDROGEOLOGIC INFORMATION
FEMA Flood
Electronic Data
YES - refer to the Overview Map and Detail Map
37061C - FEMA DFIRM Flood data
Not Reported
NWI Electronic
Data Coverage
YES - refer to the Overview Map and Detail Map
Hydrogeologic information obtained by installation of wells on a specific site can often be an indicator
of groundwater flow direction in the immediate area. Such hydrogeologic information can be used to assist the
environmental professional in forming an opinion about the impact of nearby contaminated properties or, should
contamination exist on the target property, what downgradient sites might be impacted.
AQUIFLOW®
Search Radius: 1.000 Mile.
EDR has developed the AQUIFLOW Information System to provide data on the general direction of groundwater
flow at specific points. EDR has reviewed reports submitted by environmental professionals to regulatory
authorities at select sites and has extracted the date of the report, groundwater flow direction as determined
hydrogeologically, and the depth to water table.
LOCATION GENERAL DIRECTION
MAP ID FROM TP GROUNDWATER FLOW
Not Reported
TC3337526.6s Page A -3

GEOCHECK® - PHYSICAL SETTING SOURCE SUMMARY
GROUNDWATER FLOW VELOCITY INFORMATION
Groundwater flow velocity information for a particular site is best determined by a qualified environmental professional
using site specific geologic and soil strata data. If such data are not reasonably ascertainable, it may be necessary
to rely on other sources of information, including geologic age identification, rock stratigraphic unit and soil
characteristics data collected on nearby properties and regional soil information. In general, contaminant plumes
move more quickly through sandy - gravelly types of soils than silty - clayey types of soils.
M*] 116Zc] Lei ILI176]ZILTAUNI [WIN ILI[C] 40114 Mil Will N*1156]aIfeVlC]=1111:j:Z6]:24:4V1
Geologic information can be used by the environmental professional in forming an opinion about the relative speed
at which contaminant migration may be occurring.
ROCK STRATIGRAPHIC UNIT
GEOLOGIC AGE IDENTIFICATION
Era: Cenozoic Category: Stratifed Sequence
System: Tertiary
Series: Eocene
Code: Te (decoded above as Era, System & Series)
Geologic Age and Rock Stratigraphic Unit Source: P.G. Schruben, R.E. Arndt and W.J. Bawiec, Geology
of the Conterminous U.S. at 1:2,500,000 Scale - a digital representation of the 1974 P.B. King and H.M. Beikman
Map, USGS Digital Data Series DDS - 11 (1994).
DOMINANT SOIL COMPOSITION IN GENERAL AREA OF TARGET PROPERTY
The U.S. Department of Agriculture's (USDA) Soil Conservation Service (SCS) leads the National Cooperative Soil
Survey (NCSS) and is responsible for collecting, storing, maintaining and distributing soil survey information
for privately owned lands in the United States. A soil map in a soil survey is a representation of soil patterns
in a landscape. Soil maps for STATSGO are compiled by generalizing more detailed (SSURGO) soil survey maps.
The following information is based on Soil Conservation Service STATSGO data.
Soil Component Name: AUTRYVILLE
Soil Surface Texture: sand
Hydrologic Group: Class A - High infiltration rates. Soils are deep, well drained to
excessively drained sands and gravels.
Soil Drainage Class: Well drained. Soils have intermediate water holding capacity. Depth to
water table is more than 6 feet.
Hydric Status: Soil does not meet the requirements for a hydric soil.
Corrosion Potential - Uncoated Steel: LOW
Depth to Bedrock Min: > 60 inches
Depth to Bedrock Max: > 60 inches
TC3337526.6s Page A -4

GEOCHECK® - PHYSICAL SETTING SOURCE SUMMARY
Soil Layer Information
Boundary
Classification
Layer
Upper
Lower
Soil Texture Class
AASHTO Group
Unified Soil
Permeability
Soil Reaction
Rate (in /hr)
(pH)
1
0 inches
26 inches
sand
Granular
COARSE - GRAINED
Max: 20.00
Max: 6.50
materials (35
SOILS, Sands,
Min: 6.00
Min: 4.50
pct. or less
Clean Sands,
passing No.
Poorly graded
200), Silty, or
sand.
Clayey Gravel
COARSE - GRAINED
and Sand.
SOILS, Sands,
Sands with fines,
Silty Sand.
2
26 inches
41 inches
sandy loam
Granular
COARSE - GRAINED
Max: 6.00
Max: 5.50
materials (35
SOILS, Sands,
Min: 2.00
Min: 4.50
pct. or less
Sands with fines,
passing No.
Silty Sand.
200), Silty, or
Clayey Gravel
and Sand.
3
41 inches
58 inches
sand
Granular
COARSE - GRAINED
Max: 20.00
Max: 5.50
materials (35
SOILS, Sands,
Min: 6.00
Min: 4.50
pct. or less
Clean Sands,
passing No.
Poorly graded
200), Silty, or
sand.
Clayey Gravel
COARSE - GRAINED
and Sand.
SOILS, Sands,
Sands with fines,
Silty Sand.
4
58 inches
85 inches
sandy loam
Granular
COARSE - GRAINED
Max: 2.00
Max: 5.50
materials (35
SOILS, Sands,
Min: 0.60
Min: 4.50
pct. or less
Sands with fines,
passing No.
Silty Sand.
200), Silty, or
Clayey Gravel
and Sand.
OTHER SOIL TYPES IN AREA
Based on Soil Conservation Service STATSGO data, the following additional subordinant soil types may
appear within the general area of target property.
Soil Surface Textures: loamy sand
loamy fine sand
loam
sandy loam
Surficial Soil Types: loamy sand
loamy fine sand
loam
sandy loam
Shallow Soil Types: loamy sand
sand
sandy clay loam
fine sandy loam
Deeper Soil Types: sandy clay loam
TC3337526.6s Page A -5

GEOCHECK® - PHYSICAL SETTING SOURCE SUMMARY
stratified
sand
sandy clay
LOCAL / REGIONAL WATER AGENCY RECORDS
EDR Local /Regional Water Agency records provide water well information to assist the environmental
professional in assessing sources that may impact ground water flow direction, and in forming an
opinion about the impact of contaminant migration on nearby drinking water wells.
WELL SEARCH DISTANCE INFORMATION
DATABASE
SEARCH DISTANCE (miles)
Federal USGS
1.000
Federal FRDS PWS
Nearest PWS within 1 mile
State Database
1.000
FEDERAL USGS WELL INFORMATION
LOCATION
MAP ID WELL ID FROM TP
No Wells Found
FEDERAL FRDS PUBLIC WATER SUPPLY SYSTEM INFORMATION
LOCATION
MAP ID WELL ID FROM TP
No PWS System Found
Note: PWS System location is not always the same as well location.
STATE DATABASE WELL INFORMATION
LOCATION
MAP ID WELL ID FROM TP
No Wells Found
TC3337526.6s Page A -6

PHYSICAL SETTING SOURCE MAP - 3337526.6s
o�
e
0
0
0
o
0
e
a c
O
Q
0
a
NC
0 0
/IV County Boundary
N Major Roads
N Contour Lines
OO Earthquake epicenter, Richter 5 or greater
® Water Wells
© Public Water Supply Wells
C� Cluster of Multiple Icons
0 1/4 1/2 1 Miles
Groundwater Flow Direction Wildlife Areas
c I Indeterminate Groundwater Flow at Location Natural Areas
c v Groundwater Flow Varies at Location o Rare & Endangered Species
SITE NAME: Muddy Run II CLIENT: WK Dickson
ADDRESS: Highway 111 /Ludie Brown Road CONTACT: George Lankford
Chinquapin NC 28521 INQUIRY #: 3337526.6s
LAT /LONG: 34.8343/77.7907 DATE: June 05, 2012 12:10 pm
00yriaht o 2012 EDR, Inc. o 2010 Tole Atlas Rai. 07/2009.

GEOCHECK ® - PHYSICAL SETTING SOURCE MAP FINDINGS
RADON
AREA RADON INFORMATION
Federal EPA Radon Zone for DUPLIN County: 3
Note: Zone 1 indoor average level > 4 pCi /L.
Zone 2 indoor average level — 2 pCi /L and — 4 pCi /L.
Zone 3 indoor average level < 2 pCi /L.
Federal Area Radon Information for DUPLIN COUNTY, NC
Number of sites tested: 8
Area
Average Activity
% <4 pCi /L
% 4 -20 pCi /L
% >20 pCi /L
Living Area - 1 st Floor
0.488 pCi /L
100%
0%
0%
Living Area - 2nd Floor
Not Reported
Not Reported
Not Reported
Not Reported
Basement
Not Reported
Not Reported
Not Reported
Not Reported
TC3337526.6s Page A -8

PHYSICAL SETTING SOURCE RECORDS SEARCHED
TOPOGRAPHIC INFORMATION
USGS 7.5' Digital Elevation Model (DEM)
Source: United States Geologic Survey
EDR acquired the USGS 7.5' Digital Elevation Model in 2002 and updated it in 2006. The 7.5 minute DEM corresponds
to the USGS 1:24,000- and 1:25,000 -scale topographic quadrangle maps. The DEM provides elevation data
with consistent elevation units and projection.
Scanned Digital USGS 7.5' Topographic Map (DRG)
Source: United States Geologic Survey
A digital raster graphic (DRG) is a scanned image of a U.S. Geological Survey topographic map. The map images
are made by scanning published paper maps on high - resolution scanners. The raster image
is georeferenced and fit to the Universal Transverse Mercator (UTM) projection.
HYDROLOGIC INFORMATION
Flood Zone Data: This data, available in select counties across the country, was obtained by EDR in 2003 & 2011 from the Federal
Emergency Management Agency (FEMA). Data depicts 100 -year and 500 -year flood zones as defined by FEMA.
NWI: National Wetlands Inventory. This data, available in select counties across the country, was obtained by EDR
in 2002 and 2005 from the U.S. Fish and Wildlife Service.
State Wetlands Data: Wetlands Inventory
Source: Department of Environment & Natural Resources
Telephone: [phone]
HYDROGEOLOGIC INFORMATION
AQUIFLOWR Information System
Source: EDR proprietary database of groundwater flow information
EDR has developed the AQUIFLOW Information System (AIS) to provide data on the general direction of groundwater
flow at specific points. EDR has reviewed reports submitted to regulatory authorities at select sites and has
extracted the date of the report, hydrogeologically determined groundwater flow direction and depth to water table
information.
GEOLOGIC INFORMATION
Geologic Age and Rock Stratigraphic Unit
Source: P.G. Schruben, R.E. Arndt and W.J. Bawiec, Geology of the Conterminous U.S. at 1:2,500,000 Scale - A digital
representation of the 1974 P.B. King and H.M. Beikman Map, USGS Digital Data Series DDS - 11 (1994).
STATSGO: State Soil Geographic Database
Source: Department of Agriculture, Natural Resources Conservation Services
The U.S. Department of Agriculture's (USDA) Natural Resources Conservation Service (NRCS) leads the national
Conservation Soil Survey (NCSS) and is responsible for collecting, storing, maintaining and distributing soil
survey information for privately owned lands in the United States. A soil map in a soil survey is a representation
of soil patterns in a landscape. Soil maps for STATSGO are compiled by generalizing more detailed ( SSURGO)
soil survey maps.
SSURGO: Soil Survey Geographic Database
Source: Department of Agriculture, Natural Resources Conservation Services (NRCS)
Telephone: 800 - 672 -5559
SSURGO is the most detailed level of mapping done by the Natural Resources Conservation Services, mapping
scales generally range from 1:12,000 to 1:63,360. Field mapping methods using national standards are used to
construct the soil maps in the Soil Survey Geographic ( SSURGO) database. SSURGO digitizing duplicates the
original soil survey maps. This level of mapping is designed for use by landowners, townships and county
natural resource planning and management.
TC3337526.6s Page A -9

PHYSICAL SETTING SOURCE RECORDS SEARCHED
LOCAL / REGIONAL WATER AGENCY RECORDS
FEDERAL WATER WELLS
PWS: Public Water Systems
Source: EPA /Office of Drinking Water
Telephone: 202 - 564 -3750
Public Water System data from the Federal Reporting Data System. A PWS is any water system which provides water to at
least 25 people for at least 60 days annually. PWSs provide water from wells, rivers and other sources.
PWS ENF: Public Water Systems Violation and Enforcement Data
Source: EPA /Office of Drinking Water
Telephone: 202 - 564 -3750
Violation and Enforcement data for Public Water Systems from the Safe Drinking Water Information System (SDWIS) after
August 1995. Prior to August 1995, the data came from the Federal Reporting Data System (FRDS).
USGS Water WeIIs: USGS National Water Inventory System (NWIS)
This database contains descriptive information on sites where the USGS collects or has collected data on surface
water and /or groundwater. The groundwater data includes information on wells, springs, and other sources of groundwater.
STATE RECORDS
North Carolina Public Water Supply Wells
Source: Department of Environmental Health
Telephone: [phone]
OTHER STATE DATABASE INFORMATION
NC Natural Areas: Significant Natural Heritage Areas
Source: Center for Geographic Information and Analysis
Telephone: [phone]
A polygon converage identifying sites (terrestrial or aquatic that have particular biodiversity significance.
A site's significance may be due to the presenceof rare species, rare or hight quality natural communities, or
other important ecological features.
NC Game Lands: Wildlife Resources Commission Game Lands
Source: Center for Geographic Information and Analysis
Telephone: [phone]
All publicly owned game lands managed by the North Carolina Wildlife Resources Commission and as listed in Hunting
and Fishing Maps.
NC Natural Heritage Sites: Natural Heritage Element Occurrence Sites
Source: Center for Geographic Information and Analysis
Telephone: [phone]
A point coverage identifying locations of rare and endangered species, occurrences of exemplary or unique natural
ecosystems (terrestrial or aquatic), and special animal habitats (e.g., colonial waterbird nesting sites).
RADON
State Database: NC Radon
Source: Department of Environment & Natural Resources
Telephone: [phone]
Radon Statistical and Non Statiscal Data
Area Radon Information
Source: USGS
Telephone: 703 - 356 -4020
The National Radon Database has been developed by the U.S. Environmental Protection Agency
(USEPA) and is a compilation of the EPA /State Residential Radon Survey and the National Residential Radon Survey.
The study covers the years 1986 - 1992. Where necessary data has been supplemented by information collected at
private sources such as universities and research institutions.
TC3337526.6s Page A -10

Muddy Run II
Highway 111 /Ludie Brown Road
Chinquapin, NC 28521
Inquiry Number: 3337526.7
June 05, 2012
440 Wheelers Farms Road
Milford, CT 06461
LrE DR Environmental Data Resources Inc 800.352.0050
www.edrnet.com

EDR Historical Topographic Map Report
Environmental Data Resources, Inc.s (EDR) Historical Topographic Map Report is designed to assist professionals in
evaluating potential liability on a target property resulting from past activities. EDRs Historical Topographic Map Report
includes a search of a collection of public and private color historical topographic maps, dating back to the early 1900s.
Thank you for your business.
Please contact EDR at 1- 800 - 352 -0050
with any questions or comments.
Disclaimer - Copyright and Trademark Notice
This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc.
It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO
WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA
RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION,
MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL
ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE,
ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL,
CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY
LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report AS IS. Any analyses, estimates, ratings,
environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they
be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I Environmental Site
Assessment performed by an environmental professional can provide information regarding the environmental risk for any property. Additionally, the
information provided in this Report is not to be construed as legal advice.
Copyright 2012 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or ma
of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission.
EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks
used herein are the property of their respective owners.

Muddy Run II
Highway 111 /Ludie Brown Road
Chinquapin, NC 28521
Inquiry Number: 3337526.8
June 05, 2012
440 Wheelers Farms Road
Milford, CT 06461
LrE DR Environmental Data Resources Inc 800.352.0050
www.edrnet.com

EDR Aerial Photo Decade Package
Environmental Data Resources, Inc. (EDR) Aerial Photo Decade Package is a screening tool designed to assist
environmental professionals in evaluating potential liability on a target property resulting from past activities. EDR's
professional researchers provide digitally reproduced historical aerial photographs, and when available, provide one photo
per decade.
When delivered electronically by EDR, the aerial photo images included with this report are for ONE TIME USE
ONLY. Further reproduction of these aerial photo images is prohibited without permission from EDR. For more
information contact your EDR Account Executive.
Thank you for your business.
Please contact EDR at 1- 800 - 352 -0050
with any questions or comments.
Disclaimer - Copyright and Trademark Notice
This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc.
It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO
WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA
RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION,
MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL
ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE,
ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL,
CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY
LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report AS IS. Any analyses, estimates, ratings,
environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they
be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I Environmental Site
Assessment performed by an environmental professional can provide information regarding the environmental risk for any property. Additionally, the
information provided in this Report is not to be construed as legal advice.
Copyright 2012 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or
of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission.
EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks
used herein are the property of their respective owners.

Date EDR Searched Historical Sources:
Aerial Photography June 05, 2012
Target Property:
Highway 111/Ludie Brown Road
Chinquapin, NC 28521
Year
Scale
Details
Source
1958
Aerial Photograph. Scale: 1" =750'
Panel #: 34077 -G7, Chinquapin, NC; /Flight Date: January 01, 1958
EDR
1974
Aerial Photograph. Scale: 1"=1000'
Panel #: 34077 -G7, Chinquapin, NC; /Flight Date: April 10, 1974
EDR
1977
Aerial Photograph. Scale: 1 -750'
Panel #: 34077 -G7, Chinquapin, NC; /Flight Date: January 22, 1977
EDR
1977
Aerial Photograph. Scale: 1 -750'
Panel #: 34077 -G7, Chinquapin, NC; /Flight Date: January 22, 1977
EDR
1983
Aerial Photograph. Scale: 1"=1000'
Panel #: 34077 -G7, Chinquapin, NC; /Flight Date: March 13, 1983
EDR
1998
Aerial Photograph. Scale: 1 -750'
Panel #: 34077 -G7, Chinquapin, NC; /Flight Date: February 01,
EDR
1998
1998
Aerial Photograph. Scale: 1 -750'
Panel #: 34077 -G7, Chinquapin, NC; /Flight Date: February 01,
EDR
1998
3337526.8
2

4
INQUIRY M 3337526.8 4
YEAR: 1958
= 750'
1�

141
j
INQUIRY M 3337526.8 1 N
i YEAR: 1974 1 = 1000, 0-1-1-1=111,
ads*,
r.ff ' a"- 'lu 'A
q
6a .0

l r A
. n►. r P 4 . log �♦ 1 '�}� , .i�
iA
i
h
k
�• ' T ,
,;.� ♦J
INQUIRY M 3337526.8
YEAR: 1977 #� +;� d a ` ,� �. _ .'��� t,�i l►„ .
= 750' � ,rc ,ay ,,>oti �.- . N t � � t _ •; "'�
1 r
Ti ti~

r
INQUIRY M 3337526.8 4 N
YEAR: 1977
L.
= 750'
i
A
1
1J
lI
* � Y
1
4 1
/ 1
S
c

dp
'1' r rT ,
lift
R * a
i
LZ
INQUIRY M 3337526.8
YEAR: 1998 4 N
= 750
a
0
Tor
i
5a�
I
L
I
ip.,:
E.
.a
,.

� � r
T 7�. -a W.,.. 0
N
I
r�
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1
1
INQUIRY M 3337526.8 4 N
YEAR: 1998
= 750' ( 1
�b
l
I
,.
J
V`
�S
- i l
it
Y
t
�r

Muddy Run II Site Photographs
y
i,ai4
VO
Facing upstream on Reach 2. 6/25/2012
Facing upstream on headwater Reach 1.
6/25/2012
> f
yiw
. . . . . . . .
m, n
. . . . . . . . .
. . . . .
R Y
hn .n
qIIA,
}
Facing upstream on Reach 3A. 6/25/2012
Facing upstream on Reach 3B. 9/03/2011
_ {
°k-'`,3..'
_
Facing upstream on Reach 4. 6/26/2012
Facing downstream on headwater Reach 3C.
6/26/2012

Muddy Run II Site Photographs

Reference Reach Site Photographs
a
Facing upstream on Reference Reach at Facing downstream on Reference Reach at
typical run cross section. 12/02/2011 typical run cross section. 12/02/2011
- E
a-
:;� ". .:�.. ,•er.. -� ►mot.. - -
Y
' '•DIY- � � C�'�
Facing upstream on Reference Reach at Facing downstream on Reference Reach at
typical shallow. 12/02/2011 typical shallow cross section. 12/02/2011
R ! �
i
AI•.
I �
Facing upstream on Reference Reach at Facing downstream on Reference Reach at
typical pool cross section. 12/02/2011 typical pool cross section. 12/02/2011

Historical Topographic Map
All
0 41
I , f I �,__ �` ♦ ♦�• � AIL
C\,L �L_ _ AIL — • 1 1 - - _ ♦ J~ � �-
2 l
AUL - -- N -=
Z - -_ ♦�♦ a
•
w y \
ROA
AIL
it
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TARGET QUAD
SITE NAME: Muddy Run II
CLIENT: WK Dickson
N
NAME: KENANSVILLE
ADDRESS: Highway 111 /Ludie Brown Road
CONTACT: George Lankford
T
MAP YEAR: 1948
Chinquapin, NC 28521
INQUIRY #: 3337526.7
LAT /LONG: 34.8343 / - 77.7907
RESEARCH DATE: 06/05/2012
SERIES: 15
SCALE: 1:62500

Historical Topographic Map
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TARGET QUAD
SITE NAME: Muddy Run II
CLIENT: WK Dickson
N
NAME: CHINQUAPIN
ADDRESS: Highway 111 /Ludie Brown Road
CONTACT: George Lankford
T
MAP YEAR: 1981
Chinquapin, NC 28521
INQUIRY #: 3337526.7
LAT /LONG: 34.8343 / - 77.7907
RESEARCH DATE: 06/05/2012
SERIES: 7.5
SCALE: 1:24000

PHYSICAL SETTING SOURCE RECORDS SEARCHED
EPA Radon Zones
Source: EPA
Telephone: 703 - 356 -4020
Sections 307 & 309 of IRAA directed EPA to list and identify areas of U.S. with the potential for elevated indoor
radon levels.
OTHER
Airport Landing Facilities: Private and public use landing facilities
Source: Federal Aviation Administration. 800 - 457 -6656
Epicenters: World earthquake epicenters, Richter 5 or greater
Source: Department of Commerce, National Oceanic and Atmospheric Administration
STREET AND ADDRESS INFORMATION
© 2010 Tele Atlas North America, Inc. All rights reserved. This material is proprietary and the subject of copyright protection
and other intellectual property rights owned by or licensed to Tele Atlas North America, Inc. The use of this material is subject
to the terms of a license agreement. You will be held liable for any unauthorized copying or disclosure of this material.
TC3337526.6s Page A -11

Ph W I <
WDICKSON
community infrastructure consultants
August 9, 2012
Ms. Kristin Miguez
NC Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh, NC 27699 -1652
Subject: Cover Letter for Muddy Run II Site EEP Stream Mitigation Project in Duplin County
Dear Ms. Miguez:
The Muddy Run II Site has been identified to provide in -kind mitigation for unavoidable stream and
wetland impacts. The project area is comprised of five unnamed tributaries to Muddy Creek. The Site
consists of farmland, concentrated animal feeding operations (CAFO), and wooded areas. Stream
channels on the Site have been heavily impacted by channelization and agricultural practices. The
purpose of this mitigation project is to restore and enhance a stream /wetland complex within the Cape
Fear River Basin.
The US Fish and Wildlife Service ( USFWS) database (updated 22 September 2010) lists one
endangered species for Duplin County, North Carolina: red - cockaded woodpecker (Picoides borealis).
The American alligator (Alligator mississippiensis) is listed as Threatened due to similarity of
appearance, but is not protected. In addition to the USFWS database, the NC Natural Heritage Program
(NHP) GIS database was consulted to determine whether previously cataloged occurrences of
protected species were mapped within one mile of the project site. Results from NHP indicated that
there were no known occurrences within a one -mile radius of the project area. The site is not located
in designated critical habitat as described by the USFWS and NOAH. Based on initial site
investigations, no suitable habitat exists within the proposed project. Due to a lack of observed habitat
within the project area, the biological conclusion for protected species is no effect.
A review of North Carolina State Historic Preservation Office GIS Web Service database did not reveal
any listed or potentially eligible historic or archeological resources in the proposed project area. The
State Historic Preservation Office has been consulted and has confirmed these findings with a
statement of no comment, meaning there will be no impact to historic or archeological resources as a
result of this project.
Based on USDA Form AD -1006, all 43.8 acres of the project area are categorized as Prime and Unique
Farmland. For the Site Assessment Criteria, the soils at the Poplin Ridge site received 179 out of a
possible total of 260 points. Sites with scores greater than 160 are considered to be appropriate for
protection under the Farmland Protection Policy Act pending further investigation.
720 Corporate Center Drive
Raleigh, NC 27607
Tel. [phone]
Fax [phone]
www.wkdickson.com
Transportation • Water Resources • Urban Development • Geomatics

Ms. Miguez
July 27, 2012
Page 2
Please feel free to contact me at dingram @wkdickson.com with and questions you may have regarding
this project. We thank you in advance for your time and efforts.
Sincerely,
W.K. Dickson & Co., Inc.
Daniel Ingram
DWK DKSON

Appendix A
Categorical Exclusion Farm for Ecosystem Enhancement
Program Projects
Version 1.4
Note: Only Appendix A should to be submWed (along with any supporting documntationj as the
environmental document.
Information Part 1. General Project
f G�BCt Name: Muddy Mn II W198tidh Pruied
ourlt Name: Ouplin l
EEP Number:
Project Sponsor: Envlronmenlaf Bane & Exchange. LL
Project Contact Name- Noftn Webstar
Pro ect ContaaAddress, 909 Capability oriwe, Bute 3100. Ralekp. NC 27606
Project Contact E -mail: r1rW.n@F;f3XUSA.cUm
EEP Project Mana er:
Project f
Thr rn!6P,-L1i0rk PrOjM-t Al thr- ,11ud & RLin 11 Situ will i.rr'[ol.'e reStikF kt] {t1ti {}I [ElC �7Lw9S7rIC Crtan {ji #]�,L1 {ft C +s,lwt.41
plain small stream gwAmps. Striwm bufftk-, ihra,ughenit the pro ect aura mrill he rc�141rcxl And pr )tested in
prrpLruiit'- Pri Oritt I XVe1 I Msuoraiion iS lM,J)c,gt.tj on threc reaches, E071 Lw pr0134 rSrcl
{}fl tl3rcv. reaches, r nhanccmcnL I I is pY4gx }tied on one riaclt, and prFxCrvanon is proposed can nvo rcachcs.
'l1iis Will TCS'U L in era lugin,rl hpiprovvmt:nts, including ir,aNio re%tomrinn and a decrease in g1t,11-point Source
tx)lhirion From zgficukurni pcictices entering, MULILIV
Reviewed By:
Date l EEP Prof 0t ger
Conditional Approved By:
Date —~ - - -- For Division Administrator
P'!- WA
❑ Check this box if there are outstanding issues
Final Approval By:
3
Date For division Administrator
F HWA
6 Version 1 -4, 8118 }05

Part 2: All Projects
Regulation/Q . Regulation/Question Response
Coastal Zone Management Act CZMA
1. Is the project located in a CAMA county?
❑ Yes
❑✓ No
2. Does the project involve ground- disturbing activities within a CAMA Area of
❑ Yes
Environmental Concern (AEC)?
❑ No
❑✓ N/A
3. Has a CAMA permit been secured?
❑ Yes
❑ No
❑ N/A
4. Has NCDCM agreed that the project is consistent with the NC Coastal Management
❑ Yes
Program?
❑ No
✓❑ N/A
Comprehensive Environmental Response, Compensation and Liabilit Act CERCLA
1. Is this a "full- delivery" project?
✓❑ Yes
❑ No
2. Has the zoning /land use of the subject property and adjacent properties ever been
❑ Yes
designated as commercial or industrial?
❑✓ No
❑ N/A
3. As a result of a limited Phase I Site Assessment, are there known or potential
❑ Yes
hazardous waste sites within or adjacent to the project area?
❑✓ No
❑ N/A
4. As a result of a Phase I Site Assessment, are there known or potential hazardous
❑ Yes
waste sites within or adjacent to the project area?
❑ No
[Z] N/A
5. As a result of a Phase 11 Site Assessment, are there known or potential hazardous
❑ Yes
waste sites within the project area?
❑ No
❑✓ N/A
6. Is there an approved hazardous mitigation plan?
❑ Yes
❑ No
❑✓ N/A
National Historic Preservation Act Section 106
1. Are there properties listed on, or eligible for listing on, the National Register of
❑ Yes
Historic Places in the project area?
❑✓ No
2. Does the project affect such properties and does the SHPO/THPO concur?
❑ Yes
❑ No
❑✓ N/A
3. If the effects are adverse, have they been resolved?
❑ Yes
❑ No
[Z] N/A
Uniform Relocation Assistance and Real Property Acquisition Policies Act Uniform
Act
1. Is this a "full - delivery" project?
❑✓ Yes
❑ No
2. Does the project require the acquisition of real estate?
❑✓ Yes
❑ No
❑ N/A
3. Was the property acquisition completed prior to the intent to use federal funds?
❑ Yes
❑✓ No
❑ N/A
4. Has the owner of the property been informed:
❑✓ Yes
* prior to making an offer that the agency does not have condemnation authority; and
E] No
* what the fair market value is believed to be?
❑ N/A
Version 1.4, 8/18/05

Part 3: Ground-Disturbing Activities
Regulation/Q . Regulation/Question Response
American Indian Religious Freedom Act AIRFA
1. Is the project located in a county claimed as "territory" by the Eastern Band of ❑ Yes
Cherokee Indians? ❑✓ No
2. Is the site of religious importance to American Indians?
❑ Yes
❑ No
[Z] N/A
3. Is the project listed on, or eligible for listing on, the National Register of Historic
❑ Yes
Places?
❑ No
[Z] N/A
4. Have the effects of the project on this site been considered?
❑ Yes
❑ No
❑✓ N/A
Antiquities Act AA
1. Is the project located on Federal lands?
❑
Yes
❑✓
No
2. Will there be loss or destruction of historic or prehistoric ruins, monuments or objects
❑
Yes
of antiquity?
❑
No
[Z]
N/A
3. Will a permit from the appropriate Federal agency be required?
❑
Yes
❑
No
❑✓
N/A
4. Has a permit been obtained?
❑
Yes
❑
No
❑✓
N/A
Archaeological Resources Protection Act ARPA
1. Is the project located on federal or Indian lands (reservation)?
❑
Yes
❑✓
No
2. Will there be a loss or destruction of archaeological resources?
❑
Yes
❑
No
[Z]
N/A
3. Will a permit from the appropriate Federal agency be required?
❑
Yes
❑
No
[Z]
N/A
4. Has a permit been obtained?
❑
Yes
❑
No
[Z]
N/A
Endangered Species Act ESA
1. Are federal Threatened and Endangered species and /or Designated Critical Habitat
❑✓
Yes
listed for the county?
❑
No
2. Is Designated Critical Habitat or suitable habitat present for listed species?
❑
Yes
❑✓
No
❑
N/A
3. Are T &E species present or is the project being conducted in Designated Critical
❑
Yes
Habitat?
❑
No
❑✓
N/A
4. Is the project "likely to adversely affect" the species and /or "likely to adversely modify"
❑
Yes
Designated Critical Habitat?
❑
No
[Z]
N/A
5. Does the USFWS /NOAA- Fisheries concur in the effects determination?
❑
Yes
❑
No
❑✓
N/A
6. Has the USFWS /NOAA- Fisheries rendered a "jeopardy" determination?
❑
Yes
❑
No
❑✓
N/A
Version 1.4, 8/18/05

Version 1.4, 8/18/05
Executive Order 13007 Indian Sacred Sites
1.
Is the project located on Federal lands that are within a county claimed as "territory"
❑ Yes
by
the EBCI?
[Z] No
2.
Has the EBCI indicated that Indian sacred sites may be impacted by the proposed
❑ Yes
project?
❑ No
❑✓ N/A
3.
Have accommodations been made for access to and ceremonial use of Indian sacred
❑ Yes
sites?
❑ No
❑✓ N/A
Farmland Protection Policy Act FPPA
1.
Will real estate be acquired?
❑✓ Yes
❑ No
2.
Has NRCS determined that the project contains prime, unique, statewide or locally
❑✓ Yes
important farmland?
❑ No
❑ N/A
3.
Has the completed Form AD -1006 been submitted to NRCS?
❑✓ Yes
❑ No
❑ N/A
Fish and Wildlife Coordination Act FWCA
1.
Will the project impound, divert, channel deepen, or otherwise control /modify any
❑✓ Yes
water
body?
❑ No
2.
Have the USFWS and the NCWRC been consulted?
❑✓ Yes
❑ No
❑ N/A
Land and Water Conservation Fund Act Section 6 f
1.
Will the project require the conversion of such property to a use other than public,
❑ Yes
outdoor recreation?
[Z] No
2.
Has the NPS approved of the conversion?
❑ Yes
❑ No
❑✓ N/A
Magnuson-Stevens Fishery Conservation and Management Act Essential Fish
Habitat
1.
Is the project located in an estuarine system?
❑ Yes
❑✓ No
2.
Is suitable habitat present for EFH- protected species?
❑ Yes
❑ No
❑✓ N/A
3.
Is sufficient design information available to make a determination of the effect of the
❑ Yes
project on EFH?
❑ No
❑✓ N/A
4.
Will the project adversely affect EFH?
❑ Yes
❑ No
❑✓ N/A
5.
Has consultation with NOAA- Fisheries occurred?
❑ Yes
❑ No
❑✓ N/A
Migratory Bird Treat Act MBTA
1.
Does the USFWS have any recommendations with the project relative to the MBTA?
❑ Yes
❑✓ No
2.
Have the USFWS recommendations been incorporated?
❑ Yes
❑ No
❑✓ N/A
Wilderness Act
1.
Is the project in a Wilderness area?
❑ Yes
❑✓ No
2.
Has a special use permit and /or easement been obtained from the maintaining
❑ Yes
federal
agency?
❑ No
❑✓ N/A
Version 1.4, 8/18/05

M E M O R A N D U M
Ph W K
WDICKSON
community infrastructure consultants
720 Corporate Center Drive Raleigh, North Carolina 27607 919.782.0495 tel. [phone] fax
TO: Project File 20120090.00.RA A
FROM: Daniel Ingram
DATE: August 9, 2012
RE: Biological Evaluation for Muddy Run II EEP Wetland and Stream
mitigation project in Duplin County
Project Background
The Muddy Run II Stream and Wetland Restoration Project is located within an agricultural
watershed in Duplin County, North Carolina, approximately six miles south of Beulaville. The
purpose of this restoration project is to restore and enhance a stream /wetland complex located
within the Cape Fear River Basin. The Muddy Run II site has been identified by NC Ecosystem
Enhancement Program to provide compensatory mitigation for unavoidable stream and wetland
impacts.
Project Description
The Muddy Run II Mitigation Project will be located on stream reaches upstream of the Muddy
Run Stream Restoration project. This site is currently cultivated land and managed forests
surrounding tributaries to Muddy Creek. The stream channels have been straightened and
channelized. The stream channels have been heavily impacted by channelization and agricultural
practices. The project will involve the restoration and protection of streams and wetlands in the
Muddy Creek watershed.
The site consists of farmland, concentrated animal feeding operations (CAFO), and wooded areas.
The total easement area is 43.8 acres, 23 acres of which are wooded. The remaining area is
agricultural or clear -cut. The wooded areas along the corridor designated for restoration are
classified as disturbed deciduous forest, and invasive species are prevalent throughout. Several
ditches exist throughout the project and flow into the main channel. Each ditch contributes to the
overall design discharge of the channel. All existing channels are degraded to a point where they
no longer access their floodplain, water quality is poor, and aquatic life is not supported. Little
habitat is available to support aquatic life, and the channels are not maximizing their potential to
filter nutrients because they are entrenched.
The objective for this restoration project is to restore wetland areas and design a natural waterway
through a stream /wetland complex with appropriate cross - sectional dimension and slope that will
provide function and meet the appropriate success criteria for the existing streams. Accomplishing
this objective entails the restoration of natural stream characteristics, such as stable cross sections,
planform, and in- stream habitat. The floodplain areas will be hydrologically reconnected to the
channel to provide natural exchange and storage during flooding events. Additional project

objectives, such as restoring the riparian buffer with native vegetation, ensuring hydraulic stability,
and eradicating invasive species.
Protected Species
The US Fish and Wildlife Service ( USFWS) database (updated 22 September 2010) lists one
endangered species for Duplin County, North Carolina: red - cockaded woodpecker (Picoides
borealis). The American alligator (Alligator mississippiensis) is listed as Threatened due to similarity
of appearance, but is not protected. In addition to the USFWS database, the NC Natural Heritage
Program (NHP) GIS database was consulted to determine whether previously cataloged
occurrences of protected species were mapped within one mile of the project site. Results from
NHP indicate that there are no known occurrences of federally protected species within a one -mile
radius of the project area. No protected species or potential habitat for protected species was
observed during preliminary site evaluations.
Red - cockaded Woodpecker (Picoides borealis)
Federal Status: Endangered
Federally Listed: 1970
Red - cockaded woodpeckers (RCW) nest in large tracts of open pine stands with a minimum age of
60 -120 years. Longleaf pine (Pinus palustris) is the most commonly utilized species for cavity
trees; other species of southern pine are also acceptable. Dense forests or forests with a large
hardwood component are avoided. Cavities for nesting and roosting are constructed in live pines
60 years or older, and are occupied year- round. Because cavities require a year or more to
complete, each colony typically has several new cavities under construction at all times. Old
cavities may become unsuitable when a tree dies, sap flow decreases, or encroaching understory
vegetation makes the cavity vulnerable to predators and competitors. Suitable foraging habitat
contains pines at least 30 years old. Each red - cockaded woodpecker colony (one breeding pair
plus one or more offspring from previous broods) requires foraging habitat containing at least
8,490 square feet of pine basal area, with at least 6,350 trees 10 inches diameter at breast height or
larger, and within 0.5 mile of the cavity tree cluster.
A survey for suitable habitat within the project study area was conducted during general field
surveys on November 7, 2011. Investigators were Daniel Ingram and George Lankford. Both
investigators have over fourteen years experience in biological surveys. Pedestrian surveys were
conducted in the course of project site evaluation and natural community mapping. Within the
project study area, no suitable RCW nesting or foraging habitat is present. In addition to the
USFWS database, the NC Natural Heritage Program (NHP) GIS database was consulted to
determine whether previously cataloged occurrences of protected species were mapped within one
mile of the project site. Results from NHP indicate that there are no known occurrences within a
one -mile radius of the project area. Based on initial site investigations, no impacts to federally
protected species are anticipated as a result of the proposed project.
The forests found in the project area are fragmented and all have a large hardwood component
with a dense understory. Mature pines are present within dense hardwood understory growth and
high climbing vines. No active colonies are reported within three miles of the project area. Due to
the lack of local active colonies and absence of suitable habitat within the project study area, a
biological conclusion of "No Effect" is appropriate for this species.
Biological Conclusion: No Effect
The proposed project offers some potential to improve or create suitable habitat for several Federal
Species of Concern. Habitat may be improved or created for species that require riverine habitat by

improving water quality, in- stream and near - stream forage, and providing stable conditions not
subject to regular maintenance. Improved stream habitat may benefit American eel (Anguilla
rostrata) and broadtail madtom (Noturus sp. cf. leptacanthus).

