20090547 Ver 1_Mitigation Plans_20090514

600 E. Fourth Street
Charlotte, NC 26202
Fax [phone]
)09
Lmanoa .tones
1S Army Corps of Engineers
51 Patton Avenue, Room 208
Lsheville, NC 28801-5006
09-0547
Site Specific Mitigation Plan
Briar Creek Stream Enhancement: Randolph to Providenct
Hydrologic Unit Code # 03050103 (Lower Catawba)
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MAY 1 4 2009
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
7harlotte-Mecklenburg Storm Water Services (CMSWS) is pleased to present a Site Specific Mitigation Plan
;SSMP) for the Briar Creek Stream Enhancement Project: Randolph to Providence. This project includes 7,650
linear feet of stream restoration and enhancement, of which 1.750 feet of stream enhancement and 930 feet of
stream restoration are being proposed for mitigation credit tinder the City of Charlotte's Mitigation Banking
Instrument (MBI). The additional 4,970 LF of Briar Creek will be completed as part of a habitat and water quality
improvement project.
Enhancement credit for the Briar Creek mitigation reach is proposed at a credit ratio of 2:1, which is anticipated to
produce 875 stream mitigation units (SMUs). Restoration credit for the Museum Drive Tributary is proposed at a
credit ratio of 1:1, which is anticipated to produce 930 SMUs. The total number of credits proposed for this project
is 1805 SMUs. No wetland mitigation units (WIVIUs) are proposed for this project.
meet the requirements set forth by the MBI, the City of Charlotte would like to request that the portion of the
iar Creek Stream Enhancement Project proposed for credit in the SSMP be approved by the MBRT and that 159c'
the total credits (270.75 SMUs) be released into the Umbrella Bank upon approval of the SSMP.
)k forward to discustiug this project with you. If you have any questions, don't hesitate to contact me at (704)
0966 or jkarlLR ci.cii;ti-lt)tte.nc,us.
S i ncereh

atrod j. Karl
Nlilwwtion Admimst]
Attachment: Briar Creek 1
cc: Becky Fox, USEPA
Bryan Tompkins, USF
Eric Kulz, NCDWQ
Ron Linville, NCWRC
Jimmy Gordon, CMSV
file
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\rV/ i pollution or drainage rr-blell, ' p
illltii i!VI ''
•09-054T
Briar Creek Enhancement
Randolph Road to Providence Road
Site Specific Mitigation Plan
Briar Creek and Museum Drive Tributary
Charlotte, North Carolina
May 6, 2009
ISSUED FOR INTERAGENCY REVIEW TEAM (IRT) REVIEW
Prepared for:
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WAIM STORM
WATER
Prepared by:
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ENGINEERING
MAY 1 4 2009
DENR -WATER QUALRY
KTLANDS VAT"'
BRANCH
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Executive Summary
Charlotte - Mecklenburg Storm Water Services (CMSWS) proposes to enhance 1,750 linear feet
(LF) of Briar Creek for mitigation credit, restore 930 LF of Museum Drive Tributary through
Eastover Park for mitigation credit, and enhance an additional 4,970 LF of Briar Creek as part of
a habitat and water quality improvement project. Enhancement credit for the Briar Creek
mitigation reach is proposed at a credit ratio of 2:1, which will produce 875 stream mitigation
units (SMUs). Restoration credit for the Museum Drive Tributary is proposed at a credit ratio of
1:1, which will produce 930 SMUs. The mitigation credits will be submitted for the City of
Charlotte's Umbrella Mitigation Bank.
The project's existing channels have been historically straightened, are vertically incised, and
lack channel habitat and riparian buffer features. This project will help to provide habitat
diversity, bank stability, and a riparian buffer to Briar Creek. The dimension, pattern, and profile
of the Museum Drive Tributary will be improved by restoring a meandering stream channel
within a floodplain bench and buffer corridor using natural channel design techniques.
Post-construction monitoring and success criteria for the portions of this project planned for
mitigation credit will be consistent with the Umbrella Mitigation Bank guidelines.
Briar Creek Enhancement: Randolph Road to Providence Road
Site Specific Mitigation Plan
Table of Contents
Executive Summary ........................................................................................... i
1.0 Introduction ........................................................................................... .1
1.1 Project Description ...................................................................................................... ..1
1.1.1 Project Location ................................................................................................... .1
1.1.2 Project Components ............................................................................................ .1
1.2 Project Goals and Objectives .......................................................................................2
2.0 Existing Conditions ..................................................................................2
2.1 Watershed Characterization .........................................................................................2
2.1.1 Drainage Area ........................................................................................................ 2
2.1.2 River Basin Designations and Surface Water Classifications ......................... 3
2.1.3 Land Use ................................................................................................................ 3
2.2 Site Conditions ...............................................................................................................3
2.2.1 Existing Conditions Survey .................................................................................. 3
2.2.2 Channel and Valley Classifications ................................................................... .. 7
2.2.3 Channel Morphology ........................................................................................... ..8
2.2.4 Channel Evolution and Stability Assessment .................................................. .. 9
2.2.5 Discharge and Bankfull Verification ................................................................. 10
2.2.6 Biological Assessment ........................................................................................ 11
2.2.7 Geology and Soils ............................................................................................... 13
2.2.8 Potential Constraints .......................................................................................... 14
3.0 Proposed Design Approach ................................................................... 15
3.1 Restoration Project Goals and Objectives ............................................................... .15
3.2 Design Rationale (Channel Dimension, Pattern and Profile) ................................ .15
3.2.1 Briar Creek Enhancement Design ..................................................................... 15
3.2.2 Museum Drive Tributary Restoration Design .................................................. 15
3.3 Sediment Transport ................................................................................................... .18
3.4 HEC-RAS Analysis ....................................................................................................... .19
3.5 In-Stream Structures .................................................................................................. .19
3.6 Vegetation .................................................................................................................... .19
4.0 Project Accounting ................................................................................ 21
4.1 Project Phasing ........................................................................................................... .21
4.2 Accounting and Financial Assurances ...................................................................... .22
4.3 Property Ownership and Easements ........................................................................ .22
4.3.1 Property Ownership ............................................................................................ 23
4.3.2 Easements ............................................................................................................ 23
5.0 Mitigation Bank Credits ......................................................................... 24
5.1 Credit Ratios .................................................................................................................24
5.2 Credit Release Schedule .............................................................................................25
6.0 Success Criteria ..................................................................................... 25
6.1 Stream Morphological Parameters and Channel Stability ......................................25
6.1.1 Dimension ..................................................................................................................25
6.1.2 Profile and Pattern .................................................................................................... 26
6.1.3 Substrate ....................................................................................................................26
6.2 Vegetation .....................................................................................................................26
6.3 Hydrology ......................................................................................................................27
6.4 Other Parameters ........................................................................................................27
7.0 Monitoring Plan .....................................................................................27
8.0 Maintenance and Long-Term Management ...........................................28
8.1 Maintenance .................................................................................................................28
8.2 Long Term Management Provisions ..........................................................................29
9.0 References ................................................................................................30
List of Tables
Table 1 Project Components
Table 2 Project Goals
Table 3 Briar Creek Existing Geomorphic Conditions
Table 4 Museum Drive Tributary Existing Geomorphic Conditions
Table 5 Summary of Calculated Bank-full Discharges
Table 6 Museum Drive Tributary: Mecklenburg Habitat Assessment Scores
Table 7 Reference Reach Geomorphic Conditions
Table 8 Museum Drive Tributary Design Parameters
Table 9 Briar Creek Planting Zones
Table 10 Museum Drive Tributary Planting Zones
Table 11 Credit Release Schedule
Table 12 Monitoring Plan Schedule
List of Figures
Figure 1 Site Map
Figure 2 USGS Map
Figure 3 Vicinity Map
Figure 4 Simon Channel Evolution Model
Figure 5 NC Piedmont Regional Curves with Existing Project Condition Data Overlay
Figure 6 Soils Map
List of Appendices
Appendix A Existing Conditions Geomorphic Summary
Appendix B Representative Photographs
Appendix C Restoration Plan Sheets
Appendix D City of Charlotte MBI General Provisions
1.0 Introduction
Charlotte - Mecklenburg Storm Water Services (CMSWS) plans to design and implement a
stream enhancement and water quality improvement project along Briar Creek from Randolph
Road to Providence Road. The project reach is approximately 6,720 linear feet (LF) in length
and includes channel, bank, and floodplain improvements. In addition, a stream restoration
design has been developed for 930 LF along the Museum Drive Tributary. The project is
illustrated in Figure 1. Approximately 1,750 LF of the Briar Creek enhancement and the 930 LF
of the Museum Drive Tributary restoration will be submitted for mitigation credit for the City of
Charlotte's Umbrella Mitigation Bank. Project details specific to the mitigation bank are
included in Section 5.
1.1 Project Description
1.1.1 Project Location
The Briar Creek enhancement project is located in Mecklenburg County, NC, southeast of
downtown Charlotte (Figure 2). Traveling east on I-277, proceed east onto 3rd Street, and make
a left over to Randolph Road via South Colonial Avenue. Continue east on Randolph Road
another three quarters of a mile until reaching Briar Creek at the Mint Museum of Art. The Briar
Creek portion of the project extends south approximately 6,720 LF to Providence Road.
The Museum Drive Tributary is located southeast of the Mint Museum of Art between Museum
Drive and Briar Creek, as shown on Figure 1. This tributary flows southeast into Briar Creek.
1.1.2 Project Components
The Briar Creek Enhancement project has been broken into four reaches which are described in
more detail in Table 1.
Table 1. Project Components
Reach Name Reach Length. Management
Recommendation
Museum Drive Tributary 930 Restoration Priority 2
Briar Creek Reach 1 1,750 Enhancement Level 1/ II
Briar Creek Reach 2 3,280 Enhancement Level I/ II
Briar Creek Reach 3 1,690 Enhancement Level 1/ 11
The Museum Drive Tributary will be restored using a Rosgen Priority Level 2 approach. A
Priority Level 2 approach involves the excavation of a floodplain at a lower elevation than the
historic floodplain and restoration of dimension, pattern and profile of the channel within the
newly constructed floodplain. The enhancement work being done on Briar Creek includes bank
grading, floodplain bench excavation, installation of in-stream structures, native buffer
establishment, and invasive species management. The enhancement work will allow Briar Creek
access to a floodplain during bankfull events.
Briar Creek Enhancement: Randolph Road to Providence Road
Site Specific Mitigation Plan
1.2 Project Goals and Objectives
The proposed project will provide numerous ecological benefits within the Catawba River Basin.
While many of these benefits are limited to the Briar Creek project area, others, such as pollutant
removal and improved aquatic and terrestrial habitat have more far-reaching effects. Expected
improvements to water quality and ecological processes are outlined below in Table 2 as project
goals.
Table 2. Prniect GnAr,
Project goal How project will seek to reach goal
Removal of harmful Runoff will be filtered through buffer zones. Flood flows will be
nutrients from creek filtered through restored floodplain areas, where flood flow will
flow, spread through native vegetation. Vegetation uptakes excess
nutrients.
Stream bank erosion which contributes sediment load to the creek
will be reduced. Eroding streambanks will be stabilized by increased
Reduce pollution of woody root mass in banks and reducing channel incision.
creek by excess Urban storm flow containing grit and fine sediment will be filtered
sediment through restored floodplain areas, where flow will spread through
native vegetation. The spreading flood flows will reduce velocity,
allowing sediment to settle out.
Increase dissolved In-stream structures and steeper riffle profile sections will promote
oxygen
concentrations aeration of water.
Improve stream bank Eroding streambanks will be stabilized using bioengineering, natural
stability channel design techniques, and grading to reduce bank angles and
bank height.
In-stream structures will be constructed to improve habitat diversity
Improve in-stream and trap detritus. Wood structures will be incorporated into the
habitat stream as part of the restoration design. Such structures may
include log drops and rock structures that incorporate woody debris.

Restoration of Adjacent buffer and riparian habitats will be restored with native
terrestrial habitat vegetation as part of the project. Native vegetation will provide cover
and food for terrestrial creatures.
Native plant species will be planted, invasive species will be treated

Improve aesthetics ,
and eroding and unstable areas will be stabilized as part of this
project.
2.0 Existing Conditions
2.1 Watershed Characterization
2.1.1 Drainage Area
The Briar Creek watershed is located in a highly developed urban setting; approximately 81 % of
the land in the 17.9 square mile watershed has been developed (Figure 3). Approximately 32%
of the land surface is impervious. The land uses within the watershed include: residential (72%),
industrial (2%), commercial (11 %), institutional (3%), and woods (12%).
briar creek Enhancement: Randolph Road to Providence Road 2
Site Specific Mitigation Plan
The Museum Drive Tributary is located southeast of the Mint Museum of Art and drains to Briar
Creek. The headwaters of the tributary drain the area south of Randolph Road and east of
Providence Road (Figure 3). The 130-acre (0.20-square mile) watershed is also highly
developed. Approximately 88% of the land in the watershed has been developed and
approximately 25% of the land surface is impervious. The land uses within the watershed
include: residential (90%), commercial (5%), and woods (5%).
2.1.2 River Basin Designations and Surface Water Classifications
Briar Creek (NCDWQ Stream Index Number 11-137-8-2) and the Museum Drive Tributary are
located within the Catawba River Basin 03050103 and NCDWQ Subbasin 03-08-34. The
reaches are classified as "C" waters, which are protected for uses such as secondary recreation,
fishing, wildlife, fish consumption, aquatic life including propagation, survival and maintenance
of biological integrity, and agriculture. Secondary recreation includes wading, boating, and other
uses involving human body contact with water where such activities take place in an infrequent,
unorganized, or incidental manner. Briar Creek flows to Little Sugar Creek which is included on
the state 303(d) list of impaired streams for biological integrity and high fecal coliform
concentrations.
2.1.3 Land Use
The project is located in an urbanized, fully developed area of the City of Charlotte. Land uses
adjacent to the project limits to the east of Reach 1 of Briar Creek are a combination of
commercial and residential development. The property immediately to the west of Reach 1
includes a neighborhood park and the Mint Museum of Art which is largely grassed with some
impervious parking areas. The Museum Drive Tributary flows through Eastover Park adjacent to
the Mint Museum. The area to the west of Reaches 2 and 3 of Briar Creek is residential, while
on the east is a forested buffer approximately 600 feet in width. A greenway trail is being
planned by Mecklenburg County Park and Recreation in the undeveloped land.
2.2 Site Conditions
2.2.1 Existing Conditions Survey
Briar Creek has been historically straightened, dredged, and maintained. These activities were
typically performed in order to accommodate further development and to control flooding. The
stream banks along the majority of the project corridor have been lined with riprap in the recent
past in order to control erosion. Vegetation communities throughout portions of the project area
have been managed by cutting and spraying in areas of utility line rights-of-way and are heavily
maintained adjacent to residential homes, parks, and businesses.
The project corridor along Briar Creek is comprised of three reaches as shown in Figure 1,
including:
• Reach 1- Randolph Road to Eastover Park property line (approximately 1,750 LF of
open channel);
• Reach 2 - Eastover Park property line to unnamed tributary downstream of
Meadowbrook Road (approximately 3,280 LF of open channel); and
Briar Creek Enhancement: Randolph Road to Providence Road
Site Specific Mitigation Plan
• Reach 3 - Unnamed tributary downstream of Meadowbrook Road to Providence Road
bridge (approximately 1,690 LF of open channel).
The existing geomorphic conditions survey of Briar Creek includes three approximately 500-
linear foot longitudinal profiles representative of each reach, in addition to 13 cross section
surveys of representative riffles, pools, and run features. Areas of cross sectional surveys were
chosen based on overall representative geomorphic features and available bankfull indicators,
including breaks in bank slope and flat depositional features in order to determine a Rosgen
channel classification for each reach A summary of the existing geomorphic conditions for
Briar Creek is shown in Table 3.
Table 3. Briar Creek Existin Geomor hic Conditions
Notation Units Reach 1 Reach 2 Reach 3
min max av min max av min max av
stream type G4c G4c F5
drainage area DA sq mi 14.6 16.1 15.4 16.1 16.8 16.5 16.8 17.8 17.3
bankfull discharge Qble cfs 650 1,000 650 1,000 650 1,000
Cross-Section
Features
bankfull cross-
sectional area Aba SF 199.0 280. 199.9 189.6 207.2 198.4 202.1 211.0 206.6
average velocity
during bankfull
event
vud
fps
4.0
4.1
4.05
3.9
4.0
3.95
4.0
5.7
4.85
width at bankfull wbW feet 42.1 45.6 43.9 39.2 43.6 41.4 50.2 58.0 54.1
maximum depth at
bankfull dmax feet 5.43 6.10 5.77 6.23 6.94 6.59 5.21 5.62 5.42
mean depth at
bankfull dw feet 4.40 4.73 4.57 4.76 4.84 4.80 3.48 4.13 3.81
bankfull width to
depth ratio
ww/
8.9
10.4
9.6
8.1
9.2
8.6
12.4
16.7
14.5
depth ratio dmaxldba 1.2 1.3 1.3 1.3 1.4 1.4 1.4 1.5 1.5
bank height ratio BHR 2.2 2.8 2.4 1.9 2.1 2.0 1.5 1.8 1.7
floodprone area
width wrpa feet 55 63 59 71 86 78 83 107 95
entrenchment ratio ER 1.3 1.4 1.3 1.8 2.0 1.9 1.6 2.0 1.8
Sinuosity
valley slope Svalley feet/ foot 0.0018 0.0012 0.0015
channel slope Sdiannel feet/ foot 0.0012 0.0011 0.0015
sinuosity K 1.03 1.01 1.00
Riffle Features
riffle slope Srlffle feet/ foot 0.003 0.014 0.007 0.002 0.031 0.016 0.002 0.021 0.010
riffle slope ratio Srlttle/Schannel 2.6 11.6 5.8 1.5 29.8 15.7 1.2 13.9 6.7
Pool Features
pool slope Spool feet/ foot 0.000 0.001 0.001 0.000 0.001 0.001 0.000 0.002 0.001
pool slope ratio Spool/Schannel 0.0 1.1 0.4 0.0 0.7 0.6 0.0 1.5 0.5
pool-to-pool
spacing
Lp-p
feet
99
193
131
66
184
115
84
188
136
Briar Creek Enhancement: Randolph Road to Providence Road 4
Site Specific Mitigation Plan
Notation Units Re ach 1 R ead 2 Reach 3
pool spacing ratio Lp-pAvw 2.3 4.4 3.0 1.6 4.5 2.8 1.5 3.5 2.5
maximum pool
depth at bankfull
dP°°'
feet
6.64
8.16
7.25
4.83
7.72
6.76
5.67
6.58
6.28
pool depth ratio dpoo,/dud 1.5 1.8 1.6 1.0 1.6 1.4 1.5 1.7 1.7
pool width at
bankfull W" feet 42.4 42.4 42.4 34.6 34.6 34.6 NA1 NA1 NA1
pool width ratio W"JW a 1.0 1.0 1.0 0.8 0.8 0.8 NA1 NA1 NA1
pool cross-
sectional area at
bankfull
Ate,
SF
232.5
232.5
232.5
202.2
202.2
202.2
NA1
NA1
NA1
pool area ratio Abu/Apooi 0.9 0.9 0.9 1.0 1.0 1.0 NA1 NA1 NA1
Pattern Features
belt width wbn feet 0 42 HS2 0 38 HS2 0 66 HS2
meander width
ratio wbn?bu 0.0 1.0 HS2 0.0 0.9 W
0.0
1.2
HS2
meander length L°, feet 167 185 HS2 298 391 HS2 420 420 HS2
meander length
ratio L,,,/wbw 3.8 4.2 HS2 7.2 9.4 HS2 7.8 7.8 HS2
radius of curvature R° feet 330 510 HS2 517 1029 HS2 601 601 HS2
radius of curvature
ratio R°/wW 7.5 11.6 HS2 12.5 24.9 HS2 11.1 11.1 HS2
Sediment
Particle Size Distribution from Reach-Wide Pebble
Count
dso material for Rosgen classification Coarse Gravel Coarse Gravel Very Coarse Sand
d16 mm 0.38 0.21 0.36
d3s mm 0.87 2.4 0.77
dso mm 24.2 22.2 1.8
da4 mm 141 139 35
des mm 362 180 157
Particle Size Distribution from Riffle Pebble Count X4 X9 X12
d16 mm 12.5 16.0 8.0
d35 mm 32.1 36.3 23.1
dso mm 54.5 61.6 31.0
d64 mm 121 163 144
dss mm 212 327 218
Particle Size Distribution from Riffle Subpavement
Analysis
d16 mm 0.9 2.3 0.66
d35 mm 4.8 19.1 3.0
dso mm 14.6 50.6 9.3
d64 mm 76.2 NA1 42
dss mm NA1 NA1 52
Notes
1. NA: Data not available from survey.
2. HS: Channel has been historically straightened, moved, and/or maintained to prevent pattern formation.
Briar Creek Enhancement: Randolph Road to Providence Road
Site Specific Mitigation Plan
The Museum Drive Tributary has been
straightened and piped in order to
promote downstream drainage of storm
water flows from Museum Drive to
Briar Creek and to reduce localized
flooding of the Eastover neighborhood.
The open channel bed (approximately
700 LF) has been lined with concrete
and 225 LF of the channel is piped to
discharge to Briar Creek. Vegetation
has been heavily maintained along this
reach and includes several mature trees
and maintained lawn immediately
adjacent to the concrete-lined channel
bed.

`mc

":.. ON

The existing geomorphic conditions survey of Museum Drive Tributary includes a longitudinal
profile and four cross section surveys of representative riffle and pool features. The historically
modified channel proved difficult in selecting representative features as a result of the extremely
uniform channel profile. A summary of the existing geomorphic conditions for Museum Drive
Tributary is shown in Table 4.
Table 4. Museum Drive Tributarv Existino Geomornhir Conditions
Notation Units Existing Conditions
min max avg
stream type Gc
drainage area DA sq mi 0.16 0.20 0.18
bankfull discharge Qbkf cfs 37 39 38
Cross-Section Features
bankfull cross-sectional area Abkf SF 7.2 7.3 7.3
average velocity during bankfull event \/bkf fps 5.1 5.4 5.3
width at bankfull wbkf feet 8.3 9.0 8.6
maximum depth at bankfull dmax feet 1.3 1.4 1.3
mean depth at bankfull dbkf feet 0.8 0.9 0.8
bankfull width to depth ratio wbkf/dbw 9.5 11.1 10.3
depth ratio dmax/dw 1.6 1.6 1.6
bank height ratio BHR 3.5 4.1 3.8
floodprone area width wfpa feet 14 16 15
Entrenchment ratio ER 1.7 1.7 1.7
Sinuosity
valley slope Svalley feet/ foot 0.0033
channel slope Schannel feet/ foot 0.0033
Briar Creek Enhancement: Randolph Road to Providence Road 6
Site Specific Mitigation Plan
Notation Units Existing Conditions
sinuosity K 1.00
Riffle Features
riffle slope Sriffle feet/ foot 0.003 0.008 0.006
riffle slope ratio Sriffle/Schannel 1.0 2.5 1.8
Pool Features
pool slope Spool feet/ foot 0.001 0.002 0.001
pool slope ratio Spool/Schannel 0.2 0.6 0.4
pool-to-pool spacing Lp_p feet 38 128 83
pool spacing ratio Lp_p/Wbkf 4.4 14.8 9.6
maximum pool depth at bankfull dpool feet 1.33 1.33 1.33
pool depth ratio dpool/dbkf 1.6 1.6 1.6
pool width at bankfull Wpool feet 8.1 8.1 8.1
pool width ratio wpool/Wbkf 0.9 0.9 0.9
pool cross-sectional area at bankfull Apool SF 6.9 7.1 7.0
pool area ratio Abkf/App 1.0 1.0 1.0
Pattern Features
belt width Wblt feet HS HS HS
meander width ratio Wblt/Wbkf HS HS HS
meander length Lm feet HS HS HS
meander length ratio Lm/wbkf HS HS HS
radius of curvature Rc feet HS HS HS
radius of curvature ratio Rc/ Wbkf HS HS HS
Notes
HS: Channel has been historically straightened, moved, and/or maintained to prevent pattern
formation.
2.2.2 Channel and Valley Classifications
The Briar Creek and Museum Drive Tributary project corridors are urban reaches bound by
broad valleys and gentle elevation relief. This surrounding fluvial and morphological landform
is classified as Valley Type VIII (Rosgen, 1996). Alluvial terraces and broad floodplains are
typically the predominant depositional features for this valley type; however, due to extensive
urban development these features are much less defined in the Briar Creek watershed. Slightly
entrenched and meandering Rosgen C or E channels are the typical stream types found in Type
VIII valleys, in addition to D, F, and G stream types (Rosgen, 1996). Historical straightening,
dredging, and channel modifications of Briar Creek and Museum Drive Tributary have resulted
in alteration of the channel type.
Urban stream reaches that have been historically maintained and armored are difficult to classify
accurately in the Rosgen channel classification system. Reach 1 of Briar Creek currently
classifies most nearly as a straightened Rosgen G4c channel type. The channel substrate is
dominated by coarse gravel with some of the deeper pools exhibiting finer sandy sediment,
characteristic of an urban watershed. Riprap from past bank stabilization efforts can be found in
Briar Creek Enhancement: Randolph Road to Providence Road 7
Site Specific Mitigation Plan
small portions of the channel bed at the upstream end of the reach. These previous stabilization
activities and channel modifications have prevented the channel from freely adjusting to its
watershed hydrology. Reach 1 is slightly more incised than the remainder of the downstream
project corridor with bank height ratios of 2.2 to 2.8.
Reach 2 currently classifies most nearly as a straightened Rosgen G4c channel. This portion of
the project is also dominated by coarse gravel with pockets of finer sandy sediment throughout.
The historical straightening and dredging of Briar Creek has resulted in increased bank height
ratios in the 1.9 to 2.1 range.
Reach 3 of Briar Creek classifies as a Rosgen F5 channel and is dominated by a coarse sand
substrate. The dominance of sandy substrate in this portion of the project correlates with higher
width/depth ratios, resulting in an over-wide channel unable to carry its bed load. Historic
straightening and dredging continue to prevent this downstream reach from freely adjusting to
channel- forming flow. Deposition occurs both in alternating bars and in mid-channel bars.
Adjacent sewer lines and riprap bank armoring have prevented further widening of the channel.
Museum Drive Tributary classifies most nearly as a straightened Rosgen Gc channel. No
substrate exists within the channel bed as a result of a concrete bed lining. Pockets of medium to
coarse sand were observed at the time of the geomorphic survey. This channel flows through the
broad floodplain of Briar Creek and has been channelized as a storm drainage feature.
2.2.3 Channel Morphology
Overall, Reach 1 of Briar Creek exhibits incised conditions with separation from its floodplain
and bank height ratios ranging from 2.2 to 2.8. The upper portion of this reach is defined by
large, deeply scoured pools and a short riffle structure immediately downstream of the Randolph
Road Bridge. This long section of expansive pools eventually transitions to a section of bedrock
outcrop that provides several well-defined shallow, step riffle structures. Reach 1 remains
incised and disconnected from its floodplain and exhibits few riffle-pools sequences between the
bedrock outcrop and the Eastover Park property boundary. The banks throughout this reach are
steep and are embedded with riprap. Deposition has occurred over a majority of this rip rap and
has allowed for establishment of vegetation including native hardwoods and invasive vine and
shrub species.
Reach 2 continues as an incised channel with slightly lower bank height ratios (ranging from 1.9
to 2.1) than Reach 1. Overall, this reach is defined by very long sandy runs and very few well-
formed pools and riffles. An increase in sediment deposition was observed in this reach,
indicating portions of the channel are over-wide. Stream banks are heavily riprapped with some
fine-grain sandy deposition occurring at bankfull elevation. An increase in the amount of
invasive shrub and vine vegetation was observed throughout the majority of this reach.
Reach 3 of Briar Creek exhibits a large amount of sediment deposition in the form of alternating
sandy benches and mid channel bars. Very few defined riffle-pool sequences are present and a
large percentage of the channel bed is dominated by long sandy runs, indicating an over-wide
channel unable to carry its sediment load. Low flow meanders are beginning to form in portions
of this reach. Briar Creek remains incised and disconnected from its floodplain and exhibits
Briar Creek Enhancement: Randolph Road to Providence Road 8
Site Specific Mitigation Plan
bank height ratios ranging from 1.5 to 1.8. Vegetation along this portion of the channel is
dominated by invasive vine vegetation, providing little additional bank stability atop the riprap
from past bank stabilization.
The Museum Drive Tributary is a straight, concrete- lined constructed channel with no floodplain
access. Riffle and pool features are barely defined; the channel is uniformly sloped with only
slight bedform variation. Vegetation is limited to mowed lawn to the edge of the concrete lining.
2.2.4 Channel Evolution and Stability Assessment
Within the Briar Creek project corridor, a transition in the type of channel evolution is exhibited
from the upstream end at Randolph Road downstream to Providence Road. Channel evolution
models describe the erosional processes that may be occurring and as a result, the overall
stability of a channel at a particular location (Simon, 1986). The overall trend for Briar Creek
shows a transition from a Class III/IV evolution stage at the upstream end to a Class IV
throughout the central portion of the project and eventually to a Class V toward the downstream
end as shown in Figure 4.
The banks along Reach I of Briar Creek exhibit a large amount of riprap from past stabilization
work. As a result, the upstream portion of this Reach (approximately 800 LF) is experiencing
vertical degradation, as evident by the presence of deeply scoured pools and lack of riffle
structures; these are indicators of a Class III channel evolution type. Few small pockets of bank
erosion exist in this area as a result of riprap failure, but very little channel widening is
occurring. Approximately 800 linear feet downstream of Randolph Road, Reach I begins to
transition to a Class IV evolution stage. This transition can be attributed to the presence of an
approximate 300- linear foot section of bed rock. This grade control is preventing localized
degradation of the channel bed and allowing for increased widening and bank erosion. The
occurrence of slumped material and steep sandy benches becomes much more prevalent
throughout the remaining portion of Reach 1 along with a few shallow riffles. Reach 1 is
indicative of an entrenched, incised channel with entrenchment ratios ranging from 1.3-1.4, bank
height ratios ranging from 2.2 to 2.8, and width/depth ratios of 8.9 to 10.4.
The majority of Reach 2 exhibits Class IV evolution stage characteristics similar to the lower
portion of Reach 1. The banks along this reach are heavily riprapped, yet channel widening is
more prevalent along the left bank. A large portion of this reach has steep sandy benches and
pockets of bank erosion due to fewer woody species and a larger number of invasive vine and
shrub species. Long sandy runs dominate the channel bed with very few defined riffle-pool
sequences. An increasing number of areas throughout this reach show signs of Class V
evolution; over-wide areas result in the channels inability to carry its bed load and the formation
of alternating sandy bars and mid-channel bars. Reach 2 also shows indications of low flow
meanders forming in several areas within the channel bed. This reach exhibits decreased
incision from Reach 1 with bank height ratios of 1.9 to 2.1; width/depth ratios remain relatively
low at 8.1 to 9.2 in the few stable riffles that were surveyed. The reach is dominated by long
runs with a higher width/depth ratio.
Reach 3 exhibits characteristics of a Class V evolution stage with the continuation of long sandy
runs with a dominance of alternating sandy bars and large mid-channel bars. Width/depth ratios
Briar Creek Enhancement: Randolph Road to Providence Road 9
Site Specific Mitigation Plan
for this reach are higher than upstream portions of Briar Creek at 12.4 to 16.7, which is
characteristic of an over-wide channel unable to effectively carry its sediment load. Alternating
sandy bars are still developing; some grass has established but no woody vegetation has taken
root. These bars are still in flux. Very little bank erosion is prevalent in Reach 3 as a result of
riprap armoring being dominant throughout the project area. Low flow meanders shaped by
alternating bar deposition are more prevalent in this downstream reach. Reach 3 exhibits bank
height ratios of 1.5 to 1.8 and moderate entrenchment ratios of 1.6 to 2.0 with higher width/
depth ratios in the 12.4 to 16.7 than the remainder of the project reaches.
The Museum Drive Tributary exhibits a Class II evolution model. The channel bed of this entire
reach is lined with concrete, preventing any vertical degradation. Additionally, the channel
banks show little to no signs of widening, with minimal scour lines present at bankfull elevation
and no sediment deposition. The Museum Drive Tributary is an incised, constructed channel
with bank height ratios of 3.4 to 4.2. This reach exhibited entrenchment with a ratio of 1.7 and
relatively low width/depth ratios of 9.5 to 11.1.
2.2.5 Discharge and Bankfull Verification
Bankfull stage indicators identified throughout the project corridors of Briar Creek and Museum
Drive Tributary include a break in slope on flat depositional features, scour lines on steep banks,
and minor sediment deposition on vegetation indicative of high water levels. These indicators
are consistent with other NC urban piedmont streams. Bankfull data for the project reach were
compared with the NC piedmont regional curve. Utilizing Manning's equation, approximate
bankfull discharges were calculated using the riffle cross-sectional areas, drainage areas, and
overall channel slope of each reach. The surveyed cross-sectional areas and approximate
bankfull discharges are shown overlaid with the NC regional curve in the attached Figure 5.
Analysis of the bankfull cross-sectional areas for Briar Creek reveal consistent plotting of the
data just above the NC piedmont rural regional curve data, indicating that bankfull stage was
adequately selected throughout the project corridor. Two exceptions to this include cross-section
6 in Reach 2 and cross-section 12 in Reach 3. These bankfull areas plot slightly lower along the
rural regional curve line due to these channel locations being narrower with potentially more
stable bank conditions. Calculation of discharges based on these bankfull cross-sections reveal
similarly consistent results, with data plotting just above the piedmont rural regional curve.
Predicted 2-year event discharges were calculated for each reach utilizing the United States
Geological Survey (USGS) regression equations for calculating peak discharge. This method
was used to compare the estimated bankfull discharge to an extrapolated recurrence interval
relationship. Bankfull discharge is typically expected to occur at a recurrence interval between 1
year and 2 years, and typically less than 1.5 years. A discharge corresponding to a recurrence
interval significantly outside this range could indicate a poor discharge value selection. Table 5
shows the 1.2-year and 1.5-year event discharges as extrapolated from the 2-year, 5-year, and 10-
year USGS regression equations for urban streams. These discharge estimates appear high,
likely because the regression equations were developed with discharge data through the 100-year
event.
Mecklenburg County's HEC-RAS hydraulic model deve loped for floodplain mapping was also
utilized for hydrologic flow data. The model includes a 2- year discharge for the Briar Creek
Briar Creek Enhancement: Randolph Road to Providence Road 10
Site Specific Mitigation Plan
watershed of 1,542 cubic feet per second (cfs) and a 10-year discharge of 3,772 cfs. An
extrapolation from these values provides an estimate of the 1.2-year and 1.5-year discharge
values. In addition, the surveyed bankfull feature elevations were input into the RAS model at
their corresponding longitudinal stations. A range of flows were run through the model to see
which flows produced a water surface elevation near to these bankfull features. The results of
this modeling indicate that a discharge between 600 and 1,000 cfs corresponds to the bankfull
elevations observed in the field.
Table 5. Summary of Calculated Bankfull Discharges
Briar Creek Briar Creek Briar Creek Museum Dr,
Reach 1 Reach 2 Reach 3 Triibuta
cross section Riffle Riffle Riffle Riffle Riffle Riffle Riffle Riffle' Riffle
X3 X4 X6 X9 X10 X11 X12 X1 X3
Bankfull Area S F 199 200.8 189.6 207.2 203.1 202.1 203.1 7.3 7.2
Manning's Equation 818 806 760 814 905 806 897 37 39
Discharge cfs
NC Rural Curve 642 675 698 27
8
Prediction cfs .
NC Urban Curve 1687 1761 1814 111
6
Prediction cfs .
Predicted USGS
1.2-year Discharge 2,191 2,314 2,402 30.8
cfs
Predicted USGS
1.5-year Discharge 2,420 2,552 2,646 51.2
cfs
Predicted RAS
1.2-year Discharge 834 834 834 N/A
cfs
Predicted RAS
1.5-year Discharge 1143 1143 1143 N/A
cfs
HEC-RAS Modeled 600- 1
000 600- 1
000 600- 1
000 N/A
Discharge cfs , , ,
Based on this range of analysis, a design discharge of 1,000 cfs was selected for Briar Creek and
38 cfs for the Museum Drive Tributary.
2.2.6 Biological Assessment
The project reach is located within an urbanized watershed. Small pockets of mature trees,
maintained lawns, shrub/scrub vegetation, and invasive species are often typical of urban stream
riparian buffers. The majority of the riparian areas located within the project corridor consist of
upland vegetation communities. These community types transition upstream to downstream;
from a number of mature hardwood species throughout the upper portion of the project corridor
to areas largely affected by invasive and exotic species further downstream.
Reach 1 of Briar Creek, extending downstream from Providence Road to the property boundary
of Eastover Park, exhibits a moderate number of mature hardwood and canopy species that
provide shade to the stream bed. These riparian areas are somewhat narrow as the result of urban
development and maintained lawns in Eastover Park. Typical canopy species along this reach
Briar Creek Enhancement: Randolph Road to Providence Road 11
Site Specific Mitigation Plan
include eastern cottonwood (Populus deltoides), tulip tree (Liriodendron tulipifera), willow oak
(Quercus phellos), box elder (Acer negundo), American sycamore (Platanus occidentalis), sweet
gum (Liquidambar styraciflua), green ash (Fraxinus pennsylvanica), winged elm (Ulmus alata),
and black cherry (Prunus serotina). Understory vegetation along this reach, found directly on
the stream banks and between the pockets of mature trees, includes privet (Ligustrum sinense),
Russian olive (Elaeagnus angustifolia), river birch (Betula nigra), glossy privet (Ligustrum
lucidum), mimosa (Albizia julibrissin), poison ivy (Toxicodendron radicans), red mulberry
(Morus rubra), and elderberry (Sambucus canadensis).
In stream habitats throughout Reach 1 consist of large deep pools with moderate canopy shade
for fish populations, overhanging shrubs and few shallow pools with moderate cobble substrate
for benthic macroinvertebrate populations. Approximately 200 linear feet of Reach 1 exhibits
bed rock outcrops in the channel bed, providing little to no in-stream habitat other than for a
small amount of periphyton.
Reach 2 of Briar Creek extends downstream from Eastover Park to Meadowbrook Road. A large
portion of this reach along the left bank has been cleared as a result of recent sanitary sewer line
construction. The right bank of this reach exhibits slightly fewer mature hardwood species and a
larger number of exotic and invasive species than Reach 1, offering fewer areas of shade to the
stream bed. Residential back yards including maintained lawns, fence rows, and gardens are
typical of these right bank vegetation communities. Typical canopy species along this reach
include American sycamore, green ash, willow oak, red maple (Acer rubrum), and longleaf pine
(Pinus palustris). A larger number of invasive shrub species can be found throughout this reach
including privet and Russian olive, as well as a larger number of vine and herbaceous species
including Japanese knotweed (Reynoutria japonica), kudzu (Pueraria montana), Johnson grass
(Sorghum halepense), porcelain berry (Ampelopsis brevipedunculata), air potato (Dioscorea
bulbifera), Japanese hops (Humulus japonicus), Nepal grass (Microstegium vimineum), smart
weed (Polygonum pensylvanicum), and various grasses (Festuca spp.).
In-stream habitat for Reach 2 consisted of fewer deep shaded pools for fish populations, small
pockets of undercut banks, overhanging shrubs, and few shallow riffles for benthic
macroinvertebrates. A large portion of this reach is characterized by long sandy runs with no
shade, offering little to no habitat for in-stream aquatic species.
Reach 3 extends from Meadowbrook Road downstream to the bridge at Providence Road. The
riparian corridor along this reach is completely dominated by invasive vine species such as
Japanese hops, air potato, and kudzu. Few solitary trees exist along this reach and provide little
to no in--stream shade including black cherry, and black willow (Salix nigra). Lack of suitable
riparian species is the result of existing adjacent sanitary sewer lines. Vegetation in these areas
has been impacted in the past as a result of sewer line access and more recently due to new
sanitary sewer line construction along the right bank of Briar Creek.
Reach 3 exhibited little in-stream habitat which included a few undercut banks covered by
overhanging vine and shrub vegetation, long runs dominated by sandy substrate, and very few
short riffles for benthic macroinvertebrate populations.
Briar Creek Enhancement: Randolph Road to Providence Road 12
Site Specific Mitigation Plan
The Museum Drive Tributary is located in Eastover Park and extends from Museum Drive to an
approximate 230-linear foot pipe system before entering Briar Creek. Eastover Park is a
maintained lawn area with large mature trees spaced throughout. Fescue is the dominant
vegetation along the lower stream banks and top of bank zones of the stream channel. Nearby
mature tree species, including sweet gum, red oak, red maple, and willow oak, offer moderate
canopy shade for a portion of the channel bed.
A habitat assessment was performed on the Museum Drive Tributary utilizing the Mecklenburg
Habitat Assessment Protocol (MHAP). MHAP is a semi-quantitative process of documenting
existing biological quality, water quality, and overall stream habitat conditions. As part of the
process, the conditions of a variety of habitat parameters are recorded (Table 6) and the reach is
given a score out of 200 total points. Notable parameters of the Museum Drive Tributary that
were documented during this process include a lack of epifaunal substrate for the establishment
of benthic macroinvertebrate populations, a low channel alteration score due to the channel bed
lined with concrete, a lack of existing riffle structures, and a poorly-vegetated buffer zone. Due
to the concrete lining, no interstitial voids were present in the bed for macroinvertebrate habitat,
resulting in a low score for embeddedness. Higher scores on the MHAP were achieved by this
channel among the parameters of sediment deposition and bank stability. Little to no sediment
or substrate is exhibited by this channel as a result of the concrete-lined bed allowing for any
accumulation to be flushed downstream during high flow events.
Table 6. Museum Drive Tributary: Mecklenburg Habitat Assessment Scores
Habitat Parameter Score
1. In-Stream Cover - only 1 habitat type rarely present, includes shallow pools 1
2. Epifaunal Substrate - riffles and runs nonexistent, concrete channel bed 0
3. Embeddedness - no substrate present, no available aquatic living space 0
4. Channel Alteration - 100% of channel bed has been lined with concrete 0
5. Sediment Deposition - less than 20% of channel bed affected by sand or silt accumulation 18
6. Frequency of Riffles - channel essentially straight with uniform depth, no defined shallow
riffle structures 0
7. Channel Flow Status - approximately 55-65% of available channel is full 9
8. Bank Vegetative Protection LB - 40% vegetation cover w/ many bare spots 2
RB - 70% vegetation cover, typically grasses 5
9. Bank Stability LB - 30-40% of bank has erosional areas 6
RB - 10-20% of bank has erosional areas 8
10. Vegetated Buffer Zone Width LB - no forested buffer, planted lawn grass 2
RB - no forested buffer, planted lawn grass 2
Total Score: 53
2.2.7 Geology and Soils
The City of Charlotte lies in the Charlotte Belt, which is a geologic zone comprised of
predominantly metavolcanic and plutonic rock types. The geology of the project area is
Devonian and Ordovician age granodiorite rock. The granodiorite is medium-grained, massive
to weakly foliated, and is comprised mainly of plagioclase and quartz (Goldsmith, 1984).
Briar Creek Enhancement: Randolph Road to Providence Road 13
Site Specific Mitigation Plan
The floodplain areas of the proposed project are mapped by the Mecklenburg County Soil
Survey. As shown in Figure 6, the soils found within the project site include Monacansoils with
hydric soil inclusions and Cecil sandy clay loam soils. Monacan soils are deep, moderately well
and somewhat poorly drained soils that formed in recent alluvial sediments of the Piedmont.
Cecil soils are typically very deep and well-drained upland soils that formed in residuum from
felsic rock. The surface layer of the soil is loamy and the subsoil is clayey. Cohesive clay soils
are important for stream enhancement grading; these cohesive soils will hold excavated grades
better than sandy soils.
2.2.8 Potential Constraints
A variety of technical, non-technical, and legal constraints exist for the Briar Creek and Museum
Drive Tributary enhancement project. These constraints involve property ownership concerns,
existing utilities, floodplain issues, regulatory permitting, and vegetation management.
• The Briar Creek and Museum Drive Tributary project corridors extend across a number
of public and privately-owned property parcels. Since a portion of the Briar Creek
enhancement and Museum Drive Tributary restoration will be submitted for mitigation
credit, conservation easements will be obtained. Additionally, permanent maintenance
easements will be obtained prior to construction activities for Briar Creek Reaches 2 and
3.
• Existing utilities located adjacent to Briar Creek impose constraints on the amount of
enhancement work that may be proposed within the project corridor. Two existing 27-
inch sanitary sewer lines currently run adjacent to Briar Creek along both right and left
banks from Randolph Road to Providence Road. The sewer lines are approximately 25-
50 feet from the edge of channel. Additionally, a newly constructed 60- inch sanitary
sewer line, utilizing two crossings of Briar Creek, extends from Randolph Road to
Providence Road along the right and left banks. Overhead electric lines are also located
throughout the Briar Creek project corridor and utilize six overhead crossings from
Randolph Road to Providence Road. The adjacent utility poles pose additional
constraints to proposed stream enhancement activities.
• A large number of mature trees exist throughout the Briar Creek and Museum Drive
Tributary project corridors. The mature trees impose constraints on project grading, in
particular on the design of the Museum Drive Tributary alignment.
• Large portions of Reaches 2 and 3 of Briar Creek have riparian buffers that are
dominated by invasive shrub and vine species. An invasive plant management plan will
need to be utilized in order to establish the proposed native vegetation buffer and provide
bank stability.