U.S. Department of Agriculture
PART I (To be completed by Federal Agency)
Date Of Land Evaluation Request 6/21/12
Name Of Project Muddy Run 11 EEP Mitigation Site
Federal Agency Involved FHWA-EEP
Proposed Land Use Stream Mitigation Site
CountyAnd State Duplin Co., NC
PART 11 (To be completed by NRCS)
Date Request Received By NRCS 6121/12
Does the site contain prime, unique, statewide or local important farmland? Yes No
(if no, the FPPA does not apply do not complete additional parts of this form). D
Acres Irrigated
None
Average Farm Size
153
Majorcrop(s) Corn
Farmable Land In Govt. Jurisdiction
Acres: 440587 % 84
Amount, Of Farmland As Defined in FPPA
Acres: 305682 %59
Name Of Land Evaluation System Used
Duplin LE
Name Of Local Site Assessment System
None
Date Land Evaluation Returned By NRCS
6/21112
PART III (To be completed by Federal Agency)
Alternative Site Rating
Site A
Site B
Site C
Site D
A. Total Acres To Be Converted Directly
20.5
B. Total Acres To Be Converted Indirectly
23.3
C. Total Acres In Site
43.8
0.0
0.0
0.0
PART IV (To be completed by NRCS) Land Evaluation Information
A. Total Acres Prime And Unique Farmland
43.8
B. Total Acres Statewide And Local Important Farmland
0.0
C. Percentage Of Farmland In County Or Loa Govt. Unit To Be Converted
0.0
D. Percentage Of Farmland In Govt. Jurisdiction With Same Or Higher Relative Value
55.6
PART V (To be completed by NRCS) Land Evaluation Criterion
Relative Value Of Farmland To Be Converted (Scale of 0 to 100 Points)
90
0
0
0
PART V1 (To be completed by Federal Agency)
Site Assessment Criteria (These criteria are explained in 7 CFR 658.5(b)
Maximum
Points
1. Area In Nonurban Use
15
2. Perimeter In Nonurban Use
10
3. Percent Of Site Being Farmed
9
4. Protection Provided By State And Local Government
0
5. Distance From Urban Builtup Area
15
6. Distance To Urban Support Services
15
7. Size Of Present Farm Unit Compared To Average
0
8. Creation Of Nonfarmable Farmland
0
9. Availability Of Farm Support Services
5
10. On-Farm Investments
20
11. Effects Of Conversion On Farm Support Services
0
12. Compatibility With Existing Agricultural Use
0
TOTAL SITE ASSESSMENT POINTS
160
89
0
0
0
PART Vil (To be completed by Federal Agency)
Relative Value Of Farmland (From Part 10
100
90
0
0
0
Total Site Assessment (From Pail VI above or a local
site assessment)
160
89
0
0
0
TOTAL POINTS (Total of above 2 lines)
260
179
0
10
1 0
Site Selected:
Date Of Selection
Was A Local Site Assessment Used?
Yes 0 No
Reason For Selection:
(See Instructions on reverse side) Form AD-1006 (10-83)
This form was erectrorically produced by National Production Sentices Staff

r
A'Offstcml-
E e e
PROGRAM
EEP Floodplain Requirements Checklist
This form was developed by the National Flood Insurance program, NC Floodplain
Mapping program and Ecosystem Enhancement Program to be filled for all EEP projects.
The form is intended to summarize the floodplain requirements during the design phase
of the projects. The form should be submitted to the Local Floodplain Administrator
with three copies submitted to NFIP (attn. Edward Curtis), NC Floodplain Mapping Unit
(attn. John Gerber) and NC Ecosystem Enhancement Program.
Project Location
Name of project:
Muddy Run II Stream Restoration Project
Name if streams or features:
Unnamed Tributaries to Muddy Creek
County:
Duplin County, NC
Name of river basin:
Cape Fear River Basin
Is project urban or rural?
Rural
Name of Jurisdictional
municipality /county:
Duplin County
DFIRM panel number for
entire site:
Firm Panel 3368
Map Number: 3720336800)
Effective Date: February 16, 2006
Consultant name:
WK Dickson & Co., Inc.
Daniel Ingram — Project Manager
Phone number:
(919) 782 -0495
Address:
720 Corporate Center Drive
Raleigh, NC 27607
Muddy Run I Stream Restoration Project
FEMA -EEP MR1I FEMA Floodplain—Checklist. doc Page 1 of 4

Design Information
Provide a general description of project (one paragraph). Include project limits on a
reference orthophotograph at a scale of 1" = 500 ".
Wk Dickson is designing Muddy Run I Stream Restoration Project in Duplin County, NC
to provide stream mitigation units (SMUs) in the Cape Fear River Basin for the NC
Ecosystem Enhancement Program (NCEEP). Stream restoration activities include
channel and floodplain grading of approximately 6, 800 linear feet of unnamed tributaries
to Muddy Creek.
Summarize stream reaches or wetland areas according to their restoration priority.
Stream Reach
Mitigation Type
Total LF
Priority
Reach 1
Headwater Valley Restoration
497
HWV
Reach 2
Headwater Valley Restoration
500
HWV
Reach 2
Restoration
1,373
P1
Reach 3a
Restoration
3,624
P1
Reach 3b
Restoration
1,879
P1
Reach 3c
Enhancement
739
1 /11
Reach 4
Restoration
204
P1
Reach 5a
Restoration
1,810
P1
Reach 5b
Enhancement
395
11
Total:
10,931
Floodplain Information
Is project located in a Special Flood Hazard Area (SFHA)?
r Yes r. No
If project is located in a SFHA, check how it was determined:
F Redelineation
F Detailed Study
F Limited Detail Study
F Approximate Study
F Don't know
List flood zone designation:
Check if applies:
I' AE Zone
Muddy Run I Stream Restoration Project
FEMA -EEP MRII FEMA Floodplain_Checktist. doc Page 2 of 4

Floodway
C Non- Encroachment
0- None
F A Zone
Local Setbacks Required
No Local Setbacks Required
If local setbacks are required, list how many feet:
Does proposed channel boundary encroach outside floodway /non-
encroachment /setbacks?
(' Yes OF No
Land Acquisition (Check)
j State owned (fee simple)
F Conservation easment (Design Bid Build)
F Conservation Easement (Full Delivery Project)
Note: if the project property is state - owned, then all requirements should be addressed to
the Department of Administration, State Construction Office (attn: Herbert Neily,
(919) 807 -4101)
Is community /county participating in the NFIP program?
0- Yes No
Note: if community is not participating, then all requirements should be addressed to
NFIP (attn: Edward Curtis, (919) 715 -8000 x369)
Name of Local Floodplain Administrator: Randall Tyndall
Phone Number: (910) 296 -2102
Email: randallt du lincount nc. com
Floodplain Requirements
This section to be filled by designer /applicant following verification with the LFPA
F No Action
F No Rise
F Letter of Map Revision
r' Conditional Letter of Map Revision
F ther Requirements
Muddy Run I Stream Restoration Project
FEMA -EEP MR1I FEMA Floodplain—Checklist. doc Page 3 of 4

List other requirements:
Comments:
Name:
Title:
Signature:
Date:
Muddy Run I Stream Restoration Project
FEMA -EEP MRII FEMA Floodplain_Checktist doc Page 4 of 4

F&WK
WDICKSON
community infrastructure consultants
June 7, 2012
Renee Gledhill - Earley
North Carolina State Historic Preservation Office
4617 Mail Service Center
Raleigh NC 27699 -4617
Subject: Environmental Review for Muddy Run II Site EEP wetland and stream mitigation project in
Duplin County.
Dear Ms. Gledhill - Earley,
The Muddy Run II Site has been identified by NC Ecosystem Enhancement Program to provide
compensatory mitigation for unavoidable stream impacts. This site is currently agricultural land and
managed pine forests surrounding tributaries to Muddy Creek. The stream channels have been
straightened and channelized.
WK Dickson requests review and comment on any possible issues that might emerge with respect to
archaeological or cultural resources associated with a potential wetland and stream restoration project
on the Muddy Run site (a USGS site map with approximate limits of conservation easement is
attached).
No architectural structures or archeological artifacts have been observed or noted during preliminary
surveys of the site for restoration purposes. In addition, the majority of the site has historically been
disturbed due to agricultural practices and channel modifications.
We ask that you review this site based on the attached location and project site maps to determine
the presence of any historic properties. We thank you in advance for your timely response and
cooperation. You may return the comment to my attention at the address below. Please feel free to
contact me at dingram @wkdickson.com with any questions that you may have concerning the extent
of site disturbance associated with this project.
Sincerely,
W.K. Dickson & Co., Inc.
Daniel Ingram

srarec
North Carolina Department of Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Beverly Eaves Perdue, Governor
Linda A. Carlisle, Secretary
Jeffrey J. Crow, Deputy Secretary
July 3, 2012
Daniel Ingram
W.K. Dickson & Company, Inc.
720 Corporate Center Drive
Raleigh, NC 27607
Re: Muddy Run II Wetland and Stream Mitigation, Duplin County, ER 12 -0983
Dear Mr. Ingram:
Thank you for your letter of June 6, 2012, concerning the above project.
Office of Archives and History
Division of Historical Resources
David Brook, Director
We have conducted a review of the project and are aware of no historic resources which would be affected by
the project. Therefore, we have no comment on the project as proposed.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36 CFR
Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comment,
please contact Renee Gledhill - Earley, environmental review coordinator, at 919- 807 -6579. In all future
communication concerning this project, please cite the above - referenced tracking number.
Sincerely,
��� aC�LOC�
69*,Ramona M. Bartos
Location: 109 East Jones Street Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699 -4617 Telephone /Fax: (919) 807 - 6570/807 -6599

NhWK
WDICKSON
community infrastructure consultants
June 7, 2012
Mr. Pete Benjamin
US Fish and Wildlife Service
Raleigh Field Office
P.O. Box 33726
Raleigh, NC 27636 -3726
Subject: Project Scoping for Muddy Run II Site EEP wetland and stream mitigation project in Duplin
County.
Dear Mr. Benjamin,
The Muddy Run II Site has been identified by NC Ecosystem Enhancement Program to provide
compensatory mitigation for unavoidable stream impacts. This site is currently cultivated land and
managed pine forests surrounding tributaries to Muddy Creek. The stream channels have been
straightened and channelized.
We have obtained an updated species list for Duplin County from the FWS web site
( http: / /www.fws.gov /endangered. The only threatened or endangered species for this county is the
Red - cockaded woodpecker (Picoides borealis). We have determined that no suitable habitat for this
species exists within the proposed project boundary.
Please provide comments on any possible issues that might emerge with respect to endangered
species, migratory birds, or other trust resources from the construction of a wetland and stream
restoration project on the subject property. Maps showing the location and approximate limits of the
conservation easement are enclosed.
We thank you in advance for your timely response and cooperation. You may return the comment to
my attention at the address below. Please feel free to contact me at dingram @wkdickson.com with
any questions that you may have concerning the extent of site disturbance associated with this
project.
Sincerely,
W.K. Dickson & Co., Inc.
Daniel Ingram

F&WK
WDICKSON
community infrastructure consultants
June 6, 2012
Amanda Schaller
Kenansville USDA Service Center
165 Agriculture Drive
Kenansville, NC 28349
Subject: Environmental Review for Muddy Run II Site EEP wetland and stream mitigation project in
Duplin County
Dear Ms. Schaller,
The Muddy Run II Site has been identified by NC Ecosystem Enhancement Program to provide
compensatory mitigation for unavoidable stream impacts. This site is currently agricultural land and
managed pine forests surrounding tributaries to Muddy Creek. The stream channels have been
straightened and channelized. According to the county soil survey, the site is mapped as Goldsboro
loamy sand and Rains fine sandy loam. Current stream conditions demonstrate significant degradation
with a high degree of incision because of straightening and channelization to promote agricultural
activities.
We are requesting that you please complete NRCS Form AD -1006 and return to my attention at the
address below. Attached are AD -1006, a USGS map, a site map showing the approximate property
lines and areas of potential ground disturbance, and a soil map. If we have not heard from you within
45 days we will assume that prime, unique, statewide, or locally important farmland are not present
and will not be affected by this project.
We thank you in advance for your timely response and cooperation. Please feel free to contact me at
dingram @wkdickson.com with any questions that you may have concerning the extent of site
disturbance associated with this project.
Sincerely,
W.K. Dickson & Co., Inc.
Daniel Ingram
Enclosures
720 Corporate Center Drive
Raleigh, NC 27607
Tel. [phone]
Fax [phone]
www.wkdickson.com Transportation • Water Resources • Urban Development • Geomatics

F&WK
WDICKSON
community infrastructure consultants
June 7, 2012
Molly Ellwood
Southeastern Permit Coordinator
North Carolina Wildlife Resources Commission
1701 Mail Service Center
Raleigh, NC 27699 -1701
Subject: Project Scoping for Muddy Run II Site EEP wetland and stream mitigation project in Duplin
County.
Dear Ms. Ellwood,
The purpose of this letter is to request review and comment on any possible issues that might emerge
with respect to fish and wildlife issues associated with a potential wetland and stream restoration
project on the attached site (USGS site maps with approximate property lines and areas of potential
ground disturbance are enclosed). The Muddy Run II Site has been identified by NC Ecosystem
Enhancement Program to provide compensatory mitigation for unavoidable stream impacts. This site
is currently cultivated land and managed pine forests surrounding tributaries to Muddy Creek.
The Muddy Run II Site has been identified for the purpose of providing in -kind mitigation for
unavoidable stream channel impacts. Several sections of channel have been identified as significantly
degraded. The stream channels have been straightened and channelized.
We thank you in advance for your timely response and cooperation. You may return the comment to
my attention at the address below. Please feel free to contact me at dingram @wkdickson.com with
any questions that you may have concerning the extent of site disturbance associated with this
project.
Sincerely,
W.K. Dickson /& Co., Inc.
Daniel Ingram
Enclosures
720 Corporate Center Drive
Raleigh, NC 27607
Tel. [phone]
Fax [phone]
www.wkdickson.com
Transportation • Water Resources • Urban Development • Geomatics

APPENDIX C
Mitigation Work Plan and Analyses
Muddy Run II Morphological Parameters
Muddy Run II Existing Conditions Profile Charts
Reference Reach Existing Profile Charts
Muddy Run II Stable Channel Design Output
HEC -RAS Data Output
HY8 NCDOT NC41 Culvert
Proposed Wetlands Water Budget

Muddy Run II Morphological Parameters
Bankfull stage was estimated using NC Regional Curve equations and existing conditions data
2 Two different drainage areas and Regional Curve discharges are provided for some reaches. The first area or discharge reflects existing condtions, the second reflects proposed. Subsequent dimensions are based on existing conditions.
Reference Reach
Existing' °2
Design
MRII 1
MRII 2
MRII 3A
MRII 3B
MRII 3C
MRII 4
MRII 5A
MRII 5B
MRII 6
MRII 2
MRII 3A (U/SL
MRII 3A (D/S)
MRII 3B
MRII 4
MRII 5A
Feature
Pool
Run
Shallow
Run
Run
Run
Run
Run
Run
Run
Run
Run
Shallow
Shallow
Shallow
Shallow
Shallow
Shallow
Drainage Area ac
286
286
286
68
115
227
NA/313
74/360
45
424/774
583/909
77
68
209
254
333
45
774
NC Regional Curve Discharge cfs
9.3
3
5
8
NAM
4/11
2
13/18
16/21
4
- --
- --
- --
- --
- --
---
Design/Calculated Discharge cfs
- --
- --
13
1 - --
- --
- --
- --
- --
- --
- --
- --
- --
7
14
16
10
5
40
Dimension
BF Width ft
10.9
8.9
7.0
4.8
8.1
6.9
7.1
8.0
4.2
6.7
9.9
6.9
7.6
9.2
12.4
9
5.6
15
Flood prone Width ft
100
100
100
8.7
10.2
8.1
>50
12.9
6.1
11.9
11.6
10.0
>40
>30
>30
>30
>30
>40
BF Cross Sectional Area ft)
11.4
8.4
5.0
2.3
4.1
2.8
2.4
3.9
2.1
6.6
11.1
6.2
5.9
8.7
15.7
8.3
3.3
22.7
BF Mean Depth ft
1.0
0.9
0.8
0.5
0.5
0.4
0.3
0.5
0.5
1.0
1.1
0.9
0.78
0.9
1.3
0.9
0.6
1.5
BF Max Depth ft
2.1
1.7
1.3
0.8
0.8
0.6
0.8
0.9
0.7
1.5
1.5
1.3
1.3
1.5
2.0
1.5
0.9
2.4
Width/Depth Ratio
10.4
9.5
8.8
9.6
16.2
17.3
20.9
1 16.0
8.4
6.7
9.0
7.7
9.7
9.8
9.8
9.7
9.3
9.9
Entrenchment Ratio
9.2
11.2
15.1
1.8
1.3
1.2
>2.2
1.6
1.5
1.8
1.2
1.4
>2.2
>2.2
>2.2
>2.2
>2.2
>2.2
Wetted Perimeter ft
12.8
9.7
7.4
5.2
8.3
7.1
7.4
8.3
4.6
7.6
11.4
7.8
8.1
9.8
13.2
9.6
6.0
15.9
Hydraulic Radius ft
0.9
0.9
0.7
0.4
0.5
0.4
0.3
0.5
0.4
0.9
1.0
0.8
0.7
0.9
1.2
0.9
0.5
1.4
Substrate
Fine Sand Fine Sand Fine Sand Fine Sand Fine Sand Fine Sand Fine Sand Fine Sand
Pattern
Min
Max
Med
- --
- --
- --
- --
- --
- --
- --
- --
- --
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Min
Max
Channel Beltwidth ft
13.6
31.8
23.1
- --
- --
- --
- --
- --
- --
- --
- --
- --
14
32
17
39
22
53
16
38
10
24
27
64
Radius of Curvature ft
11.0
27.6
17.6
- --
- --
- --
- --
- --
- --
- --
- --
- --
11
28
13
34
18
46
13
33
8
21
22
55
Radius of Curvature Ratio
1.5
3.7
2.3
- --
- --
- --
- --
- --
- --
- --
- --
- --
1.5
3.7
1.5
3.7
1.5
3.7
1.5
3.7
1.5
3.7
1.5
3.7
Meander Wavelength ft
34.9
68.3
54.5
- --
- --
- --
- --
- --
- --
- --
- --
- --
35
69
43
84
58
113
42
82
26
51
70
137
Meander Width Ratio
1 1.8
1 4.2
1 3.1
1 - --
- --
- --
- --
- --
- --
- --
- --
- --
1.8
1 4.2
1.8
1 4.2
1.8
1 4.2
1 1.8
1 4.2
1.8
4.2
1.8
1 4.2
Profile
Shallow Length ft
3.1
30.7
12.6
- --
- --
- --
- --
- --
- --
- --
- --
- --
3
31
4
38
5
51
4
37
2
23
6
61
Run Length ft
2.2
33.2
11.3
- --
- --
- --
- --
- --
- --
- --
- --
- --
2
34
3
41
4
55
1 3
40
2
25
4
66
Pool Length ft
4.2
9.5
5.8
- --
- --
- --
- --
- --
- --
- --
- --
- --
4
10
5
12
7
16
1 5
11
3
7
8
19
Pool -to -Pool Spacing ft
17.5
59.8
36.3
- --
- --
- --
- --
- --
- --
- --
- --
- --
18
60
22
74
29
99
1 21
72
13
45
35
120
Additional Reach Parameters
Valley Length ft
274
382
1678
3301
908
745
90
1620
383
1172
1682
1524
1648
1693
175
1530
Channel Length ft
309
382
1678
3301
908
745
90
1620
383
1172
1828
1738
1890
1849
202
1790
Sinuosity
1.1
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.09
1.14
1.15
1.09
1.15
1.17
Water Surface Slope ft/ft
0.004
- --
- --
- --
- --
- --
- --
- --
- --
- --
- --
- --
- --
Channel Sloe ft/ft
0.003
0.0043
0.0021
0.0016
0.0023
0.0022
0.0034
0.0024
0.0015
0.002427
0.0017
0.0026
0.0005
0.0014
0.0049
0.0017
Ros en Classification
E5
G5c
F5
F5
C5
F5
G5c
G5c
G5c
G5c
E5
E5
E5
E5
E5
E5
*Habitat Index
Bankfull stage was estimated using NC Regional Curve equations and existing conditions data
2 Two different drainage areas and Regional Curve discharges are provided for some reaches. The first area or discharge reflects existing condtions, the second reflects proposed. Subsequent dimensions are based on existing conditions.

Upstream
Downstream
Muddy Run II Reach 1 Existing Conditions Cross Section
102
101
100
99
98
97
°— 96
95
w
94
93
92
91
90
0 5 10 15 20 25 30 35 40 45 50
Distance (ft)
--*--Reach 1 Approx. Bankfull Floodprone Area

Upstream Downstream
Muddy Run II Reach 2 Existing Conditions Cross Section
101
99
97
°— 95
w
93
91
89
0 5 10 15 20 25 30 35 40 45 50 55 60
Distance (ft)
tReach 2 Approx. Bankfulll Floodprone Area

101
99
97
°— 95
w
93
91
89
0
Upstream
Muddy Run II Reach 3A Existing Conditions Cross Section
Downstream
5 10 15 20 25 30 35 40 45 50 55 60 65 70
Distance (ft)

Upstream Downstream
Muddy Run II Reach 3A Existing Conditions Cross Section
101
99
97
°— 95
w
93
91
89
0 5 10 15 20 25 30 35 40 45 50 55
Distance (ft)
tReach 3A Approx. Bankfull Floodprone Area

Upstream Downstream
Muddy Run II Reach 3B Existing Conditions Cross Section
97
96
0
0
0
w
95
94
0 5 10 15 20 25 30 35
Distance (ft)
—*--Reach 3B Approx. Bankfull Floodprone Area

K �
�
c
Upstream Downstream
Muddy Run II Reach 3C Existing Conditions Cross Section
101
99
97
°— 95
w
93
91
89
0 5 10 15 20 25 30 35 40
Distance (ft)
tReach 3C Approx. Bankfull Floodprone Area

- ", WW
3
Upstream Downstream
Muddy Run II Reach 4 Existing Conditions Cross Section
100
99
98
97
C: 96
0
0
95
w
94
93
92
91
0 5 10 15 20 25 30 35 40 45
Distance (ft)
tReach 4 Approx. Bankfulll Floodprone Area

.3
d�
F
Fri � :.•.
_� A� •+se:.� �• �Y� rte' ��i. �_
9
Upstream Downstream
Muddy Run II Reach 5A Existing Conditions Cross Section
102
100
98
96
°— 94
1�
>
a)
w 92
90
88
86
0 5 10 15 20 25 30 35 40 45 50
Distance (ft)
--*--Reach 5A Approx. Bankfull Floodprone Area

Upstream Downstream
Muddy Run II Reach 5B Existing Conditions Cross Section
100
98
96
°— 94
w 92
90
88
0 5 10 15 20 25 30 35 40 45 50 55
Distance (ft)
--*--Reach 5B Approx. Bankfull Floodprone Area

102.00
100.00
98.00
96.00
0
94.00
0
L 92.00
90.00
88.00
86.00
Upstream
Downstream
Muddy Run II Reach 6 Upstream Existing Conditions Cross Section
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75
Distance (ft)

Upstream Downstream
Muddy II Run Reference Reach Cross Section 1, Pool (STA 0 +68)
102
101.5
101
100.5
100
0
99.5
w
99
98.5
98
97.5
0 5 10 15 20 25
Distance (ft)
♦Cross Section 1 Bankfull - — Flood prone Area

Upstream Downstream
Muddy Run II Reference Reach Cross Section 2, Run (STA 1 +84)
101.5
101
100.5
100
C
°— 99.5
w 99
98.5
98
97.5
0 5 10 15 20 25
Distance (ft)
Cross Section 2 Bankfull Floodprone Area

Upstream
Downstream
Muddy Run II Reference Reach Cross Section 3, Ripple (STA 2 +13)
101
100.5-
100
99.5
0
.1�
99
w
98.5
98
97.5
0 5 10 15 20 25 30
Distance (ft)
--0—Cross Section 3 Bankfull Floodprone Area

Muddy Run II Reference Reach Profile
Sta 0 +00 to Sta 3 +09
—Muddy Run Reference Reach Water Surface • LTB • RTB * Bankfull — Bankfull
101
100
� 99
c
0
R
98
w
97
96
0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 320
Station (ft)

Muddy Run II Reach 2
Hydraulic Design Data
Stable Channel Design Results - Copeland Method
d84(mm) =.50, D50(mm) =.20, D16(mm) =.062
Temperature (F) 55
Specific Gravity of Sediments 2.65
Unit Weight of Water (lb /cu ft) 62.385
Viscosity (sq ft /s) 1.32E -05
Discharge (cfs) 7
Upstream Channel
Energy
Sediment Concentration (ppm)
197.62
Base Width (ft)
3.4
Channel Slope (ft /ft)
0.0017
Right
Side Slope
Left
Right
Side Slope
2.1
2.1
Roughness Eq
Manning
Manning
Roughness Value
0.05
0.05
Stable Channel
Energy
Median Channel Width (ft)
7.6
Valley Slope(ft /ft)
0.0027
Width
Left
Right
Side Slope
2.1
2.1
Roughness Eq
Manning
Manning
Roughness Value
0.05
0.05
Computed Stable Channels
Bottom
Energy
Comp
Hyd
Froude
Shear
Width
Depth
Slope
n -Value
Radius
Velocity
Number
Stress
Regime
1
1.3
0.002979
0.047
0.71
1.37
0.21
0.25
Lower
2
1.2
0.002144
0.0439
0.72
1.26
0.2
0.16
Lower
2
2.2
0.002143
0.044
0.72
1.26
0.15
0.3
Lower
3
1.1
0.001793
0.0412
0.71
1.22
0.21
0.12
Lower
4
1
0.001606
0.0386
0.69
1.2
0.21
0.1
Lower
5
0.9
0.001492
0.0364
0.65
1.19
0.22
0.08
Lower
5
1.9
0.00149
0.0364
0.65
1.19
0.15
0.17
Lower
6
0.8
0.001423
0.0345
0.62
1.18
0.24
0.07
Lower
7
0.7
0.00138
0.0329
0.58
1.17
0.25
0.06
Lower
8
0.6
0.001331
0.0312
0.55
1.16
0.26
0.05
Lower
8
1.6
0.001335
0.0312
0.55
1.16
0.16
0.14
Lower
9
0.6
0.001325
0.0299
0.51
1.15
0.26
0.05
Lower
10
0.5
0.001317
0.0291
0.49
1.15
0.27
0.04
Lower
11
0.5
0.00132
0.0286
0.46
1.14
0.28
0.04
Lower
11
1.5
0.001326
0.0283
0.46
1.14
0.16
0.12
Lower
12
0.5
0.001332
0.0275
0.44
1.13
0.29
0.04
Lower
13
0.4
0.001339
0.027
0.41
1.12
0.3
0.04
Lower
14
0.4
0.001363
0.0266
0.39
1.11
0.3
0.04
Lower
14
1.4
0.001358
0.0264
0.39
1.11
0.16
0.12
Lower
15
0.4
0.001377
0.026
0.38
1.1
0.31
0.03
Lower
* * * * ** *Solution for Minimum Stream Power * * * * * **
10.2 0.5 0.001316 0.0289 0.48 1.15 0.28 0.04 Lower

Muddy Run II Reach 3a (U /S)
Hydraulic Design Data
Stable Channel Design Results - Copeland Method
d84(mm) =.50, D50(mm) =.20, D16(mm) =.062
Temperature (F) 55
Specific Gravity of Sediments 2.65
Unit Weight of Water (lb /cu ft) 62.385
Viscosity (sq ft /s) 1.32E -05
Discharge (cfs) 14
Upstream Channel
Energy
Sediment Concentration (ppm)
608.92
Base Width (ft)
4.2
Channel Slope (ft /ft)
0.0026
Right
Side Slope
Left
Right
Side Slope
2.08
2.08
Roughness Eq
Manning
Manning
Roughness Value
0.05
0.05
Stable Channel
Energy
Median Channel Width (ft)
9.2
Valley Slope(ft /ft)
0.0032
Width
Left
Right
Side Slope
2.08
2.08
Roughness Eq
Manning
Manning
Roughness Value
0.05
0.05
Computed Stable Channels
Bottom
Energy
Comp
Hyd
Froude
Shear
Width
Depth
Slope
n -Value
Radius
Velocity
Number
Stress
Regime
1
1.6
0.005246
0.0474
0.83
1.99
0.28
0.53
Lower*
2
1.5
0.003653
0.0453
0.87
1.8
0.26
0.34
Lower*
3
1.4
0.003017
0.0431
0.87
1.72
0.26
0.26
Lower
4
1.3
0.002658
0.0411
0.85
1.68
0.26
0.21
Lower
5
1.1
0.002443
0.0392
0.83
1.66
0.27
0.17
Lower
6
1
0.002302
0.0375
0.79
1.64
0.28
0.15
Lower
6
2
0.002314
0.0374
0.79
1.63
0.2
0.3
Lower
7
1
0.002228
0.0358
0.75
1.62
0.29
0.13
Lower
8
0.9
0.002133
0.0344
0.72
1.61
0.3
0.12
Lower
9
0.8
0.002079
0.0333
0.69
1.6
0.31
0.11
Lower
10
0.8
0.00206
0.0325
0.66
1.59
0.32
0.1
Lower
11
0.7
0.002044
0.0315
0.63
1.58
0.33
0.09
Lower
12
0.7
0.002043
0.0308
0.6
1.56
0.34
0.09
Lower
13
0.6
0.002057
0.0299
0.57
1.55
0.34
0.08
Lower
14
0.6
0.002054
0.0295
0.55
1.54
0.35
0.08
Lower
15
0.6
0.002084
0.0288
0.52
1.52
0.36
0.07
Lower
16
0.5
0.002099
0.0284
0.5
1.51
0.36
0.07
Lower
17
0.5
0.002117
0.028
0.48
1.5
0.37
0.07
Lower
17
1.5
0.002118
0.028
0.48
1.5
0.21
0.2
Lower
18
0.5
0.002144
0.0275
0.46
1.49
0.37
0.07
Lower
* * * * ** *Solution for Minimum Stream Power * * * * * **
11.5 0.7 0.002045 0.0307 0.61 1.57 0.33 0.09 Lower

Muddy Run II Reach 3a (D /S)
Hydraulic Design Data
Stable Channel Design Results - Copeland Method
d84(mm) =.50, D50(mm) =.20, D16(mm) =.060
Temperature (F) 55
Specific Gravity of Sediments 2.65
Unit Weight of Water (lb /cu ft) 62.385
Viscosity (sq ft /s) 1.32E -05
Discharge (cfs) 16
Upstream Channel
Energy
Sediment Concentration (ppm)
27.5
Base Width (ft)
5.8
Channel Slope (ft /ft)
0.0005
Right
Side Slope
Left
Right
Side Slope
2.06
2.06
Roughness Eq
Manning
Manning
Roughness Value
0.05
0.05
Stable Channel
Energy
Median Channel Width (ft)
12
Valley Slope(ft /ft)
0.008
Width
Left
Right
Side Slope
2.06
2.06
Roughness Eq
Manning
Manning
Roughness Value
0.05
0.05
Computed Stable Channels
Bottom
Energy
Comp
Hyd
Froude
Shear
Width
Depth
Slope
n -Value
Radius
Velocity
Number
Stress
Regime
1
2.4
0.001051
0.0481
1.19
1.12
0.13
0.16
Lower
2
2.3
0.000778
0.0457
1.23
1.03
0.12
0.11
Lower
4
2
0.00058
0.0425
1.24
0.97
0.12
0.07
Lower
5
1.9
0.000529
0.0411
1.23
0.96
0.12
0.06
Lower
6
1.7
0.000494
0.0394
1.2
0.95
0.13
0.05
Lower
7
1.6
0.000468
0.0379
1.17
0.95
0.13
0.05
Lower
8
1.5
0.00045
0.0363
1.13
0.94
0.13
0.04
Lower
10
1.3
0.000425
0.0339
1.06
0.94
0.14
0.04
Lower
11
1.3
0.000416
0.0329
1.02
0.94
0.15
0.03
Lower
12
1.2
0.00041
0.0319
0.98
0.94
0.15
0.03
Lower
13
1.1
0.000405
0.0309
0.95
0.93
0.16
0.03
Lower
14
1.1
0.000398
0.0298
0.91
0.93
0.16
0.03
Lower
16
1
0.000394
0.0286
0.85
0.93
0.17
0.02
Lower
17
0.9
0.000397
0.0279
0.81
0.92
0.17
0.02
Lower
18
0.9
0.000395
0.0274
0.79
0.92
0.17
0.02
Lower
19
0.8
0.000397
0.0271
0.77
0.92
0.18
0.02
Lower
20
0.8
0.000398
0.0267
0.74
0.91
0.18
0.02
Lower
22
0.7
0.000403
0.0258
0.69
0.91
0.18
0.02
Lower
23
0.7
0.000403
0.0257
0.68
0.91
0.19
0.02
Lower
24
0.7
0.000409
0.025
0.65
0.9
0.19
0.02
Lower
* * * * ** *Solution for Minimum Stream Power * * * * * **
15.7 1 0.000395 0.0288 0.86 0.93 0.17 0.02 Lower

Muddy Run II Reach 3b
Hydraulic Design Data
Stable Channel Design Results - Copeland Method
d84(mm) =.50, D50(mm) =.20, D16(mm) =.062
Temperature (F) 55
Specific Gravity of Sediments 2.65
Unit Weight of Water (lb /cu ft) 62.385
Viscosity (sq ft /s) 1.32E -05
Discharge (cfs) 10
Upstream Channel
Energy
Sediment Concentration (ppm)
174.55
Base Width (ft)
4.2
Channel Slope (ft /ft)
0.0014
Right
Side Slope
Left
Right
Side Slope
2.09
2.09
Roughness Eq
Manning
Manning
Roughness Value
0.05
0.05
Stable Channel
Energy
Median Channel Width (ft)
9
Valley Slope(ft /ft)
0.0032
Width
Left
Right
Side Slope
2.09
2.09
Roughness Eq
Manning
Manning
Roughness Value
0.05
0.05
Computed Stable Channels
Bottom
Energy
Comp
Hyd
Froude
Shear
Width
Depth
Slope
n -Value
Radius
Velocity
Number
Stress
Regime
1
1.6
0.00271
0.0476
0.83
1.44
0.2
0.27
Lower
2
1.5
0.00194
0.0449
0.86
1.32
0.19
0.18
Lower
3
1.4
0.001607
0.0428
0.86
1.27
0.19
0.14
Lower
4
1.2
0.001427
0.0405
0.84
1.24
0.2
0.11
Lower
4
2.2
0.001441
0.0401
0.83
1.24
0.15
0.2
Lower
5
1.1
0.001318
0.0382
0.81
1.23
0.2
0.09
Lower
6
1
0.001247
0.0362
0.77
1.22
0.21
0.08
Lower
7
0.9
0.0012
0.0347
0.73
1.21
0.22
0.07
Lower
8
0.9
0.001166
0.0333
0.7
1.2
0.23
0.06
Lower
9
0.8
0.001126
0.0319
0.66
1.2
0.24
0.06
Lower
10
0.7
0.001115
0.0306
0.63
1.19
0.24
0.05
Lower
11
0.7
0.001112
0.0299
0.6
1.18
0.25
0.05
Lower
12
0.6
0.001104
0.0291
0.57
1.18
0.26
0.04
Lower
13
0.6
0.001114
0.0284
0.54
1.17
0.26
0.04
Lower
14
0.6
0.001115
0.0279
0.52
1.16
0.27
0.04
Lower
14
1.6
0.00112
0.0278
0.52
1.16
0.16
0.11
Lower
15
0.5
0.001122
0.0273
0.5
1.15
0.28
0.04
Lower
16
0.5
0.001137
0.0269
0.48
1.14
0.28
0.04
Lower
17
0.5
0.00115
0.0264
0.46
1.13
0.29
0.04
Lower
18
0.5
0.001159
0.0261
0.44
1.13
0.29
0.03
Lower
* * * * ** *Solution for Minimum Stream Power * * * * * **
11.9 0.6 0.001105 0.0292 0.57 1.18 0.26 0.04 Lower

Muddy Run II Reach 4
Hydraulic Design Data
Stable Channel Design Results - Copeland Method
d84(mm) =.50, D50(mm) =.20, D16(mm) =.062
Temperature (F) 55
Specific Gravity of Sediments 2.65
Unit Weight of Water (lb /cu ft) 62.385
Viscosity (sq ft /s) 1.32E -05
Discharge (cfs) 5
Upstream Channel
0.006
Sediment Concentration (ppm)
1298.1
Right
Base Width (ft)
3
Manning
Channel Slope (ft /ft)
0.005
0.042
n -Value
Left
Right
Side Slope
2
2
Roughness Eq
Manning
Manning
Roughness Value
0.05
0.05
Stable Channel
Median Channel Width (ft)
Valley Slope(ft /ft)
Side Slope
RoughnessEq
Roughness Value
Computed Stable Channels
6
0.006
Comp
Left
Right
2
2
Manning
Manning
0.042
0.042
Bottom
Energy
Comp
Hyd
Froude
Shear
Width
Depth
Slope
n -Value
Radius
Velocity
Number
Stress
Regime
1
0.9
0.005565
0.0372
0.51
1.9
0.35
0.32
Upper*
1
1.9
0.005525
0.0374
0.51
1.9
0.24
0.66
Upper*
2
0.8
0.005204
0.0366
0.5
1.84
0.37
0.25
Lower*
2
1.8
0.005207
0.0366
0.5
1.84
0.24
0.57
Lower*
3
0.7
0.004503
0.0346
0.48
1.78
0.39
0.18
Lower*
4
0.6
0.004172
0.0322
0.44
1.73
0.41
0.15
Lower*
4
1.6
0.004179
0.0324
0.44
1.73
0.24
0.41
Lower*
5
0.5
0.004061
0.0307
0.41
1.69
0.42
0.12
Lower*
5
1.5
0.004041
0.0307
0.41
1.69
0.24
0.38
Lower*
6
0.4
0.004022
0.0296
0.38
1.66
0.44
0.11
Lower*
7
0.4
0.004049
0.0285
0.35
1.63
0.46
0.1
Lower
7
1.4
0.004036
0.0288
0.35
1.63
0.24
0.35
Lower*
8
0.4
0.004109
0.0279
0.32
1.6
0.47
0.09
Lower
8
1.4
0.004087
0.028
0.32
1.6
0.24
0.35
Lower
9
0.3
0.004162
0.0275
0.3
1.58
0.48
0.09
Lower
10
0.3
0.004245
0.0269
0.28
1.55
0.5
0.08
Lower
10
1.3
0.00424
0.0269
0.28
1.55
0.24
0.34
Lower
11
0.3
0.004357
0.0263
0.26
1.52
0.5
0.08
Lower
11
1.3
0.004322
0.0264
0.27
1.53
0.24
0.35
Lower
12
0.3
0.004442
0.026
0.25
1.5
0.51
0.07
Lower
* * * * ** *Solution
for
Minimum Stream Power * * * * * **
5.9
0.4
0.004002
0.0299
0.38
1.67
0.44
0.11
Lower*