• In addition to the enhancement of Briar Creek, a proposed greenway trail is proposed
adjacent to Briar Creek by Mecklenburg County Parks and Recreation The proposed
trail extends from Randolph Road to Providence Road and crosses Briar Creek and the
proposed Museum Drive Tributary alignment near the Eastover Park property boundary.
This trail creates further constraints to the availability of space for proposed enhancement
activities.
• The proposed Briar Creek enhancement and Museum Drive Tributary restoration will
require grading within the regulated Briar Creek floodway. As a result, documentation is
required and must show that no rise in 100-year water surface elevations will occur as a
Briar Creek Enhancement: Randolph Road to Providence Road 14
Site Specific Mitigation Plan
result of the proposed enhancement and restoration activities. The channel bed cannot be
raised significantly without causing a rise in the 100-year flood elevation.
3.0 Proposed Design Approach
This section addresses the project goals and design approach for the project reaches.
Enhancement opportunities are limited by urban constraints on Briar Creek. Restoration design
parameters for the Museum Drive Tributary were developed using a reference reach database of
NC piedmont streams. Sediment transport characteristics were used to estimate whether the
proposed design will be stable, or have a tendency to aggrade or degrade. Site plans are included
in Appendix C.
3.1 Restoration Project Goals and Objectives
The project goals of nutrient and sediment removal, streambank stabilization, and improved
habitat as outlined in Section 1.2, Table 2 will be achieved by excavating a floodplain bench,
grading stream banks, providing a riparian buffer, and establishing channel habitat with riffles,
pools and in stream structures.
3.2 Design Rationale (Channel Dimension, Pattern and Profile)
The enhancement level UII work was selected for Briar Creek due to urban constraints. Fewer
constraints allow for restoration of the Museum Drive Tributary. Reference reach data were
used to generate design criteria for the tributary restoration. A Rosgen Priority 2 approach was
selected due to the length of channel, existing to A-gradient condition, and the existing channel
elevation.
3.2.1 Briar Creek Enhancement Design
Enhancement opportunities on Briar Creek are limited by urban constraints. The design bankfull
discharge was used to develop a bankfull cross-sectional area that will be constructed in short
reaches of channel re-alignment. This cross-section is included in the plan set typical sections
and has an area of 187 SF with a width/ depth ratio of 11.3 and most importantly a bank height
ratio of 1.0. The bankf ill bench elevation for the project length was designed based on bankfull
indicators surveyed in the field. In-stream structures will be used to create riffle and pool habitat
within the long shallow runs of the existing project reach.
3.2.2 Museum Drive Tributary Restoration Design
In order to develop design criteria for channel dimension, pattern, and profile for the Museum
Drive Tributary, a reference reach database of NC piedmont stream channels was used (Lowther,
2008). A variety of factors were considered in the selection of representative piedmont reference
streams to be used for the development of design parameters for the Museum Drive Tributary,
including watershed drainage area, percent of watershed developed, and percent impervious
coverage. Since Museum Drive Tributary is a relatively small urban channel (0.20 sq. mile
watershed), approximately 88% of which is developed with 25% impervious coverage, similarly
small urban channels with comparable watershed development were chosen. Sals Branch,
Terrible Creek, and UT to Lake Jeanette are three urban piedmont channels that exhibit suitably
similar watershed characteristics to Museum Drive Tributary. These channels have watersheds
ranging in size from 0.1 to 2.3 square miles and exhibit appropriate slopes of less than 1%. The
percentage of developed land use for these watersheds ranges from 15% to 90% with impervious
Briar Creek Enhancement: Randolph Road to Providence Road 15
Site Specific Mitigation Plan
coverage ranging from 8% to 21%. These reference reaches classify as Rosgen C and E channel
types and display geomorphic conditions comparable to the proposed Museum Drive Tributary
restoration. Table 7 summarizes the geomorphic conditions of these channels.
Table 7. Reference Reach Geomorphic Conditions
Notation Units Sals Branch Terrible Creek UT to Lake
Jeanette
min max avg min max av min max avg
stream type E5 C5 C5
drainage area DA sq mi 0.30 2.30 0.10
bankfull discharge Qun cfs N/A N/A N/A
Cross-Section Features
bankfull cross-sectional area Am SF 13.8 18.0 14.3 22.3 32.5 27.4 19.8 27.1 23.4
average velocity during
bankfull event VW fps N/A N/A N/A
width at bankfull wun feet 9.4 12.1 10.8 19.1 19.3 19.2 17.1 20.7 18.9
maximum depth at bankfull dmax feet 1.6 2.8 2.1 1.8 2.4 2.1 2.3 2.4 2.4
mean depth at bankfull dun feet 1.2 1.9 1.3 1.2 1.7 1.4 1.2 1.3 1.2
bankfull width to depth ratio wu /c6,f 7.8 6.4 8.3 15.9 11.4 13.7 14.3 15.9 15.8
depth ratio dma.Idm 1.3 1.5 1.6 1.5 1.4 1.5 1.9 1.8 2.0
bank height ratio BHR N/A N/A N/A
floodprone area width w{pa feet N/A N/A N/A
entrenchment ratio ER 9.2 4.0 3.1
Sinuosity
valley slope Svalley feet/ foot 0.0150 0.0070 0.0090
channel slope Schannel feet/ foot 0.0080 0.0050 0.0070
sinuosity K 2.00 1.40 1.40
Riffle Features
riffle slope Sriffle feet/ foot 0.017 0.260 0.017 0.008 0.073 0.029 0.0
0 0.083 0.025
riffle slope ratio Sr,ryle/Suhanne, 2.1 32.5 2.1 1.6 14.6 5.8 1
0.1 11.9 3.6
Pool Features
pool slope Spool feet/ foot 0.000 0.000 0.000
pool slope ratio Spool/Schannel 0.0 0.0 0.0
pool-to-pool spacing Lp.p feet 14.9 143.5 57.9 11.6 88.6 43.9 20.6 51.8 31.2
pool spacing ratio Lp_pAtVm 1.6 11.9 5.4 0.6 4.6 2.3 1.2 2.5 1.7
maximum pool depth at
bankfull
dpool
feet
N/A
2.97
2.98
3.00
1.11
1.21
1.20
pool depth ratio dpoo,/dm N/A 1.2 1.7 1.4 0.9 0.9 1.0
pool width at bankfull wpw feet N/A 18.3 22.4 20.4 11.1 14.9 13.0
pool width ratio wp,/wh,n N/A 1.0 1.2 1.1 0.6 0.7 0.7
pool cross-sectional area at
bankfull
Apool
SF
N/A
54.7
66.7
60.7
13.4
16.6
15.0
F pool area ratio Aun/App, N/A 0.4 0.5 0.5 1.5 1.6 1.6
Briar Creek Enhancement: Randolph Road to Providence Road 16
Site Specific Mitigation Plan
Notation Units Sals Branch Terrible Creek UT to Lake
7eanette
Pattern Features
beltwidth wbb feet 24.4 67.1 40.6 31 70 47 18.3 36.9 24
meander width ratio wb&bW 2.6 5.5 3.8 1.6 3.6 2.5 1.1 1.8 1.3
meander length Lm feet 37.5 163.2 73.4 80.4 180.0 99.4 35.3 94.2 61.9
meander length ratio LmMw 4.0 13.5 6.8 4.2 9.3 5.2 2.1 4.6 3.3
radius of curvature Rc feet 11.4 22.2 15.7 20.3 41.3 23.8 7.0 42.8 14.9
radius of curvature ratio Rc/wbu 1.2 1.8 1.5 1.1 2.1 1.2 0.4 2.1 0.8
Sediment
Particle Size Distribution from Reach-Wide Pebble Count
dso material for Rosgen classification Very Coarse Sand Very Coarse Sand Coarse Sand
dso mm 1.7 1.8 0.8
Notes:
1. NA: Data not available from survey.
Using these reference reaches, design parameters were developed for the Museum Drive
Tributary using dimensionless ratios to convert reference parameters appropriately to the
tributary's drainage size. Table 8 provides the design parameters for the tributary. A
meandering channel with Rosgen C stream type dimensions is used; this channel will be stable
after construction and as vegetation becomes established can narrow to an E type channel with a
lower width/ depth ratio over time. Some of the more aggressive reference parameters (such as
width/depth less than 10, depth ratio greater than 1.8, or radius of curvature ratio less than 1.2)
were not used because they may not provide appropriate stability for a newly-constructed
channel.
Table 8. Museum Drive Tributa Desi n Parameters
Notation Units (resign
Range Proposed
Conditions
min' . max min max
stream type C5/E5 C5/E5
drainage area DA sq mi 0.20 0.20
bankfull discharge Qbkf cfs 38 38
Cross-Section Features
bankfull cross-sectional area Abkf SF 6.0 9.0 8.0
average velocity during bankfull event %kf fps 4.2 6.3 4.75
width at bankfull wbkf feet 8.0 10.0 10.0
maximum depth at bankfull dmax feet 1.3 1.4 1.2
mean depth at bankfull dbks feet 0.9 1.0 0.8
bankfull width to depth ratio wbkf/dbkf 10.0 14.0 12.5
depth ratio dmax/dbkf 1.2 1.6 1.5
bank height ratio BHR 1.0 1.0
Briar Creek Enhancement: Randolph Road to Providence Road 17
Site Specific Mitigation Plan
Notation Units Design
Range Proposed
Conditions
floodprone area width Wfpa feet 18+ 35 95
entrenchment ratio ER 2.2+ 3.5 9.5
Sinuosity
valley slope eWalley feet/ foot 0.0033 0.0033
channel slope Schannel feet/ foot 0.0024 00003 0.0027
sinuosity K 1.1 1.4 1.2
Riffle Features
riffle slope Sriffle feet/ foot 0.004 0.011 0.003 0.011
riffle slope ratio Sriffle/Schannel 1.6 3.6 1.0 3.2
Pool Features
pool slope spool feet/ foot 0.000 0.000 0.000 0.000
pool slope ratio Spool/Schannel 0.0 0.0 0.0 0.0
pool-to-pool spacing LP_P feet 12 54 40 103
pool spacing ratio Lp_p/Wbkf 1.5 5.4 4.0 10.3
maximum pool depth at bankfull dpool feet 1.1 2.5 1.4 1.7
pool depth ratio dpool/dbkf 1.2 2.5 1.8 2.1
pool width at bankfull wpool feet 8.0 14.0 13.5
pool width ratio WPool/Wbkf 1.0 1.4 1.4
pool cross-sectional area at bankfull APool SF 7.2 18.0 15.0
pool area ratio Abkf/Apoo, 1.2 2.0 1.9
Pattern Features
belt width Wblt feet 21 55+ 30 70
meander width ratio Wblt/Wbkf 2.6 5.5+ 3.0 7.0
meander length Lm feet 26 135 80 125
meander length ratio Lm/wbkf 3.3 13.5 8.0 12.5
radius of curvature Rc feet 14 30 20 30
radius of curvature ratio Rc/ wbkf 1.8 3.0 2.0 3.0
3.3 Sediment Transport
The slope and bankfull cross-section of Briar Creek are not changing as a result of the
enhancement efforts. Therefore, we expect the same sediment transport regime as currently
exists for bankfull flows. The watershed supplies a large quantity of fine-grained sediment to
this low gradient stream. We expect that aggradation will continue to be a problem, but
floodplain benches should allow an appropriate place for excess sediment to settle out during
each storm event, rather than in the middle of the channel as mid-channel bars. It is expected
that this fine-grained sediment will re-mobilize in the next flow event to move downstream but
will be replaced by other fine-grained sediment moving through the system.
Briar Creek Enhancement: Randolph Road to Providence Road 18
Site Specific Mitigation Plan
No sediment was observed in the Museum Drive Tributary, although it is expected to have a
primarily fine-grained sediment load since the entire watershed is piped.
3.4 HEC-RAS Analysis
Preliminary hydraulic modeling using Mecklenburg County's Briar Creek HEC-RAS model
indicates that the proposed Briar Creek stream enhancement work can be constructed without
causing a rise in the 100-year flood elevation. The model indicates that the excavation of a
bankf ill bench will increase the conveyance area of the channel and will decrease flow velocity
and shear stress at many locations during the 100-year flood event.
A detailed hydraulic model will be developed for the final design plans to obtain a Floodplain
Development Permit from Mecklenburg County for the work in the Briar Creek floodplain. The
Museum Drive Tributary will not be modeled as a separate flooding source since it is considered
a minor system and does not have a regulated floodplain.
3.5 In-Stream Structures
Log and boulder structures will be used as part of the Briar Creek enhancement work. Cross
vanes will be used to help center flow in the middle of the channel, take stress of the stream bank
toe, and form scour pools for habitat. Vanes will be used to form pools and provide cover
habitat. Riffles will be constructed to increase oxygenation and provide channel habitat. Double
and single wing deflectors will be used where the channel is overly wide to narrow the low flow
bed.
On the Museum Drive Tributary, constructed riffles may be used in the straight, tangent sections
between bends. Log sills will be used at head and tail of riffles, and log weirs will be used to
create small drops in the system. A series of rock steps will be used at the downstream end of
the channel to tie the tributary elevation into Briar Creek in a stable manner Rosgen B channel
type. The steps have been selected to avoid a wider grading footprint and mature tree loss which
would be necessary to drop the channel gradually along the entire reach. Profile grade will be
protected to prevent the tributary from incising down to the elevation of Briar Creek.
3.6 Vegetation
The first step in the enhancement of vegetation in the Briar Creek riparian buffer is to treat the
invasive species that currently crowd out any native volunteers. As part of this project, the
consultant will be required to develop an invasive control plan with cut and spray herbicide
methods. After initial treatment of invasives, native plant species will be installed. Table 9
summarizes the native plant species that will be utilized in the Briar Creek planting zones.
Species have been arranged into two zones including lower streambanks and upper banks and
benches. Additionally, in order to prevent utility maintenance issues, shorter growing species
were selected for zones under overhead electric lines, while native herbaceous seed mix is being
utilized throughout all planting zones and in areas of sanitary sewer lines.
Briar Creek Enhancement: Randolph Road to Providence Road 19
Site Specific Mitigation Plan
Table 9. Briar Creek Plantin Zones
Scientific Name Common Name
Lower Streambanks
Corpus amomum Silky dogwood
Salix sericea Silky willow
Sambucus canadensis Elderberry
Bench Upper Banks a nd Flood plain Buffer
Alnus serrulata Tag alder
Betula nigra River birch
Corylus americana Hazelnut
Corpus amomum Silky dogwood
Diospyros virginiana Persimmon
Fraxinus pennsylvanica Green ash
Lindera benzoin Spicebush
Liriodendron tulipfera Tulip poplar
Nyssa sylvatica Black gum
Platanus occidentalis Sycamore
Quercus rubra Southern red oak
Xanthorhiza simplicissima Yellowroot
Overhead Electric L ine Rights-of-Way
Callicarpa americana Beautyberry
Corylus americana Hazelnut
Corpus amomum Silky dogwood
Herbaceous Seed & Sanitary Sewer Lines
Elymus virginicus Virginia wild rye
Panicum virgatum Switchgrass
Agrostis stolonifera Creeping bentgrass
Bidens aristosa Beggar ticks
Coreopsis lanceolata Coreopsis
Panicum clandestinum Deer Tongue
Andro 0 on erardii Bi bluestem
Juncus effusus Soft rush
Polygonum pensylvanicum Pennsylvania smartweed
Schizachyrium scoparium Little bluestem
Sorghastrum nutans Indian grass
Tripsacum dactyloides Gamma grass
Proposed plantings for the Museum Drive Tributary restoration will also be installed according
to two planting zones including lower streambanks and upper banks and benches. Table 10
summarizes the native species that will be utilized for the Museum Drive Tributary planting
zones. Some native species with additional spring and fall color have been chosen for this park
setting. Groups of same species will be planted together for a more organized or landscaped
look for this park setting. Most species will be installed as bare roots, but some 1" caliper trees
will be planted at approximately 50 feet on center throughout the buffer. Existing mature trees
will be protected within the proposed conservation easement and will offer shade and habitat
within the riparian corridor.
Briar Creek Enhancement: Randolph Road to Providence Road 20
Site Specific Mitigation Plan
Table 10. Museum Drive Tributary Plantinq Zones
Scientific Name Common Name
lower Stre ambanks
Alnus serrulata Tag alder
Corpus amomum Silky dogwood
Physocarpus opulifolius Ninebark
Salix sericea Silky willow
Sambucus canadensis Elderberry
Bench Upper Banks a nd Flood lain Buffer
Amelancher canadensis Serviceberry
Callicarpa americana Beautyberry
Cercis canadensis Redbud
Corylus americana Hazelnut
Corpus amomum Silky dogwood
Fraxinus pennsylvanica Green ash
flex glabra Inkberry holly
flex verticillata Winterberry holly
Itea vir inica Virginia sweets ire
Quercus nigra Water oak
Rosa carolina Carolina rose
Symphoricarpos orbiculatus Coralberry
Viburnum dentatum Arrowwood viburnum
Viburnum nudum Possumhaw viburnum
Xanthorhiza simplicissima Yellowroot
Herbaceo us Seed
Elymus virginicus Virginia wild rye
Panicum virgatum Switchgrass
Agrostis stolonifera Creeping bentgrass
Bidens anstosa Beggar ticks
Coreopsis lanceolata Coreopsis
Panicum clandestinum Deer Tongue
Andropogon gerardii Big bluestem
Juncus effusus Soft rush
Polygonum pensylvanicum Pennsylvania smartweed
Schizachyrium scoparium Little bluestem
Sorghastrum nutans Indian grass
Rudbeckia hirta Black-eyed Susan
4.0 Project Accounting
4.1 Project Phasing
The project is planned to be constructed in one phase, as summarized in the schedule below:
1. Approval of site specific mitigation plan for Briar Creek and Museum Drive Tributary.
2. Apply and receive applicable permits, including 401/404, NC DENR sediment and
erosion control, and Mecklenburg County Floodplain Development permit.
3. Advertise for bids.
4. Award contract.
Briar Creek Enhancement: Randolph Road to Providence Road 21
Site Specific Mitigation Plan
5. Construction.
6. Monitoring and reporting.
4.2 Accounting and Financial Assurances
On June 16, 2004, the City of Charlotte (City) entered into a Mitigation Banking Instrument
(MBI) with the US Army Corps of Engineers (USAGE), the Environmental Protection Agency
(USEPA), the US Fish & Wildlife Service (USFWS), the NC Wildlife Resources Commission
(NCWRC), and the NC Division of Water Quality (NCDWQ), collectively referred to as the
Mitigation Bank Review Team (MBRT), to establish an Umbrella Stream and Wetland
Mitigation Bank (Umbrella Bank). This Umbrella Bank is to provide "compensatory mitigation
for unavoidable stream and wetland impacts permitted by the USACE and NCDWQ" (USACE,
2004). The use of the Umbrella Bank is limited to the City of Charlotte and when determined
appropriate, Mecklenburg County and the Charlotte-Mecklenburg Schools.
The Umbrella Bank is sponsored by the City, a municipal entity, and is governed under the NC
Local Government Budget and Fiscal Control Act (NCGS 159-28), which will assure the
completion of all outstanding projects and enforce procedural protocols. The Umbrella Bank is
funded by several sources including CMSWS utility fees and the Umbrella Bank's mitigation
funds from credit sales.
CMSWS storm water utility fees and funds from credit sales will be used for all phases of
design, construction, and monitoring. Funds will be set aside for short-term and longterm
maintenance and monitoring. CMSWS utility fees will be continually used throughout the life of
the project to address unforeseen circumstances or as supplemental revenue. No Clean Water
Management Trust Fund (CWMTF) or other grant funds will be used on Briar Creek Reach 1 or
the Museum Drive Tributary which are being completed for mitigation credit.
The Umbrella Bank is managed using the Permit and Mitigation Information Tracking System
(PerMITS) accounting system to maintain accurate records of debits from the Umbrella Bank. A
record of each debit will be reported to each member of the MBRT within the allotted 30 days
and an annual report will be submitted on the anniversary of the execution of this agreement. All
fiscal operations will be logged through this system and reported to the MBRT on an annual
basis as required by the approved MBI.
Within the City's budgeting and financial tracking system, the Umbrella Bank's revenue,
contracts, fund transfers and expenses are housed in a separated account and tracked
independently from all other storm water projects. In addition, stream and wetland restoration
dedicated revenues and fund transfers are housed within the Umbrella Bank in a separate revenue
account.
4.3 Property Ownership and Easements
Mecklenburg County will hold a conservation easement in perpetuity on the bank site along
Reach 1 of Briar Creek and the City of Charlotte will hold a conservation easement along the
Museum Drive Tributary. The right bank of Briar Creek Reach 1 is currently owned by the
County, so a deed restriction will be used to protect this portion of the project. Mecklenburg
County also currently holds maintenance easements on the remainder of the parcels for Briar
Briar Creek Enhancement: Randolph Road to Providence Road 22
Site Specific Mitigation Plan
Creek Reaches 2 and 3. A GIS map of the property owner information and proposed
conservation easement locations for the bank site is located in Appendix D.
4.3.1 Property Ownership
Title opinions will be completed for the properties where conservation easements are proposed to
be located. As stated in the MBI, bank lands must be free of all liens or encumbrances that may
interfere with preservation or legal constraints related to the conservation easements. Current
property owners along Briar Creek Reach 1 and the Museum Drive Tributary are listed below:
• PID 15515103, Mecklenburg County
• PID 15515117, Museum Plaza II, LLC
• PID 15515116, Museum Plaza One, LP
• PID 15515118, Museum Plaza II, LLC
• PID 15515102, Eastover Ridge, LLC
Sanitary sewer easements parallel both banks of Briar Creek Reach 1. There is a sanitary sewer
easement crossing near the downstream end of the Museum Drive Tributary. A proposed
greenway easement will be located adjacent to the Briar Creek Reach 1 conservation easement.
The greenway will cross through the conservation easement in select locations, as noted on the
plans.
4.3.2 Easements
The conservation easements on Briar Creek Reach 1 and the Museum Drive Tributary will allow
CMSWS to maintain and protect the restoration and enhancement work performed as part of this
project. Activities will be prohibited that are not within the ultimate goals of the Umbrella Bank.
"The conservation easement shall ... preserve all natural areas, and prohibit all use of the
property inconsistent with its use as a mitigation property, including any activity that would
materially alter the biological integrity or functional and educational value of wetlands within the
site, consistent with the Restoration Plan" (USACE, 2004). A copy of the City's Standard
Conservations Easement and the MBI terms and conditions are located in Appendix D.
The conservation easement for the Museum Drive Tributary will be held by the City of Charlotte
and the conservation easement for Briar Creek Reach 1 will be held by Mecklenburg County.
The right bank of Briar Creek Reach 1 is already owned by the County, so a deed restriction will
be used to protect this portion of the project. The easements or deed restrictions will extend the
full length of the two reaches along both banks. The easements will be sealed by a NC
Professional Land Surveyor and recorded with the Mecklenburg County Register of Deeds.
Figure 1 illustrates the proposed conservation easement locations for the project.
The conservation easement on Reach 1 of Briar Creek will extend approximately 20 to 40 feet
beyond top of bank on the left side of the creek. The easement cannot extend farther due to an
existing parking lot, road, and medical plaza development. This easement area overlaps with an
existing 30-foot wide sanitary sewer easement. The conservation easement on the right bank of
Reach 1 will extend 40 to 60 feet beyond the proposed top of bank. The easement overlaps with
an existing sanitary sewer easement up to 45 feet in width. This right bank conservation
easement is adjacent to the proposed greenway easement. The greenway encroaches into the
Briar Creek Enhancement: Randolph Road to Providence Road 23
Site Specific Mitigation Plan
easement at the pedestrian bridge crossing location at the southern end of the Mecklenburg
County property.
Mecklenburg County holds maintenance easements on the remainder of parcels for Briar Creek
Reaches 2 and 3.
The conservation easement on the Museum Drive Tributary will include the stream corridor plus
an average of 50 feet beyond top of bank on both sides of the restored creek. The minimum
easement width is 30 feet from the top of bank, and at all locations of this narrower width on one
bank, the easement on the opposite bank is at least 70 feet, as shown on the plans. The easement
will incorporate several stands of mature trees.
5.0 Mitigation Bank Credits
The City of Charlotte's Umbrella Bank credits will be used primarily for the City's Engineering
and Property Management Department's capital projects. When feasible, the Umbrella Bank
may be used by other City departments, including but not limited to, Charlotte-Mecklenburg
Utilities, the Aviation Department, and political subdivisions such as Mecklenburg County Park
and Recreation and the Charlotte-Mecklenburg Schools.
5.1 Credit Ratios
A credit ratio of 2:1 is requested for Reach 1 of Briar Creek, representing work that qualifies
between Enhancement Level I and Level 11. The enhancement work on this reach includes
excavation of a bankfull bench to address cross-section dimension, use of in stream structures to
address profile, bank grading and buffer planting. Extensive enhancement work is being
undertaken for the additional 4,970 LF of Reaches 2 and 3 of Briar Creek, for which no
mitigation credit is requested.
For the Museum Drive Tributary, a credit ratio of 1:1 is requested based on USACE Mitigation
Guidelines for restoration. A stable bankfull pattern, profile, and cross-section will be restored.
The work on this reach includes daylighting 225 LF of channel that is currently contained within
pipes, excavating a stable bankfull cross-section, restoring a meandering pattern, excavating a
floodplain at bankfull stage, installing in-stream structures to set profile and introduce bedform
diversity, and establishing a contiguous woody buffer.
To meet requirements set forth by the MBI, the City of Charlotte would like to request the
approval by the MBRT of the Mitigation Plan Proposal for Briar Creek Reach 1 and Museum
Drive Tributary in Charlotte, NC. It is the City's request to include the proposed enhancement of
1,750 LF of Briar Creek and restoration of 930 LF of Museum Drive Tributary into the Umbrella
Bank on which this agreement is established and results in credits available for use to
compensate for permitted and unavoidable stream impacts. Proposed mitigation credits are 875
stream mitigation units (SMUs) for 1,750 LF of enhancement work on Briar Creek Reach 1 and
930 SMUs for 930 LF of restoration work on the Museum Drive Tributary.
Briar Creek Enhancement: Randolph Road to Providence Road 24
Site Specific Mitigation Plan
5.2 Credit Release Schedule
The City proposes the following credit release schedule for this project. The credit release
schedule will follow the guidelines and success criteria goals as stated in the MBI.
Table 11. Credit Release Schedule
Percent Museum Drive