Muddy Run II Reach 5a
Hydraulic Design Data
Stable Channel Design Results - Copeland Method
d84(mm) =.50, D50(mm) =.20, D16(mm) =.062
Temperature (F) 55
Specific Gravity of Sediments 2.65
Unit Weight of Water (lb /cu ft) 62.385
Viscosity (sq ft /s) 1.32E -05
Discharge (cfs) 44
Upstream Channel
0.0023
Sediment Concentration (ppm)
501.43
Right
Base Width (ft)
7
Manning
Channel Slope (ft /ft)
0.0017
0.05
n -Value
Left
Right
Side Slope
2.11
2.11
Roughness Eq
Manning
Manning
Roughness Value
0.05
0.05
Stable Channel
Median Channel Width (ft)
Valley Slope(ft /ft)
Side Slope
RoughnessEq
Roughness Value
Computed Stable Channels
15
0.0023
Comp
Left
Right
2.11
2.11
Manning
Manning
0.05
0.05
Bottom
Energy
Comp
Hyd
Froude
Shear
Width
Depth
Slope
n -Value
Radius
Velocity
Number
Stress
Regime
2
2.6
0.003108
0.0472
1.4
2.19
0.24
0.51
Lower*
3
2.5
0.002525
0.0457
1.43
2.06
0.23
0.4
Lower*
4
2.4
0.002193
0.0443
1.44
1.99
0.23
0.33
Lower
6
2.2
0.001818
0.0421
1.43
1.91
0.23
0.25
Lower
8
1.9
0.001623
0.0398
1.38
1.87
0.24
0.2
Lower
9
1.8
0.00157
0.0385
1.34
1.85
0.24
0.18
Lower
10
1.7
0.001515
0.0375
1.31
1.84
0.24
0.17
Lower
12
1.6
0.001438
0.0361
1.25
1.82
0.26
0.14
Lower
14
1.4
0.001378
0.0343
1.18
1.8
0.27
0.12
Lower
15
1.4
0.001362
0.0335
1.15
1.79
0.27
0.12
Lower
16
1.3
0.001366
0.0327
1.11
1.78
0.27
0.11
Lower
18
1.2
0.001343
0.032
1.06
1.77
0.28
0.1
Lower
20
1.1
0.00134
0.0313
1
1.75
0.29
0.09
Lower
21
1.1
0.001342
0.0307
0.97
1.74
0.29
0.09
Lower
22
1
0.001354
0.03
0.94
1.73
0.3
0.09
Lower
24
1
0.001349
0.0298
0.9
1.72
0.31
0.08
Lower
26
0.9
0.001363
0.0294
0.86
1.7
0.31
0.08
Lower
27
0.9
0.001384
0.0287
0.83
1.69
0.31
0.08
Lower
28
0.9
0.001379
0.0286
0.81
1.68
0.32
0.08
Lower
30
0.8
0.001396
0.0283
0.78
1.67
0.32
0.07
Lower
* * * * ** *Solution
for
Minimum Stream Power * * * * * **
19.6
1.1
0.001341
0.0314
1.01
1.75
0.29
0.1
Lower

Muddy Run II Reaches 2, 3a, 3b, and 3c (HEC -RAS Output)
Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Power Total Shear Chan
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(ft /s)
(sq ft)
(ft)
(lb /ft s)
(lb /sq ft)
MRII -2
29570
2YR
19
57.36
58.19
58.20
0.0023
1.31
30.40
69.11
0.04
0.09
MRII -2
29570
10YR
52
57.36
58.53
58.57
0.0033
2.09
59.21
96.51
0.11
0.20
MRII -2
29570
25YR
81
57.36
58.73
58.79
0.0038
2.55
79.68
108.14
0.18
0.28
MRII -2
29570
Design Q
7
57.36
57.95
57.96
0.0016
0.83
15.99
54.47
0.01
0.04
MRII -2
29260
2YR
19
56.64
57.28
57.03
57.32
0.0038
1.63
25.51
107.68
0.04
0.14
MRII -2
29260
10YR
52
56.64
57.67
57.24
57.69
0.0025
1.82
86.84
194.35
0.04
0.15
MRII -2
29260
25YR
81
56.64
57.90
57.24
57.93
0.0021
1.92
137.01
230.25
0.05
0.16
MRII -2
29260
Design Q
7
56.64
56.97
56.85
57.01
0.0081
1.52
4.59
31.16
0.24
0.16
MRII -2
28851
2YR
19
54.26
55.83
55.23
55.90
0.0032
2.17
10.27
22.97
0.20
0.21
MRII -2
28851
10YR
52
54.26
56.52
55.89
56.62
0.0028
2.80
46.83
82.79
0.11
0.30
MRII -2
28851
25YR
81
54.26
56.89
56.34
56.98
0.0026
3.06
80.24
106.79
0.12
0.33
MRII -2
28851
Design Q
7
54.26
55.35
54.85
55.38
0.0024
1.39
5.04
7.01
0.14
0.10
MRII -2
28454
2YR
19
53.34
54.98
54.31
55.01
0.0016
1.62
24.61
47.18
0.04
0.11
MRII -2
28454
10YR
52
53.34
55.47
54.95
55.54
0.0026
2.57
51.32
74.17
0.11
0.26
MRII -2
28454
25YR
81
53.34
55.73
55.15
55.82
0.0033
3.16
75.57
106.26
0.15
0.37
MRII -2
28454
Design Q
7
53.34
54.45
53.93
54.48
0.0022
1.36
5.14
18.91
0.13
0.10
MRII -2
28076
2YR
19
52.47
53.80
53.43
53.91
0.0068
2.70
10.22
47.89
0.17
0.35
MRII -2
28076
10YR
52
52.47
54.52
54.08
54.58
0.0025
2.43
68.84
120.27
0.07
0.23
MRII -2
28076
25YR
81
52.47
54.96
54.28
54.99
0.0015
2.25
132.93
221.80
0.03
0.18
MRII -2
28076
Design Q
7
52.47
53.54
53.06
53.57
0.0026
1.44
4.86
6.91
0.16
0.11
MRII -3a
26409
2YR
27
51.68
53.45
52.81
53.48
0.0015
1.63
37.39
53.74
0.04
0.10
MRII -3a
26409
10YR
84
51.68
54.13
53.41
54.19
0.0021
2.61
82.49
92.66
0.12
0.23
MRII -3a
26409
25YR
129
51.68
54.51
53.62
54.61
0.0028
3.41
135.05
188.94
0.12
0.37
MRII -3a
26409
Design Q
14
51.68
53.11
52.50
53.16
0.0025
1.74
8.03
29.05
0.23
0.13
MRII -3a
26306
2YR
27
51.40
53.26
52.53
53.30
0.0016
1.80
34.73
78.34
0.03
0.12
MRII -3a
26306
10YR
84
51.40
53.89
53.34
53.95
0.0021
2.68
100.14
145.33
0.08
0.24
MRII -3a
26306
25YR
129
51.40
54.27
53.57
54.33
0.0019
2.86
168.07
206.81
0.07
0.26
MRII -3a
26306
Design Q
14
51.40
52.83
52.22
52.87
0.0025
1.75
8.01
26.99
0.23
0.13
MRII -3a
26120
2YR
27
50.81
52.55
51.94
52.64
0.0034
2.44
13.57
53.14
0.18
0.23
MRII -3a
26120
10YR
84
50.81
53.26
52.82
53.36
0.0030
3.15
72.67
90.04
0.17
0.33
MRII -3a
26120
25YR
129
50.81
53.66
53.04
53.78
0.0030
3.56
119.26
142.62
0.17
0.40
MRII -3a
26120
Design Q
14
50.81
52.22
51.63
52.27
0.0026
1.77
7.90
19.18
0.24
0.14
MRII -3a
25930
2YR
27
50.20
52.00
51.33
52.05
0.0019
1.90
32.80
89.42
0.04
0.14
MRII -3a
25930
10YR
84
50.20
52.88
52.12
52.92
0.0012
2.19
126.02
144.58
0.04
0.16
MRII -3a
25930
25YR
129
50.20
53.16
52.33
53.23
0.0018
2.88
179.77
237.13
0.06
0.26
MRII -3a
25930
Design Q
14
50.20
51.63
51.02
51.67
0.0025
1.75
8.01
24.32
0.23
0.13
MRII -3a
25685
2YR
27
49.40
51.19
50.53
51.27
0.0030
2.37
12.48
31.82
0.29
0.22
MRII -3a
25685
10YR
84
49.40
51.76
51.39
52.08
0.0073
4.73
28.47
70.39
0.72
0.77
MRII -3a
25685
25YR
129
49.40
51.98
51.77
52.22
0.0062
4.72
70.45
86.98
0.56
0.73
MRII -3a
25685
Design Q
14
49.40
50.84
50.22
50.89
0.0024
1.72
8.12
22.56
0.22
0.13
MRII -3a
25487
2YR
27
48.85
50.41
49.99
50.48
0.0040
2.36
25.07
80.73
0.08
0.23
MRII -3a
25487
10YR
84
48.85
51.02
50.67
51.08
0.0028
2.75
107.12
167.77
0.09
0.27
MRII -3a
25487
25YR
129
48.85
51.42
50.84
51.46
0.0018
2.54
197.94
272.53
0.05
0.21
MRII -3a
25487
Design Q
14
48.85
50.25
49.67
50.30
0.0027
1.80
7.78
32.82
0.25
0.14
MRII -3a
25328
2YR
27
48.35
50.08
49.49
50.09
0.0012
1.44
65.80
172.78
0.01
0.08
MRII -3a
25328
10YR
84
48.35
50.89
49.79
50.89
0.0005
1.27
282.32
333.67
0.01
0.05
MRII -3a
25328
25YR
129
48.35
51.32
50.24
51.33
0.0004
1.27
449.25
424.52
0.01
0.05
MRII -3a
25328
Design Q
14
48.35
49.74
49.17
49.79
0.0027
1.80
8.65
55.29
0.07
0.14
MRII -3a
25144
2YR
27
47.85
49.89
48.98
49.91
0.0007
1.26
59.47
99.28
0.01
0.06
MRII -3a
25144
10YR
84
47.85
50.76
49.71
50.78
0.0006
1.65
195.76
218.88
0.01
0.09
MRII -3a
25144
25YR
129
47.85
51.22
49.93
51.24
0.0005
1.70
310.90
280.59
0.01
0.09
MRII -3a
25144
Design Q
14
47.85
49.46
48.67
49.49
0.0013
1.41
13.85
70.25
0.02
0.08

Muddy Run II Reaches 2, 3a, 3b, and 3c (HEC -RAS Output)
Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Power Total Shear Chan
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(ft /s)
(sq ft)
(ft)
(lb /ft s)
(lb /sq ft)
MRII -3a
24954
2YR
35
47.50
49.65
49.69
0.0014
1.89
46.98
102.50
0.03
0.13
MRII -3a
24954
10YR
107
47.50
50.57
50.61
0.0010
2.16
183.49
228.98
0.03
0.14
MRII -3a
24954
25YR
163
47.50
51.07
51.10
0.0008
2.17
327.69
349.92
0.02
0.14
MRII -3a
24954
Design Q
16
47.50
49.09
49.14
0.0019
1.68
9.94
18.34
0.10
0.12
MRII -3a
24710
2YR
35
46.87
49.35
48.06
49.38
0.000825
1.56
29.2
55.93
0.05
0.08
MRII -3a
24710
10YR
107
46.87
50.3
48.96
50.34
0.000836
2.1
132.93
116.1
0.05
0.13
MRII -3a
24710
25YR
163
46.87
50.81
49.51
50.86
0.000832
2.35
200.69
166.58
0.05
0.16
MRII -3a
24710
Design Q
16
46.87
48.82
47.68
48.84
0.000593
1.06
15.16
23.32
0.05
0.04
MRII -3a
24500
2YR
35
46.74
49.2
47.93
49.22
0.000595
1.32
51.92
65.65
0.02
0.06
MRII -3a
24500
10YR
107
46.74
50.1
48.81
50.15
0.000865
2.1
124.96
97.75
0.06
0.13
MRII -3a
24500
25YR
163
46.74
50.56
49.18
50.64
0.001178
2.73
177.04
151.99
0.08
0.21
MRII -3a
24500
Design Q
16
46.74
48.69
47.56
48.71
0.000599
1.06
15.09
25.27
0.05
0.04
MRII -3a
24218
2YR
35
46.56
49.02
47.75
49.05
0.000569
1.29
58.42
89.71
0.01
0.06
MRII -3a
24218
10YR
107
46.56
49.86
48.62
49.9
0.000791
1.98
157.08
138.96
0.04
0.12
MRII -3a
24218
25YR
163
46.56
50.28
49.05
50.33
0.000866
2.29
222.17
172.91
0.05
0.15
MRII -3a
24218
Design Q
16
46.56
48.51
47.37
48.53
0.000597
1.06
15.11
28.1
0.05
0.04
MRII -3a
24030
2YR
35
46.46
48.83
47.65
48.88
0.001047
1.69
26.34
73.41
0.04
0.1
MRII -3a
24030
10YR
107
46.46
49.64
48.52
49.69
0.001134
2.29
133.11
141.41
0.05
0.16
MRII -3a
24030
25YR
163
46.46
50.03
48.94
50.09
0.001268
2.68
199.51
204.59
0.06
0.21
MRII -3a
24030
Design Q
16
46.46
48.37
47.28
48.39
0.00065
1.09
14.66
27.51
0.05
0.05
MRII -3a
23829
2YR
35
46.33
48.68
47.52
48.7
0.000572
1.24
78.43
147.68
0.01
0.05
MRII -3a
23829
10YR
107
46.33
49.52
48.41
49.53
0.000426
1.41
305.63
347.86
0.01
0.06
MRII -3a
23829
25YR
163
46.33
49.92
48.72
49.94
0.000387
1.49
458.91
408.35
0.01
0.06
MRII -3a
23829
Design Q
16
46.33
48.23
47.15
48.25
0.000674
1.11
14.47
56.45
0.05
0.05
MRII -3a
23618
2YR
35
46.18
48.51
47.37
48.53
0.000606
1.26
69.9
111.88
0.01
0.06
MRII -3a
23618
10YR
107
46.18
49.36
48.22
49.38
0.000641
1.73
203.5
188.42
0.02
0.09
MRII -3a
23618
25YR
163
46.18
49.76
48.21
49.79
0.000704
2
293.24
261.85
0.03
0.12
MRII -3a
23618
Design Q
16
46.18
48.02
47
48.04
0.000775
1.16
13.75
48.86
0.06
0.05
MRII -3a
23414
2YR
37
46.05
48.2
48.27
0.001954
2.09
20.19
44.07
0.1
0.16
MRII -3a
23414
10YR
114
46.05
48.84
49.03
0.003835
3.76
63.75
96.83
0.28
0.46
MRII -3a
23414
25YR
173
46.05
49.16
48.73
49.39
0.004363
4.42
99.92
129.32
0.36
0.61
MRII -3a
23414
Design Q
16
46.05
47.73
47.77
0.001436
1.5
11.98
11.09
0.14
0.09
MRII -3b
23224
2YR
20
46.03
47.84
47.88
0.001398
1.65
20.73
72.49
0.02
0.1
MRII -3b
23224
10YR
44
46.03
48.43
48.46
0.000951
1.75
65.9
80.04
0.03
0.1
MRII -3b
23224
25YR
64
46.03
48.72
48.76
0.000955
1.94
90.34
83.32
0.05
0.12
MRII -3b
23224
Design Q
10
46.03
47.42
47.44
0.001442
1.31
7.65
8.73
0.1
0.07
MRII -3b
23011
2YR
20
45.73
47.58
47.62
0.001272
1.61
16.5
23.61
0.07
0.1
MRII -3b
23011
10YR
44
45.73
48.18
48.24
0.001366
2.14
44.27
80.74
0.05
0.15
MRII -3b
23011
25YR
64
45.73
48.47
48.54
0.001389
2.37
68.87
84.71
0.06
0.18
MRII -3b
23011
Design Q
10
45.73
47.16
47.18
0.001261
1.24
8.04
8.91
0.08
0.07
MRII -3b
22814
2YR
20
45.43
47.28
47.31
0.001286
1.61
16.53
23.02
0.07
0.1
MRII -3b
22814
10YR
44
45.43
47.85
47.91
0.001418
2.15
46.82
84.27
0.05
0.16
MRII -3b
22814
25YR
64
45.43
48.14
48.21
0.00138
2.34
74.06
100.33
0.05
0.18
MRII -3b
22814
Design Q
10
45.43
46.86
46.88
0.001275
1.25
8
8.9
0.08
0.07
MRII -3b
22613
2YR
20
45.17
46.99
47.03
0.001404
1.66
15.94
26.03
0.07
0.11
MRII -3b
22613
10YR
44
45.17
47.48
47.56
0.001923
2.41
30.07
31.79
0.16
0.2
MRII -3b
22613
25YR
64
45.17
47.69
47.81
0.002574
3.01
45.44
76.61
0.13
0.3
MRII -3b
22613
Design Q
10
45.17
46.58
46.61
0.001336
1.27
7.87
8.84
0.09
0.07
MRII -3b
22423
2YR
20
44.92
46.73
45.9
46.77
0.001372
1.63
18.12
39.72
0.05
0.1
MRII -3b
22423
10YR
44
44.92
47.14
46.36
47.2
0.001808
2.26
56.99
172.52
0.03
0.18
MRII -3b
22423
25YR
64
44.92
47.33
46.71
47.39
0.001806
2.43
103.4
290.53
0.02
0.2
MRII -3b
22423
Design Q
10
44.92
46.33
45.62
46.35
0.001341
1.27
7.86
8.83
0.09
0.07

Muddy Run II Reaches 2, 3a, 3b, and 3c (HEC -RAS Output)
Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Power Total Shear Chan
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(ft /s)
(sq ft)
(ft)
(lb /ft s)
(lb /sq ft)
MRII -3b
22225
2YR
20
44.74
46.29
46.36
0.003325
2.18
10.76
47.64
0.09
0.2
MRII -3b
22225
10YR
44
44.74
46.67
46.75
0.002972
2.55
49.08
117.47
0.07
0.24
MRII -3b
22225
25YR
64
44.74
46.86
46.94
0.002932
2.77
73.37
145.03
0.08
0.27
MRII -3b
22225
Design Q
10
44.74
45.97
46.01
0.002437
1.58
6.33
8.07
0.18
0.11
MRII -3b
22020
2YR
20
44.21
45.94
45.97
0.001158
1.44
37.08
112.06
0.01
0.08
MRII -3b
22020
10YR
44
44.21
46.31
46.34
0.00131
1.83
86.87
187.94
0.02
0.12
MRII -3b
22020
25YR
64
44.21
46.49
46.53
0.001397
2.03
124.2
222.32
0.03
0.14
MRII -3b
22020
Design Q
10
44.21
45.59
45.62
0.001466
1.31
7.67
22.51
0.04
0.08
MRII -3b
21812
2YR
20
43.87
45.67
45.7
0.001366
1.62
22.11
69.9
0.02
0.1
MRII -3b
21812
10YR
44
43.87
45.99
46.03
0.001673
2.08
73.16
196.27
0.02
0.16
MRII -3b
21812
25YR
64
43.87
46.15
46.2
0.001734
2.27
106.59
208.73
0.03
0.18
MRII -3b
21812
Design Q
10
43.87
45.32
45.34
0.001176
1.21
8.24
9.06
0.08
0.06
MRII -3b
21613
2YR
20
43.7
45.37
44.67
45.41
0.001613
1.64
32.14
151.7
0.01
0.11
MRII -3b
21613
10YR
44
43.7
45.64
45.35
45.68
0.001945
2.07
80.68
214.49
0.02
0.16
MRII -3b
21613
25YR
64
43.7
45.77
45.5
45.82
0.002187
2.34
111.83
245.03
0.04
0.2
MRII -3b
21613
Design Q
10
43.7
45.04
45.07
0.001677
1.38
7.24
8.54
0.12
0.08
MRII -3b
21412
2YR
20
43.25
44.23
44.23
44.54
0.02653
4.53
4.42
15.54
4.5
0.99
MRII -3b
21412
10YR
44
43.25
44.66
44.66
44.84
0.01349
4.03
32.2
200.85
0.28
0.7
MRII -3b
21412
25YR
64
43.25
44.73
44.73
44.89
0.014363
4.32
63.03
345.3
0.17
0.79
MRII -3b
21412
Design Q
10
43.25
43.94
43.94
44.17
0.029564
3.83
2.61
5.85
3.04
0.79
MRII -3c
21214
2YR
27
40.29
41.97
42.03
0.002385
1.98
13.65
12.26
0.31
0.16
MRII -3c
21214
10YR
70
40.29
43.01
43.11
0.00203
2.5
28.02
15.26
0.53
0.21
MRII -3c
21214
25YR
106
40.29
43.62
43.74
0.002008
2.8
37.85
17
0.71
0.25
MRII -3c
21214
Design Q
16
40.29
41.57
41.62
0.00284
1.78
9
10.98
0.25
0.14
MRII -3c
21020
2YR
27
39.43
41.58
41.63
0.001755
1.88
14.39
10.72
0.25
0.13
MRII -3c
21020
10YR
70
39.43
42.6
42.71
0.002095
2.61
26.84
13.57
0.6
0.23
MRII -3c
21020
25YR
106
39.43
43.2
43.33
0.002212
2.97
40.49
41.62
0.33
0.28
MRII -3c
21020
Design Q
16
39.43
41.17
41.21
0.001608
1.56
10.26
9.59
0.16
0.1
MRII -3c
20808
2YR
27
39.13
41.12
41.19
0.002495
2.13
12.7
10.27
0.38
0.18
MRII -3c
20808
10YR
70
39.13
42.02
42.17
0.003138
3.02
23.17
12.8
0.96
0.32
MRII -3c
20808
25YR
106
39.13
42.57
42.76
0.003375
3.47
30.54
14.31
1.38
0.4
MRII -3c
20808
Design Q
16
39.13
40.77
40.82
0.002099
1.71
9.35
9.32
0.21
0.12
MRII -3c
20600
2YR
27
38.93
40.23
40.37
0.007006
2.94
9.19
10.28
1.09
0.37
MRII -3c
20600
10YR
70
38.93
41.17
41.35
0.004925
3.44
20.35
13.39
1.48
0.43
MRII -3c
20600
25YR
106
38.93
41.71
41.94
0.004564
3.79
27.93
14.7
1.86
0.49
MRII -3c
20600
Design Q
16
38.93
39.87
40
0.009777
2.79
5.74
9.06
1.04
0.37
MRII -3c
20400
2YR
27
37.65
39.67
39.72
0.001741
1.8
15.02
12.2
0.23
0.13
MRII -3c
20400
10YR
70
37.65
40.69
40.77
0.001771
2.31
33.49
21.92
0.32
0.18
MRII -3c
20400
25YR
106
37.65
41.26
41.36
0.001788
2.57
47.15
25.91
0.42
0.22
MRII -3c
20400
Design Q
16
37.65
39.26
39.3
0.001694
1.54
10.37
10.45
0.15
0.1
MRII -3c
20200
2YR
27
37.49
39.29
38.46
39.35
0.002001
1.88
14.35
12.11
0.26
0.14
MRII -3c
20200
10YR
70
37.49
40.3
39.08
40.39
0.002003
2.42
29.86
20.84
0.39
0.2
MRII -3c
20200
25YR
106
37.49
40.87
39.46
40.98
0.002002
2.69
42.8
24.71
0.5
0.24
MRII -3c
20200
Design Q
16
37.49
38.89
38.23
38.93
0.002002
1.63
9.83
10.4
0.18
0.11

Muddy Run II Reaches 5a and 5b (HEC -RAS Output)
Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Power Total Shear Chan
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(ft /s)
(sq ft)
(ft)
(lb /ft s)
(lb /sq ft)
MRII -5a
4105
2 -YR
67
38.70
41.75
41.80
0.0057
1.80
42.99
39.21
0.59
0.73
MRII -5a
4105
10 -YR
183
38.70
42.81
42.86
0.0051
2.23
153.63
306.89
0.19
0.97
MRII -5a
4105
25 -YR
271
38.70
43.14
43.17
0.0041
2.13
288.41
628.97
0.11
0.85
MRII -5a
4105
Design Q
40
38.70
41.29
41.33
0.0058
1.55
26.87
28.32
0.49
0.58
MRII -5a
3900
2 -YR
67
38.37
41.17
41.24
0.0016
2.18
44.99
60.32
0.11
0.18
MRII -5a
3900
10 -YR
183
38.37
42.12
42.24
0.0020
3.20
134.02
307.97
0.07
0.33
MRII -5a
3900
25 -YR
271
38.37
42.54
42.64
0.0018
3.30
327.98
513.73
0.06
0.34
MRII -5a
3900
Design Q
40
38.37
40.75
40.80
0.0015
1.79
22.31
14.90
0.23
0.13
MRII -5a
3699
2 -YR
67
38.09
40.77
39.66
40.87
0.0022
2.47
30.61
60.20
0.22
0.23
MRII -5a
3699
10 -YR
183
38.09
41.75
40.72
41.85
0.0018
2.99
170.73
196.01
0.10
0.29
MRII -5a
3699
25 -YR
271
38.09
42.21
41.29
42.29
0.0016
3.14
314.92
469.16
0.06
0.31
MRII -5a
3699
Design Q
40
38.09
40.44
39.32
40.49
0.0015
1.82
21.94
32.53
0.25
0.13
MRII -5a
3509
2 -YR
67
37.83
40.56
39.41
40.59
0.0009
1.64
86.94
100.50
0.04
0.10
MRII -5a
3509
10 -YR
183
37.83
41.54
40.44
41.59
0.0010
2.24
232.16
381.51
0.05
0.16
MRII -5a
3509
25 -YR
271
37.83
42.00
40.44
42.05
0.0010
2.48
453.58
814.53
0.03
0.19
MRII -5a
3509
Design Q
40
37.83
40.13
39.05
40.19
0.0017
1.88
21.23
45.26
0.27
0.14
MRII -5a
3300
2 -YR
67
37.49
40.28
39.07
40.34
0.0015
2.12
50.17
171.94
0.10
0.17
MRII -5a
3300
10 -YR
183
37.49
41.18
40.18
41.29
0.0020
3.17
124.01
553.49
0.19
0.33
MRII -5a
3300
25 -YR
271
37.49
41.60
40.58
41.74
0.0022
3.66
186.79
667.54
0.21
0.42
MRII -5a
3300
Design Q
40
37.49
39.77
38.72
39.83
0.0018
1.91
20.89
59.91
0.29
0.15
MRII -5a
3099
2 -YR
67
37.16
39.91
38.74
40.00
0.0020
2.39
30.36
55.60
0.27
0.21
MRII -5a
3099
10 -YR
183
37.16
40.81
39.74
40.90
0.0018
3.00
132.20
168.22
0.22
0.30
MRII -5a
3099
25 -YR
271
37.16
41.14
40.25
41.28
0.0024
3.69
169.98
261.19
0.29
0.43
MRII -5a
3099
Design Q
40
37.16
39.40
38.39
39.46
0.0019
1.97
20.32
32.46
0.31
0.16
MRII -5a
2899
2 -YR
67
36.81
39.48
38.39
39.57
0.0023
2.50
29.02
53.78
0.28
0.24
MRII -5a
2899
10 -YR
183
36.81
40.51
39.41
40.58
0.0014
2.63
148.59
118.26
0.18
0.23
MRII -5a
2899
25 -YR
271
36.81
40.68
39.89
40.80
0.0024
3.59
162.10
127.46
0.46
0.41
MRII -5a
2899
Design Q
40
36.81
38.99
38.04
39.06
0.0021
2.05
19.49
31.81
0.36
0.17
MRII -5a
2700
2 -YR
67
36.52
38.62
38.10
38.83
0.0071
3.66
18.33
34.95
2.05
0.56
MRII -5a
2700
10 -YR
183
36.52
39.47
39.16
39.96
0.0098
5.72
39.92
71.48
2.79
1.19
MRII -5a
2700
25 -YR
271
36.52
39.99
39.67
40.18
0.0042
4.36
138.34
110.43
0.63
0.64
MRII -5a
2700
Design Q
40
36.52
38.29
37.75
38.41
0.0053
2.85
14.01
31.46
1.03
0.36
MRII -5b
2499
2 -YR
79
34.65
36.68
37.00
0.0115
4.55
17.36
13.43
3.99
0.88
MRII -5b
2499
10 -YR
215
34.65
38.15
38.51
0.0055
5.00
60.51
39.93
1.78
0.84
MRII -5b
2499
25 -YR
317
34.65
38.90
39.28
0.0045
5.37
92.89
46.95
1.85
0.89
MRII -5b
2499
Design Q
54
34.65
36.24
36.56
0.0154
4.54
11.89
11.59
4.27
0.94
MRII -5b
2301
2 -YR
79
32.79
35.72
35.86
0.0032
3.02
26.13
12.99
1.04
0.34
MRII -5b
2301
10 -YR
215
32.79
37.22
37.53
0.0044
4.47
48.11
16.42
2.99
0.67
MRII -5b
2301
25 -YR
317
32.79
37.93
38.36
0.0047
5.26
61.76
22.28
3.62
0.87
MRII -5b
2301
Design Q
54
32.79
35.28
35.39
0.0029
2.62
20.62
11.95
0.71
0.27
MRII -5b
2099
2 -YR
79
32.13
35.13
33.87
35.24
0.0030
2.65
29.76
18.13
0.74
0.28
MRII -5b
2099
10 -YR
215
32.13
36.58
35.11
36.77
0.0030
3.53
60.94
24.03
1.51
0.43
MRII -5b
2099
25 -YR
317
32.13
37.31
35.65
37.56
0.0030
4.00
79.60
30.45
1.77
0.52
MRII -5b
2099
Design Q
54
32.13
34.71
33.54
34.79
0.0030
2.39
22.56
15.99
0.57
0.24

it
18.2
_4
Drainage Area 1.4 Mi2
41
�6A
X"
j
Chih unpin
G a�
'77
SM
S
0
47a�
4�
FUl 149
V north,, V
ff"M
d
yo - ----- --
. ... ......
USGSA/Vatershed Map Proposed Streams
Waterbodies
Muddy Run 11 Site
Muddy Run 11 Proposed Easement
0 1,000 2,000 4,000 O Muddy Run Easement
Feet
1 inch = 2,000 feet � C3 Drainage Area I

Project: Muddy Run II Mitigation Site
Table Description: NC HWY 41- HY -8 Analysis Results
Prepared By: FM & DK
Dated: Septmeber 4, 2012
Headwater
Elevation ft
Total
Discharge cfs
g (cfs)
HWY 41
(cfs)
Discharge cfs
Roadway
(cfs)
Discharge cfs
Iterations
35.68
81
81
0
1
36.45
132.9
132.9
0
1
37.07
184.8
184.8
0
1
37.78
236.7
236.7
0
1
38.5
288.6
288.6
0
1
39.16
340.5
340.5
0
1
39.88
392.4
392.4
0
1
40.67
444
444
0
1
41.45
496.2
496.2
0
1
42.02
548.1
523.23
24.56
9
42.18
600
509.85
89.76
6
41.9
527.75
527.75
0
Overtopping
• NCDOT design storm for culvert is 50 -year flow.
• HY8 results show road overtopping at 527.75 cfs.
• USGS Regional Regression Q50 = 446 cfs.
• Approximate Q100 with flow diversion = 522 cfs.

Duplin NC 41 Pipe Size
Subject: Duplin NC 41 Pipe Size
Date: Fri, 22 Jul 2005 15:32:35 -0400
From: "Jerry L. Lindsey, P.E." <jlindsey @dot. state. nc.us>
Organization: North Carolina Department of Transportation
To: "Donald L. Rich" <drich @dot. state.nc.us>
CC: "Greg L. Basinger" <glbasinger @dot.state.nc.us> ,
"Karen E. Fussell PE" <kfussell @dot.state.nc.us>
Don,
The pipe size you requested is as follows:
NC 41 0.1 miles southwest of junction with NC 111
Drainage area = 1.4 square miles
Existing structure reported as 1 @60,2 @48 with +/- 10' bed to
crown
Recommended pipe size is 1 @ 102" with headwall
Alternate pipe size is 1 @ 117" X 79" with headwall
2nd alternate is 2 @ 78" with headwall
This recommendation is made from an office review only. Specific
site conditions or limitations may dictate the use of alternate
structures. If such conditions are noted, please contact this
office for further analysis.
Jerry Lindsey
Jerry L. Lindsey, P.E. <jLind sey@ dot. state. nc.UP
Regional Hydraulics Engineer
Hydraulics Unit,Highway Design Branch,Preconstruction Division of Highways
1 of 1 8/1/2005 10:56 AM

CLINTON BRIDGE 910 592 2674 08/11 '05 16:31 NO.434 01/04
rvr164 (9.areb 0
8..15 -US
MEMMUM CRITTRIA DETERMINATION CVFGTST
I I
The following questions provide direction in determining when 1
required to prepare environmental documents for state - funded cc
maintenance activities. Answer questions for Parts A through C
"Yes" or "No". Complete Part D of the checklist when Minimw
categories #8, 12(1) or #15 are used.
TIP Project No.: n/a
State Project No.: n/a
e 1 -)epartmem is
dtion and
by ch&cking either
i CritLria Rule
Project Location: Duplin Co - NC 41- 600' West of NC 1X1141
Project Description: Remove one(1) existing 50' line @ 60" d two(2)
existing 48' limes @ 48" RCP on a 90 degree skew and replac with! one 55" line @
102" CMP Aluminum with inlet outlet aluminam basrwalls 2'6" x 10'111%
respectively) on 76 degree skew. Note: Pipe lengthen due to i istiu g perched
conditions and skew adjustment.
Anticipated Permit or Consultation Requirements:
Special Project Information: Stream profile: 15' DownstreaTh - water depth is 4',
stream width at water is 20', stream width at top of bank is 26'due to blowhole. 15'
Upstream - water depth is 1.5', stream width at water is 8, sham width at top of
bank is 20'.
GPS 34.83292 N / 77.80261 W
07/27/05
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WETLAND RESTORATION -MUDDY RUN II
COASTAL PLAIN SMALL STREAM SWAMP
AVERAGE MONTHLY RUNOFF (Local Watershed)
Proposed Wetland WA Restoration Site
Land Cover
Watershed draining into upstream wet]
Watershed
Acres
CN
Acres x CN
Developed/farmstead
0.63
86
53.8
Clear -Cut
5.28
77
406.7
Cultivated
2.78
80
222.1
Total Watershed Acres
8.7
Composite
CN
1 78.61
Monthv Runoff Averaues (acre inches)
and
Curve Number 24 -HR Rainfall Record Rainfall Needed for Runoff
CN = 78.61 P24 = 6.6 Q = 0.6898
HYDROGRAPH NET VALUES
Wetland A (Upstream)
January
February
March
Aril
May
June
July
August
September
October
November
December
Monthly Average
Precipitation
3.26
3.07
3.83
2.95
3.89
4.21
6.08
5.62
5.47
3.42
3.12
2.97
0.73
0.85
1.08
0.85
1.10
1.38
2.36
1.93
2.44
1.30
0.86
0.69
Runoff
-1.70
-50.87
Infiltration+
0.0
0.0
0.0
0.0
-18.6
-18.6
-18.6
-18.6
-18.6
Wetland WA Drainage
-18.6
0.0
- 130.20
Watershed Runoff
6.35
7.37
9.37
7.37
9.56
11.97
20.52
16.78
21.22
6.35
7.37
9.37
7.37
9.56
11.97
20.52
16.78
21.22
11.29
7.47
6.01
Basin Estimated Runoff
3.34
-7.35
-10.28
7.29
2.09
Curve Number 24 -HR Rainfall Record Rainfall Needed for Runoff
CN = 78.61 P24 = 6.6 Q = 0.6898
HYDROGRAPH NET VALUES
Wetland A (Upstream)
Precipitation data from Warsaw
ET data calcualated from weather data from Warsaw
+ based on estimated infiltration of )millimeter per hour
Januar
February
March
Aril
May
June
July
August
September
October
November
December
Total
Precipitation
3.26
3.07
3.83
2.95
3.89
4.21
6.08
5.62
5.47
3.42
3.12
2.97
47.89
Evapotranspiration
-1.72
-2.19
-3.63
-5.05
-6.26
-6.77
-6.81
-6.27
-4.75
-3.46
-2.27
-1.70
-50.87
Infiltration+
0.0
0.0
0.0
0.0
-18.6
-18.6
-18.6
-18.6
-18.6
-18.6
-18.6
0.0
- 130.20
Watershed Runoff
6.35
7.37
9.37
7.37
9.56
11.97
20.52
16.78
21.22
11.29
7.47
6.01
135.26
Total
7.89
8.25
9.57
5.26
-11.42
-9.18
1.20
-2.47
3.34
-7.35
-10.28
7.29
2.09
Precipitation data from Warsaw
ET data calcualated from weather data from Warsaw
+ based on estimated infiltration of )millimeter per hour

30
20
IO
o
A -10
-20
-30
HYDROGRAPH FOR
WETLAND RESTORATION/ ENHANCEMENT
MUDDY RUN II-
PROPOSED WETLAND WA
Month
� Precipitation � Evapotranspiration � Runoff D Infiltration Total
References:
The North Carolina State Climatologist; 6/11/2013
mm
I I
OEM==
Growing Season -
I I
mmmm
mm
IN.
MENEM,
Iml
IMEN
I
IMRIM-Ihq
11,
m
m
mu
V-611
U,
Im
Lqoli
milli"Imimi
immmmml
0
MENNEN
no
Month
� Precipitation � Evapotranspiration � Runoff D Infiltration Total
References:
The North Carolina State Climatologist; 6/11/2013

WETLAND RESTORATION -MUDDY RUN II
COASTAL PLAIN SMALL STREAM SWAMP
AVERAGE MONTHLY RUNOFF (Local Watershed)
Proposed Wetland WB Restoration Site
Land Cover
Watershed 5 draining into downstream N
Watershed
Acres
CN
Acres x CN
Forested
1.11
55
61.1
Cultivated
3.80
85
323.0
Total Watershed Acres
4.9
Composite
CN
78.22
Monthv Runoff Averaues (acre inches)
ietland
Curve Number 24 -HR Rainfall Record Rainfall Needed for Runoff
CN = 78.22 P24 = 6.6 Q = 0.6898
HYDROGRAPH NET VALUES
Wetland B (Upstream)
January
February
March
Aril
May
June
July
August
September
October
November
December
Monthly Average
Precipitation
3.26
3.07
3.83
2.95
3.89
4.21
6.08
5.62
5.47
3.42
3.12
2.97
0.73
0.85
1.08
0.85
1.10
1.38
2.36
1.93
2.44
1.30
0.86
0.69
Runoff Q
-1.70
-50.87
Infiltration+
0.0
0.0
0.0
0.0
-18.6
-18.6
-18.6
-18.6
-18.6
Wetland WA Drainage
-18.6
0.0
- 130.20
Watershed Runoff
3.59
4.17
5.30
4.16
5.40
6.77
11.60
9.49
12.00
3.59
4.17
5.30
4.16
5.40
6.77
11.60
9.49
12.00
6.38
4.22
3.40
Basin Estimated Runoff
-5.88
-12.26
-13.53
4.68
56.70
Curve Number 24 -HR Rainfall Record Rainfall Needed for Runoff
CN = 78.22 P24 = 6.6 Q = 0.6898
HYDROGRAPH NET VALUES
Wetland B (Upstream)
Precipitation data from Warsaw
ET data calcualated from weather data from Warsaw
+ based on estimated infiltration of lmillimeter per hour
January
February
March
Aril
May
June
July
August
September
October
November
December
Total
Precipitation
3.26
3.07
3.83
2.95
3.89
4.21
6.08
5.62
5.47
3.42
3.12
2.97
47.89
Evapotranspiration
-1.72
-2.19
-3.63
-5.05
-6.26
-6.77
-6.81
-6.27
-4.75
-3.46
-2.27
-1.70
-50.87
Infiltration+
0.0
0.0
0.0
0.0
-18.6
-18.6
-18.6
-18.6
-18.6
-18.6
-18.6
0.0
- 130.20
Watershed Runoff
3.59
4.17
5.30
4.16
5.40
6.77
11.60
9.49
12.00
6.38
4.22
3.40
76.48
Total
5.13
5.04
5.50
2.06
-15.57
-14.39
-7.72
-9.76
-5.88
-12.26
-13.53
4.68
56.70
Precipitation data from Warsaw
ET data calcualated from weather data from Warsaw
+ based on estimated infiltration of lmillimeter per hour

30
20
10
o
A -10
-20
-30
HYDROGRAPH FOR
WETLAND RESTORATION/ ENHANCEMENT
MUDDY RUN II
PROPOSED WETLAND WB
Month
� Precipitation Evapotranspiration � Runoff D Infiltration Total
References:
The North Carolina State Climatologist; 6/11/2013
Growing Season
,�III�I
NINON
No
Month
� Precipitation Evapotranspiration � Runoff D Infiltration Total
References:
The North Carolina State Climatologist; 6/11/2013