Schedule
Credit ` Briar Creek
Tributary Credits Total Credit
Credits (SMU) Amount (SMU)
Release SMU
Initial Release 15% 131 140 271
Construction 10% 88 93 181
Release
After 1 Monitoring 20%* 175* 186* 361*
Year*
After 2 Monitoring 10% 87 93 180
Year
After 3 Monitoring 10% 88 93 181
Year
After 4 Monitoring 10% 87 93 180
Year
After 5 Monitoring 25% 219 232 451
Year
Total 100% 875 930 1,805
* Credit release schedule assumes that bankfull event will occur during first year of monitoring.
6.0 Success Criteria
The stream restoration success criteria for the project site will follow approved success criteria
presented in the CMSWS Mitigation Monitoring Guidance and the Interagency Stream
Mitigation Guidelines issued January 2009. Annual monitoring and site visits will occur to
assess the condition of the finished project. Portions of the stream restoration and enhancement
sections of the project will be assigned specific success criteria components for stream
morphology, vegetation, and hydrology. The portions of the project covered under the detailed
monitoring plan will include Reach I of Briar Creek and Museum Drive Tributary. An outline
of these components follows.
6.1 Stream Morphological Parameters and Channel Stability
6.1.1 Dimension
Riffle cross-sections on the restoration and enhancement reaches should be stable and should
show little change in bankfull area, maximum depth ratio and width-to-depth ratio. Riffle cross-
sections should generally fall within the parameters defined for channels of the appropriate
Rosgen stream type. If any changes do occur, these changes will be evaluated to assess whether
the stream channel is showing signs of instability. Indicators of instability include a vertically
incising thalweg or eroding channel banks. Changes in the channel that indicate a movement
toward stability or enhanced habitat include a decrease in the width-to-depth ratio in meandering
channels or an increase in pool depth. Remedial action would not be taken if channel changes
indicate a movement toward stability.
Briar Creek Enhancement: Randolph Road to Providence Road 25
Site Specific Mitigation Plan
In order to monitor the channel dimensions, four permanent cross-sections in Briar Creek Reach
1 and four permanent cross-sections in the Museum Drive Tributary will be installed, with two
cross-sections located at riffle sections and two located at pool sections on each monitored reach
Each cross-section will be permanently marked with pins to establish its location. Cross-section
surveys will be performed during post-construction monitoring years one, three, and five and
will include points measured at all breaks in slope, including top of bank, bankfull, edge of
water, and thalweg.
6.1.2 Profile and Pattern
Longitudinal profile data for the stream reach should show that the bedform features are
remaining stable. The riffles should be steeper and shallower than the pools, while the pools
should be deep with flat water surface slopes. The relative percentage of riffles and pools should
not change significantly from the design parameters. The longitudinal profile should show that
the bank height ratio remains very near to 1.0 for most nearly all of the restoration reach.
A longitudinal profile will be completed for the entire reach of Museum Drive Tributary in years
one, three, and five of the monitoring period. Measurements will include thalweg, water surface,
bankfull, and top of low bank. These profile measurements will be taken at the head of each
riffle, run, pool, and glide, as well as at the maximum pool depth. The survey will be tied to a
permanent benchmark and NC State Plane coordinates. A longitudinal profile for Reach 1 of
Briar Creek will not be performed, as no formal changes are planned for the stream bed profile
within this reach.
6.1.3 Substrate
Substrate materials in the restoration reaches should indicate a progression towards or the
maintenance of coarser materials in the riffle features and smaller particles in the pool features.
A reach-wide pebble count will be conducted in Briar Creek Reach 1 and the Museum Drive
Tributary during monitoring years 1, 3 and 5.
6.2 Vegetation
The final vegetative success criteria will be the survival of 260 five-year-old planted trees and/or
shrubs per acre in the riparian corridor along restored and enhanced reaches at the end of year
five of the monitoring period. The interim measure of vegetative success for the site will be the
survival of at least 320 three-year-old planted trees per acre at the end of year three of the
monitoring period. The extent of invasive species coverage will also be monitored and
controlled as necessary. Success criteria will not include sewer easement areas which preclude
the planting of woody vegetation.
At the end of the first growing season, species composition, density, and survival will be
evaluated. The restoration site will then be evaluated each subsequent year until the final success
criteria are achieved.
Vegetation monitoring plots will be installed across the restoration site to measure the survival of
the planted trees. The number of monitoring plots required will be based on the CSWS
Mitigation Monitoring Guidance. The size of individual plots will be 100 square meters for
woody tree species and shrubs and one square meter for herbaceous vegetation. Vegetation
Briar Creek Enhancement: Randolph Road to Providence Road 26
Site Specific Mitigation Plan
monitoring will occur in the growing season Individual plot data will be provided for the
survival phase (years 1-2) and include stem counts, diameter, height, and density, as well as for
the functional phase (years 3-5) and will include additional percent cover and qualitative data for
each plot. Individual seedlings will be marked so they can be found in succeeding monitoring
years. Mortality will be determined from the difference between the previous year's living
planted seedlings and the current year's living planted seedlings.
6.3 Hydrology
One bank full flow event must be documented on the project within the five-year monitoring
period, as per the City of Charlotte's Umbrella Mitigation Banking Instrument. Bankf ill events
will be documented using a crest gage and photographs. Two crest gages will be installed: one
on Briar Creek Reach 1 and the other gage on the Museum Drive Tributary. The crest gage will
be installed on the floodplain within 10 feet of the restored channel at a central site location. The
gage will be checked at each site visit to determine if a bankfull event has occurred. Photographs
will be used to document the occurrence of debris lines and sediment deposition.
6.4 Other Parameters
Photographs will be taken once a year for five years following construction to visually document
stability. Permanent markers will be established so that the same locations and view directions
on the site are monitored each year.
Lateral reference photos should show a stable cross-section with no excessive erosion or
degradation of the banks. The reference photo transects will be taken of both banks at each
permanent cross-section. A survey tape pulled across the section will be centered in the
photographs of the bank. The photographer will make every effort to maintain the same area in
each photo over time.
Longitudinal photos should indicate the absence of developing bars within the channel or vertical
incision. The photographer will make every effort to consistently maintain the same area in each
photo over time.
Grade control structures should remain stable. Deposition of sediment on the bank side of vane
arms is preferable. Maintenance of scour pools on the channel side of vane arms is expected.
Photographs will be taken at each grade control structure along the restored stream. The
photographer will make every effort to consistently maintain the same area in each photo over
time.
7.0 Monitoring Plan
An as-built report documenting the stream restoration will be developed within 60 days of the
planting completion and monitoring equipment installation on the restored site. The monitoring
plan outline is based on the CSWS Mitigation Monitoring Guidance and is outlined in Table 12.
The monitoring report will include elevations, photographs, sampling plot locations, a
description of initial species composition by community type, and monitoring stations. The
report will include a list of the species planted and the associated densities.
Briar Creek Enhancement: Randolph Road to Providence Road 27
Site Specific Mitigation Plan
Monitoring reports will be prepared in the fall of each year of monitoring and submitted to
CMSWS. Based on the Charlotte Storm Water Services Mitigation Monitoring Guidance, the
monitoring reports will include the following:
1. Project background which includes project objectives, project structure, restoration type
and approach, location and setting, history and background.
2. As-built topographic plans of major project elements including such items as grade
control structures, vegetation plots, monitoring cross-sections, and crest gage.
3. Photographs showing views of the restored site taken from fixed point stations.
4. Assessment of the stability of the project based on the cross-sections and longitudinal
profile, where applicable.
4. Vegetative data as described above including the identification of any invasion by
undesirable plant species.
7. A description of damage by animals or vandalism.
8. Wildlife observations.
Table 12. Monitorin Plan Schedule
Monitoring Task Plan A-1 Formal Bank
Photo-documentation As-built;
Years 1-5

Vegetation Survey As-built;
Years 1-2: Survival;
Years 3-5: Function
Geomorphic Survey As-built;
Years 1-5
Bankfull Flow Documentation = 1 event*
Biological Survey Years 0, 1 ,3 and 5
Water Quality Analysis Years 0, 1, 3 and 5
Habitat Assessment
A b
t '1 '
h ' Years 0, 1, 3 and 5
w
t
s- - is a mtt?al survey performed after construction is complete to order to document the as-constructed
condition.
Year 0 - is performed prior to construction (pre-construction baseline). A minimum of one year of baseline
monitoring is necessary for stream and bmp projects.
Years 1-5 -represent the monitoring events occurring after (post) construct ion, where Year 1 kicks off after the first
full growing season following the as-built
* Documentation of at least I bankfull event is based on credit release schedule outlined in the City of Charlotte's
Umbrella Mitigation Banking instrument
8.0 Maintenance and Long-Term Management
8.1 Maintenance
Adaptive measures will be developed or appropriate remedial actions will be implemented in the
event that the site or a specific component of the site fails to achieve the success criteria outlined
above. The project -specific monitoring plan developed during the design phase will identify an
appropriate threshold for maintenance intervention based on the monitored items. Any actions
implemented will be designed to achieve the success criteria specified previously, and will
include a work schedule and updated monitoring criteria.
rsriar t-reeK tnhancement: Randolph Road to Providence Road 28
Site Specific Mitigation Plan
8.2 Long Term Management Provisions
The City of Charlotte will institute a Long Term Management Plan responsible for assessing the
condition of the mitigation site and implementing maintenance provisions to maintain
performance of the site. The proposed conservation easement will help to ensure that only
MBRT-allowable activities take place. To monitor the project's continued success, the Long
Term Management Plan will be implemented following the five-year monitoring period.
CMSWS will visually inspect all components of the restoration and enhancement project
annually or less frequently as needed to ensure that the project remains stable in perpetuity.
Sources of instability or other deficiencies will be addressed. CMSWS will also send letters to
properties with a conservation easement annually, reminding property owners of the limits and
restrictions of the easement area. Follow-up inspections will be conducted annually or less
frequently as needed to ensure compliance with the easement provisions. Invasive species will
be managed annually or less frequently as needed to ensure the long term survivability of the
planned native vegetation community. All reporting will be documented and kept on file for
future reference.
Briar Creek Enhancement: Randolph Road to Providence Road 29
Site Specific Mitigation Plan
9.0 References
City of Charlotte. Umbrella Stream and Wetland Mitigation Bank - Mitigation Banking
Instrument, 2003.
Goldsmith, Richard, Daniel J. Milton and J. Wright Horton, Jr. Geologic Map of the Charlotte
V x 2° Quadrangle, North Carolina and South Carolina. Map I-1251-E, Scale 1:250,000.
U.S. Geological Survey, 1988.
Lowther, Brian C. Stream Channel Geomorphology Relationships for North Carolina Piedmont
Reference Streams. North Carolina State University Thesis, 2008.
Rosgen, Dave. Applied River Morphology. Wildland Hydrology, 1996.
Simon Andrew and C. R. Hupp. "A model of channel response in disturbed alluvial channels."
U.S. Geological Survey, 1986.
Briar Creek Enhancement: Randolph Road to Providence Road 30
Site Specific Mitigation Plan
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Reach 1 - Streams Briar Creek
Reach 2 -Proposed Conservation Easement Randolph to Providence
Reach 3 Proposed Stream Alignment
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Briar Creek
- Streams
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WI LDLA N DS 0 1,250 2`500 5,000
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WILDLANDS
Project Reach Museum Tributary Watershed
- Hydrologic Unit Code (8) Briar Creek Watershed
Streets
0 5,000 10,000 20,000
Feet
Figure 3. Vicinity Map
Briar Creek
Randolph to Providence
Mecklenburg County, NCI
Stage 1
Remodified
Stage 2
Constructed
De
anc
Sta
Aggr
and to
St,
Quasi-E
WILDLANDS
Figure 4.
Channel Evolution Model
Six Stages
(Simon & Hupp, 1986)
Direction of bed
or bank movement
Figure 5: NC Piedmont Regional Curves with Existing Project Condition Data Overlay
North Carolina Piedmont Regional Curve: Bankfull Area
1000
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ti
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X
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c
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Drainage Area (square miles)
1000
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10000
w 1000
d
L
t
An
100
North Carolina Piedmont Regional Curve: Discharge

y = 305.25x° szs,
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y = 89.039x01123
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0.1 1 10 100
Drainage Area (square miles)
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Briar xS 1 [Pool]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
cross section Name: Cross section 1
Survey Date: 07/23/08
----------------------------------------------------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE
0
17.3
20.03
22.11
25.8
27.6
29.29
31.66
35.52
35.52
39.38
43.73
51.04
53.19
55.31
57.86
60.11
60.11
61.96
63.48
65.44
67.72
70.26
72.01
74.15
81.38
91.2
101.97
=S ELEV NOTE
---------------------------
631.8654 ----------------------------
POOL
623.61
624.2697 LB
623.851 BKF
624.125
622.8932
620.759
619.8655
618.3511 LCH
618.3983 LEW
617.2167
616.1418
614.8214 TW
614.856
616.1218
617.1766
618.3983 REW
618.3145 RCH
619.7781
621.559
623.7752
625.5884
626.9543
628.6321
629.5077 RB
629.6059
629.6712
629.5339
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Channel Left Right
Floodprone Elevation (ft) 632.88 632.88 632.88
Bankfull Elevation (ft) 623.85 623.85 623.85
Floodprone width (ft) 101.97 ----- -----
Bankfull width (ft) 40.83 20.41 28.32
Entrenchment Ratio 2.5 ----- -----
Mean Depth (ft) 5.68 3.25 6.75
Maximum Depth (ft) 9.03 5.97 9.03
width/Depth Ratio 7.19 3.85 4.19
Bankfull Area (sq ft) 231.79 40.61 191.19
Wetted Perimeter (ft) 46.47 20.46 37.95
Hydraulic Radius (ft) 4.99 1.98 5.04
Page 1
Briar XS 1 [Pool]
Begin BKF Station 16.8 16.8 37.21
End BKF Station 65.53 37.21 65.53
Entrainment calculations
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
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Briar XS 2 [Pool]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
cross section Name: Cross section 2
Survey Date: 07/23/08
------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE FS ELEV NOTE
--------------
0 ------------
0 ----------------
628.1655 ----------------------------
POOL
2.05 0 628.0069 LB
3.25 0 626.0364
5.51 0 623.7069
8.23 0 622.997
9.91 0 622.2367
11.11 0 621.7452
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23.99 0 614.1897
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40.64 0 615.8116
43.54 0 615.6508
45.22 0 617.1292
47.44 0 617.87 REW
47.44 0 617.9469 RCH
49.27 0 618.712
51.3 0 620.0025
53.53 0 621.5751 BKF
55.16 0 622.6926
56.25 0 623.7591
57.45 0 625.1019
60.67 0 625.8693
63.1 0 626.174
65.33 0 628.0785
67.79 0 629.7993
70.52 0 631.1337
74.97 0 632.2532 LB
81.32 0 632.0498
83.12 0 631.6142
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Channel Left Right
Page 1
Floodprone Elevation (ft)
Bankfull Elevation (ft)
Floodprone width (ft)
Bankfull width (ft)
Entrenchment Ratio
Mean Depth (ft)
Maximum Depth (ft)
width/Depth Ratio
Bankfull Area (sq ft)
wetted Perimeter (ft)
Hydraulic Radius (ft)
Begin BKF Station
End BKF Station
Briar xS 2 [Pool]
629.08 629.08 629.08
621.58 621.58 621.58
66.76 ----- -----
42.38 21.19 21.19
1.58 ----- -----
5.49 6.53 4.44
7.5 7.5 6.03
7.72 3.24 4.77
232.52 138.47 94.05
48.6 31.61 29.05
4.78 4.38 3.24
11.16 11.16 32.35
53.54 32.35 53.54
----------------------------------------------------------------------
Entrainment calculations
----------------------------------------------------------------------
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
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LO
O
N O M Cl) O
O O O O M
Briar xS 3 [Riffle]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
cross section Name: Cross section 3
Survey Date: 07/23/08
----------------------------------------------------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE
0
1.83
2.87
5.03
7.54
8.91
9.81
10.59
12.22
13.27
13.27
14.85
18.12
20.81
23.94
26.13
34.78
36.73
40.7
44.36
46.7
46.7
48.72
50.93
52.76
54.46
56.18
58.48
61.54
65.9
68.97
70.25
73.02
=S ELEV NOTE
---------------------------
629.3313 ----------------------------
RIFFLE LB
628.1782
626.8454
624.3083
622.8663
621.3273 BKF
619.5142
618.4791
617.1794
616.7748 LCH
616.5631 LEw
616.236
616.1947
616.3341
615.9675
615.9007 Tw
615.9276
615.9277
615.9846
616.0302
616.5631 REw
616.3956 RCH
619.0403
621.2342
623.1749
624.5739
625.8528
626.9603
628.3102
630.1131
630.6679
630.9623 RTB
630.8934
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Channel
Floodprone Elevation (ft) 626.76
Bankfull Elevation (ft) 621.33
Floodprone width (ft) 55.12
Bankfull width (ft) 42.11
Entrenchment Ratio 1.31
Mean Depth (ft) 4.73
Left Right
626.76 626.76
621.33 621.33
21.05 21.06
4.74 4.71
Page 1
Briar xs 3 [Riffle]
Maximum Depth (ft) 5.43 5.43 5.42
width/Depth Ratio 8.91 4.44 4.47
Bankfull Area (sq ft) 199 99.86 99.14
wetted Perimeter (ft) 47.04 28.91 28.96
Hydraulic Radius (ft) 4.23 3.45 3.42
Begin BKF station 8.91 8.91 29.96
End BKF station 51.02 29.96 51.02
Entrainment calculations
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
m
0
0
N
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U FC
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LO
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LO
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LO
LO
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LO
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LO
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M M M M M M M M M
(11) UOIJenaJ:?
co
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Briar xS 4 [Riffle]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
cross section Name: Cross section 4
Survey Date: 07/23/08
------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE FS ELEV NOTE
--------------
0 ------------
0 ----------------
628.3345 ----------------------------
RIFFLE
2.12 0 628.0386 LB
4.65 0 625.1619
5.95 0 624.3667
6.97 0 623.9061
8.45 0 622.215
10.03 0 621.6282
11.37 0 620.9594
12.79 0 620.3976
14.1 0 619.5774
14.32 0 618.5317
15.49 0 618.1441
17.07 0 617.1531
19.23 0 616.0382 LCH
19.23 0 616.0071 LEW
20.48 0 615.8465
22.17 0 615.8591
23.16 0 615.771
24.51 0 615.8363
27.46 0 615.7912
30.26 0 615.8498
31.88 0 615.8735
33.54 0 615.9914
35.4 0 615.9411
37.65 0 616.0065
38.64 0 615.9888
42.24 0 615.5335 TW
43.61 0 615.9483
44 0 616.0071 REW
44 0 616.1815 RCH
45.5 0 617.3195
48.51 0 617.9273
53.07 0 620.382
55.62 0 621.628 BKF
58.04 0 622.7836
60.18 0 623.8039
62.46 0 625.9486
64.97 0 627.7408
67.22 0 628.4714
68.69 0 628.9601
70.29 0 629.2061
72.54 0 629.2453
75.54 0 629.3212
89.9 0 628.4415
Page 1
Briar xs 4 [Riffle]
----------------------------------------------------------------------
cross sectional Geometry
----------------------------------------------------------------------
channel Left Right
Floodprone Elevation (ft) 627.73 627.73 627.73
Bankfull Elevation (ft) 621.63 621.63 621.63
Floodprone width (ft) 62.56 ----- -----
Bankfull width (ft) 45.6 22.79 22.8
Entrenchment Ratio 1.37 ----- -----
Mean Depth (ft) 4.4 4.57 4.24
Maximum Depth (ft) 6.1 5.86 6.1
width/Depth Ratio 10.36 4.99 5.38
Bankfull Area (sq ft) 200.78 104.2 96.58
wetted Perimeter (ft) 49.24 30.5 30.11
Hydraulic Radius (ft) 4.08 3.42 3.21
Begin BKF station 10.03 10.03 32.82
End BKF station 55.62 32.82 55.62
----------------------------------------------------------------------
Entrainment calculations
----------------------------------------------------------------------
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
N
N
O
N
C
U FC
(6
7
O
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0
/?0
n
N w
?/? O
VJ N ?
x U Q
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00
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ca
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W
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N ?
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7
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O
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N
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O
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O
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0
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N
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O
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V
N
O
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(O
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O O O O O O O O O O (O
(11) UOIJenaJ:?

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Briar xS 5 [Pool]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
cross section Name: Cross section 5
Survey Date: 08/05/08
----------------------------------------------------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE
0
3
5.16
7.98
11.09
14.18
16.14
18.43
20.83
22.22
22.66
24.14
24.67
25.71
25.71
27
29.54
31.81
36.23
40.13
44.31
48.47
50.65
50.65
52.85
54.15
55.28
57.04
59.71
62.71
65.16
67.32
69.24
72.28
77.52
=S ELEV NOTE
---------------------------
626.9385 ----------------------------
POOL START
626.5049
625.5927
624.7394
623.8516
623.0596 LB
622.1624
620.3034
619.7999 BKF
618.9733
618.2125
615.689
615.0016
613.8779 LEw
613.8734 LCH
613.3726
612.9691
612.6819
612.1615 Tw
612.4709
612.74
613.3709
613.8689 RCH
613.8779 REw
616.0756
618.2952
619.6926
621.1739
622.4435
624.0503
625.8727
627.426
628.2368 RB
628.5004
628.2929
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Channel Left Right
Floodprone Elevation (ft) 627.44 627.44 627.44
Bankfull Elevation (ft) 619.8 619.8 619.8
Floodprone width (ft) 67.35 ----- -----
Bankfull width (ft) 34.58 17.55 17.03
Page 1
Entrenchment Ratio 1.95
Mean Depth (ft) 5.85
Maximum Depth (ft) 7.64
width/Depth Ratio 5.91
Bankfull Area (sq ft) 202.23
wetted Perimeter (ft) 40.72
Hydraulic Radius (ft) 4.97
Begin BKF station 20.83
End BKF station 55.41
Briar xs 5 [Pool]
5.85 5.84
7.64 7.47
3 2.91
102.75 99.48
28.14 27.51
3.65 3.62
20.83 38.38
38.38 55.41
----------------------------------------------------------------------
Entrainment calculations
----------------------------------------------------------------------
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
c
U FC
(6
7
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(11) UOIJenaJ:?
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LO
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Briar xS 6 [Riffle]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
cross section Name: Cross section 6
Survey Date: 08/05/08
----------------------------------------------------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE
0
2.4
5.03
7.39
9.97
11.99
13.71
16.97
20.03
22
23.22
25.67
27.05
28.27
30.98
32.51
34.05
36.19
38.68
41.7
43.57
47.04
48.88
50.71
52.06
54.05
57.51
59.85
63.86
66.29
68.67
71.95
74.06
=S ELEV NOTE
---------------------------
626.2648 ----------------------------
RIFFLE ST
625.3099
625.0034
624.6281 LB
623.5137
622.3725
621.5941
620.4994
619.765 BKF
618.9074
618.4493
617.2896
615.9403
614.1975
613.384 LCH
613.2433 LEw
613.4174
613.1692
613.0266
613.0431
612.8289 Tw
613.011
613.2433 REw
613.5162 RCH
614.8986
616.5056
618.1535
620.3915
622.3626
624.5131
625.8649
627.2258 RB
627.9713
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Channel
Floodprone Elevation (ft) 626.71
Bankfull Elevation (ft) 619.77
Floodprone width (ft) 70.71
Bankfull width (ft) 39.19
Entrenchment Ratio 1.8
Mean Depth (ft) 4.84
Left Right
626.71 626.71
619.77 619.77
20.51 18.68
4.67 5.02
Page 1
Briar xs 6 [Riffle]
Maximum Depth (ft) 6.94 6.74 6.94
width/Depth Ratio 8.1 4.39 3.72
Bankfull Area (sq ft) 189.63 95.8 93.82
wetted Perimeter (ft) 43.55 29.38 27.64
Hydraulic Radius (ft) 4.35 3.26 3.39
Begin BKF station 20.01 20.01 40.52
End BKF station 59.2 40.52 59.2
Entrainment calculations
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2

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LO
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LO
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LO
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LO
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N
LO
O
LO
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M M N N Cl ON r O 00 O
O O O O O O O O O O O
(11) UOIJenaJ:?

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Briar XS 7 [Run]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
cross section Name: Cross section 7
Survey Date: 08/05/08
------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE FS ELEV NOTE
--------------
0 ------------
0 ----------------
626.7434 ----------------------------
RUN START
1.88 0 626.6738
4.55 0 627.031
6.9 0 626.6209
7.77 0 626.4424 LB
10.19 0 623.709
13.35 0 624.0015
16.26 0 622.3139
19.41 0 622.7038
21.46 0 621.7769
25.41 0 620.689
28.21 0 618.661 BKF
30.72 0 618.0426
33.04 0 616.9683
34.94 0 616.0424
36.41 0 614.7367
37.77 0 613.2591 LCH
38.01 0 613.1374 LEW
39.1 0 612.7346
42.42 0 612.6104
44.95 0 612.543
47.16 0 612.4818
50.57 0 612.327
52.84 0 612.3111
55.88 0 612.1487 Tw
59.8 0 612.5304
60.57 0 613.0359 RCH
60.57 0 613.1374 REw
62.37 0 614.8524
63.41 0 616.9813
66.64 0 618.7846
69.52 0 620.1628
72.07 0 621.629
76.19 0 623.5101
77.21 0 625.3487 RB
80.66 0 625.8306
84.73 0 627.5936
86.19 0 628.1449
93.87 0 628.092
96.33 0 628.1176
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Page 1
Floodprone Elevation (ft)
Bankfull Elevation (ft)
Floodprone width (ft)
Bankfull width (ft)
Entrenchment Ratio
Mean Depth (ft)
Maximum Depth (ft)
width/Depth Ratio
Bankfull Area (sq ft)
wetted Perimeter (ft)
Hydraulic Radius (ft)
Begin BKF Station
End BKF Station
Briar xS 7 [Run]
channel Left Right
625.17 625.17 625.17
618.66 618.66 618.66
68.22 ----- -----
38.2 19.81 18.4
1.79 ----- -----
4.54 4.06 5.06
6.51 6.22 6.51
8.41 4.88 3.64
173.45 80.43 93.02
42.71 27.8 27.34
4.06 2.89 3.4
28.21 28.21 48.02
66.42 48.02 66.42
----------------------------------------------------------------------
Entrainment calculations
----------------------------------------------------------------------
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
c
U FC
(6
7
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N ?
co
N w
n O ?
v i N S?
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W
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W
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LO
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O
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LO
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O
O
LO
LO
O
LO
LO
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0
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LO
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Briar XS 8 [Run]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
cross section Name: Cross section 8
Survey Date: 08/05/08
----------------------------------------------------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE
0
2.38
3.6
3.93
5.12
6.38
9
11.35
13.09
15.76
17.3
17.85
18.2
18.2
20.57
22.94
26.4
29.96
33.73
36.49
40.08
42.01
44.4
45.5
45.5
47.56
49.57
52.99
54.94
57.48
59.91
62.11
64.5
66.54
69.06
=S ELEV NOTE
---------------------------
626.0403 ----------------------------
RUN
625.9645
625.5802 LB
622.6205
621.5656
619.7107
618.6111 BKF
617.4659
616.9634
616.5404
615.7498
614.8738
613.1049 LEw
612.809 LCH
612 .12 5 5
612.2779
612.5823
612.5552
612.327
612.1623
611.8382 Tw
612.2614
612.6871
613.0689 RCH
613.1049 REw
616.3777
617.9389
619.5578
620.6266
621.7716
623.3103
624.6977
625.8956
626.7052 RB
626.9
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Channel Left Right
Floodprone Elevation (ft) 625.38 625.38 625.38
Bankfull Elevation (ft) 618.61 618.61 618.61
Floodprone width (ft) 59.85 ----- -----
Bankfull width (ft) 41.99 20.99 21
Page 1
Entrenchment Ratio 1.43
Mean Depth (ft) 4.72
Maximum Depth (ft) 6.77
width/Depth Ratio 8.9
Bankfull Area (sq ft) 198.14
wetted Perimeter (ft) 47.6
Hydraulic Radius (ft) 4.16
Begin BKF Station 9
End BKF Station 50.99
Briar xS 8 [Run]
4.23 5.21
6.48 6.77
4.96 4.03
88.78 109.37
29.95 29.76
2.96 3.68
9 29.99
29.99 50.99
----------------------------------------------------------------------
Entrainment calculations
----------------------------------------------------------------------
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
N
O
N
C
d ?
U FC
(6
7
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_W
N ?
N w
vJ N ?
X U N
C
^? 3
(6
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L m
U?
L
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W
w
N ?
O
d
C
7
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LO N O) (O
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co O
CD CD
(11) UOIJenaJ:?
O
O
V
co
co
r
N
r
O
O
O
O
,I-
LO
co
V
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,I-
0
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M co
O
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N
W
N
O
O