APPENDIX D
Muddy Run II Design Plan Sheets

Q Muddy Run II Site
ra
` qty St6 Road 1967 H
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VICINITY MAP
NTS
MUDDY RUN II MITIGATION PROJECT
NCEEP PROJECT ID #95354
JANUARY 2014
LOCATION: DUPLIN COUNTY, NORTH CAROLINA
ENVIRONMENTAL BANC & EXCHANGE, LLC
909 CAPABILITY DRIVE, SUITE 3100
RALEIGH, NC 27606
u .M. t inch = 40011.
DESIGN CONSULTANT
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DR
RALEIGH, NC 27607
(919) 782 -0495
NC LICENSE NO. F -0374
A
RESTORATION
3.6
SHEET LIST
905
SHEET NO.
SHEET
TITLE
1
Cover
TOTAL
1a
Aerial View of Project
2
Existing Conditions
TOTAL
3
Existing Conditions
4
Existing Conditions
REACH
5
Existing Conditions
SMus
6
Plan and Profile —
Reach 1
7
Plan and Profile —
Reach 2
8
Plan and Profile —
Reach 2
9
Plan and Profile —
Reach 2
10
Plan and Profile —
Reach 2
11
Plan and Profile —
Reach 3A
12
Plan and Profile —
Reach 3A
13
Plan and Profile —
Reach 3A
14
Plan and Profile —
Reach 3A
15
Plan and Profile —
Reach 3A
16
Plan and Profile —
Reach 3A
17
Plan and Profile —
Reach 3A
18
Plan and Profile —
Reach 3A & 3B
19
Plan and Profile —
Reach 313
20
Plan and Profile —
Reach 313
21
Plan and Profile —
Reach 313
22
Plan and Profile —
Reach 313 & 3C
23
Plan and Profile —
Reach 3C
24
Plan and Profile —
Reach 4
25
Plan and Profile —
Reach 5A
26
Plan and Profile —
Reach 5A
27
Plan and Profile —
Reach 5A
28
Plan and Profile —
Reach 5A
29
Plan and Profile —
Reach 513
30
Plan and Profile —
Reach 6
31
Plan and Profile —
Reach 6
32
Plan and Profile —
Reach 6
33
Wetland A
34
Wetland B
35
Planting Plan
36
Planting Plan
37
Planting Plan
38
Monitoring Locations
39
Erosion & Sedimentation Control Plan
40
Erosion & Sedimentation Control Notes
41
Detail 1
42
Detail 2
43
Detail 3
44
Detail 4
45
Detail 5
AREA
lACI
DESIGN CONSULTANT
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DR
RALEIGH, NC 27607
(919) 782 -0495
NC LICENSE NO. F -0374
A
RESTORATION
3.6
3.6
905
B
RESTORATION
1.32
1.32
ENHANCEMENTI
TOTAL
4.92
4.92
718
287
TOTAL
10,937
DESIGN CONSULTANT
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DR
RALEIGH, NC 27607
(919) 782 -0495
NC LICENSE NO. F -0374
MITIGATIONTVPE
PROPOSED LENGTH(LF)
SM Js
HEADWATER VALLEY RESTORATION
905
905
P1 RESTORATION
8,607
8,607
ENHANCEMENTI
707
471
ENHANCEMENTII
718
287
TOTAL
10,937
10,270
REACH
MITIGATION TYPE
PROPOSED LENGTH(LF)
SMus
1
HEADWATER VALLEY RESTORATION
401
401
2
HEADWATER VALLEY RESTORATION
504
504
2
P1 RESTORATION
1,309
1,369
3A
P1 RESTORATION
3,440
3,440
3B
P1 RESTORATION
1,852
1,852
3C
ENHANCEMENTI
707
471
4
P1 RESTORATION
172
172
5A
P1 RESTORATION
1,774
1,774
5B
ENHANCEMENTII
401
160
6
ENHANCEMENTII
317
127
TOTAL
10,937
10,270
DESIGN CONSULTANT
WK
DICKSON
community infrastructure consultants
720 CORPORATE CENTER DR
RALEIGH, NC 27607
(919) 782 -0495
NC LICENSE NO. F -0374

WD CKSON
unity infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
v 919.782.0495
919.782.9672
— 1,dickson.com Lu
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NC 11CIN-0
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\ \ \ / =J /;
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LEGEND
/ _ >
,�V EXISTING CONTOUR MAJOR
y
EXISTING CONTOUR MINOR - - - -
\ ^ EXISTING BOTTOM OF BANK —
EXISTING FENCELINE - - - -- X —
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COPYRIGHT ©,WK. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W.K. DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
WD CKSON
munity infrastructure consultants
T a Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NO 27607
V) 919.782.0495
919.782.9672
www.wkdickson.com
FULL SCALE: 1"=100
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�
D CKSON
munity infrastructure consultants
T an sportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
v 919.782.0495
919.782.9672
— 1,dickson.com
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D CKSON
munity infrastructure consultants
T an sportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NO 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
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�
D CKSON
munity infrastructure consultants
T an sportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NO 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
■
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D CKSON
unity infrastructure consultants
Tm Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
v 919.782.0495
919.782.9672
— 1,dickson.com
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- - --
-----
LOG STRUCTURE
0 +79
53.90
- - --
- - --
L
LOG GRADE CONTROL
0 +87
53.32
o Z
O
� U
CONSERVATION EASEMENT
La
LOG STRUCTURE
1 +10
53.20
LOG STRUCTURE
LOG STRUCTURE
2 +20
52.70
O
U
¢
STRUCTURE
�
LOG GRADE CONTROL
3 +25
52.50
�
(SEE DETAIL SHEET 42)
Z
¢
WETLAND DEPRESSION
a
PROPOSED FILL AREA
O ¢ate
+ — — �
PROPOSED WETLAND
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW SPILLWAY
(SEE SHEET 45)
LARGE WOODY DEBRIS
acw)
a
�
EXISTING
RARE
(SEE DETAIL SHEET 43)
SMALL WOODY DEBRIS
Q
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
i
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
_EPROPOSED
TOP
IF BANK
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
—
—
—� /
SrA4M2.0
ELEV W.33
\
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE
O
(PROFILE)
K
CHANNEL
PROPOSED
BOTTOM
CENTERUNE
VA-6.s
EIEV SZ.1s
PROPOSED
GRAD
LOG
CONTROL
STRUCTURE
PROPOSED
GRADE COMROL
STRUCTURr
LOG
0 +00
1 +00
2 +00
3 +00
4 +00 4 +51
62
- 60
58
56
54
52
- 50
48
46
- 44
r
r
F—
W
W
/�2/�
VJ
W
rrW^
VJ
W
Z
J
2
U
CQ
G
5.00
1.35 1.15 - 1
_I BANKFULL STAGE_
0.75
0.25
TYPICAL CHANNEL CROSS SECTION
(REACH 1)
\ \ \�i \ \Ri \ \\ \Ni \ \//
DITCW O L
STRUCTURE
FROM
TO
pANK•
STA
ELEV
STA
ELEV
LOG STRUCTURE
0 +12
53.57
• 49.32
EXISTING TOP OF BANK
- -TB --
LOG STRUCTURE
0 +33
53.45
- - --
- - --
-----
LOG STRUCTURE
0 +79
53.90
- - --
- - --
L
LOG GRADE CONTROL
0 +87
53.32
o Z
O
� U
CONSERVATION EASEMENT
La
LOG STRUCTURE
1 +10
53.20
LOG STRUCTURE
LOG STRUCTURE
2 +20
52.70
O
U
¢
STRUCTURE
�
LOG GRADE CONTROL
3 +25
52.50
�
(SEE DETAIL SHEET 42)
Z
¢
*RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING
DOWNSTREAM
NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED
FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING
EQUIPMENT SHALL BE MODIFIED AT THE END OF EACH
DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS
OR TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH
TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS— SECTIONS SHALL TIE INTO
EXISTING GRADE AT A MAXIMUM SLOPE OF 5H:1V. FOR
ALL AREAS WHERE THE PROPOSED TOP OF BANK
ELEVATION IS GREATER THAN 0.75' BELOW EXISTING
GRADE, A BANKFULL BENCH MUST BE CONSTRUCTED.
SEE TYPICAL CROSS SECTION GRADING DETAIL ON SHEET
45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL
BE PLACED INSIDE THE EXISTING CHANNEL TO BE
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON
SHEET 42 UNLESS DIRECTED OTHERWISE BY THE
ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR -
- - -$O - - --
EXISTING CONTOUR MINOR - -
- -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
CL Z Z
PROPOSED SPOT SHOT
• 49.32
EXISTING TOP OF BANK
- -TB --
EXISTING BOTTOM OF BANK
¢Qw
PROPOSED CENTERLINE OF
2
Z
CHANNEL
~
EXISTING FENCELINE —--
X- --K-
EXISTING TREELINE .
rYwYWYI.
PROPOSED CHANNEL BOTTOM —
o
PROPOSED TOP OF BANK
J
� � F
LIMITS OF PROPOSED
o Z
O
� U
CONSERVATION EASEMENT
La
LOG TOE PROTECTION
� W
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
ui D i
Z
LOG GRADE CONTROL
O
U
¢
STRUCTURE
�
(SEE DETAIL SHEET 42)
VEGETATED SILL
�
(SEE DETAIL SHEET 42)
Z
¢
WETLAND DEPRESSION
a
PROPOSED FILL AREA
O ¢ate
+ — — �
PROPOSED WETLAND
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW SPILLWAY
(SEE SHEET 45)
LARGE WOODY DEBRIS
acw)
(SEE DETAIL SHEET 44)
LEAF PACK
(SEE DETAIL SHEET 43)
SMALL WOODY DEBRIS
Q
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE
m
CONTROL
lUgl
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE
O
(PROFILE)
WD CKSON
unity infrastructure consultants
Tmn sportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NO 27607
IV) 919.782.0495
919.782.9672
www.wkdickson.com
FULL SCALE'. V-30 H, V-3 V
0 30 00
�2" = FULL SCALE
l 1" = HALF SCALE I` LU
PRO'. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
6
PROJ. NO.:
20120090.00. RA
U JW
w
o
� W
v
O~ m
a
CL Z Z
00=
� U
FO_
U
¢Qw
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2
Z
UU�
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COQ
�
Qm
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�
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LL (7
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o Z
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U JW
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CL Z Z
00=
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¢Qw
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a \ \M
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\
i
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/ > M006S
66
64
62
60
58
56
54
52
50
48
III
I..I
II11
\ I „
PA7RICIA M. RILEY lij \
DB 1161, PG 145 I� \
\� III InnII \�
TO
BANK
r'
ELEV
STA
ELEV
LOG GRADE CONTROL
0 +12
56.50
— LCE —LCE LCE
LCE —LCF,
DIFFUSE FLOW STRUCTURE
LCE ��$E LCE
1 58.00
,LCE
REMOVE 16 LF OF
EXISTING OF
/
�
36" CMP
00
1 56.05
PATRICIA M. RILEY
DB 1161, PG 145
N.W. INV= 54.06' — — — — —
S.E. INV.= 53.96'
ui
_—_—___— ___—_ —�-- - _---- -_--- 6-0-- -- - _— __
- _- - _
�
�
--_
—_----- - ----_ — - - --- � —
60 —_
ui
_ _ __
t+0---- '60 — —
- - -
i
i
2
- - -- - - --
-
9 +00 —60
r^
- -•- --° _ _ _ - - - - - - - - --- -=
--- _ _ _ __
_ _
-'
a
�
PROPOSED CHANNEL
BOTTOM CENrERUNE
_
LIJ
REMOVE EXISTING BERMS FILL EXISTING
RLTO €IL- 115 CUT
MAT ALONG-CHANNEL-
MAT
0
ISTING TOP
BANK
�\
PROPOSED GR PROPOSED GRADE
REMOVE 18
EXISTING PI
LF OF
E
fIP'
301 -301 �,3�1
�__
01
1 / 301 -301
I
�7 REGRADE DITCH TO WTFALL
INTO PROPOSED ALIGNMENT.
Q
II��IQ
SEE DITCH TIE-IN SECTION,
II1 V THIS SHEET.
C
C
66
64
62
60
58
56
54
52
50
48
III
I..I
II11
\ I „
PA7RICIA M. RILEY lij \
DB 1161, PG 145 I� \
\� III InnII \�
TO
BANK
STA
ELEV
STA
ELEV
LOG GRADE CONTROL
0 +12
0 +00
1 +00
STRUCTURE
FROM
TO
BANK
STA
ELEV
STA
ELEV
LOG GRADE CONTROL
0 +12
56.50
DIFFUSE FLOW STRUCTURE
0 +42
1 58.00
L
LOG GRADE CONTROL
2 +54
1 56.05
•HIGHI (H) AND LEFI (L) BANK LU(:AHONS ARE REFERENCED LOOKING
DOWNSTREAM
2 +00
3 +00 3 +50
0 +00
1 +00
2 +00
3 +00 3 +50
66
64
62
60
58
56
54
52
50
48
TIE TO EXISTING GRADE II..�� TIE TO EXISTING GRADE
(MAX SLOPE SLOPE 4:1)
1.00'
DITCH TIE —IN TYPICAL SECTION
REACH 2 PROPOSED GRADING
STA O +OO
REACH 2 PROPOSED GRADING
REACH 2 PROPOSED GRADING
-LU -'IU U 'IU LU
REACH 2 PROPOSED GRADING
STA 3 +00
REACH 2 CROSS SECTIONS
(VERTICAL SCALE 1• -3•
HORIZONTAL SCALE 1' -10')
NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED
FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING
EQUIPMENT SHALL BE MODIFIED AT THE END OF EACH
DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS
OR TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH
TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS— SECTIONS SHALL TIE INTO
EXISTING GRADE AT A MAXIMUM SLOPE OF 5H:1V. FOR
ALL AREAS WHERE THE PROPOSED TOP OF BANK
ELEVATION IS GREATER THAN 0.75' BELOW EXISTING
GRADE, A BANKFULL BENCH MUST BE CONSTRUCTED.
SEE TYPICAL CROSS SECTION GRADING DETAIL ON SHEET
45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL
BE PLACED INSIDE THE EXISTING CHANNEL TO BE
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON
SHEET 42 UNLESS DIRECTED OTHERWISE BY THE
ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR - - - -SO - - --
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT x 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE OF
CHANNEL
EXISTING FENCELINE — 3(--- 1F - --X-
EXISTING TREELINE ./YwYwYI.
PROPOSED CHANNEL BOTTOM _ _ _ _ _ _ _ _
PROPOSED TOP OF BANK
LIMITS OF PROPOSED LCe
CONSERVATION EASEMENT
LOG TOE PROTECTION _
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND I — — A
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW SPILLWAY
(SEE SHEET 45)
LARGE WOODY DEBRIS 1»
(SEE DETAIL SHEET 44)
LEAF PACK
(SEE DETAIL SHEET 43)
SMALL WOODY DEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL lUp/
(PROFILE)
LOG STRUCTURE II
(PROFILE) �U(
BEDDED
LOG STRUCTURE 0
(PROFILE)
MWK
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0 95
(f) 919.782.9672
— 1,dickson.com
LInENsENo
r
is w�
FULL SCALE'. V-30 T V —3 V
0 30
�2" = FULL SCALE
l� 1" = HALF SCALE I` cc
ILL
PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
7
PROJ. NO.:
20120090.00. RA
w
Q
� V
O
a =
O
F
U
F
O Z
F O
U
O
o �
O Z
LL (ry
� O ¢ D
u, J Ja
� W W Z
F-
LU
J
0 W
d Z Z
00=
� U
UW N
COQ �
� z m
J
Q
CC b Z O
� Z w Il
— J 2 � U
Z Il Z ¢
� U c z
� m o
�W Z w Il ¢
Z7 W � a
Q
O
Z
¢
¢ �
Z DOm
a
�
PROPOSED CHANNEL
BOTTOM CENrERUNE
0
ISTING TOP
BANK
REMOVE 18
EXISTING PI
LF OF
E
I
PROPOSED
GRADE CO
STRUCTURE
LOG
OL
EXISTING
RAGE
G P
POSED LOG
E CONTROL
STRUCTURE
0 +00
1 +00
2 +00
3 +00 3 +50
66
64
62
60
58
56
54
52
50
48
TIE TO EXISTING GRADE II..�� TIE TO EXISTING GRADE
(MAX SLOPE SLOPE 4:1)
1.00'
DITCH TIE —IN TYPICAL SECTION
REACH 2 PROPOSED GRADING
STA O +OO
REACH 2 PROPOSED GRADING
REACH 2 PROPOSED GRADING
-LU -'IU U 'IU LU
REACH 2 PROPOSED GRADING
STA 3 +00
REACH 2 CROSS SECTIONS
(VERTICAL SCALE 1• -3•
HORIZONTAL SCALE 1' -10')
NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED
FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING
EQUIPMENT SHALL BE MODIFIED AT THE END OF EACH
DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS
OR TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH
TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS— SECTIONS SHALL TIE INTO
EXISTING GRADE AT A MAXIMUM SLOPE OF 5H:1V. FOR
ALL AREAS WHERE THE PROPOSED TOP OF BANK
ELEVATION IS GREATER THAN 0.75' BELOW EXISTING
GRADE, A BANKFULL BENCH MUST BE CONSTRUCTED.
SEE TYPICAL CROSS SECTION GRADING DETAIL ON SHEET
45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL
BE PLACED INSIDE THE EXISTING CHANNEL TO BE
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON
SHEET 42 UNLESS DIRECTED OTHERWISE BY THE
ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR - - - -SO - - --
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT x 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE OF
CHANNEL
EXISTING FENCELINE — 3(--- 1F - --X-
EXISTING TREELINE ./YwYwYI.
PROPOSED CHANNEL BOTTOM _ _ _ _ _ _ _ _
PROPOSED TOP OF BANK
LIMITS OF PROPOSED LCe
CONSERVATION EASEMENT
LOG TOE PROTECTION _
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND I — — A
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW SPILLWAY
(SEE SHEET 45)
LARGE WOODY DEBRIS 1»
(SEE DETAIL SHEET 44)
LEAF PACK
(SEE DETAIL SHEET 43)
SMALL WOODY DEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL lUp/
(PROFILE)
LOG STRUCTURE II
(PROFILE) �U(
BEDDED
LOG STRUCTURE 0
(PROFILE)
MWK
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0 95
(f) 919.782.9672
— 1,dickson.com
LInENsENo
r
is w�
FULL SCALE'. V-30 T V —3 V
0 30
�2" = FULL SCALE
l� 1" = HALF SCALE I` cc
ILL
PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
7
PROJ. NO.:
20120090.00. RA
w
Q
� V
O
a =
O
F
U
F
O Z
F O
U
O
o �
O Z
LL (ry
� O ¢ D
u, J Ja
� W W Z
F-
LU
J
0 W
d Z Z
00=
� U
UW N
COQ �
� z m
J
Q
CC b Z O
� Z w Il
— J 2 � U
Z Il Z ¢
� U c z
� m o
�W Z w Il ¢
Z7 W � a
Q
O
Z
¢
¢ �
Z DOm
a
�
O ¢ate