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Briar XS 9 [Riffle]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
cross section Name: Cross section 9
Survey Date: 08/05/08
------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE FS ELEV NOTE
--------------
0 ------------
0 ----------------
623.7289 ----------------------------
RIFFLE ST
2.62 0 623.4676
5.68 0 622.6375 LB
7.57 0 621.7402
9.66 0 621.4767
12.35 0 620.4988
14.91 0 620.1388
17.45 0 619.8811
19.56 0 619.3046
21.74 0 618.5163
23.56 0 617.9037
24.85 0 617.3963
26.31 0 616.2142
27.34 0 614.2585
27.85 0 612.7154 LEW
27.85 0 612.5922 LCH
30.87 0 612.6207
33.62 0 612.4523
37.52 0 612.5467
40.26 0 612.4522
42.13 0 612.2786 TW
45.3 0 612.5392
48.61 0 612.4
51.47 0 612.4537
53.38 0 612.4257
55.22 0 612.0589
59.13 0 612.5663 RCH
59.13 0 612.7154 REW
59.68 0 613.7232
60.71 0 614.1884
61.69 0 615.5534
64.18 0 617.5813
65.97 0 618.2879 BKF
68.2 0 618.9122
69.66 0 619.6586
71.34 0 620.1267
73.89 0 620.6358
75.93 0 621.6325
78.68 0 622.2706
81.13 0 622.3729 RB
86.07 0 622.456
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Page 1
Briar xs 9 [Riffle]
channel Left Right
Floodprone Elevation (ft) 624.52 624.52 624.52
Bankfull Elevation (ft) 618.29 618.29 618.29
Floodprone width (ft) 86.07 ----- -----
Bankfull width (ft) 43.57 21.87 21.7
Entrenchment Ratio 1.98 ----- -----
Mean Depth (ft) 4.76 4.76 4.75
Maximum Depth (ft) 6.23 6.01 6.23
width/Depth Ratio 9.16 4.6 4.56
Bankfull Area (sq ft) 207.2 104.06 103.15
wetted Perimeter (ft) 49.07 30.72 30.01
Hydraulic Radius (ft) 4.22 3.39 3.44
Begin BKF station 22.41 22.41 44.28
End BKF station 65.98 44.28 65.98
----------------------------------------------------------------------
Entrainment calculations
----------------------------------------------------------------------
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
Briar XS 10 [Riffle]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
cross section Name: Cross section 10
Survey Date: 08/05/08
------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE FS ELEV NOTE
--------------
0 ------------
0 ----------------
621.4506 ----------------------------
RIFFLE ST
3.04 0 620.9025 LB
5.52 0 620.1328
7.28 0 618.9123
8.85 0 618.253
10.46 0 617.211
11.65 0 616.1386
13.13 0 614.937
13.83 0 614.6889
15.16 0 614.4435
16.91 0 613.8909
18.78 0 613.5565
20.5 0 613.6153
21.96 0 612.8147
23.36 0 612.187
24.5 0 611.4439
26 0 610.7794 LEW LCH
28.15 0 610.4288
31.56 0 610.4162
34.46 0 610.545
37.65 0 610.6038
40.77 0 610.5916
44.56 0 610.5782
47.97 0 610.582
51.14 0 610.5904
53.68 0 610.5266
54.86 0 610.3461 TW
56.15 0 610.7388 REW RCH
56.97 0 611.7856
58.41 0 613.0425
58.89 0 614.445
60.82 0 615.3269
63.02 0 615.951 BKF
65.49 0 616.1929
67.84 0 616.5708
69.62 0 617.2104
71.9 0 618.095
75.07 0 619.1282 RB
78.06 0 619.4673
80.59 0 619.5512
83.27 0 620.134
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Page 1
Briar xs 10 [Riffle]
channel Left Right
Floodprone Elevation (ft) 621.55 621.55 621.55
Bankfull Elevation (ft) 615.95 615.95 615.95
Floodprone width (ft) 83.27 ----- -----
Bankfull width (ft) 51.13 24.75 26.39
Entrenchment Ratio 1.63 ----- -----
Mean Depth (ft) 4.13 3.77 4.46
Maximum Depth (ft) 5.6 5.53 5.6
width/Depth Ratio 12.39 6.56 5.91
Bankfull Area (sq ft) 211.02 93.3 117.72
wetted Perimeter (ft) 54.74 31.39 34.09
Hydraulic Radius (ft) 3.85 2.97 3.45
Begin BKF station 11.88 11.88 36.63
End BKF station 63.02 36.63 63.02
----------------------------------------------------------------------
Entrainment calculations
----------------------------------------------------------------------
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
N
O
rn N
d O W
?
U ?
(6 ?
7
U)
>N
W
? I I
r N w
U Ca
VJ _
C
x
(D C
L m
U•
L
ca
L
W
m
w
N ?
C
O
d
C
7
O
O
N
V
W
O
N
O
O
O
O)
,I-
00
W
r-
N
r
O
O
O
O
,I-
LO
W
V
N
,I-
(D
Cl)
O
Cl)
V
N
C2
N
O
O
OM N N N N O O Cl O
O O O O O O O O O O O
(11) UOIJenaJ:?

O
'yr
co
?
Briar XS 11 [Riffle]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
cross section Name: Cross section 11
Survey Date: 08/05/08
------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE FS ELEV NOTE
--------------
0 ------------
0 -------------
621.758 -------------------------------
RIFFLE ST
1.81 0 621.6947
3.83 0 621.1637
5.22 0 621.0865 LB
6.99 0 620.6317
8.39 0 619.7558
9.73 0 619.2819
10.79 0 617.7806
12.41 0 617.4941
14.61 0 616.9917
16.09 0 617.0165
18.38 0 616.5318
20.42 0 616.1073
23.09 0 615.504 BKF
25.84 0 615.0869
27.86 0 614.6053
30.02 0 614.3189
32.24 0 614.0592
34.19 0 613.7115
35.57 0 613.1102
36.55 0 611.3415
37.04 0 610.6066 LEW LCH
38.91 0 610.4122
40.69 0 610.2917
41.96 0 610.4172 TW
44.15 0 610.4943
46.66 0 610.453
49.33 0 610.4804
52.15 0 610.4581
55.06 0 610.6207
57.16 0 610.6216
59.3 0 610.5984
61.52 0 610.7239 REW
63.41 0 610.9284 RCH
64.73 0 612.3244
67.66 0 612.3819
70.15 0 612.1711
71.23 0 611.4231
72.8 0 611.0763
73.89 0 611.3788
75.51 0 612.3868
77.5 0 612.8823
79.69 0 615.2383
83.73 0 615.9769
86.75 0 616.7206
92.98 0 617.0452
Page 1
Briar xs 11 [Riffle]
97.68 0 617.2206
102.86 0 616.8721
107.28 0 617.4819
113.24 0 617.9455
----------------------------------------------------------------------
cross sectional Geometry
----------------------------------------------------------------------
channel Left Right
Floodprone Elevation (ft) 620.71 620.71 620.71
Bankfull Elevation (ft) 615.5 615.5 615.5
Floodprone width (ft) 106.55 ----- -----
Bankfull width (ft) 58.01 31.3 26.7
Entrenchment Ratio 1.84 ----- -----
Mean Depth (ft) 3.48 3.39 3.6
Maximum Depth (ft) 5.21 5.21 4.92
width/Depth Ratio 16.65 9.23 7.43
Bankfull Area (sq ft) 202.13 106.11 96.01
wetted Perimeter (ft) 62.08 37.96 33.95
Hydraulic Radius (ft) 3.26 2.8 2.83
Begin BKF station 23.12 23.12 54.42
End BKF station 81.12 54.42 81.12
----------------------------------------------------------------------
Entrainment calculations
----------------------------------------------------------------------
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
0
rn N
d O W
?
U ?
(6 ?
7
U)
>N
W
N
N
? N x
V J U_
C
^W C
L m
U•
L
ca
LL
W
N
0
w
N ?
C
O
d
C
7
O
O
N
V
W
O
N
O
O
O
O)
,I-
00
W
r-
N
r
O
O
O
O
,I-
LO
W
V
N
,I-
(D
Cl)
O
Cl)
V
N
W
N
O
O
OM N N N N O O Cl O
O O O O O O O O O O O
(11) UOIJenaJ:?

O
'yr
co
?
Briar XS 12 [Riffle]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
cross section Name: Cross section 12
Survey Date: 08/05/08
------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE FS ELEV NOTE
--------------
0 ------------
0 -------------
621.4291 -------------------------------
RIFFLE ST
3.29 0 621.56
6.12 0 621.5403
10.02 0 621.5235 LB
11.22 0 620.1609
12.59 0 619.1239
14.99 0 618.1701
16.85 0 617.7857
18.31 0 617.3252
20.35 0 617.1324
23.08 0 616.9427
26.2 0 617.2411
28.28 0 617.1733
29.78 0 616.3508
31.23 0 615.5985
32.45 0 614.4035
34.56 0 612.7777
35.69 0 611.3628
36.8 0 610.8868 LCH
38.87 0 610.4425 LEW
40.5 0 610.1176
41.94 0 609.9346 Tw
44.61 0 610.0617
48.28 0 610.2614
50.85 0 610.3706
54.56 0 610.1286
57.4 0 610.1053
60.04 0 610.0625
61.57 0 610.307
63.74 0 610.04
65.55 0 609.9687
66.4 0 610.1597 REw RCH
68.2 0 610.6705
70.1 0 612.1276
72.8 0 613.3565
75.08 0 614.2074
76.04 0 614.8919
78.17 0 615.5534 BKF
81.29 0 615.7644
83.69 0 615.3804
87.32 0 615.6525
90.25 0 616.2044
93.13 0 616.7379
96.58 0 617.9296
108.2 0 619.6602 RB
Page 1
Briar xs 12 [Riffle]
----------------------------------------------------------------------
cross sectional Geometry
----------------------------------------------------------------------
channel Left Right
Floodprone Elevation (ft) 621.17 621.17 621.17
Bankfull Elevation (ft) 615.55 615.55 615.55
Floodprone width (ft) 97.86 ----- -----
Bankfull width (ft) 50.2 22.61 32.06
Entrenchment Ratio 1.95 ----- -----
Mean Depth (ft) 4.05 4.62 3.58
Maximum Depth (ft) 5.62 5.62 5.58
width/Depth Ratio 12.41 4.9 7.71
Bankfull Area (sq ft) 203.14 104.4 98.74
wetted Perimeter (ft) 53.49 29.9 34.35
Hydraulic Radius (ft) 3.8 3.49 2.87
Begin BKF station 31.28 31.28 53.89
End BKF station 85.95 53.89 85.95
----------------------------------------------------------------------
Entrainment calculations
----------------------------------------------------------------------
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
m
m
? II
. d O W
?
U ?
(6 ?
7
>N
li N
? N W
'A O x
' U N
'Y` -O
C
^? 3
(6
(D
L 00
U•
L
ca
L
W
w
N ?
C
O
d
C
7
O
O
O
LO
O)
O
O)
LO
W
O
W
LO
r-
O
r
LO
O
O
O
LO
LO
O
LO
LO
,I-
0
,I-
LO
Cl)
O
Cl)
LO
N
O
N

O
LO
O
OM N N N N O O Cl O
O O O O O O O O O O O
(11) UOIJenaJ:?

O
co
Briar xS 13 [Run]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
cross section Name: Cross section 13
Survey Date: 08/05/08
------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE FS ELEV NOTE
--------------
0 ------------
0 ----------------
619.8091 ----------------------------
RUN START
3.01 0 619.9867
5.5 0 620.3148
8.51 0 620.2875 LB
10.89 0 619.7301
12.56 0 618.686
14.6 0 617.7364
16.39 0 616.9419
18.19 0 616.6315
18.9 0 616.2775
20.98 0 616.1349
21.72 0 614.5054 BKF
22.62 0 613.6535
23.25 0 612.2491
24.57 0 610.0247 LCH
25.22 0 610.0223 LEW
26.18 0 609.7824
27.64 0 609.508
31.27 0 609.3415 Tw
34.89 0 609.4656
38.81 0 609.6335
42.65 0 609.7196
45.92 0 609.3752
48.77 0 609.461
50.68 0 609.3508
53.65 0 609.9216 REw RCH
54.35 0 611.9269
56.36 0 612.2336
57.78 0 612.505
59.02 0 613.0754
61.38 0 614.068
64.06 0 613.6618
72.12 0 613.0518
74.52 0 613.0606
77.58 0 614.438
79.95 0 616.1504
84.5 0 618.2419
87.03 0 618.7335 RB
89.27 0 619.4106
92.4 0 619.7973
97.13 0 619.4133
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Page 1
Briar xs 13 [Run]
channel Left Right
Floodprone Elevation (ft) 619.68 619.68 619.68
Bankfull Elevation (ft) 614.51 614.51 614.51
Floodprone width (ft) 83.73 ----- -----
Bankfull width (ft) 55.96 20.64 35.32
Entrenchment Ratio 1.5 ----- -----
Mean Depth (ft) 3.25 4.55 2.49
Maximum Depth (ft) 5.17 5.17 5.16
width/Depth Ratio 17.23 4.54 14.18
Bankfull Area (sq ft) 181.8 93.82 87.98
wetted Perimeter (ft) 60.79 28.02 42.36
Hydraulic Radius (ft) 2.99 3.35 2.08
Begin BKF station 21.72 21.72 42.36
End BKF station 77.68 42.36 77.68
----------------------------------------------------------------------
Entrainment calculations
----------------------------------------------------------------------
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
_ U) Y co Q Q
U co z z
O ? ? O + O
W
O
/LL
n
U
ML
W
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O O 00 r-
M N N N
O O O M
M LO
N N
M M
(j;) UOIJenaJ:?
O
M
M
N
V
M
V
N
M
M
O
M
co
co
N
O

N
N

N
V
M
N
M
N
co
O
O

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0

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V
co
M
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O
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00

O
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N
M N
M N
M N
M N
M
C W
O x
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(6
7
M
>0)
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00
E
E
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N
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0
0
O O 00 r
M N N N
O O O M
M LO
N N
M M
(11) UOIJenaJ:?
v

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N
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N
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V
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M

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M M M M M
Museum xS 1 [Riffle]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Museum Branch
cross section Name: Cross section 1
Survey Date: 07/30/08
----------------------------------------------------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE
0
2.14
5.85
8.07
10.38
12.94
15.37
17.21
19.26
21.4
23.16
24.83
26.39
28.02
29.12
29.92
30.66
31.45
32.2
33.38
36.06
38.15
39.92
42.13
44.2
46.27
48.53
51.32
54.94
58.52
62.89
=S ELEV NOTE
---------------------------
626.4922 ----------------------------
RIFFLE
626.4932
626.5593
626.5577
626.5395
626.5097
626.5083
626.3101 LB
625.7878
625.0212
624.4306
623.722
622.9673 BKF
622.323 LCH
621.8002
621.6964 LEW
621.6234 TW
621.6964 REW
621.8511
622.2073 RCH
623.2482
624.0581
624.6306
625.2936
625.9555
626.6897
627.0748 RB
626.857
626.6842
626.628
626.2766
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Channel Left Right
Floodprone Elevation (ft) 624.32 624.32 624.32
Bankfull Elevation (ft) 622.97 622.97 622.97
Floodprone width (ft) 15.52 ----- -----
Bankfull width (ft) 8.96 4.48 4.48
Entrenchment Ratio 1.73 ----- -----
Mean Depth (ft) 0.81 0.84 0.79
Maximum Depth (ft) 1.35 1.35 1.33
width/Depth Ratio 11.05 5.35 5.7
Page 1
Museum xs 1 [Riffle]
Bankfull Area (sq ft) 7.27 3.74 3.52
wetted Perimeter (ft) 9.43 6.06 6.02
Hydraulic Radius (ft) 0.77 0.62 0.59
Begin BKF station 26.38 26.38 30.86
End BKF station 35.34 30.86 35.34
Entrainment calculations
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
C W
O x
d ?
N ?
U
(6
7
M
>N
0
/?0
n
1-/
N
(11
X N
O
U Ca
0
C
7
W ?
m
E
E
^W
U)
m
w
U)
C ?
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d
C
7
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0
0
OM N N N N N N Cl) N
M M M M M M M M M
(11) UOIJenaJ:?
N
r
W
M
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CD
O
M
M
LO
N
LO
co
,I-
,I-
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0
,I-
CD
Cl)
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0
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co
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(/)
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0
N ON
O M
Museum XS 2 [Pool]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Museum Branch
cross section Name: Cross section 2
Survey Date: 07/23/08
------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE FS ELEV NOTE
--------------
0 ------------
0 ----------------
626.4729 ----------------------------
POOL
1.5 0 626.6783
3.55 0 626.7176
5.88 0 626.7501
8.11 0 626.7758
10.16 0 626.775
12.19 0 626.7167
14.62 0 626.7673
16.71 0 626.7387
19.59 0 626.6094
20.6 0 626.4957 LB
22.39 0 626.1185
23.91 0 625.5115
25.43 0 625.0587
27.41 0 624.3442
29.18 0 623.4615
30.53 0 622.8365
31.81 0 622.2522
32.57 0 621.7806 LCH
33.36 0 621.6049 LEW
34.05 0 621.5056
34.77 0 621.4811 TW
35.75 0 621.6049 REW
36.13 0 621.6912
37.13 0 621.9879 RCH
38.65 0 622.8053 BKF
40.32 0 623.5274
42.25 0 624.2349
44.73 0 625.0423
46.74 0 625.7545
48.8 0 626.5713
50.65 0 627.1949
52.12 0 627.426 RB
54.02 0 627.5032
56.11 0 627.3952
59.76 0 627.4046
68.79 0 626.8378
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Channel Left Right
Floodprone Elevation (ft) 624.14 624.14 624.14
Bankfull Elevation (ft) 622.81 622.81 622.81
Page 1
Museum xs 2 [Pool]
Floodprone width (ft) 14.17 ----- -----
Bankfull width (ft) 8.07 4.03 4.04
Entrenchment Ratio 1.75 ----- -----
Mean Depth (ft) 0.86 0.85 0.86
Maximum Depth (ft) 1.33 1.32 1.33
width/Depth Ratio 9.41 4.72 4.69
Bankfull Area (sq ft) 6.92 3.44 3.48
wetted Perimeter (ft) 8.62 5.64 5.63
Hydraulic Radius (ft) 0.8 0.61 0.62
Begin BKF station 30.59 30.59 34.62
End BKF station 38.66 34.62 38.66
----------------------------------------------------------------------
Entrainment calculations
----------------------------------------------------------------------
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
N
N I I
C ?
O x
d p
0) ?
U
(6
7
>0)
_W
LL
co
(n
X N
O ?
U N
U
C
C -
c
W N
m
E
^E
W
W
w
N 1?
C ?
O
d
U
C
7
O
O U) 00 I-
M N N N
O O O M
M LO
N N
M M
(11) u011ena13
v
O
M
N
LO
co
,I-
,I-
,I-
0
,I-
(D
M
N
M
00
N 0
,I-
N
O
N
M
00
V
O
N N N N ON
O O O O M
Museum xS 3 [Riffle]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Museum Branch
cross section Name: Cross section 3
Survey Date: 07/23/08
----------------------------------------------------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE
0
3.62
7.18
8.91
11.36
12.76
14.8
16.25
17.94
19.43
21.13
22.1
22.72
23.77
24.61
25.45
26.33
27.88
28.34
30.58
32.76
35.18
37.13
39.54
43.02
46.57
50.14
53.54
57.94
62.43
=S ELEV NOTE
---------------------------
626.7462 ----------------------------
RIFFLE
626.7002
626.6277
626.6258 LB
626.2298
625.5852
624.7179
624.0028
623.2643
622.5989
621.6327 LCH
621.3908
621.2565 LEW
621.1992 TW
621.2565 REW
621.4584
621.697 RCH
622.507 BKF
622.7468
623.6423
624.4004
625.1484
625.9368
626.6158
627.5102 RB
627.7051
627.4
626.9072
626.5679
626.3397
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Channel Left Right
Floodprone Elevation (ft) 623.82 623.82 623.82
Bankfull Elevation (ft) 622.51 622.51 622.51
Floodprone width (ft) 14.43 ----- -----
Bankfull width (ft) 8.3 4.13 4.17
Entrenchment Ratio 1.74 ----- -----
Mean Depth (ft) 0.87 0.89 0.86
Maximum Depth (ft) 1.31 1.31 1.31
width/Depth Ratio 9.53 4.67 4.87
Bankfull Area (sq ft) 7.23 3.66 3.56
Page 1
Museum xs 3 [Riffle]
wetted Perimeter (ft) 8.83 5.72 5.73
Hydraulic Radius (ft) 0.82 0.64 0.62
Begin BKF station 19.59 19.59 23.72
End BKF station 27.89 23.72 27.89
----------------------------------------------------------------------
Entrainment calculations
----------------------------------------------------------------------
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
N I I
C ?
O x
d p
0) ?
U
(6
7
M
>N
0
I..L
VJ
X N ?
O ?
U Q
U?
C
7
(6
W ?
m
E
^E
W
W
w
N 1?
C ?
O
d
U
C
7
O
O U) 00 I-
M N N N
O O O M
M LO
N N
M M
(11) u011ena13
N
r
00
M
,I-
(D
O
M
M
LO
N
LO
co
,I-
,I-
,I-
0
V
M
N
M 0
N
V
N
O
N
M
N
00
V
O
N N N N ON
O O O O M
Museum XS 4 [Pool]
RIVERMORPH CROSS SECTION SUMMARY
River Name: Briar Creek
Reach Name: Museum Branch
cross section Name: Cross section 4
Survey Date: 07/23/08
----------------------------------------------------------------------
Cross Section Data Entry
BM Elevation: 0 ft
Backsight Rod Reading: 0 ft
TAPE
0
7.96
10.91
14.29
18.26
20.84
23.03
24.85
26.14
27.64
29.53
31.19
33.07
34.37
35.67
36.58
36.91
38.06
39.1
39.55
40.89
41.8
42.1
42.63
44.47
46.67
48.41
50.87
52.75
55.82
58.67
61.8
64.54
69.3
=S ELEV NOTE
---------------------------
626.8396 ----------------------------
POOL
626.8766
626.9233
626.8661
626.8611
626.7522
626.7496 LB
626.477
625.8327
625.3025
624.5419
623.6566
622.8382
622.1788
621.5244 LCH
621.2162
621.1772 LEW
621.048 TW
621.1772 REW
621.2406
621.559 RCH
622.23
622.38 BKF
622.6361
623.4342
624.3385
624.9961
625.9498
626.6972
627.6676 RB
627.9544
627.7839
627.4152
626.9767
----------------------------------------------------------------------
Cross sectional Geometry
----------------------------------------------------------------------
Channel Left Right
Floodprone Elevation (ft) 623.71 623.71 623.71
Bankfull Elevation (ft) 622.38 622.38 622.38
Floodprone width (ft) 14.06 ----- -----
Bankfull width (ft) 8.13 4.08 4.05
Entrenchment Ratio 1.73 ----- -----
Page 1
Museum xs 4 [Pool]
Mean Depth (ft) 0.88 0.85 0.9
Maximum Depth (ft) 1.33 1.33 1.33
width/Depth Ratio 9.28 4.78 4.51
Bankfull Area (sq ft) 7.12 3.48 3.64
wetted Perimeter (ft) 8.7 5.67 5.69
Hydraulic Radius (ft) 0.82 0.61 0.64
Begin BKF station 33.97 33.97 38.05
End BKF station 42.1 38.05 42.1
----------------------------------------------------------------------
Entrainment calculations
----------------------------------------------------------------------
Entrainment Formula: Rosgen modified shields curve
channel Left side Right side
slope
shear stress (lb/sq ft)
Movable Particle (mm)
Page 2
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Briar Reach 1 PC
RIVERMORPH PARTICLE SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
sample Name: Reach 1
Survey Date: 08/04/08
Size (mm) TOT # ITEM % CUM
-------------------
0 - 0.062 --------------
2 ----------
2.00 ---------------------------
2.00
0.062 - 0.125 1 1.00 3.00
0.125 - 0.25 4 4.00 7.00
0.25 - 0.50 17 17.00 24.00
0.50 - 1.0 15 15.00 39.00
1.0 - 2.0 7 7.00 46.00
2.0 - 4.0 0 0.00 46.00
4.0 - 5.7 0 0.00 46.00
5.7 - 8.0 0 0.00 46.00
8.0 - 11.3 0 0.00 46.00
11.3 - 16.0 1 1.00 47.00
16.0 - 22.6 2 2.00 49.00
22.6 - 32.0 6 6.00 55.00
32 - 45 7 7.00 62.00
45 - 64 5 5.00 67.00
64 - 90 7 7.00 74.00
90 - 128 8 8.00 82.00
128 - 180 8 8.00 90.00
180 - 256 2 2.00 92.00
256 - 362 3 3.00 95.00
362 - 512 0 0.00 95.00
512 - 1024 0 0.00 95.00
1024 - 2048 0 0.00 95.00
2048 - 5 5.00 100.00
D16 (mm) 0.38
D35 (mm) 0.87
D50 (mm) 24.17
D84 (mm) 141
D95 (mm) 362
D100 (mm) 2048
silt/Clay (%) 2
sand (%) 44
Gravel (%) 21
cobble (%) 25
Boulder (%) 3
Bedrock (%) 5
Total Particles = 100.
Page 1
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Briar Reach 2 PC
RIVERMORPH PARTICLE SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
sample Name: Reach 2
Survey Date: 08/04/08
Size (mm) TOT # ITEM % CUM
-------------------
0 - 0.062 --------------
2 ----------
1.98 ---------------------------
1.98
0.062 - 0.125 3 2.97 4.95
0.125 - 0.25 17 16.83 21.78
0.25 - 0.50 11 10.89 32.67
0.50 - 1.0 2 1.98 34.65
1.0 - 2.0 0 0.00 34.65
2.0 - 4.0 2 1.98 36.63
4.0 - 5.7 0 0.00 36.63
5.7 - 8.0 3 2.97 39.60
8.0 - 11.3 1 0.99 40.59
11.3 - 16.0 1 0.99 41.58
16.0 - 22.6 9 8.91 50.50
22.6 - 32.0 4 3.96 54.46
32 - 45 6 5.94 60.40
45 - 64 3 2.97 63.37
64 - 90 9 8.91 72.28
90 - 128 9 8.91 81.19
128 - 180 14 13.86 95.05
180 - 256 5 4.95 100.00
256 - 362 0 0.00 100.00
362 - 512 0 0.00 100.00
512 - 1024 0 0.00 100.00
1024 - 2048 0 0.00 100.00
2048 - 0 0.00 100.00
D16 (mm) 0.21
D35 (mm) 2.35
D50 (mm) 22.23
D84 (mm) 138.54
D95 (mm) 179.81
D100 (mm) 256
silt/Clay (%) 1.98
sand (%) 32.67
Gravel (%) 28.72
Cobble (%) 36.63
Boulder (%) 0
Bedrock (%) 0
Total Particles = 101.
Page 1
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Briar Reach 3 PC
RIVERMORPH PARTICLE SUMMARY
River Name: Briar Creek
Reach Name: Briar creek
sample Name: Reach 3
Survey Date: 08/04/08
Size (mm) TOT # ITEM % CUM
-------------------
0 - 0.062 --------------
2 ----------
1.94 ---------------------------
1.94
0.062 - 0.125 0 0.00 1.94
0.125 - 0.25 4 3.88 5.83
0.25 - 0.50 24 23.30 29.13
0.50 - 1.0 11 10.68 39.81
1.0 - 2.0 13 12.62 52.43
2.0 - 4.0 0 0.00 52.43
4.0 - 5.7 1 0.97 53.40
5.7 - 8.0 0 0.00 53.40
8.0 - 11.3 2 1.94 55.34
11.3 - 16.0 7 6.80 62.14
16.0 - 22.6 10 9.71 71.84
22.6 - 32.0 12 11.65 83.50
32 - 45 2 1.94 85.44
45 - 64 3 2.91 88.35
64 - 90 2 1.94 90.29
90 - 128 1 0.97 91.26
128 - 180 7 6.80 98.06
180 - 256 2 1.94 100.00
256 - 362 0 0.00 100.00
362 - 512 0 0.00 100.00
512 - 1024 0 0.00 100.00
1024 - 2048 0 0.00 100.00
2048 - 0 0.00 100.00
D16 (mm) 0.36
D35 (mm) 0.77
D50 (mm) 1.81
D84 (mm) 35.35
D95 (mm) 156.6
D100 (mm) 256
silt/Clay (%) 1.94
sand (%) 50.49
Gravel (%) 35.92
cobble (%) 11.65
Boulder (%) 0
Bedrock (%) 0
Total Particles = 103.
Page 1
Particle Size Distribution Report
O o 0
C C C? C_ C G -} O N C, 0 0 O 7 N
rn ..n? _ \ \ ,.. ? - w x
10C
9C
8C
7C
CC
W 6C
Z
LL
Z 5C
W
U
CC
W 4C
n
3C
2C
1C
C
"IUU lU -I U. -I U.US U.UUI
GRAIN SIZE - mm.
%+3" % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine Silt clay
27.9 21.2 8.5 20.5 4.5 0.9
SIEVE
SIZE PERCENT
FINER SPEC.*
PERCENT PASS?
(X=NO)
3in. 83.5
2.5in 83.5
1.5in. 77.7
lin. 63.1
3/4in. 55.6
3/8in. 42.5
#4 34.4
#10 25.9
#20 14.1
#40 5.4
#60 2.7
#100 1.5
#140 1.1
#200 0.9
Material Description
Atterberg Limits
PL= LL= P1=
Coefficients
D85= D60= 22.8879 D50= 14.5785
D30= 2.9433 D15= 0.9004 D10= 0.6364
Cu= 35.97 Cc= 0.59
Classification
USCS= GP AASHTO=
Remarks
Diameter of 3 largest particles
3.90 in, 2.51 in, 2.11 in
(no specification provided)
Sample Number: X.S.4
Location: Reach 1 Date: 10-6-08
MACTEC Engineering and Consulting, Inc. Client: Wildlands
Project: Wildlands
Charlotte, North Carolina Project No: 6234-08-4832 Figure A& 1o.r,-0 8
Tested By: D Kopitsky Checked By: J Alexander
Particle Size Distribution Report
aoo
M M N ? ?\ \ m ? O N CO] C l?0 ? ? N
? x xt x>• a ? ? st
100
90
80
70
iY
W 60
Z
I I
Z 50
W
U
Q'
W 40
n
30
20
10
0
'iuu Iu l
U.1 u.u1 u.uul i
VI\/'911V JILL ? 111111.
+3" % Gravel % Sand % Fines
Coarse Fine Coarse Medium Fine silt Clay
18.2 15.3 5.5 11.3 2.1 0.7
SIEVE
SIZE PERCENT
FINER SPEC."
PERCENT PASS?
(X=NO)
3in. 53.1
2.5in 53.1
1.5in. 43.7
lin. 37.3
3/4in. 34.9
3/8in. 26.4
#4 19.6
#10 14.1
#20 8.3
#40 2.8
#60 1.3
#100 0.9
#140 0.8
#200 0.7
Material Description
Atterbera Limits
PL= LL= P1=
Coefficients
D85= D60= D50= 50.6342
D30= 12.5389 D15= 2.3133 D10= 1.0545
Cu= Cc=
Classification
USCS= GP AASHTO=
Remarks
Diameter of 3 largest particles
5.31 in, 2.46 in, 1.78 in
(no specification provided)
Sample Number: X.S.9
Location: Reach 2 Date: 10-6-08
MACTEC Engineering and Consulting, Inc. Client: Wildlands
Project: Wildlands
Charlotte, North Carolina Project No: 6234-08-4832 Figure A& to (.,o;g
Tested By: D Kopitsky Checked By: J Alexander
Particle Size Distribution Report
o00
C C C C C C '7 N 0 O 0 F 7 N
10C
9C
8C
70
IY
W 60
Z
U-
50
W
U
IY
W 40
n
30
20
10
0
1UU IV I U. -I V.V-I U.UUI
VR/-VIN OILC-
%, +3" % Gravel % Sand
Coarse Fine Coarse Medium
0.0 33.3 26.2 10.7 21.0
SIEVE
SIZE PERCENT
FINER SPEC.*
PERCENT PASS?
(X=NO)
3in. 100.0
2.5in 100.0
1.5in. 80.6
lin. 74.0
3/4in. 66.7
3/8in. 50.4
#4 40.5
#10 29.8
#20 18.8
#40 8.8
#60 4.1
#100 2.0
#140 1.4
#200 1.1
% Fines
Fine silt
7.7 1.1
Material Description
Atterberg Limits
PL= LL= PI=
Coefficients
D85= 42.7465 D60= 14.8096 D50= 9.3183
D30= 2.0255 D15= 0.6598 D10= 0.4672
Cu= 31.70 Cc= 0.59
Classification
USCS= GP AASHTO=
Remarks
Diamter of 4 largest particles
2.44 in, 2.32 in, 2.23 in, 1.64 in
(no specification provided)
Sample Number: X.S.12
Location: Reach 3 Date: 10-6-08
MACTEC Engineering and Consulting, Inc. Client: Wildlands
Project: Wildlands
Charlotte, North Carolina Project No: 6234-08-4832 Figure A , to_(..o;
Tested By: D KopitskV Checked By: J Alexander
J/MACTEC
IData Testing Sheet For Wash 200 Grain Size Analysis
A-STM D6913-04
Project No. 6a311-v?-L' 43 a Tested By
Project Name C„ 5 Test Date
Boring No, Cegck Reviewed By
Sample Depth - Review Date
Sample No. X,$, q MACTEC Lab Location
Assignment Sheet Date --
Tare ID
Tare WT (g)
Dry' oil + Tare (g)
Dry Soil IA'T (g)
Q 1/-0?' %
_ 10-1 ?a R
I cJ-6- o?
GWL'7
d ?CGM QT'?(? a ? ?j 3.5o Weight u u
Sieve # Sieve ID 4 Retained

(Grams)
Retained .
Passing
Spe'?iflcations

3 inch
:tj tj
548- /
6I
g3.
2 inch qy8.? 16.5 83. S
1 1/2-
inch

I
IR Bv. r
o?•
77. -7
l -inch P 35 x117.'1 3. 9 0-1
3/4 - inch t, 4a a7 C-'-l
f•
Li
Jr''".6
3/8 - inch # L4 11 3 99.6 5-75 ya,
4 14 Li) 37?r.3 C5.6 3 . y
-P in I
7T IV
f
20 Se a I i'@ S. y g^ 1 fir.
:4 40 S?aG? S y.
# 60 a 57 R7
100 56?1.Q ?g.5 1. S
# 140
-
# 200 N 7 5697C 5`1.1 G If
41

(,_Gj -',
4 " t.
MA T E C
D2ta Testing Sheet For Wash 200 Grain Size Analysis
A.STM D6913-04
project No. Ga3ti-p?_yg3-a, Tested By 0 Lop"niz--,
Project Name hr; C) 1 ape) e Test Date 1O-a-o x
Boring No, (2Gy1-? a Reviewed By _
j A
Sample Depth -- Review Date _
10-6-0-q
Sample No, X , S , 0/ MACTEC Lab Location Lt4 LT
Assignment Sheet Date .?
Tare ID dr Gr^$ni/ o? 3 f c?cp
Tare WT (g) --
3.3
Dry Soil + Tare (g) --- ,
a.y6
Dry Soi] Vi'T (1. bra ?. 6 f
.

Sieve 4
Sieve ID #
aw Weight
Retained
(Grams) o

Retained
0/0
Passing

Specifications
3 - inch ?
2 inch c, o
] 1 /Z -
inch
k
50'.9
59.3
43,-Z ?
l • inch 3 3FS4a GZ -7 37'.:3 V/ 1 1
3/4 - inch W y a 3g90j gs. / r3 Lt. 9 ?
3/8 - inch -! i 4 4 r? p 73 a6.
# 4 5 k5a S. ?.
c
o c
lc 0 5a6a
as } 66aa, 7 91.7 9.3
40 5555, 57. a ?.g
# 60 9 g? -7 1.3
100 (C27 Lt. 51.1 O.
x;140 (a RI 11.a O.Q
til 200 69M X9.3 a•

?? z:
A TEC
D2t:2 Testing Sheet For Wash 200 Grain Size.Analysis
ASTM D6913-04
Project No.
Project Name
Boring No,
Sample Depth
Sample No,
Assignment Sheet Date
9_a3 ?-OrA-4B3a Tested By
?Y, l d 1 cne15 Test Date
lec?h 3 Reviewed By
Review Date
X.5.1'4 MACTEC Lab Location
1
1c)'1-eg
7_
Tare ID
Tare WT (g)
Dry Soil + Tare (g)
Dry Soil WT (g)
draw-O-OK o f Li I ?rsrs?-
--
rasa, 1 ?,3 ? ;?
"-' . a•4y. ? n

Sieve #

Sieve ID 4 Weight'

Retained

(Grains)
o
?d
Retained
%

Passing

pecifications
3 - ir! ch
21 inch I -
1 1/2-
inch
??17.
l ?1•
1?0.6
inch 1366a `a6 714
3/4 - inch y a 1-7k7. R 33. G6; 7
3/8 - inch it 4 14 --1:CO i'1 • C SO.4
#4 LI i 31a'?.Lf 5q.5 40.
-P Irl
IV
'5 C, -7
X20 Clf, Ssl.-a 1 1$.
t 40 N1. 1, g• g
60 '?037? 5 5.. 9 `1. ?
100 51 Y9 7S o a. G
#140 517g. -DL qif. G !.
200 5193.-A 99.9
1.1

Appendix B :
Representative Photographs

N4

x ? ?y
Photo 1-View of Briar Creek XS 1 (Pool), facing downstream. Photo 2-View of Briar Creek XS 3 (Riffle), facing
downstream.

KAI!
Photo 3-View of Briar Creek XS 6 (Riffle), facing Photo 4-View of Briar Creek XS 7 (Run), facing downstream.
downstream.
- . 4.7
-? i
Photo 5- View of Briar Creek XS 12 (Riffle), facing Photo 6-View of Briar Creek XS 13 (Run), facing
downstream. downstream.
Wildlands Engineering Page 1
Briar Creek Enhancement - Representative Photographs January 9, 2009

i`
ik'

iS y,-

MIL
Photo 7-View of Museum Drive Tributary XS 1, facing Photo 8-View of Museum Drive Tributary facing downstream
upstream to Museum Drive. to existing pipe system.

-7 ik

oil
45,gW, Aft-

Photo 9-View of bed rock outcropping, Briar Creek Reach 1. Photo 10-View of eroding left bank, Briar Creek Reach 1.
w

I[ >?'R -??! X14' . ..
AS,
^ q k; a ..i•i

ahe>•' f
v
F -we
.
'
i
+'
. .
qy S ?,
w
A
T
",?
e'?.r?
?!
r
-:
"°
- _ y?'^ - 4 v,
'".i
;17
'? ? ?, .,
..
si? - r
J ?
.
.`
r
. ?
, ti
+rj "'
m•4" I ?- ..
r
d t
k ?
,
?
Photo 11- View of eroding left bank and UT1 confluence with Photo 12-View of eroding left bank, along Briar Creek Reach
Briar Creek Reach 1. 2.
Wildlands Engineering Page 2
Briar Creek Enhancement - Representative Photographs January 9, 2009

34 . 7
AIL

- ?i Z ) '.. 1 Tid C 1?

RN.

- u• Vii: •

Photo 13-View of mid-channel bar formation and invasive Photo 14- View of newly constructed sanitary sewer along left
riparian vegetation, Briar Creek Reach 2. bank of Briar Creek Reach 2.

'

. y
.
rw '.y'. •.. xs .. A '5o-,_ '}?, Y '
?