66
64
62
60
58
56
54
52
50
48
/
/ _,_.0 LCE' /1'��+ \r`,a\�;�V1,A \
- PA7RICIA M. RILEY / /LCE- �f�OULLY
DB 1161, PG 145 / _ \`
QL:
-LCE
vJ _ -60- /._�� �-60- � .9S' % %emu%(- vJ
111
i
i
Z START NEW
J fYiAN5+07.00
s +w.00
IV roans 30� 2
U �301 vv
REGRADE DITCH TO OUTFALL
INTO PROPOSED ALIGNMENT. /
SEE DITCH TIE -IN SECTION. 0��
THIS SHEET. 3
\ 3.01 PATRICIA M. RILEY
-331 ,,.o- OB 1161, PG 145
REACH 2 PROPOSED GRADING
STA 4 +00
i0
EXISTI G
8 G E
DILL EXISTNG-
DITCH C
36
34
33 -20 -10 0 10 20
3 +50 4 +00
5 +00
REACH 2 PROPOSED GRADING
60
58
56
]14
53
REACH 2 CROSS SECTIONS
(vE incAL SCALE 1 • -3'
HORIZONTAL SCALE 1' -10')
6 +00
7 +00
8 +00 8 +50
3 +50 4 +00
5 +00
6 +00
7 +00
8 +00 8 +50
7.60
2.10 1.70
T
_ I BANKFULL STAGE
0.25
TYPICAL SHALLOW CROSS
SECTION
-2.50 2.50
BANKFULL STAGE
--------------- T
\ / _ / /7 1.130
0.40
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
8.70
4.00 3.00
TBANKFULL STAGE
1.80
0.50
TYPICAL RIGHT MEANDER CROSS
SECTION
8.70
3.00 4.00
}T BANKFULL STAGE
1.130
80
1 I
0.50
TYPICAL LEFT MEANDER CROSS SECTION
TYP- SECTIONS STA 5+04 TO STA 18+73
EACH 2)
66 TIE TO EXISTING
GRADE TIE TO EXISTING
(MAX SLOPE 4:1) GRADE
�g,00, - (MAX SLOPE 4:1)
- 64
62 3.00' +
I I 1.00'
-
- 60 DITCH TIE -IN TYPICAL SECTION
58
56
54
52
- 50
- 48
STRUCTURE
FROM
TO
BANK*
STA
ELEV
STA
EL EV
LOG GRADE CONTROL
4 +97
55.42
• 49.32
EXISTING TOP OF BANK
- -TB --
LOG TOE PROTECTION
5 +92
54.70
5 +00
54.70
R
BEDDED LOG STRUCTURE
6 +45
54.68
�
O Z
LL (ry
PROPOSED CHANNEL BOTTOM -
_ _ _ _ _ _
LOG GRADE CONTROL
7 +32
54.41
CONSERVATION EASEMENT
LCE
BEDDED LOG STRUCTURE
8 +00
54.34
_
LOG STRUCTURE
c
t9
(SEE DETAIL SHEET 44)
}
LL1 � z
LOG GRADE CONTROL
�
STRUCTURE
�
(SEE DETAIL SHEET 42)
H
VEGETATED SILL
N
(SEE DETAIL SHEET 42)
Z
¢
WETLAND DEPRESSION
a
PROPOSED FILL AREA
O ¢ate
PROPOSED WETLAND
f - - A
PROPOSED CHANNEL PLUG
PROPO
ED TOP
CHANNEL PLUG W/
OVERFLOW SPILLWAY
(SEE SHEET 45)
LARGE WOODY DEBRIS
(SEE DETAIL SHEET 44)
LEAF PACK
(SEE DETAIL SHEET 43)
SMALL WOODY DEBRIS
O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
OF B7K
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
i
(SEE DETAIL SHEET 44)
LOG GRADE
m
CONTROL
1qU/
(PROFILE)
LOG STRUCTURE
/1
II
(PROFILE)
�U(
BEDDED
w
0
(PROFILE)
tR
$
J
w
w
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EYETING
To P
F
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q
OF HANK
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ISTING GRAD
PROPO
BED CHANNEL
OPOSED L
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I CENTERLINE
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STRUCN
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3 +50 4 +00
5 +00
6 +00
7 +00
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T
_ I BANKFULL STAGE
0.25
TYPICAL SHALLOW CROSS
SECTION
-2.50 2.50
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--------------- T
\ / _ / /7 1.130
0.40
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
8.70
4.00 3.00
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1.80
0.50
TYPICAL RIGHT MEANDER CROSS
SECTION
8.70
3.00 4.00
}T BANKFULL STAGE
1.130
80
1 I
0.50
TYPICAL LEFT MEANDER CROSS SECTION
TYP- SECTIONS STA 5+04 TO STA 18+73
EACH 2)
66 TIE TO EXISTING
GRADE TIE TO EXISTING
(MAX SLOPE 4:1) GRADE
�g,00, - (MAX SLOPE 4:1)
- 64
62 3.00' +
I I 1.00'
-
- 60 DITCH TIE -IN TYPICAL SECTION
58
56
54
52
- 50
- 48
STRUCTURE
FROM
TO
BANK*
STA
ELEV
STA
EL EV
LOG GRADE CONTROL
4 +97
55.42
• 49.32
EXISTING TOP OF BANK
- -TB --
LOG TOE PROTECTION
5 +92
54.70
5 +00
54.70
R
BEDDED LOG STRUCTURE
6 +45
54.68
�
O Z
LL (ry
PROPOSED CHANNEL BOTTOM -
_ _ _ _ _ _
LOG GRADE CONTROL
7 +32
54.41
CONSERVATION EASEMENT
LCE
BEDDED LOG STRUCTURE
8 +00
54.34
_
LOG STRUCTURE
c
t9
-RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING
DOWNSTREAM
NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED
FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING
EQUIPMENT SHALL BE MODIFIED AT THE END OF EACH
DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS
OR TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH
TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS- SECTIONS SHALL TIE INTO
EXISTING GRADE AT A MAXIMUM SLOPE OF 5H:1V. FOR
ALL AREAS WHERE THE PROPOSED TOP OF BANK
ELEVATION IS GREATER THAN 0.75' BELOW EXISTING
GRADE, A BANKFULL BENCH MUST BE CONSTRUCTED.
SEE TYPICAL CROSS SECTION GRADING DETAIL ON SHEET
45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL
BE PLACED INSIDE THE EXISTING CHANNEL TO BE
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON
SHEET 42 UNLESS DIRECTED OTHERWISE BY THE
ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR -
- - -SO - - --
EXISTING CONTOUR MINOR -
- - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
Z Z
PROPOSED SPOT SHOT
• 49.32
EXISTING TOP OF BANK
- -TB --
EXISTING BOTTOM OF BANK
U W
PROPOSED CENTERLINE OF
F
U
CHANNEL
EXISTING FENCELINE -
X--- 1F - --x-
EXISTING TREELINE ./YYYYYYYI.
�
O Z
LL (ry
PROPOSED CHANNEL BOTTOM -
_ _ _ _ _ _
PROPOSED TOP OF BANK
¢ D
LIMITS OF PROPOSED
CONSERVATION EASEMENT
LCE
LOG TOE PROTECTION
Z Il z
(SEE DETAIL SHEET 42)
_
LOG STRUCTURE
c
t9
(SEE DETAIL SHEET 44)
}
LL1 � z
LOG GRADE CONTROL
�
STRUCTURE
�
(SEE DETAIL SHEET 42)
H
VEGETATED SILL
N
(SEE DETAIL SHEET 42)
Z
¢
WETLAND DEPRESSION
a
PROPOSED FILL AREA
O ¢ate
PROPOSED WETLAND
f - - A
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW SPILLWAY
(SEE SHEET 45)
LARGE WOODY DEBRIS
(SEE DETAIL SHEET 44)
LEAF PACK
(SEE DETAIL SHEET 43)
SMALL WOODY DEBRIS
O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE
m
CONTROL
1qU/
(PROFILE)
LOG STRUCTURE
/1
II
(PROFILE)
�U(
BEDDED
LOG STRUCTURE
0
(PROFILE)
WD KSON
'ty infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0 95
(f) 919.782.9672
www.wkdickson.com
r
is w�
FULL SCALE'. V-30 H, V -3 V
0 30 60
�2" = FULL SCALE
l� 1" = HALF SCALE I` LU
PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
8
PROJ. NO.:
20120090.00. RA
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64
62
60
58
56
54
52
50
48
13 +00 13 +50
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�--
1.70 _ BANKFULL STAGE_
1.00
0.i
TYPICAL SHALLOW CROSS
CC(`TIr)NI
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
e.7a
4.00 3.00
TBANKFULL STAGE
80
0.50
TYPICAL RIGHT MEANDER CROSS
SECTION
8.70
3.00 4.00
}T BANKFULL STAGE
130 1. 1.80
0.50
TYPICAL LEFT MEANDER CROSS SECTION
TYP. SECTIONS STA 5 +04 TO STA 18 +73
(REACH 2)
STRUCTURE
FROM
BANK
STA
ELEV
O w
d
LOG TOE PROTECTION
9 +25
53.82
O
00=
� U
LOG TOE PROTECTION
9 +25
53.82
A15,3.82
V
BEDDED LOG STRUCTURE
9 +89
53.95
Z
O Q
� z m
- - --
LOG GRADE CONTROL
11 +21
53.55
Q
O
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� Z W
- - --
LOG TOE PROTECTION
11 +86
53.20
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13 +21
55.00
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PROPOS
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BANK
PROP
GRADE
ED wG
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8 +50 9 +00
10 +00
11 +00
12 +00
66
64
62
60
58
56
54
52
50
48
13 +00 13 +50
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�--
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1.00
0.i
TYPICAL SHALLOW CROSS
CC(`TIr)NI
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
e.7a
4.00 3.00
TBANKFULL STAGE
80
0.50
TYPICAL RIGHT MEANDER CROSS
SECTION
8.70
3.00 4.00
}T BANKFULL STAGE
130 1. 1.80
0.50
TYPICAL LEFT MEANDER CROSS SECTION
TYP. SECTIONS STA 5 +04 TO STA 18 +73
(REACH 2)
STRUCTURE
FROM
BANK
STA
ELEV
O w
d
LOG TOE PROTECTION
9 +25
53.82
O
00=
� U
LOG TOE PROTECTION
9 +25
53.82
A15,3.82
V
BEDDED LOG STRUCTURE
9 +89
53.95
Z
O Q
� z m
- - --
LOG GRADE CONTROL
11 +21
53.55
Q
O
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- - --
LOG TOE PROTECTION
11 +86
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c
DIFFUSE FLOW STRUCTURE
13 +21
55.00
o
�
�p
Z7 W
L
'RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING
DOWNSTREAM
NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED
FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING
EQUIPMENT SHALL BE MODIFIED AT THE END OF EACH
DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS
OR TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH
TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS- SECTIONS SHALL TIE INTO
EXISTING GRADE AT A MAXIMUM SLOPE OF 5H:1V. FOR
ALL AREAS WHERE THE PROPOSED TOP OF BANK
ELEVATION IS GREATER THAN 0.75' BELOW EXISTING
GRADE, A BANKFULL BENCH MUST BE CONSTRUCTED.
SEE TYPICAL CROSS SECTION GRADING DETAIL ON SHEET
45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL
BE PLACED INSIDE THE EXISTING CHANNEL TO BE
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON
SHEET 42 UNLESS DIRECTED OTHERWISE BY THE
ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR - - - -SO - - --
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT x 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE OF
CHANNEL
EXISTING FENCELINE — 3(--- )F - --x-
EXISTING TREELINE ./YwYwYI.
PROPOSED CHANNEL BOTTOM _ _ _ _ _ _ _ _
PROPOSED TOP OF BANK
LIMITS OF PROPOSED LCe
CONSERVATION EASEMENT
LOG TOE PROTECTION _
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND — — �
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW SPILLWAY
(SEE SHEET 45)
LARGE WOODY DEBRIS
(SEE DETAIL SHEET 44)
LEAF PACK
(SEE DETAIL SHEET 43)
SMALL WOODY DEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE (n
CONTROL lUp/
(PROFILE)
LOG STRUCTURE II
(PROFILE) �U(
BEDDED
LOG STRUCTURE 0
(PROFILE)
DD CKSON
unity infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
1� y
FULL SCALE'. V-30 H, V -3 V
0 30 60
�2" =
FULLS
l� 1" = HALF SCALE I`
PROJ. DATE: OGT 2012
Q.c.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
9
PROJ. NO.:
20120090.00. RA
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AND REACH 2
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�
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13 +73
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1
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SEE SHEE�11.
II 1
II1� hl �
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DANNY G. HATCHER / I
JAMES A. HATCHER J ( 1j II )III L
CARLTON R. HATCHER w I 11 II 'T
FORREST C. HATCHER i+
( JENNIFER J. KOPANSKI
D1530, . PC 2x26
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17 +00
18 +00 18 +71
13 +50 14 +00
15 +00
16 +00
17 +00
18 +00 18 +71
66
64
62
60
58
56
54
52
50
48
7.60
2.10 1.70-1
BANKFULL STAGE_
1.00
0.i
TYPICAL SHALLOW CROSS
CC(`TIr)NI
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
8.70
4.00 3.00
BANKFULL STAGE
T 1.30
I
0.50
T q_
TYPICAL RIGHT MEANDER CROSS
SECTION
8.70
3.00 4.00
}T BANKFULL STAGE
1
1.80 30 z 7 1.
0.50
TYPICAL LEFT MEANDER CROSS SECTION
STRUCTURE
FROM
TO
BANK'
STA
ELEV
STA
ELEV
LOG TOE PROTECTION
13 +73
53.02
13 +81
53.02
L
LOG GRADE CONTROL
14 +44
52.75
O
LL
CHANNEL
O
BEDDED LOG STRUCTURE
15 +76
52.54
- - --
- - --
- - --
BEDDED LOG STRUCTURE
16 +61
52.45
- - --
- - --
- - --
LOG TOE PROTECTION
17 +16
52.20
17 +24
52.20
R
LOG TOE PROTECTION
17 +36
52.25
17 +44
52.25
L
LOG GRADE CONTROL
18 +36
51.87
O
(SEE DETAIL SHEET 42)
�
WETLAND DEPRESSION
PROPOSED FILL AREA
N
PROPOSED WETLAND
- -�
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
O
CHANNEL PLUG W/
OVERFLOW SPILLWAY
(SEE SHEET 45)
LARGE WOODY DEBRIS
(SEE DETAIL SHEET 44)
Q»
LEAF PACK
(SEE DETAIL SHEET 43)
SMALL WOODY DEBRIS
O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
P
OBANPOSK
ED TOP
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE
m
0
lUq/
(PROFILE)
LOG STRUCTURE
(PROFILE)
�U(
BEDDED
LOG STRUCTURE
0
(PROFILE)
wT
SI
0�w
G
S
w
R
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w
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GRADE Cl
STR
INTROL
CTURE
IXI
NG GRADE
PRO
OSED CHANN
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E
P
POSED LOG
G
E CONTROL
STRUCTURE
13 +50 14 +00
15 +00
16 +00
17 +00
18 +00 18 +71
66
64
62
60
58
56
54
52
50
48
7.60
2.10 1.70-1
BANKFULL STAGE_
1.00
0.i
TYPICAL SHALLOW CROSS
CC(`TIr)NI
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
8.70
4.00 3.00
BANKFULL STAGE
T 1.30
I
0.50
T q_
TYPICAL RIGHT MEANDER CROSS
SECTION
8.70
3.00 4.00
}T BANKFULL STAGE
1
1.80 30 z 7 1.
0.50
TYPICAL LEFT MEANDER CROSS SECTION
STRUCTURE
FROM
TO
BANK'
STA
ELEV
STA
ELEV
LOG TOE PROTECTION
13 +73
53.02
13 +81
53.02
L
LOG GRADE CONTROL
14 +44
52.75
O
LL
CHANNEL
O
BEDDED LOG STRUCTURE
15 +76
52.54
- - --
- - --
- - --
BEDDED LOG STRUCTURE
16 +61
52.45
- - --
- - --
- - --
LOG TOE PROTECTION
17 +16
52.20
17 +24
52.20
R
LOG TOE PROTECTION
17 +36
52.25
17 +44
52.25
L
LOG GRADE CONTROL
18 +36
51.87
O
(SEE DETAIL SHEET 42)
�
"RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING
DOWNSTREAM
NOTES
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED
FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING
EQUIPMENT SHALL BE MODIFIED AT THE END OF EACH
DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS
OR TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH
TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS- SECTIONS SHALL TIE INTO
EXISTING GRADE AT A MAXIMUM SLOPE OF 5H:1V. FOR
ALL AREAS WHERE THE PROPOSED TOP OF BANK
ELEVATION IS GREATER THAN 0.75' BELOW EXISTING
GRADE, A BANKFULL BENCH MUST BE CONSTRUCTED.
SEE TYPICAL CROSS SECTION GRADING DETAIL ON SHEET
45 FOR DIMENSIONS.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL
BE PLACED INSIDE THE EXISTING CHANNEL TO BE
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON
SHEET 42 UNLESS DIRECTED OTHERWISE BY THE
ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR
- - -SO - - --
EXISTING CONTOUR MINOR - -
- -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
Z Z
PROPOSED SPOT SHOT
x 49,32
EXISTING TOP OF BANK
- -TB --
EXISTING BOTTOM OF BANK
�
U W
PROPOSED CENTERLINE OF
O
LL
CHANNEL
O
EXISTING FENCELINE -
X--- X- --X-
EXISTING TREELINE
H (n
o Q
_
�
PROPOSED CHANNEL BOTTOM
PROPOSED TOP OF BANK
< w
LIMITS OF PROPOSED
CONSERVATION EASEMENT
LcE
LOG TOE PROTECTION
� Z
(SEE DETAIL SHEET 42)
_
LOG STRUCTURE
Il
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
c
(SEE DETAIL SHEET 42)
}
Z
VEGETATED SILL
O
(SEE DETAIL SHEET 42)
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SMALL WOODY DEBRIS
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(SEE DETAIL SHEET 43)
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(SEE DETAIL SHEET 43)
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LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
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(SEE DETAIL SHEET 44)
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unity infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
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FULL SCALE'. V-30 H, V -3 V
0 30 60
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FORREST C. HATCHER
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3 +93
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/ r JAMES A. HATCHER
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FORREST C. HATCHER
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728
\ OB 1530, PG 728
MB 4, PG 23
_ N.E. INV= 50.53'
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TYPICAL SHALLOW CROSS SECTION
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2.25
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*RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING DOWNSTREAM
NOTES
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED
FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING
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DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS
OR TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH
TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS- SECTIONS SHALL TIE INTO
EXISTING GRADE AT A MAXIMUM SLOPE OF 5H:1V. FOR
ALL AREAS WHERE THE PROPOSED TOP OF BANK
ELEVATION IS GREATER THAN 0.75' BELOW EXISTING
GRADE, A BANKFULL BENCH MUST BE CONSTRUCTED.
SEE TYPICAL CROSS SECTION GRADING DETAIL ON SHEET
45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL
BE PLACED INSIDE THE EXISTING CHANNEL TO BE
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON
SHEET 42 UNLESS DIRECTED OTHERWISE BY THE
ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR -
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(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
U
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Z DOm
PROPOSED WETLAND
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PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW SPILLWAY
(SEE SHEET 45)
LARGE WOODY DEBRIS
(SEE DETAIL SHEET 44)
LEAF PACK
(SEE DETAIL SHEET 43)
SMALL WOODY DEBRIS
O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE
m
CONTROL
lUp/
(PROFILE)
LOG STRUCTURE
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Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
v 919.782.0 95
919.782.9672
- 1,dickson.com
LICENsENo
FULL SCALE'. V-30 H, V -3 V
0 30 60
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O.C. DATE: AUG 2013
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JAMES A. HATCHER
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FORREST C. HATCHER
JENNIFER J. KOPANSKI
DB 1530, PG 728 1 I
MB 4, PG 23
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I ELEV
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6 +78
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TYPICAL LEFT MEANDER CROSS SECTION
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STRUCTURE
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STA
EL
S
I ELEV
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5 +24
50.25
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6 +57
49.90
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6 +78
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*RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING DOWNSTREAM
NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED
FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING
EQUIPMENT SHALL BE MODIFIED AT THE END OF EACH
DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS
OR TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH
TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS- SECTIONS SHALL TIE INTO
EXISTING GRADE AT A MAXIMUM SLOPE OF 5H:1V. FOR
ALL AREAS WHERE THE PROPOSED TOP OF BANK
ELEVATION IS GREATER THAN 0.75' BELOW EXISTING
GRADE, A BANKFULL BENCH MUST BE CONSTRUCTED.
SEE TYPICAL CROSS SECTION GRADING DETAIL ON SHEET
45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL
BE PLACED INSIDE THE EXISTING CHANNEL TO BE
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON
SHEET 42 UNLESS DIRECTED OTHERWISE BY THE
ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR - - - -SO - - --
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT x 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE OF
CHANNEL
EXISTING FENCELINE — K--- 1F - --x-
EXISTING TREELINE ./YYYYYYYI.
PROPOSED CHANNEL BOTTOM -
PROPOSED TOP OF BANK
LIMITS OF PROPOSED LCE
CONSERVATION EASEMENT
LOG TOE PROTECTION _
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND f — — �
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW SPILLWAY
(SEE SHEET 45)
LARGE WOODY DEBRIS
(SEE DETAIL SHEET 44)
LEAF PACK
(SEE DETAIL SHEET 43)
SMALL WOODY DEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44) ri
�DICKSON
unity infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
v 919.782.0 95
919.782.9672
www.wkdickson.com
LICENsENo
r
is *�
FULL SCALE'. V-30 H, V -3 V
0 30 60
� FULL SCALE
F I ALF SCALE I` LL
PROJ. DATE: OCT 2012
Q.c.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
12
PROJ. NO.:
20120090.00. RA
LOG GRADE
m
CONTROL
1Up/
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LOG STRUCTURE
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(PROFILE)
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�DICKSON
unity infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
v 919.782.0 95
919.782.9672
www.wkdickson.com
LICENsENo
r
is *�
FULL SCALE'. V-30 H, V -3 V
0 30 60
� FULL SCALE
F I ALF SCALE I` LL
PROJ. DATE: OCT 2012
Q.c.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
12
PROJ. NO.:
20120090.00. RA
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58
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46
44
42
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10+00
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11+00
12 +00
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P OPOSED PROP ED LOG BANK
BED ED LOG GRADE CONTROL
STRUC RE, TW UCTURE PR
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11+00
12+00
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14+00
58
56
54
52
50
48
46
44
42
40
15+00
9.20
P2.50--2.10-1
T I BANKFULL STAGE
�A7
1.2
0.3
IL
TYPICAL SHALLOW CROSS SECTION
0.50
3.00 4.50 3.00
BANKFULL STAGE
- _ I_ - _ _ - _ T
1.160
I
0.50
CL T
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
10.50
3.70
T B
2.25
0.65
TYPICAL RIGHT MEANDER CROSS
SECTION
10.50
3.70 4.80
}T BANKFULL STAGE
1.160
2.25
0.65
TYPICAL LEFT MEANDER CROSS SECTION
TYP. SECTIONS STA 00 +00 TO 18 +15
(REACH 3A)
STRUCTURE
FROM
TQ
BANK"
STA
ELEV
STA
ELEV
LOG TOE PROTECTION
10 +30
48.97
10 +38
48.97
BEDDED LOG STRUCTURE
11 +75
48.97
- - --
- - --
�
LOG TOE PROTECTION
12 +56
48.25
12 +72
48.25
�
LOG GRADE CONTROL
12 +99
48.66
- - --
- - --
m
LOG TOE PROTECTION
13 +22
48.26
13 +30
48.26
Q
�
LOG TOE PROTECTION
13 +56
48.40
13 +64
48.40
w Il
BEDDED LOG STRUCTURE
13 +77
48.50
- - --
- - --
N
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BO OPO
CHANNEL
CENTERLINE
11+00
12+00
13+00
14+00
58
56
54
52
50
48
46
44
42
40
15+00
9.20
P2.50--2.10-1
T I BANKFULL STAGE
�A7
1.2
0.3
IL
TYPICAL SHALLOW CROSS SECTION
0.50
3.00 4.50 3.00
BANKFULL STAGE
- _ I_ - _ _ - _ T
1.160
I
0.50
CL T
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
10.50
3.70
T B
2.25
0.65
TYPICAL RIGHT MEANDER CROSS
SECTION
10.50
3.70 4.80
}T BANKFULL STAGE
1.160
2.25
0.65
TYPICAL LEFT MEANDER CROSS SECTION
TYP. SECTIONS STA 00 +00 TO 18 +15
(REACH 3A)
STRUCTURE
FROM
TQ
BANK"
STA
ELEV
STA
ELEV
LOG TOE PROTECTION
10 +30
48.97
10 +38
48.97
BEDDED LOG STRUCTURE
11 +75
48.97
- - --
- - --
�
LOG TOE PROTECTION
12 +56
48.25
12 +72
48.25
�
LOG GRADE CONTROL
12 +99
48.66
- - --
- - --
m
LOG TOE PROTECTION
13 +22
48.26
13 +30
48.26
Q
�
LOG TOE PROTECTION
13 +56
48.40
13 +64
48.40
w Il
BEDDED LOG STRUCTURE
13 +77
48.50
- - --
- - --
*RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING DOWNSTREAM
NOTES-
1 . IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED
FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING
EQUIPMENT SHALL BE MODIFIED AT THE END OF EACH
DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS
OR TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH
TREES IN ANY WAY. EXCAVATED OR OTHER MATERIAL
SHALL NOT BE PLACED, PILED OR STORED WITHIN THE
CRITICAL ROOT ZONE AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO
EXISTING GRADE AT A MAXIMUM SLOPE OF 5H:1V. FOR
ALL AREAS WHERE THE PROPOSED TOP OF BANK
ELEVATION IS GREATER THAN 0.75' BELOW EXISTING
GRADE, A BANKFULL BENCH MUST BE CONSTRUCTED.
SEE TYPICAL CROSS SECTION GRADING DETAIL ON SHEET
45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL
BE PLACED INSIDE THE EXISTING CHANNEL TO BE
ABANDONED AT AN ELEVATION THAT PROVIDES POSITIVE
DRAINAGE TOWARDS THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON
SHEET 42 UNLESS DIRECTED OTHERWISE BY THE
ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR - - - -SO - - --
EXISTING CONTOUR MINOR -
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE OF
CHANNEL
EXISTING FENCELINE - %- - --1:-
EXISTING TREELINE ./YwYWYI.
PROPOSED CHANNEL BOTTOM - - - - - - - -
PROPOSED TOP OF BANK
LIMITS OF PROPOSED Lc[
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND f - - �
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW SPILLWAY
(SEE SHEET 45)
LARGE WOODY DEBRIS
(SEE DETAIL SHEET 44)
LEAF PACK
(SEE DETAIL SHEET 43)
SMALL WOODY DEBRIS 0
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
� DICKSON
'ty infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
LICENsENo
}
FULL SCALE'. V-30 H, V-3 V
0 30 60
FULL SCALE
HALF SCALE I` cc
LU
PROJ. DATE: OCT 2012
G.c.: FM
G.G. DATE: AUG 2013
DRAWING NUMBER
:
13
PROJ. NO.:
20120090.00. RA
LOG GRADE
m
CONTROL
1U�/
(PROFILE)
LOG STRUCTURE
Z Z
(PROFILE)
a
BEDDED
LOG STRUCTURE
O
(PROFILE)
F
U
7
� DICKSON
'ty infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
LICENsENo
}
FULL SCALE'. V-30 H, V-3 V
0 30 60
FULL SCALE
HALF SCALE I` cc
LU
PROJ. DATE: OCT 2012
G.c.: FM
G.G. DATE: AUG 2013
DRAWING NUMBER
:
13
PROJ. NO.:
20120090.00. RA
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54
52
50
48
46
44
42
40
38
9.20
2.50 2.10 -1
-I BANKFULL STAGE -
1.2
0.3
1^ TYPICAL SHALLOW CROSS SECTION
L / 0.50
r
3.00 4.50 3.00
BANKFULL STAGE
w- - -- - - + -- - - --
//2^
v,
W
W
W TYPICAL POOL CROSS
Z SECTION STRAIGHT REACH
J 10.50
= 4.80 3.70
U BANKFULL STAGE - - - -
CQ .60
L 1 I 25
0.65
I
T q_
TYPICAL RIGHT MEANDER CROSS
SECTION
0.50
3.70 4.80
BANKFULL STAGE
}60
z 1-
2.25
0.65
12.40
3.30 2.90+1
-- - - -I BANKHILL STAGE -
tso
0 40 I
TYPICAL SHALLOW CROSS
SECTION
14.20
�4.111--S 0 4.10
BANKHULL STAGE
2.20
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
4.20
6.50 5.0
F�-
}IT
AN KRILL STAGE
2.20 1
3.00
0.80
TYPICAL RIGHT MEANDER CROSS
SECTION
14.20
s.DO 6.50
BANKFULL STAGE
2. }
3.00 20
0.80
0.60
q_ T q_ t
TYPICAL LEFT MEANDER CROSS SECTION TYPICAL LEFT MEANDER CROSS SECTION
TYP. SECTIONS STA 00 +00 TO 18 +15 TYP_ SECTIONS STA 18 +15 TO 36 +65
(REACH 3A) (REAC H 3A)
15 +00 16 +00 17 +00 18 +00 19 +00 20 +00
15 +00
16 +00
17 +00
18 +00
19 +00
20 +00
56
54
52
50
48
46
44
42
40
38
STRUCTURE
FROM
TO
BANK*
STA
ELEV
STA
ELEV
LOG GRADE CONTROL
15 +94
47.83
--
--
--
LOG TOE PROTECTION
16 +52
47.43
16 +60
47.43
L
LOG TOE PROTECTION
17 +45
47.22
w r
47.22
R
BEDDED LOG STRUCTURE
17 +88
47.49
--
--
is
„ENISTIN
GRADE
47.34
--
--
LOG TOE PROTECTION
EACH411E I
T THIS POIN
46.95
18 +44
46.95
R
LOG TOE PROTECTION
B
rq
�s
47.26
R
u�i
18 +93
m
5 w
`2
--
--
m
1 19 +53
1 46.41
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1 R
id
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I
N
I
I h
I
ITT-1-1h
_V
PROPOSED
BOTTOM CENTERUNE
HANNEL
PR
)POSED TOP
OFBANK
PROPOSED
GRADE CON
STRUC
LOG
OL
RE
BEDDED
ROPOSED
LOG
UCTURE
PROPO
S
3ED LOG
UCTURE
PROPOSED
GRADE CON
STRUC
LOG
OL
RE
15 +00
16 +00
17 +00
18 +00
19 +00
20 +00
56
54
52
50
48
46
44
42
40
38
STRUCTURE
FROM
TO
BANK*
STA
ELEV
STA
ELEV
LOG GRADE CONTROL
15 +94
47.83
--
--
--
LOG TOE PROTECTION
16 +52
47.43
16 +60
47.43
L
LOG TOE PROTECTION
17 +45
47.22
17 +53
47.22
R
BEDDED LOG STRUCTURE
17 +88
47.49
--
--
--
LOG STRUCTURE
18 +11
47.34
--
--
--
LOG TOE PROTECTION
18 +36
46.95
18 +44
46.95
R
LOG TOE PROTECTION
18 +48
47.26
18 +56
47.26
R
LOG GRADE CONTROL
18 +93
4fi.84
--
--
--
LOG TOE PROTECTION
1 19 +53
1 46.41
1 19 +61
1 46.46
1 R
*RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING
DOWNSTREAM
NOBS
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADEATAMAXIMUM SLOPE OF SH:IV. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, A BANKFULL BENCH
MUST BECONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFIU. DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR - - - -SO - - --
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE - XE-- X- --X-
EMSTING TREELINE . (WYYWYI.
PROPOSED CHANNEL BOTTOM -
PROPOSED TOP OF BANK
LIMITS OFPROPOSED Lce
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND + - - �
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
((g�� gSPIPI�LLLW�ASY�
LARGe WOODYDEBRIS
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
ENSTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL 1Uq/
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
unity infrastructure consultants
Tm Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
v 919.782.0495
919.782.9672
www.wkdickson.com
■
FULL SCALE'. V-30 H, V-3 V
0 30 00
�2" = FULL SCALE
1" = HALF SCALE I` ir Z
PROJ. DATE : OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER
:
14
PROJ. NO.:
20120090.00. RA
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AT THE EDGE OFTHE Lc E PROPOSED EASMENT
I
LCE
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LCE PLC
�y
Is
W ® WOODS 36'CMP / PR0}ECT �� -- - - = w
w 21+ �' N.W. INV=45.46' y ENSTNG -= -* w
_ ���\ _\\\\ 1 00 S.E. INV= 40.36' I
' ^ \ \ REMOVE 31 LF I 28- T
(/) �•� �} 23 +00 OFEXISTING „ U)
"'\ -•�-�� °`'.,,.� \� PIPE
\ - -_ -
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E 3Il SHEET_ \\ LFOF ` ` - _ -_ -�_ - - - EXISTING PIPE !� _
EXSTING PIPE �
FILL EXSTING
= I r/ i- - - - 12' UP _ _ y I . - 15 RCMP DITCH
U 15 "CMP 301- `� W 1790` °� % I S.W. INV.= 46.51'
J7-.E. INV.= 48.39'
)OS i S.W. INV.= 46.47' � 301- �� �:- , N.E. INV= 4754'
REMOVE 30 LFOF
C� IR N.E. INV= 47.95' X301 ! jr-
m EXISTING PIPE a
0 301 30-1 301
REGRADE EXISTING SWALE '
\ I SUCHTHAT IT OUTLETS
\ I AT THE EDGE OFTHE
\ I PROPOSED EASMENT
\ Lp e
20 +00 21 +00 22 +00 23 +00 24+00 25 +00
56
54
52
50
48
46
44
42
40
38
20 +00
21+00
22 +00
23 +00
24+00
56
54
52
50
48
12.40
3.30 2.90+1
T _I BANKFULL STAGE �
1.60
I
TYPICAL SHALLOW CROSS
SECTION
4.20
4.10 6.00 4.10
BANKRILL STAGE
7 2.2(
I
0.60
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
14.20
6.50 5.0
}T BANKFULL STAGE
2.20
3.00
0.80
TYPICAL RIGHT MEANDER CROSS
SECTION
14.20
5.00 6.50
BANKHILL STAGE
2.120
3.00
0.80
IL
TYPICAL LEFT MEANDER CROSS SECTION
(REACH 3A)
STRUCTURE
FROM
TO
BANK*
STA
ELEV
STA
ELEV
BEDDED LOG STRUCTURE
20 +08
46.93
--
--
--
DIFFUSE ROW STRUCTURE
20 +27
48.75
--
--
R
LOG TOE PROTECTION
20 +28
46.37
20 +36
46.37
L
LOG TOE PROTECTION
21 +71
46.29
21 +79
46.29
L
LOG GRADE CONTROL
STING GR
E
--
--
PROP
TWIN
20 LF
'HDPE
24+52
49.00
--
--
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C
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PROPOSED
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PROPOSED
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STRUC
LOG
RE
PROPOSED
INV
INV
42'
IN EL- 457-
OUT EL =45
PE
74
21+00
22 +00
23 +00
24+00
56
54
52
50
48
12.40
3.30 2.90+1
T _I BANKFULL STAGE �
1.60
I
TYPICAL SHALLOW CROSS
SECTION
4.20
4.10 6.00 4.10
BANKRILL STAGE
7 2.2(
I
0.60
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
14.20
6.50 5.0
}T BANKFULL STAGE
2.20
3.00
0.80
TYPICAL RIGHT MEANDER CROSS
SECTION
14.20
5.00 6.50
BANKHILL STAGE
2.120
3.00
0.80
IL
TYPICAL LEFT MEANDER CROSS SECTION
(REACH 3A)
STRUCTURE
FROM
TO
BANK*
STA
ELEV
STA
ELEV
BEDDED LOG STRUCTURE
20 +08
46.93
--
--
--
DIFFUSE ROW STRUCTURE
20 +27
48.75
--
--
R
LOG TOE PROTECTION
20 +28
46.37
20 +36
46.37
L
LOG TOE PROTECTION
21 +71
46.29
21 +79
46.29
L
LOG GRADE CONTROL
23 +19
46.65
--
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24+52
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--
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L
*RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING
46 DOWNSTREAM
44
42
40
38
25 +00
NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY ' EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADE AT A MAXIMUM SLOPE OF 5HAV. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, A BANKFULL BENCH
MUST BE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL SACKFILL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR ----50----
EXISTING CONTOUR MINOR ----46 - - - -
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE - - - --%-
EXISTING TREEUNE .lYwYwYI.
PROPOSED CHANNEL BOTTOM _ _ _ _ _ _ _ _
PROPOSED TOP OF BANK
LIMITS OFPROPOSED LcE
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND - -�
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
((�F� SSPIPILLLLWyA�Y�
LARGe WOODYDEBRIS
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS Q
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43) �1
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
R_OODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE ROW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL 1Up/
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NO 27607
(v) 919.782.0495
(f) 919.782.9672
- 1,dickson.com
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NOTES:
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AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADEATA MAXIMUM SLOPE OF 5H:1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, A BANKFULL BENCH
MUST BE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR - - - -$O - - --
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 48.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE - K--- X - ---K-
EXISTING TREELINE . /YYYYYYYI.
PROPOSED CHANNEL BOTTOM -
PROPOSED TOP OF BANK
LIMITS OFPROPOSED Lce
CONSERVATION EASEMENT
LOG TOE PROTECTION _
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND + - - �
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
gSPIPI�LLLW�ASY�
LARGe ((g�� WOIDW13RIS
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
ENSTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
ROODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFRISE ROW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL lUpl
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
unity infrastructure consultants
Tm Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
v 919.782.0495
919.782.9672
www.wkdickson.com
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0 30 60
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31 +55
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34+43
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NOES,
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADEATA MAXIMUM SLOPE OF 5Fb1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, A BANKFULL BENCH
MUST BE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFIU. DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR ----50----
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE - K--- X- --K-
EXSTING TREELINE . (YwYWYI.
PROPOSED CHANNEL BOTTOM - - - - - - - -
PROPOSED TOP OF BANK
LIMITS OFPROPOSED Lce
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND + - - �
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
//g�� gSHPPII�LLLW�ASY�
LARGe WOOOYDEBRIS
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
ENSTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
R-OODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE ROW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL lUgl
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
unity infrastructure consultants
Tm Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NO 27607
v 919.782.0495
919.782.9672
www.wkdickson.com
FULL SCALE'. V-30 H, V-3 V
0 30 00
�2" = FULL SCALE
l 1" = HALF SCALE I`
LU W oU J Q � Ltl S
0
PRO' DATE: OCT 2012
Q.C.: FM
Q.C. AUG 2013
DRAWING NUMBER
17
PROJ. NO.:
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TYP. SECTIONS STA 18 +15 TO 38 +85
(REACH 3A)
40 +00
35 +00
36 +00
37 +00
38 +00
39 +00
FROM
NOBS
BANK*
9.00
ELEV
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
ELEV
LOG OUTLET STRUCTURE
35 +38
47.59
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
--
240
2 0
35 +59
DESIGNATED STOCKPILE AREAS.
35 +67
45.62
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LOG GRADE CONTROL
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
T
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--
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T
REAC
3A
REACH
B
1.15
36 +64
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--
--
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38 +49
45.52
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
0.30
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36 +00
37 +00
38 +00
39 +00
0 45
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1.60
z.zo
0.60
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SECTION
10.40
3.70 4.70
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7 2.20
1.160
I
0.60
q- 1
TYPICAL LEFT MEANDER CROSS SECTION
TYP. SECTIONS STA 36+65 TO 49+00
(REACH 3B)
VARIES
- 54 _ £w�EG� �
/ 2.0013.00'
52 FILL EXISTING CHANNEL
- 50
TYP. SECTION REACH 3113 BYPASS
48
46
44
42
- 40
- 38
40 +00
STRUCTURE
FROM
NOBS
BANK*
9.00
ELEV
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
ELEV
LOG OUTLET STRUCTURE
35 +38
47.59
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
--
240
2 0
35 +59
DESIGNATED STOCKPILE AREAS.
35 +67
45.62
BANKFULL STAGE_
LOG GRADE CONTROL
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
T
_I
--
--
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
T
47.00
--
--
NORMALFLOW BACK TO THE CHANNEL.
1.15
36 +64
46.00
--
--
--
LOG TOE PROTECTION
38 +49
45.52
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
0.30
R
TREES TOREMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
39 +20
45.33
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
45.33
L
AREA OF THE TREES TO BE SAVED.
TYPICAL SHALLOW CROSS
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADE AT A MAXIMUM SLOPE OF 5HAV. FORALLAREAS
SECTION
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, A BANKFULL BENCH
10.40
CONSTRUCTED. SE SECTION
GRADING ENSION
GRADING DETAIL ON SHEET 45 FOR DIMENSION$.
FOR DIMENSIONS.
3.00
4.40
3.00
BANKFULL STAGE
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
t
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION TRAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
160
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON SHEET
I
1
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
0 45
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
0.40
4.70 3.70
BANKRILL STAGE
1.60
z.zo
0.60
TYPICAL RIGHT MEANDER CROSS
SECTION
10.40
3.70 4.70
BANKRILL STAGE
7 2.20
1.160
I
0.60
q- 1
TYPICAL LEFT MEANDER CROSS SECTION
TYP. SECTIONS STA 36+65 TO 49+00
(REACH 3B)
VARIES
- 54 _ £w�EG� �
/ 2.0013.00'
52 FILL EXISTING CHANNEL
- 50
TYP. SECTION REACH 3113 BYPASS
48
46
44
42
- 40
- 38
40 +00
STRUCTURE
FROM
TO
BANK*
STA
ELEV
STA
ELEV
LOG OUTLET STRUCTURE
35 +38
47.59
--
--
R
LOG TOE PROTECTION
35 +59
45.62
35 +67
45.62
R
LOG GRADE CONTROL
35 +91
45.96
--
--
--
ROW DIVERSION STRUCTURE
36 +56
47.00
--
--
R
ROW DIVERSION STRUCTURE
36 +64
46.00
--
--
--
LOG TOE PROTECTION
38 +49
45.52
38 +57
45.52
R
LOG TOE PROTECTION
39 +20
45.33
39 +28
45.33
L
LEGEND
EXISTING CONTOUR MAJOR - - - -SO - - --
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE - - - --
EXISTING TREELINE . (YWYwYI.
PROPOSED CHANNEL BOTTOM -
PROPOSED TOP OF BANK
LIMITS OFPROPOSED LCE
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND + - - �
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
//g�� gSHPPII�LLLW�ASY�
LARGe %0b% EBRIS
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFRISE FLOW STRUCTU RE
(SEE DETAIL SHEET 49)
LOG GRADE m
CONTROL 1Uq/
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED n
LOG STRUCTURE
WD CKSON
unity infrastructure consultants
Tm Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
■
FULL SCALE'. V-30 H, V-3 V
0 30 00
\2" = FULL SCALE
1" = HALF SCALE I`
:
PROJ. DATE OCT 2012
Q.C.: FM
Q.C. DATE. AUG 2013
DRAWING NUMBER
18
PROJ. NO.:
20120090.00. RA
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36
45 +00
T
1.15
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T
1.160
2.20
I
0.60
TYPICAL LEFT MEANDER CROSS SECTION
TYP. SECTIONS STA 36 +65 TO 49 +00
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STRUCTURE
FROM
TO
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STA
ELEV
STA
ELEV
BEDDED LOG STRUCTURE
40 +80
45.56
- - --
- - --
- - --
LOG GRADE CONTROL
41 +35
45.38
- - --
- - --
- - --
LOG TOE PROTECTION
41 +66
45.00
41 +]4
45.00
L
LOG TOE PROTECTION
43 +47
44.81
43 +55
44.81
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44 +64
45.02
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41+00
42 +00
43 +00
44+00
56
54
52
50
48
46
44
42
40
38
36
45 +00
T
1.15
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10.40
- 3.00 4.40 3.00
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_ T
1.160
J_�_ I ___ I
0.45
TYPICAL POOL CROSS
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4.70 3.70
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0.60
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T
1.160
2.20
I
0.60
TYPICAL LEFT MEANDER CROSS SECTION
TYP. SECTIONS STA 36 +65 TO 49 +00
(REACH 3B)
STRUCTURE
FROM
TO
BANK*
STA
ELEV
STA
ELEV
BEDDED LOG STRUCTURE
40 +80
45.56
- - --
- - --
- - --
LOG GRADE CONTROL
41 +35
45.38
- - --
- - --
- - --
LOG TOE PROTECTION
41 +66
45.00
41 +]4
45.00
L
LOG TOE PROTECTION
43 +47
44.81
43 +55
44.81
L
BEDDED LOG STRUCTURE
44 +64
45.02
U
DC 0
Q
-RIGHT (R) AND LEFT (L)
LOOKING DOWNSTREAM
NOES'
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADEATA MAXIMUM SLOPE OF 5FI FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, ABANKFULL BENCH
MUSTBE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKE LL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR - - - -$O - - --
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE - 3F-- X- --X-
EXISTING TREELINE . rYWYwY1.
PROPOSED CHANNEL BOTTOM -
PROPOSED TOP OF BANK
LIMITS OFPROPOSED Lce
CONSERVATION EASEMENT
LOG TOE PROTECTION _
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND + - - �
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
((g�� gSPIPI�LLTW�ASY�
LARGe WOODYDEBQ
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
ENSTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
ROODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL 1Up/
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
munity infrastructure consultants
T a Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, INC 27607
IV) 919.782.0495
919.782.9672
www.wkdickson.com
Nc ucENsENo.w J
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PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
19
PROJ. NO.:
20120090.00. RA

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45 +09
44.80
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45 +28
44.85
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47 +01
44.74
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46 +00
47 +00
48 +00
49 +00
54
52
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LOG TOE PROTECTION
45 +01
44.80
45 +09
44.80
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45 +28
44.85
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- - --
- - --
BEDDED LOG STRUCTURE
47 +01
44.74
- - --
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ELEV
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45 +01
44.80
45 +09
44.80
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45 +28
44.85
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47 +01
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*RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING DOWNSTREAM
NOES,
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOK OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADEATA MAXIMUM SLOPE OF 5H:1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, ABANKFULL BENCH
MUST BE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR ----50----
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT X 48.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE --- %- --%-
EXISTING TREELINE . rYwYWYI.
PROPOSED CHANNEL BOTTOM -
PROPOSED TOP OF BANK
LIMITS OFPROPOSED La
CONSERVATION EASEMENT
LOG TOE PROTECTION -
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND + . -.
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
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(SEE DETAIL SHEET 44)
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WD CKSON
unity infrastructure consultants
Tan sportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.conn
FULL SCALE: 1 " =30
0 30
2" =
FULLS
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PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
20
PROJ. NO.:
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NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
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ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
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LEGEND
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(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
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(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
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(SEE DETAIL SHEET 43)
EXISTING TREE
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(SEE DETAIL SHEET 43)
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(SEE DETAIL SHEET 43)
R_OODPLAIN SILL
(SEE DETAIL SHEET 44)
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(SEE DETAIL SHEET 44)
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CONTROL 1Ugl
(PROFILE)
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WD CKSON
unity infrastructure consultants
Tm Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NO 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
FULL SCALE: 1 " =30
0 30
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FULLS
HALF SCAL cc
PRO J. DATE : OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER
:
21
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*RIGHT (R) AND LEFT LL) BANK LOCATIONS ARE REFERENCED LOOKING DOWNSTREAM
NOES,
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADE AT A MAXIMUM SLOPE OF 5H:1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, A BANKFULL BENCH
MUSTBE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR ----50----
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
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PROPOSED CHANNEL BOTTOM -
PROPOSED TOP OF BANK
LIMITS OFPROPOSED La
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND + - - (
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
(g�� gSHPPII�LLLWyA�Y�
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(SEE DETAIL SHEET 44)
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(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS Q
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
R-OODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE ROW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL 1Ugl
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
D CKSON
unity infrastructure consultants
Tmn sportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
■
FULL SCALE: 1 " =30
0 30
2" = FULL SCALE
HALF SCALE CC Z
OF
PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
22
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THOMAS J. HOLLAND TYP BANK GR
LGE _
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SEE SHEET 45. / 83+45 B K GRADING
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52
50
48
46
44
42
40
38
36
34
59 +50 60 +00 61 +00 62 +00 63 +00 64 +00 64 +39
59 +50 60 +00 61 +00 62 +00 63 +00 64 +00 64 +39
52
50
48
46
44
42
40
REACH 3C NOTE:
PROPOSED ENHANCEMENT AND FLOODPLAIN
BENCH GRADING, PER LOCATIONS SHOWN IN
TABLE BELOW. SEE TYPICAL BANK GRADING
OPTION 2 DETAIL ON SFEET 45.
BANK GRADING
BANK (FACING
DOWNSTREAM)
STATION
LEFT
56 +85 -5] +8O
RIGHT
5] +]0 -58 +]0
LEFT
58 +50 -61 +15
RIGHT
61 +15 -61 +]0
LEFT
61 +60 -62 +50
RIGHT
62+40 -63+45
LEFT
63+45 -64 +10
60 +67
- - --
L
VEGETATED SILL
61 +78
- - --
61 +96
- - --
R
LOG GRADE CONTROL
62 +93
39.70
O
- - --
0_
LOG STRUCTURE
63 +60
39.60
- - --
- - --
- - --
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POSED LOG
TROL
TRUCTURE
PROPOSE
GRADE 00
DLOG
qTROL
59 +50 60 +00 61 +00 62 +00 63 +00 64 +00 64 +39
52
50
48
46
44
42
40
REACH 3C NOTE:
PROPOSED ENHANCEMENT AND FLOODPLAIN
BENCH GRADING, PER LOCATIONS SHOWN IN
TABLE BELOW. SEE TYPICAL BANK GRADING
OPTION 2 DETAIL ON SFEET 45.
BANK GRADING
BANK (FACING
DOWNSTREAM)
STATION
LEFT
56 +85 -5] +8O
RIGHT
5] +]0 -58 +]0
LEFT
58 +50 -61 +15
RIGHT
61 +15 -61 +]0
LEFT
61 +60 -62 +50
RIGHT
62+40 -63+45
LEFT
63+45 -64 +10
STRUCTURE
FROM
TO
BANK*
STA
ELEV
STA
ELEV
LOG GRADE CONTROL
60 +27
39.95
- - --
- - --
- - --
VEGETATED SILL
60 +49
- - --
60 +67
- - --
L
VEGETATED SILL
61 +78
- - --
61 +96
- - --
R
LOG GRADE CONTROL
62 +93
39.70
O
- - --
0_
LOG STRUCTURE
63 +60
39.60
- - --
- - --
- - --
38 -RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING DOWNSTREAM
36
34
NOES,
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS — SECTIONS SHALL TIE INTO EXISTING
GRADEATA MAXIMUM SLOPE OF 5Fb1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 075' BELOW EXISTING GRADE, A BANKFULL BENCH
mus-I CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR ----50----
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE — K--- X- --X-
EASTING TREELINE . (YwYWYI.
PROPOSED CHANNEL BOTTOM — _ _ _ _ _ _ _
PROPOSED TOP OF BANK
LIMITS OFPROPOSED La
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
SPILLWAY
�
LARGe //g�� WOIDWE1RIS
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
R-OODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE ROW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL lUgl
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
munity infrastructure consultants
T a Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
FULL SCALE'. V-30 H, V-3 V
0 30
�2" =
FULLS
1" = HALF SCALE I`
PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
23
PROJ. NO.:
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W W W W W \ \
W W W EXSTING
WETLAND \
W W W W W W W \
W W W W W W W 2M'CMP \
W. INy..= 46.73'
. ING.= 46.97'
W W W W W W W 4W W
Vy 0 +00
REACH —
F`
C
` \ REACH 3A \
SEE SHEET 14
INTO REACREAC4TIES
H
H 3A.
\\ W W w�.�.• ✓. j/� — \\ \. .�\ .� \ 20+00
Q
7
60
58
56
54
52
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48
46
44
42
40
\� \•Rt00 J .\
\\ 3Cl_ EXISTING
3,11 WETLAND
0 +00
1 +00
2 +04
0 +00
1 +00
2+04
- 60
58
56
54
52
- 50
48
46
44
42
- 40
p \\
NOBS
5.60 1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
1.50 1.30 2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
\ T SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
\ 0.75 NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TEES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
\ ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
` PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
` TL AREA OF THE TREES TO BE SAVED.
` TYPICAL SHALLOW CROSS 5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
` SECTION GRADEATAMAXIMUM SLOPE OF 5HAV. FORALLAEAS
\ WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
6.40 THAN 0.75' BELOW EXISTING GRACE, A BANKFULL BENCH
MUSTBECONSTRUCTED. SEE TYPICAL CROSS SECTION
1.85 — — ULL GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
BANK RILL STAGE S. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
-- — T PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
} AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
1'00 7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
42
EASEMENT NESS DIRECTED OTHERWISE BY DETAIL SHEET
0.30 THE ENGINEER.
1 I
-
\'�\
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
6.40
2.90 2.30
}IT BANKFULL STAGE
1.00 1.35
0.35
TYPICAL RIGHT MEANDER CROSS
SECTION
6.40
2.30 2.90
BANKRILL STAGE
1.35 1.00
1 0.35
q- T
TYPICAL LEFT MEANDER CROSS SECTION
TYP. SECTIONS STA 00 +00 TO 2 +04
(REACH
STRUCTURE
FROM
TO
BANK"
STA
I ELEV
STA
11 ELEV
LOG GRADE CONTROL
--
BEDDED LOG STRUCTURE
1 +17
41.11
--
--
--
LOG STRUCTURE
1 +73
4743
--
--
- -
LOGTOEPROTECTION
1 +79
4749
1 +87
47.49
B
1 ^a Osigii
EXISTING
ADE
A
Al
wu1
id
1
GRADE
GRADE
D LOG
ONTROL
OFBANK
OFBA
HOP
PROPOSE
BOTTOM
CHANNEL
ERUNE
ENTERLINE
0 +00
1 +00
2+04
- 60
58
56
54
52
- 50
48
46
44
42
- 40
p \\
NOBS
5.60 1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
1.50 1.30 2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
\ T SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
\ 0.75 NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TEES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
\ ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
` PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
` TL AREA OF THE TREES TO BE SAVED.
` TYPICAL SHALLOW CROSS 5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
` SECTION GRADEATAMAXIMUM SLOPE OF 5HAV. FORALLAEAS
\ WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
6.40 THAN 0.75' BELOW EXISTING GRACE, A BANKFULL BENCH
MUSTBECONSTRUCTED. SEE TYPICAL CROSS SECTION
1.85 — — ULL GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
BANK RILL STAGE S. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
-- — T PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
} AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
1'00 7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
42
EASEMENT NESS DIRECTED OTHERWISE BY DETAIL SHEET
0.30 THE ENGINEER.
1 I
-
\'�\
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
6.40
2.90 2.30
}IT BANKFULL STAGE
1.00 1.35
0.35
TYPICAL RIGHT MEANDER CROSS
SECTION
6.40
2.30 2.90
BANKRILL STAGE
1.35 1.00
1 0.35
q- T
TYPICAL LEFT MEANDER CROSS SECTION
TYP. SECTIONS STA 00 +00 TO 2 +04
(REACH
STRUCTURE
FROM
TO
BANK"
STA
I ELEV
STA
11 ELEV
LOG GRADE CONTROL
--
BEDDED LOG STRUCTURE
1 +17
41.11
--
--
--
LOG STRUCTURE
1 +73
4743
--
--
- -
LOGTOEPROTECTION
1 +79
4749
1 +87
47.49
R
LEGEND
EXISTING CONTOUR MAJOR - - - -SO - - --
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE — - - —-
EXSTING TREEUNE . (YWYwYI.
PROPOSED CHANNEL BOTTOM -
PROPOSED TOP OF BANK
LIMITS OFPROPOSED Lce
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND + — — �
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
((g�� gSHPEI �LLLW�ASY�
LARGe WOl)DYDEBRIS
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFRISE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL 1Ugl
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
�D IC
unity infrastructure consultants
Tm Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NO 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
FULL SCALE'. V-30 H, V-3 V
0 30 00
�2" = FULL SCALE
I• 1" = HALF SCALE I`
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WE
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J/ w S. INV- 37.95'
n \
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3 II N. INV=39.06' \w
i �i VIII S. INV=37.69' -�
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EACH 5A
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ALIGNMENT. WORTHL. LANDEN
SECTION.THS DB656, PG471
�I
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I
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41.00
REMOVE 21 LF
OF EXISTING PIPE
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N. IN V: 39.6 D'
S. INV.= 37.39'
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3 +00 ` \ ' - - W
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Cn
PROP WETLAND
B. SEE SHEET
34. `
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) DB 974, 552
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0 +00 1 +00 2 +00 3 +00 4+00 5 +00
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STA
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REGRADE DITCHTO OUTFA LL
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LOG STRUCTURE
0 +00
38.60
Z
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L
LOG TOE PROTECTION
0 +71
38.23
TCHTIE4N SECTION,THS
o
LOG OUTLET STRUCTURE
1 +11
\\
SHEET.
R
LOG GRADE CONTROL
1 +47
\
31 '•
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2 +04
4I ` \ \
\ \ \
` 30l
L
WORTH L. LANDEN
PROP NETLAND
B. SEE SFEET
\
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301
301
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301
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WE
I
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J/ w S. INV- 37.95'
n \
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I I� �' IMP
EACH 5A
TO OUTFALL AULINEL. SMITH
ALIGNMENT. WORTHL. LANDEN
SECTION.THS DB656, PG471
�I
III
I
I
41.00
REMOVE 21 LF
OF EXISTING PIPE
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S. INV.= 37.39'
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0 +00 1 +00 2 +00 3 +00 4+00 5 +00
0 +00
1 +00
2 +00
3 +00
4+00
5 +00
5.110
4.00 3.50 -1
T I BANKHULL STAGE
1.90
0.50
TYPICAL SHALLOW CROSS
SECTION
7.3
5.00 7.30 5.00
BANKHULL STAGE
7 2.70
070
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
17.30
7.90 6.10
BANKFULL STAGE
2.70
3.50
0.80
TYPICAL RIGHT MEANDER CROSS
SECTION
17.30
6.10 7.90
}TIT BANK RILL STAGE
3.50 2.170
1 0.80
q- T
TYPICAL LEFT MEANDER CROSS SECTION
P SECTIONS STA T018+20
(REACH 5A)
- 50
48 10.0'
1s'
46
DITCH TIE�N TYPICAL SECTION
44
42
- 40
38
36
34
32
- 30
STRUCTURE
FROM
w
M
BANK*
STA
ELEV
� LLl
O
ELEV
LOG STRUCTURE
0 +00
38.60
Z
- - --
L
LOG TOE PROTECTION
0 +71
38.23
38.23
o
LOG OUTLET STRUCTURE
1 +11
39.30
- - --
R
LOG GRADE CONTROL
1 +47
38.47
ROPOSED TO
- - --
- - --
LOGTOEPROTECTION
2 +04
37.91
O
37.91
L
BEDDED LOG STRUCTURE
2 +39
38.30
O
- - --
- - --
G TOEPROTECTION
2 +95
37.79
a
37.79
R
LOG TOE PROTECTION
4 +66
37.54
� tq
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37.54
R
LOG GRADE CONTROL
4 +96
37.76
-
11
11
EXISTING
RADE
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PRO
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ST
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GRADE
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0 +00
1 +00
2 +00
3 +00
4+00
5 +00
5.110
4.00 3.50 -1
T I BANKHULL STAGE
1.90
0.50
TYPICAL SHALLOW CROSS
SECTION
7.3
5.00 7.30 5.00
BANKHULL STAGE
7 2.70
070
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
17.30
7.90 6.10
BANKFULL STAGE
2.70
3.50
0.80
TYPICAL RIGHT MEANDER CROSS
SECTION
17.30
6.10 7.90
}TIT BANK RILL STAGE
3.50 2.170
1 0.80
q- T
TYPICAL LEFT MEANDER CROSS SECTION
P SECTIONS STA T018+20
(REACH 5A)
- 50
48 10.0'
1s'
46
DITCH TIE�N TYPICAL SECTION
44
42
- 40
38
36
34
32
- 30
STRUCTURE
FROM
w
M
BANK*
STA
ELEV
� LLl
O
ELEV
LOG STRUCTURE
0 +00
38.60
Z
- - --
L
LOG TOE PROTECTION
0 +71
38.23
38.23
o
LOG OUTLET STRUCTURE
1 +11
39.30
- - --
R
LOG GRADE CONTROL
1 +47
38.47
N--T-
- - --
- - --
LOGTOEPROTECTION
2 +04
37.91
O
37.91
L
BEDDED LOG STRUCTURE
2 +39
38.30
O
- - --
- - --
G TOEPROTECTION
2 +95
37.79
a
37.79
R
LOG TOE PROTECTION
4 +66
37.54
� tq
Z DOm
37.54
R
LOG GRADE CONTROL
4 +96
37.76
-
*RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING DOWNSTREAM
NOES'
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADEATA MAXIMUM SLOPE OF 5H:1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, A BANKFULL BENCH
MUSTBE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKE LL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR ----50----
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE --- X- --K-
EASTING TREELINE . (YwYWYI.
PROPOSED CHANNEL BOTTOM -
PROPOSED TOP OF BANK
LIMITS OFPROPOSED La
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND + - - �
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
//g�� gSHPPII�LLLWyA�Y�
LARGe %0b% EBRIS
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS Q
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
ENSTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE ROW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL lUgl
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
unity infrastructure consultants
Tm Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(1) 919.782.9672
www.wkdickson.com
FULL SCALE'. V-30 H, V-3 V
0 30 60
�2" =
FULLS
l 1" = HALF SCALE I` cuc
PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
25
PROJ. NO.:
20120090.00. RA
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-_-
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37.42
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x(("34: ,
37.66
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L `\
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7 +34
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-:
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'EE SHEET ZZ,
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_
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O
- ���
/
5 +59
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L
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6 +82
37.66
- - --
- - --
- - --
LOG OUTLET STRUCTURE
7 +34
39.60
W
- - --
R
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8 +24
37.30
- - --
1
- - --
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9 +07
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9 +58
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AULINEL. SMITH
SEE SHEET 34.
WORTHL. LANDEN
v
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DB 656, PG 471
dddd
\
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5 +00
50
48
46
44
42
40
38
36
34
32
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6 +00
7 +00
8 +00
9 +00
10 +00
1
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1
6 +00
1
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8 +00
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50
48
46
44
42
40
38
36
34
32
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90
0.50
TYPICAL SHALLOW CROSS
SECTION
17.3
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17.30
7.90 6.10
}IT
�.AKRILL STAGE
2.70
3.50
o.ao
TYPICAL RIGHT MEANDER CROSS
SECTION
7.30
6.10 7.90
}T BANK RILL STAGE
2.170
3.50
1 0.80
q- T
TYPICAL LEFT MEANDER CROSS SECTION
P SECTIONS STA T018+20
REACH 5A)�A)_
STRUCTURE
FROM
TO
BANK -
STA
ELEV
STA
ELEV
LOG TOE PROTECTION
5 +43
37.42
5 +59
37.42
L
BEDDED LOG STRUCTURE
6 +82
37.66
- - --
- - --
- - --
LOG OUTLET STRUCTURE
7 +34
39.60
- - --
- - --
R
LOG GRADE CONTROL
8 +24
37.30
- - --
- - --
- - --
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9 +07
39.40
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9 +58
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1
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7 +00
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48
46
44
42
40
38
36
34
32
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90
0.50
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SECTION
17.3
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17.30
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}IT
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2.70
3.50
o.ao
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SECTION
7.30
6.10 7.90
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2.170
3.50
1 0.80
q- T
TYPICAL LEFT MEANDER CROSS SECTION
P SECTIONS STA T018+20
REACH 5A)�A)_
STRUCTURE
FROM
TO
BANK -
STA
ELEV
STA
ELEV
LOG TOE PROTECTION
5 +43
37.42
5 +59
37.42
L
BEDDED LOG STRUCTURE
6 +82
37.66
- - --
- - --
- - --
LOG OUTLET STRUCTURE
7 +34
39.60
- - --
- - --
R
LOG GRADE CONTROL
8 +24
37.30
- - --
- - --
- - --
LOG OUTLET STRUCTURE
9 +07
39.40
O
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�
R
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9 +58
37.29
O
�W Z
W
DJ d
ARIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING DOWNSTREAM
NOES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADEATA MAXIMUM SLOPE OF 5H:1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, A BANKFULL BENCH
MUSTBE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR - - - -$O - - --
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE --- X - ---K-
EASTING TREELINE . rYWYwY1.
PROPOSED CHANNEL BOTTOM =
PROPOSED TOP OF BANK
LIMITS OFPROPOSED Lce
CONSERVATION EASEMENT
LOG TOE PROTECTION _
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND + - - �
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
gSPIPI�LLTW�ASY�
LARGe ((g�� WOIDW13RIS
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
ENSTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFRISE R-OW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL 1Ugl
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
cmunity infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
FULL SCALE'. V-30 H, V-3 V
0 30 60
�2" = FULL SCALE
l 1" = HALF SCALE I` LU
PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER
:
26
PROJ. NO.:
20120090.00. RA
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WORTHL. LANDEN
OB 656, PG 471
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- - - - - - - - - - - - - - - - - - - - -
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-- PROP_NETUND - -- _ -_' ��OT- - - - - -� .\03C- ,�-- -- __ - __----- _ -_ -__
_ _ -
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_
_- 37.90 - - - -- 37.80 _
_ _
'^ . -- - 41.50. __ - - - -- - -- -- -- - - - - - -- - -° -
W I // REMOVE 43 LF
OF EXISTING PIPE
W - 12 +00 \\/ 7gy00i
2
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® Qw m 6° PIPE
U) 4 11 +00 U N.E. INV.=? , w
# S.W.
W /
INV. = 33.62'
//W^
v,
46
44
42
40
38
36
34
32
30
28
10 +00
11 +00
12 +00
13 +00
14+00
W
N
W
/W
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W
W
W
J
2
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G
15 +00
FROM
PROP 20 LF TWIN
BANK -
STA
ELEV
--
W
LOG TOE PROTECTION
48' HOPE. SEE
m
10 +38
36.67
L
Z
11 +85
DETAIL SHEET 43. W
11 +93
Q
L
LOG STRUCTURE
11 +99
37.90
- - --
- - --
L
BEDDED LOG STRUCTURE
AUUNEL. SMITH
36696
- - --
- - --
- - --
LOG TOE PROTECTION
13 +50
\��
WORTH L, (
ROPOSED TO
F BANK
L
LOG GRADE CONTROL
41,
_
- - --
���
OB 656, PG 471
BEDDED LOG STRUCTURE
14 +93
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46
44
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11 +00
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13 +00
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15 +00
10 +00
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13 +00
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46
44
42
- 40
38
36
34
32
- 30
- 28
15 +00
15.00
4.00 3.50
TT I BANKHULL STAGE
1.90 -- - -- -
0.5 I CIL
TYPICAL SHALLOW CROSS
SECTION
17.3
5.00 7.30 5.00
BANK HILL STAGE 77 T}
2.70
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
Y� 17.30
-7.90 6.10
BANKROLL IT AGE
0.80
TYPICAL RIGHT MEANDER CROSS
SECTION
7.30
6.10 7.90
BANKHULL STAGE
0.80
TYPICAL LEFT MEANDER CROSS SECTION
P SECTIONS STA T018+20
(REACH 5A)
STRUCTURE
FROM
TO
BANK -
STA
ELEV
STA
ELEV
LOG TOE PROTECTION
10 +22
36167
10 +38
36.67
L
LOG TOE PROTECTION
11 +85
36165
11 +93
36.65
L
LOG STRUCTURE
11 +99
37.90
- - --
- - --
L
BEDDED LOG STRUCTURE
12 +22
36696
- - --
- - --
- - --
LOG TOE PROTECTION
13 +50
El
STING GRAD
ROPOSED TO
F BANK
L
LOG GRADE CONTROL
13 +89
36.56
- - --
- - --
- - --
BEDDED LOG STRUCTURE
14 +93
�J
a
W
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71 +57.8
:37.04
PROPOSED
2-48'HOPE
INV IN EL=
I V OUT EL=
6.09
6.03
PROPOSED
BO
CHANNEL
MCENTERLIN
PROPOSED
GRADE GON
STRU
LOG
OL
URE
10 +00
11 +00
12 +00
13 +00
14+00
46
44
42
- 40
38
36
34
32
- 30
- 28
15 +00
15.00
4.00 3.50
TT I BANKHULL STAGE
1.90 -- - -- -
0.5 I CIL
TYPICAL SHALLOW CROSS
SECTION
17.3
5.00 7.30 5.00
BANK HILL STAGE 77 T}
2.70
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
Y� 17.30
-7.90 6.10
BANKROLL IT AGE
0.80
TYPICAL RIGHT MEANDER CROSS
SECTION
7.30
6.10 7.90
BANKHULL STAGE
0.80
TYPICAL LEFT MEANDER CROSS SECTION
P SECTIONS STA T018+20
(REACH 5A)
STRUCTURE
FROM
TO
BANK -
STA
ELEV
STA
ELEV
LOG TOE PROTECTION
10 +22
36167
10 +38
36.67
L
LOG TOE PROTECTION
11 +85
36165
11 +93
36.65
L
LOG STRUCTURE
11 +99
37.90
- - --
- - --
L
BEDDED LOG STRUCTURE
12 +22
36696
- - --
- - --
- - --
LOG TOE PROTECTION
13 +50
36.29
13 +66
36.29
L
LOG GRADE CONTROL
13 +89
36.56
- - --
- - --
- - --
BEDDED LOG STRUCTURE
14 +93
36.46
a
-RIGHT(R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING DOWNSTREAM
NOES,
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADEATA MAXIMUM SLOPE OF 5H:1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75 BELOW EXISTING GRADE, A BANKFULL BENCH
MUSTBE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKE I DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR - - - -$O - - --
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE - K--- X- --K-
EXSTING TREELINE . rYWYwY1.
PROPOSED CHANNEL BOTTOM - _ _ _ _ _ _ _
PROPOSED TOP OF BANK
LIMITS OFPROPOSED Lce
CONSERVATION EASEMENT
LOG TOE PROTECTION _
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL %___00
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND + - - �
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
gSHPPII�LLLW�ASY�
LARGe //g�� WOIDW13RIS
(SEE DETAIL SHEET 44)
LEAF PACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTU RE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
1LOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE R-OW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL 1Uq/
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NO 27607
(v) 919.782.0495
(f) 919.782.9672
- 1,dickson.com
FULL SCALE'. V-30 H, V-3 V
0 30 60
�2" =
FULL S
l 1" = HALF SCALE I` ir
PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
2■
PROD. NO.:
20120090.00. RA
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15.00
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_I BANKFULL STAGE_
1.190
0.50
q_
TYPICAL SHALLOW CROSS
SECTION
17.3
5.00 7.30 5.00
BANKRILL STAGE 777 TTI
TYPICAL POOL CROSS
SECTION STRAIGHT REACH
17.30
7.90 6.10
}IT BANKRILL STAGE
2.70
3.50
0.80
TYPICAL RIGHT MEANDER CROSS
SECTION
7.30
6.10 7.90
BANKFULL STAGE
_ T
3.50 2.170
1 0.80
q_ T
TYPICAL LEFT MEANDER CROSS SECTION
TYP-SECTIONS STA TO 1
15 +00 16 +00 17 +00 18 +00 19 +00 20 +00 (REACH §Aj
46
44
42
40
38
36
34
32
30
28
15 +00
16 +00
17 +00
18 +00
19 +00
20 +00
REACH5B NOTE:
46
PROPOSED ENHANCEMENT AND FLOODPLAIN
GRADING. LAYBACK RIGHT BANK PER
44 TYPICAL BANK GRADING (OPTION 1) DETAIL
ON SHEET 45, FROM STA 18 +20 TO STA
22 +26.
42
40
38
36
34
32
30
28
STRUCTURE
FROM
TO
BANK*
STA
ELEV
STA
ELEV
LOG TOE PROTECTION
15 +85
36.13
15 +93
36.13
R
REACH SA
REACH 5B
36.42
- - --
- - --
- - --
LOG GRADE CONTROL
17 +09
36.16
- - --
- - --
- - --
LOG STRUCTURE
17 +36
35.73
- - --
- - --
- - --
LOG STRUCTURE
17 +48
PROPOSED
rOP
p U
�
Q
�
LOG STRUCTURE
17 +60
34.66
O
�W Z
W
w d
LOG STRUCTURE
17 +72
m$i
a
LOG OUTLET STRUCTURE
a
36.75
- - --
n
L
LOG GRADE CONTROL
17 +98
33.25
OF BANK
LOG OUTLET STRUCTURE
18 +18
35.75
R
gg
Ed
yy
LLyy
EXISTING GR
kDE
<
I
PROPOSE
1
CHANNEL
CENTERLI
TTOM
E
PROPO
EO LOG
STRUCT
RE
16 +00
17 +00
18 +00
19 +00
20 +00
REACH5B NOTE:
46
PROPOSED ENHANCEMENT AND FLOODPLAIN
GRADING. LAYBACK RIGHT BANK PER
44 TYPICAL BANK GRADING (OPTION 1) DETAIL
ON SHEET 45, FROM STA 18 +20 TO STA
22 +26.
42
40
38
36
34
32
30
28
STRUCTURE
FROM
TO
BANK*
STA
ELEV
STA
ELEV
LOG TOE PROTECTION
15 +85
36.13
15 +93
36.13
R
BEDDED LOG STRUCTURE
16 +11
36.42
- - --
- - --
- - --
LOG GRADE CONTROL
17 +09
36.16
- - --
- - --
- - --
LOG STRUCTURE
17 +36
35.73
- - --
- - --
- - --
LOG STRUCTURE
17 +48
35.20
O
p U
�
Q
�
LOG STRUCTURE
17 +60
34.66
O
�W Z
W
w d
LOG STRUCTURE
17 +72
34.13
a
LOG OUTLET STRUCTURE
17 +82
36.75
- - --
- - --
L
LOG GRADE CONTROL
17 +98
33.25
LOG OUTLET STRUCTURE
18 +18
35.75
R
*RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING DOWNSTREAM
NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTORSHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS- SECTIONS SHALL TIE INTO EXISTING
GRADE ATA MAXIMUM SLOPE OF 511:1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, ABANKFULL BENCH
MUST BE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
IL UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR ----50----
EXISTING CONTOUR MINOR - - - -46 - - - -
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE - X- - - --X-
EMSTING TREELINE ./YwYwYI.
PROPOSED CHANNEL BOTTOM
PROPOSED TOP OF BANK
LIMITS OFPROPOSED Lc[
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND - - A
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERROW
S
SPILLWAY
LARGe //SFF WO&TWEA
(SEE DETAIL SHEET 44)
LEAF PACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS Q
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43) �1
EXSTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE ROW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
unity infrastructure consultants
Tm Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, INC 27607
V
919.782.0495
919.782.9672
www.wkdickson.com
FULL SCALE'. V-30 H, V-3 V
0 30 60
�2" = FULL SCALE
l 1" = HALF SCALE I` Ir
PROD. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
28
PROJ. NO.:
20120090.00. RA
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C�
C
TRI– COUNTY ASSEMBLY GOD, INC. /
OB 94
MB B 10, 10, PG G 21 1
TRI– COUNTY ASSEMBLY OFGOD, \ ,
INC.
OB 1145, PG 191 \
MB 10, PG 21
'
REACH5B NOTE:
PROPOSED ENHANCEMENT AND FLOODPLAIN
GRADING. LAYBACK RIGHT BANK PER
TYPICAL BANK GRADING (OPTION 1) DETAIL
ON SHEET 45, FROM STA 18 +20 TO STA
22 +28.
44
42
40
38
36
34
32
30
28
26
22 +88 /.
EX. • CMP
N.W. lot. --.31'
S.E. INV.= 30.86'
20 +00 21 +00 22 +00 23 +00
20 +00
21+00
EX. 102° CMP
N.W. .= 30.31'
S.E. .= 30.88'
EXI3T1 G GRADE
22 +00
44
42
40
38
36
34
32
30
28
26
23 +00
NOES'
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS–SECTIONS SHALL TIE INTO EXISTING
GRADEATA MAXIMUM SLOPE OF 5H:1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, A BANKFULL BENCH
MUSTBE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR ----50----
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE —-- X- --K-
EXISTING TREELINE . (YwYWYI.
PROPOSED CHANNEL BOTTOM – _ _ _ _ _ _ _
PROPOSED TOP OF BANK
LIMITS OFPROPOSED La
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
//g�� gSHPPII�LLLWyA�Y�
LARGe WOODYOEBRIS
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS Q
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
ENSTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL IUAU
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
munity infrastructure consultants
T a Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
— 1,dickson.com
NC uCENsENo.— J
FULLSCALE'. V-30 H, V-3 V
0 30 00
�2" = FULL SCALE
1" = HALF SCALE IJ
U JLU
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PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
29
PROJ. NO.:
20120090.00. RA

46
44
42
40
38
36
34
32
30
28
0 +00
0 +00
1 +00
2 +00
1 +00
2 +00
3 +00
3 +00
4+00
4+00
5 +00
PROPOSED CHANNEL
BOTTOM ENTERLINE
\Y
NN
r
W
//W
V/
W
''W^
VJ
W
Z
J
2
U
r
C�
G
5 +50
46
44
42
40
38
36
34
32
30
28
5 +00 5 +50
REACH6 NOTE:
FlLL CHANNEL FROM STA 3+65 TO STA
15+77 TO PROPOSED ELEVATIONS SHOWN
IN PROFILE. USE EMSTING SPOIL
ADJACENT TO CHANNEL AS FILL MATERIAL.
SEE TYPICAL BANK GRADING OPTION 1
DETAIL ON SHEET 45.
NOES,
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS — SECTIONS SHALL TIE INTO EXISTING
GRADEATA MAXIMUM SLOPE OF 5H:1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, A BANKFULL BENCH
MUSTBE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
S. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR ----50----
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 48.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE — K--- X- --K-
EASTING TREELINE . (YwYWYI.
PROPOSED CHANNEL BOTTOM — — — — — — — —
PROPOSED TOP OF BANK
LIMITS OFPROPOSED La
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
gSHPPII�LLLW�ASY�
LARGe //g�� WOIDW13RIS
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFRJSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL lUgl
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED n
LOG STRUCTURE II
WD CKSON
munity infrastructure consultants
T an sportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
V 919.782.0495
919.782.9672
www.wkdickson.com
NC uCENsENo.— J
FULLSCALE'. V-30 H, V-3 V
0 30
�2" = FULL SCALE
1" = HALF SCALE IJ
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PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
30
PROJ. NO.:
20120090.00. RA

I
AULINEL. SMITH
— — / WORTH L. LANDEN /
/ DB 656, PG 471 /
- - - -- REACH 6
_ `�� _�- __ x•0__ �'? _ _�__ \ ;llli W 0
W
♦/� LCE 1 -- --
vJ _�___p_�� \� _=+� _��R_ =_�— �_ _�==�=_a�_�• -= —�� 9'''00 '7 - - -__ _ 30 f :/y �' � W
W _�_'_ _ ='GC_o_ rW^
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\ LCE — l /l — �°._ �= _ -� — �`� ` y — _
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LCE a 17+00 Z
— " PIP
IN. — — _
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r� _ I
\ \\ AULINEL. SMITH
WOR LANDEN �_ - - -_ —_� C)
U DB 658, PG 471 l// �/� 1 /
LCE
/ - - - --
H
,'ii
46
44.
42
40
38
36
34
32
30
28
27
5 +50 6 +00 7 +00 8 +00 9 +00 10 +00 11 +00
PROPOSED
BOTTO
CENTS LINE
5 +50 6 +00 7 +00 8 +00 9 +00 10 +00 11 +00
46
44
42
40
38
36
34
32
30
28
27
REACH6 NOTE:
FILL CHANNEL FROM STA 3+65 TO STA
15+77 TO PROPOSED ELEVATIONS SHOWN
IN PROFILE. USE ENSTING SPOIL
ADJACENT TO CHANNEL AS FILL MATERIAL.
SEE TYPICAL BANK GRADING OPTION 1
DETAIL ON SHEET 45.
NOES'
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADE AT A MAXIMUM SLOPE OF 5H:1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, A BANKFULL BENCH
MUSTBE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR - - - -$O - - --
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 48.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE —-- X - ---K-
EASTING TREELINE . rYWYwY1.
PROPOSED CHANNEL BOTTOM - _ _ _ _ _ _
PROPOSED TOP OF BANK
LIMITS OFPROPOSED Lce
CONSERVATION EASEMENT
LOG TOE PROTECTION _
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND + — — A
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
gSPIPI�LLTW�ASY�
LARGe ((g�� WOIDW13RIS
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFRISE R-OW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL lUgl
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
munity infrastructure consultants
T a Isportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
IV) 919.782.0495
919.782.9672
www.wkdickson.com
FULLSCALE'. V-30 H, V-3 V
0 30
�2" =
FULLS
1" = HALF SCALE I`
PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
31
PROJ. NO.:
20120090.00. RA
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—3� AULINEL. SMITH ///
ii �► 30l WORTH L. LANDEN
1i DB 656, PC 471 /
Id1 �\ 3J7 /ii/
TIE REACH ANNTO /.ifC%t �� / / /
L — — _ _ — — — — — — PROPOSED CHANNEL. '%/ / / :•
+ / _ _ _
`41 � ��\\ _-- - -_ - -- -SEE TIE —IN SECTION,
IF !
FROM
TO
w
ELEV
STA
ELEV
-LCE
12 +60
)�
LCE
- - --
--
I
w
37.51
/Cj/
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C
_ —_ LCE -- - -- _ - --
- -'_—_
vJ
— '— LCE -- �_-
w
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J
—
- --
BEGIN ENHANCEMENT
- -�
=
STA 12 +60
44
42
40
38
36
34
32
30
28
26
11+00
12+00
LCE
—3� AULINEL. SMITH ///
ii �► 30l WORTH L. LANDEN
1i DB 656, PC 471 /
Id1 �\ 3J7 /ii/
TIE REACH ANNTO /.ifC%t �� / / /
L — — _ _ — — — — — — PROPOSED CHANNEL. '%/ / / :•
+ / _ _ _
`41 � ��\\ _-- - -_ - -- -SEE TIE —IN SECTION,
IF !
13+00
14+00
15+00
! !
! 9 +00 !
15+90
FROM
TO
BANK
BANK'
ELEV
STA
ELEV
-LCE
12 +60
)�
LCE
- - --
--
I
PROP NEILAND
SEE SHEET 4
37.51
/Cj/
13+00
14+00
15+00
! !
! 9 +00 !
15+90
I
11 +00
1
12 +00
1
13+00
1
14+00
1
15+00
1
15+90
44
42
40
38
36
34
32
30
28
26
REACH SA.
SEE SHEET 26.
9.00
2.50 t 2.00+{
1.20
0.i
t IL
CHANNEL TIE�N TYPICAL CROSS SECTION
(STA 15 +50 TO 15 +77)
REACH6 NOTE:
FILL CHANNEL FROM STA 3+65 TO STA
15+77 TO PROPOSED ELEVATIONS SHOWN
IN PROFILE. USE EMSTING SPOIL
ADJACENT TO CHANNEL AS FILL MATERIAL.
SEE TYPICAL BANK GRADING OPTION 1
DETAIL ON SHEET 45.
STRUCTURE
FROM
TO
BANK
BANK'
ELEV
STA
ELEV
LOG GRADE CONTROL
12 +60
37.64
--
- - --
--
LOG GRADE CONTROL
15 +4q
37.51
- --
A
J
ENH
REACH 6
CEMENT II
j
"J
PROP03
CHANNEL
BOT OM
CENTERL
D
NE
I
EXISTING GIF
E
PROPOS
GRADE C
STRUCTURE
D LOG
3NTROL
N I
TIE —IN TO
REACH 5A
PROPOSED
GRADE CO NT
STRU
OG
I OL
RE
I
11 +00
1
12 +00
1
13+00
1
14+00
1
15+00
1
15+90
44
42
40
38
36
34
32
30
28
26
REACH SA.
SEE SHEET 26.
9.00
2.50 t 2.00+{
1.20
0.i
t IL
CHANNEL TIE�N TYPICAL CROSS SECTION
(STA 15 +50 TO 15 +77)
REACH6 NOTE:
FILL CHANNEL FROM STA 3+65 TO STA
15+77 TO PROPOSED ELEVATIONS SHOWN
IN PROFILE. USE EMSTING SPOIL
ADJACENT TO CHANNEL AS FILL MATERIAL.
SEE TYPICAL BANK GRADING OPTION 1
DETAIL ON SHEET 45.
STRUCTURE
FROM
TO
BANK
BANK'
ELEV
STA
ELEV
LOG GRADE CONTROL
12 +60
37.64
--
- - --
--
LOG GRADE CONTROL
15 +4q
37.51
- --
-RIGHT (R) AND LEFT (L) BANK LOCATIONS ARE REFERENCED LOOKING DOWNSTREAM
NOES,
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS — SECTIONS SHALL TIE INTO EXISTING
GRADEATA MAXIMUM SLOPE OF 5H:1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, A BANKFULL BENCH
MUSTBE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR - - - -$O - - --
EXISTING CONTOUR MINOR - - - -46 - - --
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 48.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE —-- X - ---K-
EASTING TREEUNE . rYWYwY1.
PROPOSED CHANNEL BOTTOM — _ _ _ _ _ _
PROPOSED TOP OF BANK
LIMITS OFPROPOSED Lce
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
gSPIPI�LLLW�ASY�
LARGe ((g�� WOIDW13RIS
(SEE DETAIL SHEET 44)
LEAF PACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS O
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
ROODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE R-OW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL lUgl
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NO 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
FULLSCALE'. V-30 H, V-3 V
0 30
�2" = FULL SCALE
l 1" = HALF SCALE I`
PRO' DATE: OCT 2012
Q.C.: FM
Q.C. AUG 2013
DRAWING NUMBER
32
PROD NO.:
20120090.00. RA
0
Z 0 U U F_ 2 Z W JpJ Q Z w m 7
Z O ¢ U q w LL
J
w
¢ M
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U
J
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J

7
VY
1(
u� REGRADE DITCHTO OUTFALL
6.0'E.0
DITCHTIDN TYPICAL SECTION
NOTES,
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2, ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
\ PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THE PROPOSED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADE ATA MAXIMUM SLOPE OF 5HAV. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN 0.75' BELOW EXISTING GRADE, ABANKFULL BENCH
MUST BE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKFILL DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
JOHNNY A P
LEGEND
EXISTING CONTOUR MAJOR ----50----
EXISTING CONTOUR MINOR ----46 - — — -
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERUNE
OFCHANNEL
EXISTING FENCEUNE — X- — —X— — -X —
ENSTING TREEUNE ./Yw`IWYI.
PROPOSED CHANNEL BOTTOM - — — — — — — -
PROPOSED TOP OF BANK
LIMITS OF PROPOSED LCE
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND + — — A
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
((g�� gSPIPILLLLW�ASY�
LARGe WOODYDEBRIS
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXSTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
R_OODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFR)SE ROW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL lUq/
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE 0
WETLAND NOTES (PROFILE)
1. ALL WETLAND DEPRESSIONS TO BE CONSTRUCTED
AT A MAXMUM DEPTHOFO.50' BELOW ENSTING
GRADE
Z ENSTING DITCHES THAT OUTLET INTO WETLAND
DEPRESSIONS SHALL BE CONSTRUCTED AT A
MA4MUM DEPTHOF0.50' BELOW THE WETLAND
DEPRESSION INVERT.
3. SEE SHUT 36 FOR PUNTING PLAN.
WD CKSON
munity infrastructure consultants
T an sportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
IV) 919.782.0495
919.782.9672
www.wkdickson.com
FULL SCALE'. V-30 H, V-3 V
0 30 00
�2" = FULL SCALE
l 1" = HALF SCALE I` IS 6
LU
PROJ. DATE: O
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
33
PROJ. NO.:
20120090.00. RA
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IIII V - I II IIII I
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AULINEL. SMITH I f 1 - II `IIII' II II�
WETLAND NOTES:
`aJ)` 1, ALL IMUM DEPTH OF DEPRESSIONS TO BE EXISTING R E.
MAXIMUM DEPTH OF 0.50, BELOW EXISTING GRADE,
2. EXISTING DITCHES THAT OUTLET INTO WETLAND
DEPRESSIONS SHALL BE CONSTRUCTED AT A MAXIMUM
`)J)` \ \ \ \ \ NVERTE
OF 0.50, BELOW THE WETLAND DEPRESSION
I3. SEESHET 36 FOR PLANTING PLAN,
d � � x000s
AULINEL. SMITH
WORTHL. LANDEN \
-14, DB 656, PG 471
I
J \
® -� \
\
' ` J JAMES M. SMITH \
WETLAND AULINEL. SMITH \
- 16, - - B OB 974, PG 552
A, 30l \ 3S3 ..
WORTHL. LANDEN 11 IIII II. -/ •� k '�'- - - ® - - ��
DB 656, PG 471 m III / IT
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I
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\
f
/ Ill III v 111
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N.E. INV.= 38.77'
w S.W.
/ III III ,- III Ili/
III 1
INV.= 38.49=
/ III III �III'IIIIf
1I
ALI SMITH
/ _ WORTHL` LANDEN
/ X10 II
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—
_ LCE _ LICE
15" CMP
N. INV. 39.60'
S. INV.= 37.39'
LCE L(
NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM
AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN
DESIGNATED STOCKPILE AREAS.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT
SHALL BE MODIFIED AT THE END OF EACH DAY TO RESTORE
NORMALFLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR
TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE
PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. THEPROPOBED CROSS - SECTIONS SHALL TIE INTO EXISTING
GRADE ATA MAXIMUM SLOPE OF 5H:1V. FORALLAREAS
WHERE THE PROPOSED TOP OF BANK ELEVATION IS GREATER
THAN0.75� BELOW E%ISTINGGRADE, ABANKFULLBENCH
MUST BE CONSTRUCTED. SEE TYPICAL CROSS SECTION
GRADING DETAIL ON SHEET 45 FOR DIMENSIONS.
6. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED
FROM CHANNEL EXCAVATION AND STABILIZATION SHALL BE
PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT
AN ELEVATION THAT PROVIDES POSITIVE DRAINAGE TOWARDS
THE PROPOSED CHANNEL.
7. FILL ALL ABANDONED DITCHES WITHIN THE PROPOSED
EASEMENT PER CHANNEL BACKE I DETAIL SHOWN ON SHEET
42 UNLESS DIRECTED OTHERWISE BY THE ENGINEER.
LEGEND
EXISTING CONTOUR MAJOR - - - -SO - - --
EXISTING CONTOUR MINOR -
PROPOSED CONTOUR MAJOR
PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT • 49.32
EXISTING TOP OF BANK - -TB --
EXISTING BOTTOM OF BANK
PROPOSED CENTERLINE
OFCHANNEL
EXISTING FENCELINE — i(--- X- --X-
EXSTING TREELINE .lYwYwY,.
PROPOSED CHANNEL BOTTOM
PROPOSED TOP OF BANK
LIMITS OFPROPOSED LcE
CONSERVATION EASEMENT
LOG TOE PROTECTION
(SEE DETAIL SHEET 42)
LOG STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE CONTROL
STRUCTURE
(SEE DETAIL SHEET 42)
VEGETATED SILL
(SEE DETAIL SHEET 42)
WETLAND DEPRESSION
PROPOSED FILL AREA
PROPOSED WETLAND . . —.
PROPOSED CHANNEL PLUG
(SEE DETAIL SHEET 42)
CHANNEL PLUG W/
OVERFLOW
((�F� SSPIPILLLLWyA�Y�
LARGe WOOOVOEBRI4
(SEE DETAIL SHEET 44)
LEAFPACK
(SEE DETAIL SHEET 43)
SMALL WOODYDEBRIS Q
(SEE DETAIL SHEET 43)
LIVE CUTTINGS BUNDLE
(SEE DETAIL SHEET 43)
EXISTING TREE
LOG OUTLET STRUCTURE
(SEE DETAIL SHEET 43)
BEDDED LOG STRUCTURE
(SEE DETAIL SHEET 43)
FLOODPLAIN SILL
(SEE DETAIL SHEET 44)
DIFFUSE FLOW STRUCTURE
(SEE DETAIL SHEET 44)
LOG GRADE m
CONTROL 1UA/
(PROFILE)
LOG STRUCTURE
(PROFILE)
BEDDED
LOG STRUCTURE O
(PROFILE)
WD CKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NO 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
FULLSCALE'. V-30 H, V-3 V
0 30 60
�2" = FULL SCALE
l 1" = HALF SCALE I`
T
:
2
PRO' DATE:
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER
34
PROJ. NO.:
20120090.00. RA
U � Z _
O O w
M o OCW z O U Z
0 c
W
7
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Z Il
D O z O 0 Z i
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1 l�
JOHNNY A. FUTREAL
OB
JOHNNY A.
DB 1055,
3A
DANNY G. HATCHER
JAMES A. TCHER
CARLTON R. ATCHEI
FORREST C. H TCHER
JENNIFER J. PANSN
DB 1530, P 728
MB 4, P 23
MARION D. BROWN, JR.
WW N B. BROWN
DB 1127, PO 96
MB 9, PG 20
MB 13, PG 37
DANNY G. HATCHER
JAMES A. HATCHER
CARLTON R. HATCHER
FORREST C. HATCHER
JENNIFER J. KOPANSKI
DB 1530, PG 728
MB 4, PG 23
M. RILEY
PC 145
-REACH 1
REACH
Permanent Riparian Seed Mix
Common Name
®�
Percent
�_
Andropogon glom.retus
15%
Sedge, Fanged
Cerex cmite
10%
Sedge, Tussock
Cerex stddt
5%
��
Ely— vwgwic
15%
��
EnS.stls sp.ctebllls
10%
��
Penlcum WT tum
20%
M. RILEY
PC 145
-REACH 1
REACH
Permanent Riparian Seed Mix
Common Name
®�
C Percent
�_
Andropogon glom.retus
15%
Sedge, Fanged
Cerex cmite
10%
Sedge, Tussock
Cerex stddt
5%
��
Ely— vwgwic
15%
��
EnS.stls sp.ctebllls
10%
M. RILEY
PC 145
-REACH 1
REACH
Permanent Riparian Seed Mix
Common Name
Scientific Name
Percent
Composition
Bushy Blu.sl.m
Andropogon glom.retus
15%
Sedge, Fanged
Cerex cmite
10%
Sedge, Tussock
Cerex stddt
5%
Virginia WiUm.
Ely— vwgwic
15%
Purple L.v.gmss
EnS.stls sp.ctebllls
10%
Switchgrass
Penlcum WT tum
20%
LiWe Blue Stem
Schlechynum scnperlum
20%
E—nn Gam Sm.
THpsecum dectylold.s
5%
roil
Live Staking and Live Cuttings Bundle Tree Species
Common Name
Scientific Name
Stalk ILF
Silky dogwood
C....amomu
1
Silky willow
Sellx sedC
1
Black willow
Salix nig.
1
NOTES
1. Bare root planting s proposed for all areas wih n the easement not
des gnated for Irv. slak ng or Irv. cull ngs bundles.
2. Bare root planting d—ity is appr.x nn t ly 680 stems per acre.
3. Lve cuWngs bundles are proposed along the outs de of meander bends
Adjacent b pools.
4 Live cuttings bundle spec es shall ind.d. s Iky Mill— or black mil-
5 Lve stakes are proposed along both banks of sira ghl reaches adjacent 1.
P_ls.
6. Permanent riparian seed mix shall be applied ball disturbed areas within
the conservation easement al s rate of 25 llr /s re.
PROPOSED
PLANTING AREA PATRICIA M. RILEY
(SEE PLANTING DB 1161, PG 145
TABLE THIS SHEET)
PLANTING NOTES
ALL PLANTING ARFAB
1. EROSION CONTROL MEASURES SHALL PROPERLY MAINTAINED U PERMANENT
VEGETATION ESTABLISHED. THE CONTRACTOR SHALL EROSION INSPECT EROSION CONTROL
MEASURES AT THE END OF EACH WORKING DAY TO ENSURE MEASURES ARE FUNCTIONING
PROPERLY.
2. DISTURBED AREAS NOT AT FlNAL GRADE SHALL BE TEMPORARILY VEGETATED 'WITHIN 10
WORKING DAYS. UPON COMPLETON OF FlNAL GRADING. PERMANENT VEGETATION SHALL BE
ESTABLISHED FOR ALL DISTURBED AREAS WITHIN 10 WORKING DAYS. SEEDING SHALL BE IN
ACCORDANCE 'WITH EROSION CONTROL PLAN.
3. ALL DISTURBED AREAS SHALL BE PREPARED PRIOR TO PLANING BY DISC OR
SPRING —TOOTH CHISEL PLOW TO MINIMUM DEPTH OF 12 INCHES. MULTPLE PASSES SHALL
BE MADE ACROSS PLANING AREAS 'WITH THE IMPLEMENT AND THE FINAL PASS SHALL
FOLL OW TOPOGRAPHIC CONTOURS.
4. CDR FABRIC MATERIALS SHALL NOT BE CUT WITH PLANING IMPLEMENTS. THE SMALLEST
OPENING NECESSARY TO ACCOMMODATE EACH PLANT SHALL BE CUT INTO COIR FABRIC
USING A SHARP KNIFE OR SHEARS. NO HOLES LARGER THAN 12 INCHES SHALL BE MADE.
5. SPECIES SHALL BE DISTRIBUTED SUCH THAT 3 TO 5 PLANTS OF THE SAME SPECIES ARE
GROUPED TOGETHER.
6. BARE ROOT PLANTING S SHALL BE PLANTED ACCORDING TO DETAIL SHOWN ON SHEET 45.
UVE CUTTING BUNDLES SHALL BE PLANTED ACCORDING TO DETAIL SHOWN ON SHEET QL
UVE STAKES SHALL BE PLANTED ACCORDING TO DETAIL SHOWN ON SHEET 42.
PLANTING LEGEND
ZONE 1: RIPARIAN PLANTING
ZONE 2: WETLAND D
ZONE 3:WETLAND DEPRESSION
�vw
DICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(1) 919.782.9672
— 1,dickson.com
FULL SCALE'. 1" =100 IT V-1 V
0 100 200
FULL SCALE
l� 1" = HALF SCALE I` cc
ccDC
LU jr
PROJ. DATE: OCT 2012
G.c.: FM
G.G. DATE: AUG 2013
DRAWING NUMBER:
35
PROD. NO.:
20120090.00. RA
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Permanent Riparian Seed Mix
®N
ScientBic Name
Percent
Bushy Blueslem
Andropogon glomeretus
15%
Sedge, Fdnged
Cerex crinka
10%
Sedge, Tussock
Cerex stnate
5%
Virginia Wild y.
By— vwgwiaus
15%
Purple Lovegmee
E.g.stc spectebllls
10%
S_p ask
Penlcumvlrgetum
20%
L M. Blue Stem
Schl chyrlum scnperlum
20%
Eastem Gamagrase
THpsecum dectyloldes
5%
Laid ayp..�
Live Staking and Live Cuttings Bundle Tree Species
Common Name
Permanent Riparian Seed Mix
Com Name
mon
ScientBic Name
Percent
Com Percent
Bushy Blueslem
Andropogon glomeretus
15%
Sedge, Fdnged
Cerex crinka
10%
Sedge, Tussock
Cerex stnate
5%
Virginia Wild y.
By— vwgwiaus
15%
Purple Lovegmee
E.g.stc spectebllls
10%
Switchgraee
Penlcumvlrgetum
20%
L M. Blue Stem
Schl chyrlum scnperlum
20%
Eastem Gamagrase
THpsecum dectyloldes
5%
Live Staking and Live Cuttings Bundle Tree Species
Common Name
ScientBic Name
Stakas/LF
Silky dogwood
C—u
1
Silky willow
Sellx sed.a
1
Black willow
Salix nig.
1
NOTES:
1. Bare root planting is proposed for all areas within the easement not
designated for live slaking or live cuttings bundles.
2. Bare root planting density is approximately 680 stems per acre.
3. Live cuttings bundles are proposed along the outside of meander bends,
Adjacent to pools.
4. Live cuttings bundle species shall include silky willows or black willows.
5. Live stakes are proposed along both banks of sh'aighlreaches adjacent to
pools.
6. Permanent riparian seed mix shall be applied to all disturbed areas within
the conservation easement at a rate of 251bs/acre.
PLANTING NOTES
ALL PLANTING AREAS
1. EROSION CONTROL MEASURES SHALL BE PROPERLY MAINTAINED UNTIL PERMANENT
VEGETATION IS ESTABLISHED. THE CONTRACTOR SHALL INSPECT EROSION CONTROL
MEASURES AT THE END OF EACH WORKING DAY TO ENSURE MEASURES ARE FUNCTIONING
PROPERLY.
2. DISTURBED AREAS NOT AT FINAL GRADE SHALL BE TEMPORARILY VEGETATED NITHIN 10
WORKING DAYS. UPON COMPLETION OF FINAL GRADING. PERMANENT VEGETATION SHALL BE
ESTABLISHED FOR ALL DISTURBED AREAS WITHIN 10 WORKING GAYS. SEEDING SHALL BE IN
ACCORDANCE WITH EROSION CONTROL PLAN.
3. ALL DISTURBED AREAS SHALL BE PREPARED PRIOR TO PLANING BY DISC OR
SPRING —TOO1H CHISEL PLOW TO MINIMUM DEPTH OF 12 INCHES. MULTIPLE PASSES SHALL
BE MADE ACROSS PLANTING AREAS WIT-1 THE IMPLEMENT AND THE FINAL PASS SHALL
FOLLOW TOPOGRAPHIC CONTWRS.
4. COIR FABRIC MATERIALS SHALL NOT BE CUT WITH PUNTING IMPLEMENTS. THE SMALLEST
OPENING NECESSARY TO ACCOMMODATE EACH PUNT SHALL BE CUT INTO COIR FABRIC
USING A SHARP KNIFE OR SHEARS NO HOLES URGER THAN 12 INCHES SHALL BE MADE.
5. SPECIES SHALL BE DISTRIBUTED SUCH THAT 3 TO 6 PUNTS OF THE SAME SPECIES ARE
GROUPED TOGETHER.
6. BARE ROOT PLANTINGS SHALL BE PUNTED ACCORDING TO DETAIL SHOWN ON SHEET 46.
LIVE CUTTNG BUNDLES SHALL BE PLANTED ACCORDING TO DETAIL SHOWN ON SHEET Q.
LIVE STAKES SHALL BE PUNTED ACCORDING TO DETAIL SHOWN ON SHEET 42.
PLANTING LEGEND
ZONE 1: RIPARIAN PLANTING
1
\ Mr'
WDICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
v 919.782.0495
919.782.9672
— 1,dickson.com
r
FULL SCALE'. 1"=100 H, V-3 V
0 100 200
�2" = FULL SCALE
l� 1" = HALF SCALE I` LL
LU jr
PROJ. DATE: OCT 2012
G.C.: FM
G.C. DATE: AUG 2013
DRAWING NUMBER:
36
PROJ. NO.:
20120090.00. RA
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Permanent Riparian Seed Mix
®®
Scientific Name
Percent
Composition
Buehy Blueelem
Andropogon glomeretus
15%
Sedge, Fringed
Cerex crinlfe
10%
Sedge, TUeeock
Cerex sfrlcfe
5%
Virginia Wldrye
Elymus virginicus
15%
Purple Lovegraee
Eregrostls spectebllls
10%
Permanent Riparian Seed Mix
Common Name
Scientific Name
Percent
Composition
Buehy Blueelem
Andropogon glomeretus
15%
Sedge, Fringed
Cerex crinlfe
10%
Sedge, TUeeock
Cerex sfrlcfe
5%
Virginia Wldrye
Elymus virginicus
15%
Purple Lovegraee
Eregrostls spectebllls
10%
Swilchgmee
Penlcum vlrgetum
20%
Little Blue Slem
SchlzechyHUm scopeHUm
20%
Eaelern Gamagraee
Trlpsecum dectyloldes
5%
Live Staking and Live Cuttings Bundle Tree Species
Common Name
Scientific Name
Stakes/LF
Silky dogwood
Com
1
Silky willow
Sellx sero eem
1
Black willow
Sellx nlgre
1
NOTES:
PLANTING NOTES
ALL PLANTING AREAS
1. EROSION CONTROL MEASURES SHALL BE PROPERLY MAINTAINED UNTIL PERMANENT
VEGETATION ESTABLISHED. THE CONTRACTOR SHALL INSPECT EROSION CONTROL
MEASURES AT THE END OF EACH WORKING DAY TO ENSURE MEASURES ARE FUNCTIONING
PROPERLY.
2. DISTURBED AREAS NOT AT FINAL GRADE SHALL BE TEMPORARILY VEGETATED 'MTHIN 10
WORKING DAYS. UPON COMPLETION OF FINAL GRADING, PERMANENT VEGETATION SHALL BE
ESTABLISHED FOR ALL DISTURBED AREAS MTHIN 10 WORKING DAYS. SEEDING SHALL BE IN
ACCORDANCE WITH EROSION CONTROL PLAN.
3. ALL DISTURBED AREAS SHALL BE PREPARED PRIOR TO PLANTING BY DISC OR
SPRING —TOOTH CHISEL PLOW TO MINIMUM DEPTH OF 12 INCHES. MULTIPLE PASSES SHALL
BE MADE ACROSS PLANTING AREAS WITH THE IMPLEMENT AND THE FINAL PASS SHALL
FOLLOW TOPOGRAPHIC CONTOURS.
4. COIR FABRIC MATERIALS SHALL NOT BE CUT MTH PLANTING IMPLEMENTS. THE SMALLEST
OPENING NECESSARY TO ACCOMMODATE EACH PLANT SHALL BE CUT INTO COIR FABRIC
USING A SHARP KNIFE OR SHEARS. NO HOLES LARGER THAN 12 INCHES SHALL BE MADE.
5. SPECIES SHALL BE DISTRIBUTED SUCH THAT 3 TO 6 PLANTS OF THE SAME SPECIES ARE
GROUPED TOGETHER.
B. BARE ROOT PLANTINGS SHALL BE PLANTED ACCORDING TO DETAIL SHOWN ON SHEET 45.
UVE CUTTING BUNDLES SHALL BE PLANTED ACCORDING TO DETAIL SHOWN ON SHEET 43.
UVE STAKES SHALL BE PLANTED ACCORDING TO DETAIL SHOWN ON SHEET 42.
A ro
nin PLANTING LEGEND
ZONE 1: RIPARIAN PLANTING
ZONE 2: WETLAND D
ZONE 3:WETLAND DEPRESSION
WDICKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
v 919.782.0495
919.782.9672
— 1,dickson.com
LICENsENo
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FULL SCALE'. 1"=100 H, V-3 V
0 100 200
�2" = FULL SCALE
l� 1" = HALF SCALE I` ILL
LU jr
PROJ. DATE: OCT 2012
G.C.: FM
O.C. DATE: AUG 2013
DRAWING NUMBER:
37
PROJ. NO.:
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unity infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
— 1,dickson.com
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FULL SCALE'. 1"=240 H, V-1 V
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PROJ. DATE: OCT 2012
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G.G. DATE: AUG 2013
DRAWING NUMBER:
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community infrastructure consultants
Transportation + Water Resources
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720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkcickson.com
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PROJ. DATE: OCT 2012
G.c.: FM
G.G. DATE: AUG 2013
DRAWING NUMBER
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TEMPORARY SEEDING SCHEDULE -FALL
SEEDING MIXTURE
SPECIES RATE (LB /ACRE)
RYE (GRAIN) 120
SEEDING DATES
MOUNTAINS --AUG. 15 -DEC. 15
COASTAL PLAIN AND PIEDMONT-AUG. 15 -DEC. 30
SOIL AMENDMENTS
FOLLOW SOIL TESTS OR APPLY2000 LB /ACRE GROUND AGRICULTURAL LIMESTONE
AND 1,000 LB /ACRE 101010 FERTILIZER.
MULCH
APPLY4D00 LB /ACRE STRAW, ANCHOR STRAW BYTACKING NTH ASPHALT, NETTING, OR
A MULCHANCHDRING TOOL A DISK WTHBLADES SET NEARLYSTRAIGHT CAN BE USED
AS A MULCHANCHORING TOOL
MAINTENANCE
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WTH50
LB /ACRE OFNITROGEN IN MARCH IFIT IS NECESSARYTO EMEND TEMPORARY
COVER BEYOND JUNE 15,OVERSEED VATH50 LB /ACRE KOBE (PIEDMONT AND
COASTAL PLAIN) OR KOREAN (MOUNTAINS) LESPEDEZA IN LATE FEBRUARYOR
EARLYMARCHL
EROSION CONTROL
GENERAL NOTES
TEMPORARY SEEDING - LATE WINTER /EARLY SPRING
SEEDING MIXTURE
SPECIES RATE (LB /ACRE)
RYE (GRAIN) 120
ANNUAL LESPEDEZA (KOBE IN PIEDMONT 50
AND COASTAL PLAIN, KOREAN IN MOUNTAINS)
OMIT ANNUAL LESPEDEZA WHEN DURATION OFTEMPORARYCOVER IS NOT TO
EXTEND BEYOND JUNE
SEEDING DATES
MOUNTAINS -ABOVE 2500 FT: FEB. 15MAY15
BELOW 2500 FT: FEB. 1 MAYO
PIEDMONT -JAN. 1MAY1
COASTAL PLAIN -DEC.I APR. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OFSOIL TESTS OR APPLY2.000 LB /ACRE GROUND
AGRICULTURAL LIMESTONE AND 750 LB /ACRE 10 -10 -10 FERTILIZER.
MULCH
APPLY4,000 LB /ACRE STRAW. ANCHOR STRAW BYTACKING WITHASPHALT,
NETTING OR A MULCHANCHORING TOOL A DISK WTHBLADES SET NEARLY
STRAIGHT CAN BE USED AS A MULCHANCHDRING TOOL
MAINTENANCE
RE FERTILIZE IFGROWTHIS NOT FULLYADEQUATE RESEED, REFERTIUZE AND
MULCHIM- MEDIATELYFOLLOWNG EROSION OR OTHER DAMAGE
1. REVIEW CONSTRUCTION SEQUENCE FOR ADDITIONAL EROSION CONTROL MEASURES. ALL PERMANENT AND TEMPORARY EROSION
CONTROL STRUCTURES (I.E ROCK CHECK DAMS, SILT FENCE AND TEMPORARY CONSTRUCTION ENTRANCES) SHALL BE INSTALLED PRIOR
TO THE START OF CONSTRUCTION OF THE LAND - DISTURBING ACTIVITY,
2. CONSTRUCTION ACCESS AREAS SHOWN ARE TO GUIDE CONTRACTOR DURING CONSTRUCTION. CONTRACTORSHALL COORDINATE
WITH ENGINEER IF ALTERNATIVE CONSTRUCTION ACCESS ROUTES WILL IMPROVE EFFICIENCY OF CONSTRUCTION.
3. ALL AREAS DISTURBED BY THE CONTRACTOR SHALL BE SEEDED PER THE SPECIFICATIONS IN THE SEEDING SCHEDULE SHOWN ON THIS
SHEET.
4. MULCH: APPLY 2 TONS /ACRE GRAIN STRAW AND ANCHOR STRAW ON ALL OTHER DISTURBED AREAS,
5. EROSION CONTROL:
A. INSTALL PERMANENT VEGETATIVE COVER AND THE LONG -TERM EROSION PROTECTION MEASURES OR STRUCTURES AS DIRECTED BY
ENGINEER UPON CONSTRUCTION COMPLETION. APPROPRIATE EROSION CONTROL MEASURES MUST BE PLACED BETWEEN THE
DISTURBED AREA AND AFFECTED WATERWAY AND MAINTAINED UNTIL PERMANENTLY VEGETATED.
B. PROVIDE FOR HANDLING THE INCREASED RUNOFF CAUSED BY CHANGED SOIL AND SURFACE CONDITIONS. USE EFFECTIVE MEANS
TO CONSERVE EXISTING ON -SITE SOIL CONDITIONS.
C. DURING CONSTRUCTION ACTIVITIES, ALL DISTURBED AREAS SHALL BE STABILIZED AT THE END OF EACH WORKING DAY. USE
TEMPORARY PLANT COVER, MULCHING, AND /OR STRUCTURES TO CONTROL RUNOFF AND PROTECT AREAS SUBJECT TO EROSION
DURING CONSTRUCTION,
D. ALL SEDIMENT AND EROSION CONTROLS ARE TO BE INSPECTED AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND AFTER ANY
STORM EVENT OF GREATERTHAN 0.5 INCHES OF PRECIPITATION DURING ANY 24 -HOUR PERIOD. MAINTENANCE OF SEDIMENT
TRAPP ING STRUCTURES SHALL BE PERFORMED AS NECESSARY PER THESE INSPECTIONS. SILT FENCING SHALL BE INSTALLED AS
SHOWN ON PLANS,
E. STABILIZATION MEASURES SHALL BE INITIATED AT THE END OF EACH DAY IN PORTIONS OF THE SITE WHERE CONSTRUCTION
ACTIVITI ESHAVETEMPORARILY ORPERMANENTLY CEASED. GROUNDCOVER MUST BE ESTABLISHED PER THE GROUND COVER
SCHEDULE SHOWN ON THIS SHEET IN AREAS WHERE CONSTRUCTION HAS TEMPORARILY CEASED. ALL AREAS WHERE FINAL GRADE
HAS BEEN ESTABLISHED SHALL BE PERMANENTLY STABILIZED WITHIN 2 CALENDARDAYS.
F. CONTRACTOR MUST TAKE THE NECESSARY ACTION TO MINIMIZE THE TRACKING OF MUD ONTO THE PAVED ROADWAY FROM
CONSTRUCTION AREAS. DAILY REMOVAL OF MUD /SOIL MAY BEREQUIRED.
G. ALL EROSION CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF CONSTRUCTION UNTIL THE COMPLETION
OF ALL CONSTRUCTION ACTIVITIES AND ALL DISTURBED AREAS HAVE BEEN STABILIZED, ADDITIONAL CONTROL DEVICES MAY BE
REDD RED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION AND /OR OFF SITE SEDIMENTATION. CONTRACTOR SHALL
REMOVE ALL TEMPORARY CONTROL DEVICES ONCE CONSTRUCTION IS COMPLETE AND THE SITE IS STABILIZED. AMAXIMUMOF500
LINEAR FEET OF STREAM MAY BE DISTURBED AT ANY ONETIME.
H. EROSION CONTROL MATTING (SEE DETAIL SHEET 41) SHALL BE INSTALLED ALONG CONSTRUCTED CHANNEL BANKS FROM
APPROXIMATELY 2.0Y TO 3.0' ABOVE TOP OF BANK DOWN TO CHANNEL TOE,
I. SI LT FENCING TO BE INSTALLED AROUND INDICATED STOCKPILE AREAS TO PREVENT LOSS OF SEDIMENT. STOCKPILE AREAS MAY BE
RELOCATED UPON APPROVAL FROM ENGINEER.
J. ASPHALT TACKIFIER SHALL NOT BE USED,
K. ALL NECESSARY MEASURES MUST BE TAKEN TO PREVENT OIL, TAR, TRASH, AND OTHER POLLUTANTS FROM ENTERING THE
ADJACENT OFF SITE AREAS.
L WETLANDS /STREAMS CANNOT BE ENCROACHED UNDER ANY CIRCUMSTANCES IF NOT APPROVED AS DESIGNATED IMPACT AREAS.
M. ACTIVITIES MUST AVOID DISTURBANCE OF WOODY RIPARIAN VEGETATION WITHIN THE PROJECT AREA TO THE GREATEST EXTENT
PRACTICABLE. REMOVAL OF VEGETATION MUST BE LIMITED TO ONLY THATNECESSARY FOR CONSTRUCTION OF THE CHANNEL.
N. NOONSITE BURIAL OR BURNING OF VEGETATION OR CONSTRUCTION DEBRIS WILL BE PERMITTED. VEGETATIVE DEBRIS SHALL BE
STOCKPILED AND DISPOSED OF ONSITE PER DIRECTION OF ENGINEER.
O. ANY GRADING BEYOND THE CONSTRUCTION LIMITS SHOWN ON THE PLAN IS A VIOLATION OF THE NORTH CAROLINA EROSION CONTROL
ORDINANCE, AND IS SUBJECT TO A FINE.
P. PLEASE REFERENCE PLAN SHEET DETAILS AND NCDENR STANDARDS FOR CONSTRUCTION OF EROSION CONTROL MEASURES.
Q. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL EROSION CONTROL MEASURES RELATED TO THE CONSTRUCTION
SITE.
R. THE LOCATIONS OF SOME EROSION CONTROL MEASURES MAY HAVE TO BE ALTERED FROM THOSE SHOWN ON THE PLANS IF DRAINAGE
PATTERNS CHANGE DURING CONSTRUCTION.
S. IF IT IS DETERMINED DURING THE COURSE OF CONSTRUCTION THAT SIGNIFICANT SEDIMENT IS LEAVING THE SITE (DESPITE THE
PROPER IMPLEMENTATION AND MAINTENANCE OF EROSION CONTROL MEASURES), THE PERSON RESPONSIBLE FOR THE LAND
DISTURBING ACTIVITY IS OBLIGATED TO TAKE ADDITIONAL PROTECTIVE ACTION.
TEMPORARY SEEDING SCHEDULE - SUMMER
SEEDING MIXTURE
SPECIES RATE (LB /ACRE)
GERMAN MILLET 40
IN THE PIEDMONT AND MOUNTAINS.A SMALL- STEMMED SUDANGRASS MAY
BE SUBSTITUTED AT A RATE OF50 LB /ACRE.
SEEDING DATES
MOUNTAINS - MAY15AUG. 15
PIEDMONT -MAYI AUG. 15 COASTAL
PLAIN -APR. 15AUG. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OFSOIL TESTS OR APPLY2000 LB /ACRE
GROUND AGRICULTURAL LIMESTONE AND 750 LB /ACRE 10 -10 -10
FERTILIZER.
MULCH
APPLY4DOO LB /ACRE STRAW. ANCHOR STRAW BYTACKING NTH
ASPHALT.NETTING OR A MULCHANCHORING TOOL A DISK WITH
BLADES SET NEARLYSTRAIGHT CAN BE USED AS AN ANCHORING
TOOL
MAINTENANCE
RE FERTILIZE IF GROWTH IS NOT FULLY ADEQUATE RESEED, FERTILIZE AND
MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
GROUND COVER SCHEDULE
SITE AREA DESCRIPTION
STABILIZATION TIME FRAME
STABILIZATION TIME FRAME EXCEPTIONS
PERIMETERDIKES, SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
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HIGH QUALITY WATER(HOW) ZONES
7 DAYS
NONE
U
IF SLOPES ARE 10Y OR LESS IN LENGTH AND ARE NOT
SLOPES STEEPER THAN 3:1
7 DAYS
STEEPERTHAN2:1, 14 DAYSAREALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN 50 FEET IN
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LENGTH
ALL OTHER AREAS WITH SLOPES FLATTER
14 DAYS
NONE (EXCEPT FOR PERIMETERS AND HWQ ZONES)
THAN 4:1
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CONSTRUCTION NOTES:
1. INSTALL EROSION CONTROL MEASURES AS DESCRIBED IN THE EROSION CONTROL PLAN AND NOTES. EROSION CONTROL MEASURES MAYBE
PHASEDIN TO THOSE AREAS OFTHE PROJECT CURRENTLYBEING WORKED ON. THE CONTRACTOR MAYMODIFVOR RELOCATE EROSION CONTROL
MEASURES TO MAKE ADJUSTMENTS FOR UNFORESEEN FIELD CONDITIONS SO LONG AS PROPER CONSTRUCTION IS MAINTAINED TO ENSURE THE
INTEGRITVAND USEFULNESS OFTHE PROPOSED MEASURES. ALL DISTURBED AREAS ALONG CHANNEL BANKS SHALL BE STABILIZED WITH
TEMPORARYSEED AND MULCHAT THE END OFEACHDAY.
2. IN GENERAL,STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
3. EXISTING WETLANDS CANNOT BE ENCROACHED UPON UNDER ANY CIRCUMSTANCES IF NOT APPROVED AS DESIGNATED IMPACT AREAS. HIGH
VISIBILITYFENCING MUST BE PLACED AROUND ALL EXISTING WETLANDS THAT ARE LOCATED ADJACENT TO CONSTRUCTION ACTIVITIES AND /OR
ARE LOCATED WTHIN THE PROPOSED CONSERVATION EASEMENT.
4. DURING STREAM CONSTRUCTION ACTIVITIES,THE WORK AREA SHALL BE STABILIZED AT THE END OFEACHWORKING DAY.
5. STOCKPILE AREAS MAYBE RELOCATED UPON THE APPROVAL OFTHE ENGINEER. SILT FENCING MUST BE INSTALLED AROUND ALL STOCKPILE
AREAS.
B. THE WORK TO RESHAPE THE CHANNEL BANKS WILL BE PERFORMED USING EQUIPMENT WORKING FROM THE TOP OFTHE EXISTING STREAM
BANK, WHERE POSSIBLE.
7. CONSTRUCTION EQUIPMENT WILL NOT BE PLACED WTHIN THE ACTIVE CHANNEL TO PERFORM WORK IFPOSSIBLE. PLATFORMS SHOULD BE USED
TO CROSS CHANNEL WHERE ACCESS IS NOT POSSIBLE.
B. NO MORE CHANNEL SHALL BE DISTURBED THAN CAN BE STABILIZED BY THE END OF THE WORK DAY OR PRIOR TO RESTORING FLOW TO
NEWLY CONSTRUCTED CHANNEL SEGMENTS,
9. CONTRACTOR SHALL REMOVE ALL TEMPORARYCONTROL DEVICES ONCE CONSTRUCTION IS COMPLETE AND THE SITE IS STABILIZED. A MAXIMUM
OF200 UNEAR FEET OFSTREAM MAYBE DISTURBED AT ANYONE TIME.
10. ALL EXCAVATED MATERIAL MUST BE PLACED WTHIN DESIGNATED STOCKPILE AREAS.
11. AT LOCATIONS IN WHICHTHE EXISTING CHANNEL IS BEING MAINTAINED, TEMPORARVPUMP AROUND DAMS AND BYPASS PUMPING WILL BE USED
TO DE -WATER THE WORK AREA AS DESCRIBED IN THE DETAILS.
12. WHEN THE PROPOSED CHANNEL HAS BEEN SUFFICIENTLYSTABILIZED TO PREVENT EROSION,ALL TEMPORARYPUMP AROUND DAMS WILL BE
REMOVED FROM THE ACTIVE STREAM CHANNEL AND NORMAL ROW RESTORED. ACCUMULATED SEDIMENT SHALL BE DISPOSED OFIN
DESIGNATED SPOILS AREAS PRIOR TO REMOVAL OFTEMPORARVPUMP AROUND DAM.
1.1 AT LOCATIONS IN WHICHROCK STRUCTURES, BOULDER TOE STABILIZATION,AND LOG TOE STABILIZATION ARE CALLED FOR ON THE PLANS,
TEMPORARYCOFFER DAMS AND BYPASS PUMPING WILL BE USED TO DE -WATER THE WORK AREA,EXCEPT AT LOCATIONS IN WHICHTHE NORMAL
FLOW CAN BE DIVERTED AROUND THE WORK AREA WTHTHE USE OFAN EXISTING CHANNEL WHEN THE TOE HAS BEEN SUFFICIENTLY
STABILIZED TO RESTRAIN EROSION ALL TEMPORARYCOFFER DAMS WILL BE REMOVED FROM THE ACTIVE STREAM CHANNEL AND NORMAL FLOW
RESTORED. ACCUMULATED SEDIMENT SHALL BE DISPOSED DEN DESIGNATED SPOILS AREA PRIOR TO REMOVAL OFTEMPORARYCOFFER DAM.
14. MATERIAL THAT IS REMOVED FROM THE STREAM WILL BE REDEPOSITED OUTSIDE OFTHE ACTIVE CHANNEL AND ITS FLOODPLAIN.
111 TEMPORARYAND PERMANENT STABIUZAT10N OFALL DISTURBED GRASSED AREAS AT THE TOP OFTHE CHANNEL BANKS WILL BE IN
ACCORDANCE WTHTHE SEEDING AND MULCHING SPECIFICATION AS SHOWN ON PLANS.
16. RE FERTILIZE AND RE SEED DISTURBED AREAS IF NECESSARY.
17. TEMPORARYAND/OR PERMANENT IMPACTS TO EXISTING WETLANDS SHALL BE AVOIDED M THE EXTENT POSSIBLE. HIGH VISIBILITY FENCING
SHALL BE INSTALLED AROUND ALL EXISTING WETLANDS LOCATED WITHIN THE PROJECT AREA AND /OR ADJACENT TO ANYCONSTRUCTION
ACTIVITIES.
STREAM CONSTRUCTION SECUENCE�
1. CONDUCT PRE - CONSTRUCTION MEETING INCLUDING OWNER, ENGINEER, ASSOCIATED CONTRACTORS, AND OTHER AFFECTED PARTIES.
2. OBTAIN EROSION CONTROL PERMIT FROM NCDENR - LAND QUALITY SECTION AND ALL OTHER APPROVALS NECESSARY TO BEGIN AND
COMPLETE THE PROJECT.
3. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING ALL APPROPRIATE PARTIES AND ASSURING THAT UTILITIES ARE LOCATED PRIOR TO
THE COMMENCEMENT OF CONSTRUCTION. CALL NC ONE -CALL (PREVIOUSLY ULOCO) AT 1 -600- 632 -4949 FOR UTILITY LOCATING SERVICES
48 HOURS PRIOR TO COMMENCEMENT OF ANY WORK. CONTRACTOR SHALL VERIFY LOCATION AND DEPTH OF ALL EXISTING UTILITIES PRIOR
TO CONSTRUCTION.
4. PRIOR TO CONSTRUCTION, STABILIZED GRAVEL ENTRANCE /EXIT AND ROUTES OF INGRESS AND EGRESS SHALL BE ESTABLISHED AS SHOWN ON
THE PLANS AND DETAILS.
5. PREPARE STAGING AND STOCKPILING AREAS IN LOCATIONS AS SHOWN ON THE CONSTRUCTION PLANS OR AS APPROVED BY THE ENGINEER.
ANY EXCESS SPOIL FROM STREAM CONSTRUCTION SHALL BE USED TO CONSTRUCT CHANNEL PLUGS AS SHOWN ON PLANS,
6. INSTALL PUMP AROUND APPARATUS AND IMPERVIOUS DIKES AT UPSTREAM END OF PROJECT. AS CONSTRUCTION PROGRESSES, MOVE PUMP
AROUND OPERATION DOWNSTREAM. (SEE DETAILS ON SHEET 41)
7. CONSTRUCT UPSTREAM PORTION OF THE CHANNEL FIRST, WORKING IN AN UPSTREAM TO DOWNSTREAM DIRECTION.
B. ROUGH GRADING OF CHANNEL SHALL BE PERFORMED PRIOR TO INSTALLATION OF STRUCTURES.
9. INSTALL STRUCTURES AS SHOWN ON PLANS AND DETAILS. PRIOR TO FINE GRADING, OBTAIN APPROVAL OF THE ENGINEER ON INSTALLATION
OF STRUCTURES.
10. UPON COMPLETION OF FINE GRADING, INSTALL EROSION CONTROL MATTING OR SOD MATS ALONG CHANNEL BANKS.
11. FILL AND STABILIZE ABANDONED SEGMENTS OF THE EXISTING CHANNEL PER DIRECTION OF THE ENGINEER.
12. ALL IMPERVIOUS DIKES AND PUMPING APPARATUS SHALL BE REMOVED FROM THE STREAM AT THE END OF EACH DAY TO RESTORE NORMAL
FLOW BACK TO THE CHANNEL.
13. DURING STREAM CONSTRUCTION ACTIVITIES, THE WORK AREA SHALL BE STABILIZED AT THE END OF EACH WORKING DAY.
14. INSTALL LIVE STAKE, BARE ROOT, AND CONTAINERIZED PLANTINGS AS SPECIFIED ON PLANTING PLANS.
WD CKSON
munity infrastructure consultants
T an sportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com LU
PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER
:
40
PROJ. NO.:
20120090.00. RA
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WHEN AND WHERE TO USE IT FLOW
SILT FENCE IS APPLICABLE IN AREAS: B MIDDLE LAYER TOP LAYER
WHERE THE MAXIMUM SHEET OR OVERLAND ROW PATHLENGTHTO THE FENCE IS 100 -FEET. ~� BOTTOM LAYER l
WHERE THE MAXIMUM SLOPE STEEPNESS (NORMAL [PERPENDICULAR] TO FENCE LINE) IS \ \\
2H 1V. 1.25 LB./LINEAR FT. STEEL POSTS EARTH SURFACE
THAT DO NOT RECEIVE CONCENTRATED FLOWS GREATER THAN 0.5 CFS.
A A
DO NOT PLACE SILT FENCE ACROSS CHANNELS OR USE IT AS A VELOCITYCONTROL BMP. EXTRA STRENGTH
FILTER FABRIC ,{)
CONSTRUCTION SPECIFICATIONS: �X�TyST B LY
WHEN PLACED ON EARTH
1. USE A SYNTHETIC FILTER FABRIC OFAT LEAST 95% BYWEIGHT OFPOLYOLEFINS OR qNp PLAN VIEW ENDS OF BAGS IN ADJACENT SURFACE
POLYESTER, WHCH IS CERTIRED BYTHE MANUFACTURER OR SUPPLIER AS CONFORMING TO qRp ROWS BUTTED SLIGHTLY
THE REQUIREMENTS IN ASTM D 6461. SYNTHETIC FILTER FABRIC SHOULD CONTAIN \ `�`\\`\` `� SEE NOTE TOGETHER
\ �` `�```�`��� �Ry SEE NOTE SECTION B -B
ULTRAVIOLET RAYIN HBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF6 MONTHS OF C
EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OFO' TO 120'F. \`. �� / LOWEST POINT /GROUND
2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FT STEEL WITHA \`� `� HEAVY DUTY PLASTIC TIE f /LEVEL
MINIMUM LENGTHOF5 FEET. MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS TO BACKFILL TRENCHWITH FOR STEEL POSTS
FACILITATE FASTENING THE FABRIC. COMPACTED EARTH \ \ `
CONSTRUCTION:
1. CONSTRUCT THE SEDIMENT BARRIER OFEXTRA STRENGTH SYNTHETIC FILTER FABRICS. �VtJ \�` �`�- `F ^' ^ " - LOWEST
EARTH SURFACE
2. ENSURE THAT THE HEIGHT OFTHE SEDIMENT FENCE DOES NOT EXCEED 241NCHES ABOVE \ \ SECTION A -A NOTES:
THE GROUND SURFACE. ( HGHER FENCES MAYIMPOUND VOLUMES OFWATER SUFRCIENT
TO CAUSE FAILURE OFTHE STRUCTURE.) BURY FABRIC NOTE: END OF DIKE AT GROUND LEVELTO BE 1. EXCAVATION SHALL BE PERFORMED ONLYIN DRYAND /OR
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTHOFTHE USE EITHER FLATBOTTOM HIGHER THAN THE LOWEST POINT OF FLOW ISOLATED SECTIONS OFCFANNEL.
BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER OR VBOTTOM TRENCH CHECK. SUFFICIENT SANDBAGS ARE TO BE
CLOTHONLYAT A SUPPORT POST WITH4FEET MINIMUM OVERLAP TO THE NEXT POST. SHOWN BELOW PLACEDTO PREVENT SCOURING. 2. IMPERVIOUS DIKES SHOULD BE USED TO ISOLATE WORK AREAS
4 EXTRA STRENGTHHLTER FABRIC WITH6 FEET POST SPACING DOES NOT REQUIRE WIRE SILT FENCE INSTALLATION FROM STREAM ROW.
MESH SUPPORT FENCE. SECURELYFASTEN THE FILTER FABRIC DIRECTLYTO POSTS. WIRE
OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH SANDBAG BARRIERS SHALL BE CONSTRUCTED OF THREE LAYERS OF 3. THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN
5. EXCAVATE A TRENCHAPPROX1MATELY41NCHES WIDE AND 5 INCHES DEEP ALONG THE SANDBAGS. THE BOTTOM LAYER SHALL CONSIST OF 3 ROWSOFBAGS, THE BE STABILIZED IN ONE WORKING DAY. A MAXIMUM OF200 FEET
PROPOSED LINE OPPOSES AND UPSLOPE FROM THE BARRIER. MIDDLELAYER SHALLCONSISTOF2 ROWS OF BAGSANDTHE TOP LAYER MAYBE DISTURBED AT ANYONE TIME.
6. PLACE 12 INCHES OFTHE FABRIC ALONG THE BOTTOM AND SIDE OFTHE TRENCH T SHALL CONSIST OF 1 ROW OF BAGS. THE RECOMMENDED DIMENSION OF A
7. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. FILTER FABRIC v FILTER FABRIC FILLED SANDBAG SHALL BE APPROXIMATELY 0.5 FTXO.5 FTX1.5 FT. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING
THOROUGH COMPACTION OFTHE BACKHLL IS CRITICAL TO SILT FENCE PERFORMANCE. PUMP SIZE SUFRCIENT TO PUMP BASE FLOW.
8. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES. COMPACTED o COMWHLTER
EARTH EAR 5. DIKE MUST BE CONSTRUCTED OFNONERODIBLE MATERIALS SUCH
MAINTENANCE: TT SANDBAG IMPERVIOUS DIKE AS SANDBAGS.
RUNOFF
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACHRAINFALL. MAKE ANY - _� ryTS SEQUENCE OFCONSTRUCTION WR TYPICAL PUMP AROUND
REQUIRED REPAIRS IMMEDIATELY. m - T . w 1. INSTALL STILLING BASIN AND STABILIZED OUTFALL USING CLASS
SHOULD THE FABRIC OFA SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME N z �_ A RIP RAP R THE DOWNSTREAM ENO OFTHE DESIGNATED
INE FFECTIVE, REPLACE IT PROMPTLY. � ry PROJECT WORKING AREA.
REMOVE SEDIMENT DEPOSITS AS NECESSARYTO PROVIDE ADEQUATE STORAGE VOLUME FOR 2. THE CONTRACTOR SHALL INSTALL THE PUMP AROUND PUMP AND
THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID THE TEMPORARYPIPING THAT WILL CONVEYTHE BASE ROW FROM
UNDERMINING THE FENCE DURING CLEANOUT. FABRIC FABRIC UPSTREAM OFTHE WORK AREA TO THE STABILIZED OUTFALL.
4 -IN. 3. INSTALL UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA V- SHAPED TRENCHDETAIL OPERATIONS FOR STREAM DIVERSION.
TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY R- ATBOTTOM TRENCHDETAIL �OPO COARSEAGGREGATE-
STABIUZED. G 4. INSTALL THE DOWNSTREAM IMPERVIOUS DIKE AND DEWATERING
STONE SIZE= 2" -3" PUMPING APPARATUS IFNEEDED TO DEWATER THE ENTRAPPED
AREA. THE PUMP AND HOSE FOR THS PURPOSE SHALL BE OF
SUE RCIENT SIZE TO DEWATER THE WORK AREA. THS WATER
WILL ALSO BE PUMPED TO AN OUTFALL STABILIZED WITHCLASS
A RIP RAP.
E 5. THE CONTRACTOR SHALL EXCAVATE ANYACCUMULATED SILT AND
TEMPORARY SILT FENCE BE WATER BEFORE REMOVAL BETTE IMPERVIOUS DIKE. WHEN
DEWATERING AREA,ALL DIRTYWATER MUST BE PUMPED THROUGH
TUTS o A SILT BAG. REMOVE IMPERVIOUS ITILT DIKES,PUMPS,AND
DOWNSTREAM TEMPORARY
FIRST. E HOSE /PIPING STARTING WITH THE DOWNSTREAM DIKE
30
FIRST.
'�Xh! 6. ONCE THE WORKING AREA IS COMPLETED, REMOVE ALL RIP RAP
AND IMPERVIOUS DIKES AND STABILIZE DISTURBED AREAS WITH
JPµYEr' QL SEED AND MULCH.
INSTALLATION NOTES:,65�� 7. ALL WORK IN CHANNEL MUST BE COMPLETED BEFORE REMOVING
IMPERVIOUS DIKE.
KEY-♦N MATTING PER
SITE PREPARATION 20' FIG. 1 OR FIG. 2
PURPOSE:
GRADE AND COMPACT AREA.
STABILIZED CONSTRUCTION ENTRANCES SHOULD BE USED AT ALL POINTS WHERE TRAFFIC WILL BE
REMOVEALLROCKS, CLODS, VEGETATION, AND OBSTRUCTIONS SO THAT _ - _- LEAVING A CONSTRUCTION SITE AND MOVING DIRECTLY ONTO A PUBLIC ROAD.
MATTING WILL HAVE DIRECT CONTACT WITH THE SOIL. --I
-- CONSTRUCTION SPECIFICATIONS,
PREPARE SEEDBED BY LOOSENING3 T04 INCHES OF TOPSOIL ABOVE FINAL O ..
GRADE. ^�� 1. CLEAR THE ENTRANCE AND EAT AREA OF ALL VEGETATION, ROOTS, AND OTHER OBJECTIONABLE ONOTE:
KEY-IN AND /OR MATERIAL AND PROPERLY GRADE IT.
TESTSOILS FORANY NUTRIENT DEFICIENCIES AND SUBMIT SOIL TEST RESULTS TO STAKE MATTING 2. PLACE THE GRAVEL TO THE SPEC I FC GRADE AND DIMENSIONS SHOWN ON THE DETAIL, AND
THE ENGINEER. APPLY ANY TREATMENT SUCH AS LIME OR FERTILIZERS TO THE JUST ABOVE SMOOTH IT. INTAKE HOSE
SOIL IF NEEDED, CHANNEL TOE 3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE OUTLET.
SEEDING 4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN LOCATIONS
________ SUBJECT TO SEEPAGE OR HIGH WATER TABLE. PUMP AROUND
SEE SHEETS 35, 36, 37 FOR SEEDING REQUIREMENTS. PUMP
APPLY SEED TO SOIL BEFORE PLACING MATTING. MAINTENANCE:
INSTALLATION- STREAM BANK TRENCH APPROX TRENCHAPPROX SOIL PILE MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE DE- WATERING
SOIL PILE 8' WIDE X B' DEEP 8 "WMDE z 8 "DEEP FROM TRENCH CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2 INCH STONE. AFTER EACH PUMP
SEE GRADING NOTES ON PLAN AND PROFILE SHEETS AND ON SHEET 40 FOR' RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY.
INFORMATION REGARDING WHAT AREAS ARE TO RECEIVE EROSION CONTROL FROM TRENCH FLOW ,,1 IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC
MATTING. f� J I ROADWAYS, OR AIRFIELD PAVEMENTS.
1� 18' 1 t IMPERVIOUS
OVERLAP ADJACENT MATS 3" (INDIRECT ION PARALLEL TO FLOW) AND ANCHOR �, FLOW I _.____ - - - ---" -1 DIKE
EVERY 12" ACROSS THE OVERLAP. THE UPSTREAM MAT SHOULD BE PLACED �W �I �- 1 [ TEMPORARY GRAVEL CONSTRUCTION ENTRANCE IMPERVIOUS DIKE
OVER THE DOWNSTREAM MAT. .- _.
NTS
EDGES SHOULD BE SHINGLED AWAY FROM THE FLOW OF WATER.
LAY MATLOOSETOALLOW CONTACT WITH SOIL. DO NOT STRETCH TIGHT. 1 ROW OF STAPLES DISCHARGE HOSE
OR STAKES, MIN. OF FLOW
ANCHOR MAT USING BIODEGRADABLE STAKES OR PINS. 1 ROW OF STAPLES 24. OC GENERAL NOTES:
OR STAKES, MIN. OF
CUT B" x 8" TRENCH ALONG TOP OF BANK FOR MAT TERMINATION AS SHOWN IN 24' O.0 1. CONSTRUCT DAM ACCORDING TO NCDENREROSION g -...,I #TONEASHED
CUT x 8 2. EXTEND ALONG TOP TF FEET PAST TOP STEP 1 CONTROL MANUAL. HOSE SHOULD BE
KEPT OUTSIDE OF WORK
PLACE ADJACENT ROLLS IN THE ANCHOR TRENCH WITH A MINIMUM OF 4" STEP 1 2. ROCK DAM RIPRAP SHALL BE 50 /50 MIX OF CLASS AND "'. SILT BAG AREA
OVERLAP. SECUREWIT H BIODEGRADABLE STAKES OR PINES, BACKFILLANCHOR 1 ROW OF STAPLES II LOCATION
TRENCH, AND COMPACT SOIL. 1 ROW OF STAPLES
FLOW OR STAKES, MIN. OF OR STAKES, MIN. OF 3. PLACE ROCK DAM AS SHOWN ON PLANS. EXTENDCLASS
�� 18' O.0 12' O.0 B RIP RAP ROCK APRON 5 FEET DOWNSTREAM FROM TOE
STAPLEATI2" INTERVALS ALONG OVERLAP.
OF ROCK DAM. STABILIZED OUTFAC
FLOW
STREAM BANK MATTING TO BE INSTALLED FROM TOE OF BANK TO A MINIMUM OF 1.5' THICK CLASSASTONE
2.0' PAST TOP OF BANK. SEE FIGURE 3 FOR TERMINATION AT TOP OF BANK. WI 11 ""
I 1� -- _ • - --TW
5' - MIN. CLASS B ROCK g
IF MORE THAN ROLL IS REQUIRED TO COVER THE CHANNEL FROM THE TOP OF :1 -_:?� SOIL FILLED '- - { )� APRON DISCHARGE
BANK DOWN TO THE TOE, THEN OVERLAP MATTING BY AMINIMUM OF I'. `V11 "` FROM SOIL PILE, +�I �I', PLAN EXISTING HOSE
II COMPACT WITH FOOT I{ SOIL FILLED SPILLWAY
L-
FROM SOIL PILE, CREST 2. GROUND
COMPACT WITH FOOT 1' MIN OF# s MIN2/3( STREAMWIDTH STABILIZED
STEP 2 3:1 WASHED STONE OUTFALL CLASS 15' TO 20'
CLASS AND II (FLOW A STONE
STEP 2 RIP RAP r
5 THICK
RGURE 1 RGURE 2 class B ROCK 2 2• 4 - MIN. BELOW \ �4
EROSION CONTROL MATTING MUST MEET OR EXCEED THE
FOLLOWING REQUIREMENTS: APRON _ _ _ OWESTBANK
100 L _ _ _ _ _ EVEL(MIN)
• HT 96 XOXONYTAIBEP (XOIP) TWINE WOc,EN INTO - ` CLASS IAND II FILTER FABRIC
CUTOFF
TRENCH FILTER FABRIC SECTION A -A ASTONE
HII'H LI'PENPTH MATPIE. RIP RAP FILTER FABRIC 8 OF CLASS
• TENILkESS- 0.35 IN. 32 AB M. SECTION B -B
• TEN£]AE LI'PENPTH- 1032 AB /�'1'MINIMYM EXISTING
£HEAPEIPE££ -4.5 LBS /SQFT EROSION CONTROL MATTING CHANNEL
• OAOW c,EAOMTY- OB£EPSEA 12 0T /£EX SILT BAG BAG PROFIT
• WEIFHT - 23 OZ/1Y N S
•
CITED APEA(MEA£YPEA) - 48%
• £AOHE£- UP TO A MAXIMUM OF I:1
TEMPORARY ROCK CHECK DAM PUMP AROUND & DEWATERING DETAIL
MS NTS
DD CKSON
'ty infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkcickson.com
y cc
0 LU
PROJ.DATE: O
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
41
PROJ. NO.:
20120090.00. RA
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LOG SHOULD
BURIED IN BAI
AT LEAST 4 HE
WIDTH
PLAN VIEW
TOP OF BANK
FLOW SCOUR POOL
STREAMBED
LOG
PROFILE VIEW
SCOUR POOL TO BE
FORMED NATURALLY
NOTES:
1. LOGS SHOULD BE AT LEAST 8 INCHES IN DIAMETER,20 FEET LONG, RELATIVELY STRAIGHT,
AND HARDWOOD.
2. VANE LOG ARMS SHOULD BE BURIED INTO THE BANK AND BED A MINIMUM OF 4 FEET.
3. SET ELEVATION OFTOP OFLOG CROSS PIECES TO DESIRED ELEVATION OFSTREAMBED.
4, REBAR (5/8 'MINIMUM DIAMETER 3' MIN. LENGTHTYPICAL) SHOULD BE PLACED 1' TO 3'
FROM END OF LOG. ADDITIONAL REBAR TO BE PLACED AT 5' OFFSETS. LAST REBAR
SHOULD BE PLACED 1' TO 3' FROM END OFLOG. DUCK BILL ANCHORS MAYBE USED AS
A SUBSTITUTION FOR REBAR.
5. PREDRILL HOLES FOR REBAR WITH5 /8 'DRILL BIT.
6. DRIVE REBAR TH2OUGHLOGS AND BEND ENDS AS SHOWN.
LOG VANE
NITS
FILTER FABRIC FOR DRAINAGE
SHALL BE PLACED BY OLD CHANNEL TO BE
OVERLAPPING DIVERTED
WITH THE FLOW OF WATER
Oy1
MIN. 25' MAX. 75'
TOP OF
O w
BANK
COMPACTED BACKFILL UNCOMPACTED BACKFILL
BANKFULL ELEVATION
NEW CHANNEL TO BE
CHANNEL BLOCK
CONSTRUCTED
(12" LIFTS) 1.5' MINIMUM
OA\
C HANNEL
\ %�� \� \jay \���i
PLAN VIEW
� � Z
LOG TOE
8.
ROW
A A I END OF + REFERENCED IN
STRUCTURE TABLE
FILTER FABRIC PROPOSED STREAM BANK B POINT REFERENCED IN STRUCTURE TABLE
PLAN VIEW LOG GRADE CONTROL
LOG TOE
—2" MAX
(BELOW
PROPOSED
STREAMBED)
PROPOSED STREAM BED
ELEVATION
LOG TOE �_ �
CABLE ANCHORS— / RLTER FABRIC-/ GRADE CONTROL STRUCTURE
SECTION B —B
_COIR FIBER
MATTING
— STREAM BANK
LOG TOE PROTECTION 10"
MINIMUM LOG DIAMETER (TYP.)
NOTCH LOGS TO FIT GRADE
CONTROLLOGS
E ANCHOR
BED MATERIAL
SECTION A —A
1. LOGS SHOULD BE AT LEAST 8 TO 10 INCHES IN DIAMETER,
A MINIMUM OF15 FEET IN LENGTH (UNLESS OTHERWISE
NOTED),ANO RELATIVELY STRAIGHT.
2. NAIL FILTER FABRIC USING 3 '10D GALVANIZED COMMON
NAIL EVERY 2' ALONG THE LOG.
3. FILTER FABRIC USED SHALL BE NCDOT TYPE 2
ENGINEERING FABRIC OR EQUIVALENT.
NTS
NOTES:
1. LOGS SHOULD BE AT LEAST 10 INCHES IN DIAMETER, 6 -10 FEET LONG, RELATIVELY STRAIGHT,
AND HARDWOOD.
2. CABLE ANCHORS SHOULD BE PLACED 1' TO 3' FROM EACH END OF LOG. REBAR (5/8" MINIMUM
DIAMETER 3' MIN. LENGTHTYPICAL) MAY BE USED ASA SUBSTITUTION FOR CABLE ANCHORS PER
DIRECTION OF ENGINEER.
3. IF REBAR IS USED, PRE —DRILL HOLES WITH 5/8" DRILL BIT
BANKFULL ELEVATION
1/4 T01/3 OFLOG
DIAMETER CAN BE EXPOSED
PRIOR TO FINAL GRADING
BED
LOG
=LOW
IVERT
RILL
OG Ye
TO Y OFTHE WAYDOWN SO THAT ANCHOR
CABLE IS NOT EXPOSED.
BACK FILL AREA BETVVEEN BANK AND COIR FIBER LOG TOE PROTECTION
ROLL (APPLY PERMANENT SEED MIX & COIR MATING) NTS
EXISTING
PLANTED COIR BANK
FIBER ROLL
NORMALWATER
LEVEL
PLANTED COIR ROW
0.5'T0125' FIBER ROLL WOOD
STAKES
DENSE COIR MATTING _
(ROLANKA BioD— MatC90 —�— �-
OR EQU IVALENT
COIR F IBER
WOOD STAKE MATTING
2.0' TO 3.0' 0.75" TO 2 " �
FLAT TOt
DETAIL
KEY IN UPSTREAM LIVE STAKES SHOULD BE LONG ENOUGH
SECTION VIEW PLAN VIEW END OF ROLL APPROX 1.5' TO REACH BELOW THEGROUNDWATER
2 -4 FT INTO BANK LATTABLE. (GENERALLY, A LENGTH OF 2
BU TO 3 FEET IS SUFFICIENT.)
NOTES' ADDITIONALLY, THESTAKESSHOULD
1. DESIGNER TO MARK LOCATIONS AND DIMENSIONS OF HAVE A DIAMETER IN THE RANGE OF
0.75 TO2 INCHES.
SILLS IN THE FIELD PRIOR TO CONSTRUCTION.
2. INSTALL STAKES ON 3' CENTERS ON EACH SIDE OF ROLL. SIDE TOP OF STAKE SHOULD NOT EXTEND ABOVE ROLL. REMOVED AT 3. EXCAVATEA SMALL TRENCH (APPROX2in DEEP)FOR 8"
PLACEMENT OF ROLL
VEGETATED SILL DEFLECTOR
NTS
45 DEGREE
TAPERED BUTT END
SECTION VIEW
LIVE STAKES SHALL BE
SPACED 3 FEET APART,
ALTERNATE SPACING.
NOTE:
1. ACCEPTABLE SPECIES INCLUDE BLACK WILLOW (SALIX NIGRA), SILKY
WILLOW (SALIX SERICEA) AND SILKY DOGWOOD(CORNUS AMMONIUM).
2. LIVE STAKES SHALL BE PLANTED IN AN AREA EXTENDING 3 FEET OUT FROM
TOP OF BANK TO JUST BELOW BANKFULL.
LIVE STAKE
NTS
FIBER
NO
DD CKSON
unity infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
1� y jr LU
PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE : AUG 2013
DRAWING NUMBER
:
42
PROJ. NO.:
20120090.00. RA
w
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MIN. 25' MAX. 75'
TOP OF
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BANK
COMPACTED BACKFILL UNCOMPACTED BACKFILL
BANKFULL ELEVATION
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EXISTING
\ X
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(12" LIFTS) 1.5' MINIMUM
C HANNEL
\ %�� \� \jay \���i
15
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A
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OTTOM��
\\
FINISHED GRADE
NEW CHANNEL BED SHALL
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BE TREATED AS SPECIFIED
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IN PLANS
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RE BAR OR CABLE
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NOTES:
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CHANNELINVERT
1.
HILL EXISTING CHANNEL TO BANKRJLL ELEVATION WHEN POSSIBLE.
a
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2.
IFCHANNEL CANNOT BE COMPLETELY FILLED TO BANKFULL, FILL TO
BANKRJLL EVERY75' FOR AT LEAST 25'.
TYPICAL SECTION
y
LOG TOE
� �
f
CHANNEL PLUG
CHANNEL BACKFILL
NTS
NTS
SECTION VIEW
LIVE STAKES SHALL BE
SPACED 3 FEET APART,
ALTERNATE SPACING.
NOTE:
1. ACCEPTABLE SPECIES INCLUDE BLACK WILLOW (SALIX NIGRA), SILKY
WILLOW (SALIX SERICEA) AND SILKY DOGWOOD(CORNUS AMMONIUM).
2. LIVE STAKES SHALL BE PLANTED IN AN AREA EXTENDING 3 FEET OUT FROM
TOP OF BANK TO JUST BELOW BANKFULL.
LIVE STAKE
NTS
FIBER
NO
DD CKSON
unity infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com
1� y jr LU
PROJ. DATE: OCT 2012
Q.C.: FM
Q.C. DATE : AUG 2013
DRAWING NUMBER
:
42
PROJ. NO.:
20120090.00. RA
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F�GW
MA ING
PLAN
BANKFULL ELEVATION \
SE FLOW
TYPICAL SECTION
NOTE:
WATTLES ARE TO BE INSTALLED 4' O.C. BY CUTTING AN APPROXIMATELY 4" WIDE TRENCH
PERPENDICULARTOTHE STREAM BANK JUST ABOVE BASEFLOW ELEVATION. INSERT THE WATTLES,
ANCHORING WITH STAKES, ANDTIGHTLY BACKFILL WITH TOPSOIL. WATTLES SHALL CONSIST OF5 TO
10 STEMS, 0.25" T00.5" INDIAMETER. MIN IMUMLENGTHIS4.5 FEET. ATLEAST3.0 FEETSHALL
BE INSTALLED WITHIN THE BANK. WATTLES SHOULD BE INSTALLED AT AN ANGLE OF 20' TO 3V TO THE
STREAM BANK AND SHOULD POINT DOWNSTREAM. FILL VOIDS OF EXPOSED PORTION OF WATTLE WITH
PINESTRAW (IFREADILY AVAILABLE ON- SITE).
WATTLE
ELEVATION
1/2 DIAMETER OF PIPE OR COARSE AGGREGATE ( #5 WASHED STONE) 6" DEEP
12" WHICHEVER IS GREATER
COI MATTING EARTH FILL COVERED BV
MATTING LARGE ANGULAR ROCK
BANKFULL ELEVATION FILTER FABRIC
LEQUVAL ON
OR 40
\ \ \ \ \\ 1�1 =1�1 �II�II�II�II�II�II�II�II�III ICI II I�II�II�II�II�II�II�II�II�I� 1�1 =1�1 = _ —
�`i����� \ice
COIR FIBER
MATTING
PLAN
BANKFULL ELEVATION
777 STAKE
BASE FLOW
TYPICAL SECTION
NOT USE DEAD BRUSH AND TOPS 0.5 TO 2.0 INCHES IN DIAMETER. TIE
BUNDLES WITH TWINE AND STAKE TO THE CHANNEL BED. IF PINE STRAW IS
READILY AVAILABLEON -SITE, ADDTOBUNDLE.
DEAD BRUSH
PROPOSED
CHANNEL BED
A TO Y2 OFBUNDLE
DIAMETER BELOW
PROPOSED STREAM BED
USE STICKS AND LOGS OFVARANG SIZES 1'4'DIAMETER AND 1' -4'
LONG. WOODYDEBRIS SHALL BE HELD IN PLACE USING TWINE AND
WOODEN STAKES AND SHALL BE PLACED ACCORDING TO DESIGN
PLANS AND AS DIRECTED BYENGINEER.
WOODY DEBRIS BUNDLE
NOTE:
WHEN INSTALLING SMALL WOODYDEBRIS STRUCTURES AS LOCATED
ON THE PLAN SHEETS, CONTRACTOR SHALL ALTERNATE BETWEEN
WATTLE,SMALL LOG.AND DEAD BRUSHSTRUCTURES BASED ON
READILYAVAILABLE MATERIALS AND PER DIRECTION OFTHE ENGINEER.
SMALL WOODY DEBRIS & HABITAT STRUCTURES
NTS
NOTES-
1. CROSS LOGS SHOULD BE AT LEAST 6 INCHES IN DIAMETER
AND A MINIMUM OF20 FEET IN LENGTH
2. LOG TOES SHOULD BE AT LEAST 8 INCHES IN DIAMETER
AND A MINIMUM DEB FEET IN LENGTH
3. ALL LOGS SILDULD BE RELATIVELY STRAIGHT.
4. NAIL FILTER FABRIC USING 3'10D GALVANIZED COMMON
NAIL EVERY2' ALONG THE LOG.
5. FILTER FABRIC USED SHALL BE NCDOT TYPE 2 ENGINEERING PROPOSED STREAM
FABRIC OR EQUIVALENT.
POINT REFERENCED IN
STRUCTURE TABLE
(BED ELEVATION)
LOG TOE
CABLE ANCHOR (TYP.)
CABLE LOGS
TOGETHER CABLE
ANCHORS
OW
60•
FILTER FABRIC
4NK
POINT REFERENCED IN
LOG TOE STRUCTURE TABLE
PLAN VIEW
COIRFIBER
MATTING
�NO TREAM BANK
H LOGS TO FIT GRADE
CONTROLLOGS
PROFILE VIEW
BEDDED LOG STRUCTURE
MS
LEAFPACK 1.0 "TO "'�,� \� / \ \�/\\ 1O'WOODEN STAKE, 1'X1'
3.0 THICK SPACING
SECTION A -A
J
LIMITS OF BANKFULL CHANNEL
r LHIV VILW Ur Lr r I-AUN
FABRIC INTO STREAM BED.
COMPACT DISTURBED
STREAM BED.
LEAF PACK
INS
LIVE CUTTINGS BUNDLE TYPICAL SECTION
FR
NOTE: ACCEPTABLE SPECIES INCLUDE BLACK WILLOW (SALIX NIGRA) AND SILKY
WILLOW (SALIXSERICEA). CUTTINGS BUNDLES ARE TO BE INSTALLED (AFTER
SOD MAT HASBEENPLACED) BY DRILLING AN APPROXIMATE 4" DIAMETERHOLE
INTO THE STREAM BANK FROM AN ELEVATION SLIGHTLY ABOVE BANKFULL
ELEVATION, INSERTING THE CUTTINGS AND TIGHTLY BACKFILLING WITH TOPSOIL.
WILLOW CUTTINGS SHOULD BE RINSED AT CUTTING POINT TO ALLOW BETTER
ROOTING. ALDER TRANSPLANTS CAN BE SUBSTITUTED FOR CUTTINGS BUNDLES
WITH APPROVAL OF ENGINEER
LIVE CUTTINGS BUNDLE
TUTS
PIPE SIZE PER PLAN /�` .// ,� �\ �`
`INVERT PER PLAN
BURYCULVERT 1.0 FT
UNLESS NOTED OTHERWISE
NOTES:
1. LOGS SHOULD BE AT LEAST 12 INCHES
PLAN
FLOW
LOG STRUCTURE
INSTALL CLAY PLUG
2 FEET BELOW CULVERT INVERT
COARSE AGGREGATE
e
+. �..
SET TOP OFLOG 1.0 FOOT
ABOVE CULVERT INVERT
MIN 3'
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MIN 3'
O 0, b " O p O L C
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BY LARGE 1b
00
ANGULAR
CHANNEL TOP OF BANK APPROX. 8' TO 12'
.0
ROCK �0
.
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m
000
TYPE 2 ENGINEERING FABRIC OR
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OnOnOn. Or
PROPOSED
nOnO
10'
MINIMUM
TOP OF BANK
STREAM CHANNEL
10'
MINIMUM
LOG STRUCTURE
SET TOP OFLOG 1.0 FOOT
ABOVE CULVERT INVERT
CHANNELLED
NOTES:
1. CONSTRUCT STREAM CROSSING WHEN ROW IS LOW.
2. INSTALL STREAM CROSSING PERPENDICULAR TO ROW.
3. CONTRACTOR TO COORDINATE APPROPRIATE BEDDING MATERIAL WITH
MANUFACTURER.
4. RLTER FABRIC USED SHALL BE NCDOT TYPE 2 ENGINEERING FABRIC OR
EQUIVALENT.
5. WIDTHOFTYPICAL FARM CROSSINGS SHALL BE PER PLAN OR A MINIMUM OF12'.
6. WHEN REQUIRED, CONTRACTOR TO ENSURE PIPE MATERIAL AND COVER MEET H -20
LOADING REQUIREMENTS.
PROPOSED CULVERT CROSSING
NTS
FOR OUTLET STRUCTURES ASSOCIATED
WITH WETLANDS, GRADE FLOW PATH
T
FROM WETLAND O RECEIVING CHANNEL
A MAX DEPTH OF 0.5 BELOW EXISTING
GRADE.
`WETLAND OR
- FILTERFABRIC CHANNEL
LOG GRADE CONTROL
PROFILE VIEW
NOTES:
1. LOGS SHOULD BE AT LEAST 12 INCHES
IN DIAMETER,A MINIMUM OF15 FEET IN
LENGTH (UNLESS OTHERWISE NOTED),OAK
SPECIES,AND RELATIVELY STRAIGHT.
2. NAIL FILTER FABRIC USING 3'1OD
GALVANIZED COMMON NAIL EVERY2' ALONG
CHANNEL TOP OF BANK APPROX. 8' TO 12'
THE LOG.
�
RR FABRIC USED SHALL BE NCDOT
3. LTE
m
TYPE 2 ENGINEERING FABRIC OR
J Q
EQUIVALENT.
j\ j\
�
PROPOSED
�
WETLAND OR
CHANNEL OUTLET
LOG GRADE
CONTROL
�
SECTION VIEW
LOG OUTLET STRUCTURE
NTS
WD CKSON
community infrastructure consultants
Tan sportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NC 27607
(v) 919.782.0495
(t) 919.782.9672
www.w(dickson.com
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FLOW NOTE:
SIGN SPECIFICATIONS:
w
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EXISTING DITCH
BANK
0
r2
REBAR(1 /2' MINIMUM DIAMETER 3' MIN.
LENGTH TYPICAL) SHOULDIO ALREAR TO
FROM END OF LOG. ADDITIONAL REBAR TO BE
F ATEPIA.0 AAYMINYM
PAYPE: .032
SIZE: 6" E 6"
PROPOSED CONSERVATION
EASEMENT LIMITS
LCE
LOG STRUCTURE
D SEE DETAIL
( )
LCE 'CE LCE
A PLACEDAT 6' OFFSETS. LAST REBAR SHOULD
MINIMUM DNMEIER 12' BE PLACED 1' TO 3' FROM END OF LOG. DUCK
BAXKI'POYNAXOAOP: XOATEAXHPOME YEAAOW
ITPINT XOAOP: BAAXK
Conservation
Consil'V8i�0O 211 C8 MOYNTINP HOAE£: 2 HOAE£XENTEP TOH ANd
00 U
H
U
BILL ANCHORS MAY BE USED AS A SUBSTITUTION
FOR REBAR, 2 PER LOG.
Pmltt'Cd By S[cc of Nmdf Cmnllri BOTTOM ANTE TOE ANA 6' ON XENTEP ANA 2
HOAE£XENTEPTOH ANd BOTTOM 3/16"
y
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U
PROPOSED
\ \ \ \ \\ \ THE DOWNSTREAM AT
ELEVATION TIES INTO
O
LL
No Mowing - No Cutting AMMETEP 7 3/8" ONXENTEP
/
O
e LIMITS
Pr OF GRADING
y; / �/ EXISTING GRADE OF THE
POYNAXOPNEB£: 1 4" PAd1Y£
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� W
O
N B
\� \� /\ /\ B FLOODPLAIN
LOGS
W Z
� Q
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� Z W
Z Il �
GRADE AREA SUCH THAT
MAXSLOPE LOG
A• PROPOSED FLOODPWN SURFACE
O "
Z
K
STRUCTURE IS 1%
IS I%
LENGTH VARIES
� D
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DOWN VALLEY
N
W
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Z ¢zm
6 (TYP.)
BANKFULL LIMITS OF
�
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VARIES (TYPICALLY 20 T040')
PROPOSED CHANNEL
5.0
NOTES:
1. CONSERVATION AREA SIGNS SHALL BE ATTACHED TO A TREE, T —POST,
U— CHANNEL POST, OR SQUARE STEEL POST.
PLAN VIEW
PLAN VIEW
2. ALL POSTS MUST HAVE A LENGTH OF 6.0 FEET AND BE BURIED TO A
DEPTH OF 2.0 FEET.
5/8' REBAR
3. S IONS SHALL BE INSTALLED ON POSTS USING %" ALUMINUM DRIVE
SECTIONAL VIEW A — A'
RVETS.
4. THE TOP FEET OF T —POSTS OR U— CHANNEL POSTS SHALL BE
EXISTING DITCH
LOG STRUCTURE EXISTINGGRADE
(SEE DETAIL)
YELLOW PAINTED YELLOW.
TOP OF BANK�
5. USE 3h'ALUMINUM NAILS TO INSTALL SIGN ON TREES, LEAVINGJ�' OF
THE NAIL EXPOSED.
_ �
—
PROPOSED GRADE
CONSERVATION
�i — —
ox SLOPE — _ _ _ TIESINTO
EXISTING
MAX /�
FLOODPLAIN SILL
EASEMENT SIGN
DITCH INVERT
/ \ \Y / \\ ELEVATION C IN
y/ �v
NTS
NTS
CONSTRUCT FLOW
POOL
FILL DITCH AND
INSTALL COIR
SECTION A —A MATTING
Q�
6.6 POST(TYP.)
EXISTING
Y' TO OF
2r(
�, W �, W �, W W �, W 30" MIN. DIAMETER
LOG
GROUND
CUT
NOTES:
SAW KEEPS BUNDLE DIAMETER
W W W W W DIVERSION W
1. NO GRADING IS ALLOWED 10 FT
BELOW PROPOSED
STREAM BED
CHANNEL B
B y y a
y y
HE PROPOSED NK.
- — — — OFTFE PROPOSED CHANNEL TOP OF BANK.
� �
PROPOSED
FOR HIGH
�' r W W
" FLOW W
2. LOGS SHOULD BE AT LEAST 10' -20' LONG AND AT
LEAST 8 INCHES IN DIAMETER,AND HARDWOOD.
CHANNEL
A
a y�
// "
/ / ..
z MAIN CHANNEL
3:1 MAX
SLOPE
INSTALL COIR MATTING
'� \ / \ / \ / \/ / \/
� \/;\/+ \\
!(/
3:1 MAX
SLOPE
- —(BASE FLOW) � "^'� MAIN CHANNEL
PER MANUFACTURER'S
FILLDITCH
SECTION B —B
/ \
INSTRUCTIONS
NOTES:
W W W W W W W W W W W W
DIFFUSE
FLOW STRUCTURE
1. USE LOGS OFVARANG SIZES 6 " -15 'DIAMETER AND 4'B' LONG. LOGS SHALL
BE FELD IN PLACE WITHREBAR OR DUCKBILL ANCHORS,MODEL 68081 OR
W W W W W W W W W W
NTS
EQUIVALENT,AND PLACED ACCORDING TO DESIGN PLANS AND AS DIRECTED
BYENGINEER. A
W W W W W W W W W W
2. ALL LOGS SHALL BE 'ROUGHED UP'WTHA CHAINSAW PRIOR TO
INSTALLATION. SAW KERFS SHALL BE 0.25 'TO 2.0 "IN DEPTH
22 MIN
30 "MIN. DIAMETER LO
ELEVATION REFERENCED
A
¢�
PLAN VIEW
g
PROPOSED IN STRUCTURE TABLE
TYPICAL SECTION A —A
BED ELEVATION
FLOW
ROB
TOP OF BANK
" `
FLOW A
W W W W\
END OF
\\ `\� /
FILTER FABRIC
2%-4%
STREAMBED
B
.. .. �� ,.
EXISTING DITC HBANK
�► B
OR UNDISTURBED CABLE AHOR
LOG SHOULD BE
BURIED IN BANK
- \\ \ \ \ / \\ // W W
EARTH
AT LEAST 3 FEET A I
LOG -- 'A
PLAN VIEW
SECTION A
—A
W W
�
NOT LOGS SHOULD BE AT LEAST 6 INCHES IN DIAMETER,10 TO 16 FEET LONG,
1.
\ \ / \ / . • • • e . ..
RELATIVELY STRAIGHT, AND HARDWOOD. \
2. LOG ARMS SHOULD BE BURIED INTO THE BANK AND BED A MINIMUM OF3
FEET. \�
v
"' ISOMETRICVIEW
PROPOSED GROUND
ALL NO
EXITING GROUND
3. SET ELEVATION OFTOP OFLOG CROSS PIECES TO DESIRED ELEVATION OF
PROPOSED GROUND OR STREAMBED.
ELEVATION
4. REBAR (5/8 'MINIMUM DIAMETER 3' MIN. LENGTHTYPICAL) SILDULD BE
PLACED 1' TO FROM END OFLOG. ADDITIONAL REBAR TO BE PLACED AT d
3 30" MIN. DIAMETER
PROPOSED OVERBANK I� LOG
PROPOSED
HANNEL
5' OFFSETS. LAST REBAR SHOULD BE PLACED IT T 3' FROM END OFLOG.
DUCK BILL ANCHORS MAYBE USED AS A SUBSTITUTI ON FOR REBAR. \
5 PREDRILL D B
LT REBAR H
A 15:1
�C
AR D ENDS AS SHOWN.
6. DRIVE REBAR S N
HtOUGHLO AND BEND
T
6 \ /Xx
CABLE ANCHORS N RPD ED
18' MIN. DIAMETER SECTION A —A DUCKBILLANCHOR
CABLE ANCHORS
\/�
FILL
TYPICAL SECTION B —B
LOG
FILTER FABRIC
EXISTING DITCH
PROPOSED OVERBANK 10' 30' MIN. DIAMETER
LOG
�TB
INVERT
SECTION B —B
/ 5:1
/
(LOG STRUCTURE
FOR DIFFUSE FLOW STRUCTURE)
LIMITS OF BANKFULL CHANNEL
yl
s\��`\ �������N����
� \\
RLTER FABRIC SECTION B —B
TYPICAL PLAN VIEW
"�I', ��
(LOG STRUCTURE FOR PROPOSED CHANNELS)
SECTION B —B DUCKBILLANCHOR
18" MIN. DIAMETER
LOG
1. LOGS SHOULD BE AT LEAST 12 INCHES IN DIAMETER, HARDWOOD SPECIES
(EXCLUDING TULIP POPLAR AND SWEET GUM),A MINIMUM OF10 TO 20 FEET IN
1. LOGS SHOULD BE AT LEAST 30 INCHES IN DIAMETER, HARDWOOD SPECIES (EXCLUDING TULIP
LENGTH(UNLESS OTHERWISE NOTED),AND RELATIVELY STRAIGHT.
2. NAIL RLTER FABRIC USING 3'10D GALVANIZED COMMON NAIL EVERY3'
LARGE WOODY DEBRIS
POPLAR AND SWEET GUM),A MINIMUM OF22 FEET IN LENGTH,AND RELATIVELY STRAIGHT.
ALONG THE LOG.
NTS
2. ELEVATION OFWEIR B SHOULD BE 1 FOOT HIGHER THAN THE ELEVATION OFWEIR A.
3. FOR DIVERSION CHANNEL CONSTRUCTION, SEE CHANNEL PLUG W /SPILLWAY DETAIL ON SHT 45
3. HL ER FABRIC USED SHALL BE NCDOT TYPE 2 ENGINEERING FABRIC OR
EQUIVALENT.
FLOW DIVERSION STRUCTURE
NTS
LOG STRUCTURE
NTS
COPYRIGHT ©, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION CRUSE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART, WITHOUT WRITTEN CONSENT OF W K DICKSON & CO., INC., IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES.
�D CKSON
'ty infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, NO 27607
(v) 919.782.0495
(f) 919.782.9672
— 1,dickson.com
LICENsENo ­
cc
cc
LU
Er PROJ. DATE: OCT '201'2
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
44
PROJ. NO.:
20120090.00. RA
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EXISTING TOB
SPILLWAY 16 FT MAX
ELEVATION OF SOLUTIONS PYRAMAT
LINER OR EQUIVALENT
LINE POST BARBED OR LINE POST p
WOVEN WIRE ELECTRIC �� jn, EXISTING TREES IN EXCAVATION
WIRE AREAS TO BE REMOVED UNLESS
OTHERWISE DIRECTED BY DESIGNER
� INSTALL COIR MATTING (ROLANKA
BIOD -MAT90 OREQUIVALENT) PER
/ MANUFACTURER'S INSTRUCTIONS
EXCAVATE/ GRADE UPPER BANK
LINE PANEL
INSTALL LIVE STAKES
COMPACTED BARBED OR EXISTING CHANNEL BANK
BA BRILL ELECTRIC WIRE LINE POST - z
(12" LIFTS) nE
TIE TO EXISTING GRADE
OF SOLUTIONS PYRAMAT 4" TO 6 � WOVEN WIRE: MIN SLOPE 2:1 1.5' TO 2.0
PLAN VIEW LINER OR EQUIVALENT T ASTM CLASS 3 GALVANIZED. (DESIGNERTOMARK
TOP AND BOTTOM WIRES MIN. 12 GAUGE. N FIELD PRIORTO
of z INTERMEDIATE AND STAYWIRES MIN.
EXISTING TOB WOVEN WIRE n / CONSTRUCTION)
GROUND UNE 12 1/2 GAUGE.
sa
NOTES:
1. TREES NOT INDICATED TO BE REMOVED SHALL BE
a PROTECTED DURING CONSTRUCTION IN ACCORDANCE
LIGHTLY COMPACTED BACKF ILL INSTALL PERMANENT WITHPLANS AND SPECIFICATIONS.
BOR PER STANDARD PROCTOR TEST LINERPER 2. KEY {N COIR MATTING PER DIRECTION OFENGINEER.
SPILLWAY ( TEST) 3. SEED AND MULCHALL BANKS PRIOR TO INSTALLING EXISTING
1.0' MINIMUM COIR MATTING. CHANNEL BED
ELEVATION — INSTRUCTIONS
WATER FLOW WOVEN WIRE WTHONE BARB DETAIL
5 3 B TYPICAL BANK GRADING (OPT 1)
FINISHED OF SOLUTIONS PYRAMAT
COMPACTED
BA BRILL GRADE LINER OR EQUIVALENT LINE POSTS (WOODEN)'. MIN. 4 IN DIAM. OR 4 I . SQUARE.
(12" LIFTS) NTS
LINE POSTS (STEEL)'. STUDDED OR PUNCHED T, U, CRY SHAPED, WITH ANCHOR PLATES.
MIN. WEIGHT 1.3 LBS. /FT. (EXCLUDING ANCHOR PLATE). POSTS SHALL BE DRIVEN A MINIMUM OF 18" DEEP AND MUST BEAT
CHANNEL LEAST 5.5 FT IN LENGTH - _�
NVERT 6
... ACK i
SPECIES AND TREATMENT RANGE THBARK: USE UNTREATED DURABLE POSTS THAT IS SUCHATI RED CEDAR, BL _Y --�1�-
.. .. .. .. .. LOCUST OR OSAGE -0RANGE WITH BARK REMOVED,OR NONDURABLE WOOD THAT IS PRESERVATIVE PRESSURE �-
"" TREATED (0.40 LBS. /CUBIC FOOT CCA,OR EQUIVALENT NONGCA TREATMENT). DO NOT USE RED PINE.
. .. GEOSOLUTIONS
PYRAMATLINEROR EXISTING TREES IN EXCAVATION
TYPICAL SECTION EQUIVALENT %/ 4P AREAS TO BE REMOVED UNLESS
SPILLWAY SECTIONAL VIEW WOVEN WIRE FENCE (NRCS DETAIL 382A) �✓ OTHERWISE DIRECTED BY DESIGNER
NTS
INSTALL COIR MATTING (ROLANKA
BIOD -MAT90 OREQUIVALENT) PER
CHANNEL PLUG WITH SPILLWAY MANUFACTURER'S INSTRUCTIONS
NTS EXCAVATE / GRADE UPPER BANK
INSTALL LIVE STAKES
DIBBLE PLANTING METHOD
EXISTING CHANNEL BANK
PROPOSED TOP OF BANK USING THE KBC PLANTING BAR
ELEVATION IS GREATER
THAN 0.75' BELOW
5'T, 015' EXISTING GRADE. 5, T015 TIE EXISTING GRADE
j^I j^I r MIN SLOPE 1.5:1
SL
2 inch (TYP. SLOPE OF 2 TO 3:1)
1.5' To 2.0'
DESIGN (DESIGNER TO MARK
CROSS - SECTION IN FIELD PRIORTO
BENCH CONSTRUCTION)
TIE TO EXISTING GRADE;
MAX SLOPE 2H:1V TIE TOIEAXIXSSLOPE 2HDV 1.OTTREES NOT INDICATED TO BE REMOVED SHALL BE
PROTECTED DURING CONSTRUCTION IN ACCORDANCE
TYPICAL CROSS-SECTION WHEN TOD 10.75' BELOW EXIYTINF FPA E 1. INSERT 2. REMOVE 3. INSERT WITHPLANS AND SPECIFICATIONS.
PLANTING BAR AS PLANTING BAR PLANTING BAR 2 2. KEY {N COIR MATTING PER DIRECTION OFENGINEER.
SHOWN AND PULL AND INCHESTOWARD 3. D AND MULCHALL BANKS PRIOR TO INSTALLING 5' To 7'
HANDLETOWARD PLACESEEDING PLANTER FROM SEED EXISTING
PLANTER. AT CORRECT SEEDING. . BENCH CHANNEL BED
DEPTH.
PROPOSED TOP OF BANK
ELEVATION IS LESS THAN
0.75' BELOW EXISTING ,y TYPICAL BANK GRADING OPT 2
GRADE.
r NTS
DESIGN
CROSS - SECTION
TIE TO EXISTING GRADE; TIE TO EXISTING GRADE;
MAX SLOPE 5H:1 V MAX SLOPE 5H:1 V
4. PULL HANDLE OF 5. PUSH 6. LEAVE
BARTOWARD HANDLE COMPACTION
TYPICAL CROSS-SECTION WHEN TOD< 0.75' BELOW EXISTING GRADE PLANTER, FIRMING FORWARD HOLE OPEN.
SOIL AT BOTTOM. FIRMING SOIL WATER Z
AT TOP. THOROUGHLY.
COMPACTED FILL MATERIAL.
PLANTING NOTES: SEED AND MULCH.
2
NOTES 1 F/ \ J.
MINIMUM CUMULATIVE DURINGPLANTING, SEEDLINGS PLANTED6FT. T010 FT. ON /
REACH BENCH WIDTH BENCH WIDTH SHALL BE KEPT IN A MOIST CENTER, RANDOM SPACING,
CANVAS BAG OR SIMILAR AVERAGING B FT. ON CENTER,
1 5' NA NTAINER SYSTEMS O PREVENT DRYING. APPROXIMATELY 660 PLANTS -
2 5' 1 +0' ROOT SYSTEMS FROM DRYING. PERACRE.
3A 5' 112'
3B 5' 110' KBCPANTNGBAR CROSS SECTIONAL VIEW
3C 5' 15' PLANTING BAR SHALL HAVE A
5A 10' 120' BLADE WITH A TRIANGULAR
5B NA NA CROSS SECTION, AND SHALL
�D CKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, INC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com cc
jr
LICENsEuo
PROJ. DATE: OCT '201'2
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
45
PROJ. NO.:
20120090.00. RA
4 INCHES WIDE AND
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1INCH THICK AT CENTER.
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1. BERM SHALL BE SEEDED WHEN BERM CONSTRUCTION IS
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COMPLETE. SEE PLANTING SHEETS FOR SEED MIX.
TYPICAL CROSS - SECTION GRADING
A L SEEDLINGS SHALL BE ROOT
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2 SHOWNS UNLESS OTHERWISE TNOTED. HE DIMENSIONS
NTS
PRUNED, IF NECESSARY, SO THAT
NO ROOTS EXTEND MORE THAN
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3. IN LOCATIONS WHERE THE BERM CROSSES A FARM ROAD
OR ACCESS, (1) A MINIMUM SIDESLOPE OF 4:1 SHALL BE
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PERMANENT BERM
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�D CKSON
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Drive
Raleigh, INC 27607
(v) 919.782.0495
(f) 919.782.9672
www.wkdickson.com cc
jr
LICENsEuo
PROJ. DATE: OCT '201'2
Q.C.: FM
Q.C. DATE: AUG 2013
DRAWING NUMBER:
45
PROJ. NO.:
20120090.00. RA
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