44
rbr .y

,?
So-^-. ••
''
&?`> 00,
F; te;.
Jg?9, r
t?
- R
?
,.
M,,
f
.;&
L' '-7? Y
n!-__ T
.
:;!
Photo 14- View of eroding banks and large mid-channel bars, Photo 15- View of eroding banks and large mid-channel bars,
Briar Creek Reach 3, facing downstream. Briar Creek Reach 3, facing upstream.
Wildlands Engineering Page 3
Briar Creek Enhancement - Representative Photographs January 9, 2009
Appendix C:
Restoration Plan Sheets
Appendix D:
City of Charlotte MBI General Provisions
' .??.<',.• ??. $ ttt : ?? .? "?? - _ ?? is .,??"?.?
xq _ Vii;, A
61
i& a r 4._ ap???.- 3r
CID
44 CID
E IV
•w
Owner: Museum Plaza II, LLC w?.
,? Fr ?, •„ \' PID 15515117 •. ??" i4?
-kil
01. Owner: Museum Plaza One, LP '
.'' : ? -_ ,• ? y't ???? -` PID 15515116
Eastover Rd a Owner: Mecklenburg Co. 1K ;,t
PID 15515103
Owner: Museum Plaza II, LLC
r
1
,,: • - ?. fi PI D 15515118
rr-
T??'T r?.?' - ???fA FF A{ f/SI . rT$ p. fi R x F
p? i i 4 L ? ,i, - ; ry A ?11 h.• ? F F.1 . ' - ? - - h .:y
X. k.. 1 X54 1 R' c° ° 74"q' R'
v 444
r f. 71 .,.
• k+' h"+ Owner: Eastover Ridge ;
, LLC
PID 15515102
n
r
Little Lea II
?e Ln..
ft,,
Museum Drive Tributary - Streams Figure D-1. Conservation Parcels
Reach 1 Proposed Conservation Easement Briar Creek
Reach 2 --- Proposed Stream Alignment Randolph to Providence
- Reach 3
WILDLA I]IS 0 150 300 600eet Mecklenburg County, NC
AGREEMENT TO ESTABLISH
THE CITY OF CHARLOTTE
UMBRELLA STREAM AND WETLAND MITIGATION BANK
IN MECKLENBURG COUNTY, NORTH CAROLINA
This Agreement to establish a Mitigation Bank (hereinafter called the "Mitigation Banking
Instrument" or "MBI" is made and entered into this day of , 2003, by and
between the City of Charlotte ("Sponsor"), and the U. S. Army USACE of Engineers
("USACE"), the Environmental Protection Agency ("USEPA"), the U. S. Fish and Wildlife
Service ("USFWS"), the North Carolina Wildlife Resources Commission ("NCWRC"), and the
North Carolina Division of Water Quality ("NCDWQ"). The Corps, together with the State and
Federal agencies that execute this NMI, are hereinafter collectively referred to as the Mitigation
Bank Review Team, "Review Team" or "MBRT".
WHEREAS the purpose of this Agreement is to establish an umbrella mitigation bank
(Umbrella Bank) providing compensatory mitigation for unavoidable stream and wetland
impacts separately authorized by Section 404 of the Clean Water Act and Section 10 of the
Rivers and Harbors Act permits in appropriate circumstances; and
WHEREAS the Sponsor retains legal rights to create stream and wetland mitigation banks
(Bank Sites) in Mecklenburg County and is developing plans to establish and/or maintain stream
and non-tidal emergent, scrub-shrub, and forested wetland communities at future project sites
(Bank Sites). This NMI provides that Bank sites shall become a part of the mitigation bank upon
written approval of the site specific mitigation plan for such site by the MBRT, acting through
the USACE.
WHEREAS the Sponsor will be the record owner of conservation easements of certain parcels of
land located in Mecklenburg County, North Carolina, described in Bank Site Specific Mitigation
Plan (Mitigation Plan)/MBI Addendums.
WHEREAS the agencies comprising the MBRT agree that the Umbrella Bank and its general
provisions are suitable for future inclusion of mitigation bank sites, and that implementation of
Site Specific Mitigation Plans is likely to result in net gains in stream and wetland functions at
the Bank Sites, and have therefore approved the use of this NMI;
THEREFORE, it is mutually agreed among the parties to this Agreement that the following
provisions are adopted and will be implemented upon signature of this NMI.
General Provisions
1. The goal of the Umbrella Bank is to restore, enhance, create and preserve stream and/or
non-tidal stream and wetland systems and their functions and values to compensate in
appropriate circumstances for unavoidable stream and wetland impacts authorized by Section
404 of the Clean Water Act and Section 10 of the Rivers and Harbors Act permits in
circumstances deemed appropriate by the USACE after consultation, through any applicable
permit review process, with members of the MBRT.
2. Use of credits from the Umbrella Bank to offset stream or wetland impacts authorized by
Clean Water Act permits must be in compliance with the Clean Water Act and implementing
regulations, including but not limited to the 404(b)(1) Guidelines; the National Environmental
Policy Act and all other applicable Federal and State legislation, rules and regulations. This
agreement has been drafted following the guidelines set forth in the proposed " Federal Guidance
for the Establishment, Use and the Operation of Mitigation Banks," 60 Fed. Reg. 58605,
November 28, 1995 (Guidance).
3. The MBRT shall be chaired by the representative of the USACE, Wilmington District.
The MBRT shall review site-specific mitigation plans, and monitoring and accounting reports as
described below. In addition, the MBRT will review proposals for remedial actions proposed by
the Sponsor, or any of the agencies represented on the MBRT. The MBRT's role and
responsibilities are more fully set forth in Sections II. C. 3 and 6 of the Guidance. The MBRT
will work to reach consensus on its actions.
4. The USACE, after consultation with the appropriate Federal and State review agencies
through the applicable permit review process, shall make final decisions concerning the amount
and type of compensatory mitigation to be required for unavoidable, permitted wetland or stream
impacts, and whether or not the use of credits from the Umbrella Bank is appropriate to offset
those impacts. In the case of permit applications and compensatory mitigation required solely
under the Section 401 Water Quality Certification rules of North Carolina, the N.C. Division of
Water Quality (NCDWQ) will determine the amount of credits that can be withdrawn from the
Umbrella Bank.
5. The parties to this Agreement understand and agree that, where practicable, on-site, in-
kind compensatory mitigation is preferred, unless use of the Umbrella is determined by the
USACE to be environmentally preferable.
Mitigation Plan
6. A detailed description of the baseline conditions for each Bank Site will be contained in
the Site Specific Mitigation Plans.
7. The Sponsor agrees to perform all necessary work, in accordance with the provisions of
the Mitigation Banking Instrument and approved Site Specific Mitigation Plans, to establish and
/or maintain the Bank Sites, until (i) credits have been exhausted or banking activity is
voluntarily terminated with written notice by the Bank Sponsor provided to the USACE and
other members of the MBRT, in compliance with Paragraph 9, below and (ii) it has been
determined that the debited Bank has satisfied all the conditions herein and in the Site Specific
Mitigation Plans.
8. Site Specific Mitigation Plan: Site Specific Mitigation Plans shall be submitted to the
MBRT for review and written approval for each stream and/or wetland Bank Site proposed as
part of the Umbrella Bank. The MBRT shall make best efforts to review and comment on all
submittals within 60 days of receipt of such submittal. The Site Specific Mitigation Plan shall
include a detailed discussion of the goals and objectives of the site, ownership of the bank lands,
the size (acreage and/or linear footage) of wetlands, streams, or other aquatic resources proposed
for inclusion at the Bank Site, site conditions and location, mitigation design plans, preservation
mechanisms, credit ratios, success criteria, phasing, accounting, monitoring plan, financial
assurances, preliminary title opinion, and long-term maintenance provisions.
9. In the event the Site Specific Mitigation Plan is not approved, the MBRT shall provide
the Sponsor with specific reasons or rationale for not approving the site. Subsequently, the
Sponsor may resubmit the Site Specific Mitigation Plan with specific modification or
justification that addresses the MBRT concerns. In the event of approval, in the form of a letter
from the USACE, acting on behalf of the MBRT, the Bank Site shall be deemed a portion of the
Bank and credits shall be released consistent with the schedule of credit availability in the MBI.
Due to fluctuations in credit demand, certain sites may be left undeveloped or withdrawal of the
site from the Bank may be permissible if no pre-sale or other credits have been debited from the
site. The Sponsors must provide written notice to the MBRT proposing to withdraw from the
Umbrella Bank either entire Bank Sites, or approved phases of Bank Sites, from which credits
have not been debited and where the removal of such phases does not detract or have any
adverse effect on the remaining phases. Such a withdrawal must be approved by the USACE
and the MBRT. Regardless of any termination, the sponsor remains responsible for any work,
including construction, monitoring, and remedial action (if necessary) on those phases where
debits have occurred.
10. The sponsor agrees to perform all necessary work to monitor the Bank Sites and to
demonstrate compliance with the Success Criteria established in the Site Specific Mitigation
Plans. Members of the MBRT may conduct, at their own expense and in coordination with other
Federal and State resource agencies, field investigations to determine the functions and values of
the Bank Sites. The MBRT's best professional judgement shall be used to determine wetland,
stream, upland, and habitat functions and values. Any written reports resulting from such
investigations will be promptly provided to the Sponsor and its designated agents.
11. The Sponsor shall monitor Bank Sites as described in the Site Specific Mitigation Plans,
until such time as the MBRT determines that the performance criteria described in the Mitigation
Plans have been met.
12. The Sponsor is responsible for assuring the success of the restoration, creation,
enhancement and preservation activities at the Bank Sites, and for the overall operation and
management of the Umbrella Bank.
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13. The Sponsor shall submit to each member of the MBRT, an annual report describing the
status of the Umbrella Bank, condition of Bank Sites and relating the conditions of the Bank
Sites to the Site Specific Mitigation Plan Success Criteria. The Sponsor shall provide to each
member of the MBRT the reports described in each Site Specific Mitigation Plan as well as an
accounting of the Umbrella Mitigation Bank.
14. The USACE shall review said reports, and may, at any time, after consultation with the
Sponsor and the MBRT, direct the Sponsor to take remedial action at the Bank Sites. Remedial
action required by the USACE shall be designed to achieve the performance criteria specified
above. All remedial actions required under this paragraph shall include a work schedule and
monitoring criteria that will take into account physical and climatic conditions.
15. The Sponsor shall implement any remedial measures required pursuant to the above.
16. In the event the Sponsor determines that remedial action may be necessary to achieve the
required performance criteria, it shall provide notice of such proposed remedial action to all
members of the MBRT. No remedial actions shall be taken without risk to mitigation credit
calculation without the concurrence of the USACE, in consultation with the MBRT.
17. The members of the MBRT will be allowed reasonable access to the Bank Sites for the
purposes of inspection of the Bank Sites and compliance monitoring of the Site Specific
Mitigation Plans.
Use of Mitigation Credits
18. The Geographical Service Area (GSA) is the designated area wherein a bank can
reasonably be expected to provide appropriate compensation for impacts to streams and/or
wetlands or other aquatic resources. The GSA for this Umbrella Bank shall include the Catawba
and Yadkin watersheds Hydrologic Units (HU) 03050103, 03050101, and 03040105 in North
Carolina. The Bank is intended to provide mitigation for City of Charlotte and Mecklenburg
County public projects located within the jurisdictional limits of Mecklenburg County. Every
attempt will be made to mitigate for impacts within the same river basin, for example the
Catawba (including HU 03050103 and 03050101) or Yadkin (HU 03040105). Where possible
the bank sponsor will attempt to mitigate within the same HU as impact, but reserves the right to
utilize the bank on a case-by-case basis for public projects anywhere within the jurisdictional
limits of Mecklenburg County. Use of a Bank Site to compensate for impacts outside of the
Mecklenburg County GSA may be considered by the USACE or the permitting agency on a
case-by-case basis.
19. Site Specific Mitigation Plans are intended to result in specific forms, amounts and
types, in acres (wetlands) or linear feet (streams) of compensatory mitigation. Each Site Specific
Mitigation Plan will detail the anticipated mitigation credits categorized by form and type
anticipated to be generated at the site.
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20. It is anticipated by the parties to this agreement that use of mitigation credits shall be
"in-kind;" that is, that non-tidal wetland credits will be used to offset non-tidal wetland impacts
and stream impacts will be used to offset stream impacts.
21. It is anticipated by the parties that in most cases in which the USACE, after consultation
with the MBRT, has determined that mitigation credits from the Umbrella Bank may be used to
offset wetland impacts authorized by Section 404 permits, for every one acre of impacts, two
credits will be debited from the Umbrella Bank. One of those credits must be a restoration
credit; the remaining credit will be made up of any combination of restoration, enhancement,
creation or preservation credits, as selected by the Sponsor and approved by the USACE during
its permit process. Deviations from this compensation ratio may be authorized by the USACE
on a case-by-case basis where justified by considerations of functions of the wetlands impacted,
the severity of the wetland impacts, whether the compensatory mitigation is in-kind, and the
physical proximity of the wetland impacts to the Bank Site, except that in all cases, a minimum
of a one-to-one ratio of impact acres to restoration mitigation credits (acres) must be met.
22. It is anticipated by the parties that in most cases in which the USACE, after consultation
with the MBRT, has determined that mitigation credits from the Umbrella Bank may be used to
offset stream impacts authorized by Section 404/Section 10 permits, compensation ratios shall
generally follow the guidelines provided in the North Carolina Stream Mitigation Guidelines
(April 2003). Deviations from this may be authorized by the USACE on a case-by-case basis
where justified by considerations of functions of the streams impacted, the severity of the stream
impacts, whether the compensatory mitigation is in-kind, and the physical proximity of the
stream impacts to the Bank Site.
23. It is anticipated by the parties that due to the duration of the anticipated longevity of the
Umbrella Bank, deviations from this compensation ratio may be made if new guidance is
developed by the USACE.
24. Notwithstanding the above, all decisions concerning the appropriateness of using credits
from the Umbrella Bank to offset impacts to waters, streams and wetlands, as well as all
decisions concerning the amount and type of such credits to be used to offset water, stream, and
wetland impacts authorized by Department of the Army permits, shall be made by the USACE,
pursuant to Section 404 of the Clean Water Act and implementing regulations and guidance,
after notice of any proposed use of the Umbrella Bank (or Bank site) to the members of the
MBRT, and consultation with the members of the MBRT concerning such use. Notice to and
consultation with the members of the MBRT shall be through the applicable permit review
process.
25. As general guidance for the Umbrella Bank, Fifteen percent (15%) of each Bank Site's
total restoration and/or enhancement credits shall be available for sale immediately upon
completion of all of the following:
a. Execution of this MBI by the Sponsor, the USACE, and other agencies eligible for
membership in the MBRT who choose to execute this Agreement;
b. Approval of Site Specific Mitigation Plan(s);
c. Recordation of the preservation mechanism described in paragraph 32 of this NMI, as
well as a title opinion covering the property acceptable to the USACE;
26. Additionally, the Sponsor must complete the initial physical and biological
improvements to each bank site pursuant to its mitigation plan no later than the first full year
following initial debiting of the Umbrella Bank for the Bank Site.
27. Subject to the Sponsor's continued satisfactory completion of all required success criteria
and monitoring, additional restoration mitigation credits for each Bank site will be available
for sale by or withdrawal by the Sponsor on the following schedule:
WETLANDS:
- 10% after first year, if interim success measures are met (total 25%);
- 10% after second year; if interim success measures are met (total 35%);
- 10% after third year; if interim success measures are met (total 45%);
- 15% after fourth year; if interim success measures are met (total 60%);
- 15% after fifth year, if Success Criteria are met (total 75%); and
- 25% after fifth year, if the bank site meets the overall objectives and Success Criteria set
forth in mitigation plan (total 100%).
STREAMS:
Construction release:
10 % upon completion of all initial physical and biological improvements made pursuant
to the mitigation plan: (25% cumulative)
-After year 1:
10% if no bankfull event occurs: 20% if bankfull event has occurred, channel is stable
and all other success criteria met (35% or 45% cumulative).
-After year 2:
10% if the first bankfull event occurred in a previous year or a bankfull event does not
occur in this year. 20% if the first bankfull event occurs in this year, channel is stable
and all other success criteria met (45% or 55% cumulative).
-After year 3:
10% or 20% (same as year 2) (55% or 65% cumulative).
-After year 4:
10% or 20% (same as year 2 and year 3) (65% or 75% cumulative)
-After year 5:
25% if at least one bankfull event has occurred in the previous year(s). 35% if the first
bankfull event occurs in year 5 and the MBRT makes a determination of functional
success as defined in the mitigation plan.
PRESERVATION:
100% of the preservation credits shall be available immediately upon satisfaction of 25 (a), (b),
and (c), above.
28. The above schedules apply only to the extent the Sponsor documents acceptable survival and
growth of planted vegetation, attainment of acceptable stream/wetland hydrology as described
under the success criteria in the monitoring section of the mitigation plan. With the exception of
preservation sites, The final 25% of credits will be available for sale only upon a determination
by the MBRT of functional success as defined in the mitigation plan.
29. Additionally, it is anticipated that Site Specific Mitigation Plans may contain alternative
release conditions as described above for specific Bank Sites. The alternatives will be made only
upon mutual agreement by USACE and Sponsor.
30. The Sponsor has developed an accounting procedure (PerMITS, Permit and Mitigation
Information Tracking System) that is acceptable to the MBRT for maintaining accurate records
of debits made from the Umbrella Bank. This procedure allows the generation of a report by the
Sponsor showing credits used at the time they are debited from the Umbrella Bank, which the
Sponsor shall provide within 30 days of the debit to each member of the MBRT. In addition, the
Sponsor shall prepare an annual report, on each anniversary of the date of execution of this
agreement, showing all credits used, and the balance of credits remaining, to each member of the
MBRT, until such time as all of the credits have been utilized, or this agreement is otherwise
terminated. All reports shall identify credits debited and remaining by type of credit and shall
include for each reported debit the USACE Action ID number for the permit for which the
credits were utilized.
Property Disposition
31. The Sponsor shall obtain and hold conservation easements, in a form acceptable to the
MBRT, sufficient to protect the Bank Sites in perpetuity. The conservation easement shall be
perpetual, preserve all natural areas, and prohibit all use of the property inconsistent with its use
as mitigation property, including any activity that would materially alter the biological integrity
or functional and educational value of wetlands within the Bank site, consistent with the
mitigation plan. The purpose of the conservation easement will be to assure that future use of the
Bank Sites will result in the restoration, protection, maintenance and enhancement of wetland
functions described in the mitigation plan. The Sponsor shall deliver a title opinion acceptable to
the USACE covering the mitigation property. The property shall be free and clear of any
encumbrances that would conflict with its use as mitigation, including, but not limited to, any
liens that have priority over the recorded preservation mechanism. The Sponsor shall maintain
and preserve the Bank sites consistent with the goals of the Mitigation Bank, and shall take all
actions necessary to enforce the terms, conditions and restrictions of the conservation easement.
Financial Assurances
32. The mitigation sites in the Umbrella Bank are proposed for use toward City of Charlotte and
Mecklenburg County public projects. The Umbrella Bank will primarily be used for capital
projects performed under the supervision or direction of the City's Engineering and Property
Management Department. If possible and practicable, the Umbrella Bank may also be available
for use by other City departments, including but not limited to Charlotte-Mecklenburg Utility
Department, the Aviation Department, and political subdivisions such as Mecklenburg County
and such departments as Mecklenburg County Storm Water Services, Mecklenburg County
Parks and Recreation and the Charlotte-Mecklenburg Schools. The Bank will not be offered as
mitigation for any projects other than public projects of those entities listed in this paragraph.
33. The parties to this Agreement understand that the City of Charlotte is a municipal corporation
of the State of North Carolina subject to the Local Government Budget and Fiscal Control Act,
N.C.G.S. 159-28, and that no obligation may be incurred for a capital project unless funds are
appropriated in accordance therewith. The Fiscal Control Act provides the necessary financial
assurances to ensure completion of all remaining mitigation work, required reporting and
monitoring, and any remedial work required pursuant to this NMI. In addition, the use of this
bank is limited to the Bank Sponsor, which will be required to assume responsibility as permittee
for completion of mitigation used to offset permitted impacts. When the USACE determines it is
appropriate, the Bank may also be utilized to offset authorized impacts of projects of
Mecklenburg County and the Charlotte-Mecklenburg Schools.
34. The Umbrella Bank has its own distinct cost center number within the City's budgeting and
financial tracking system. Therefore all accounting for revenues, contract encumbrances, fund
transfers, and expenses, will be performed and reported independent from all other Storm Water
Division capital budget or operating budget accounting. A distinct revenue account will be used
to account for only stream/wetland-restoration-dedicated revenues and fund transfers. The
Sponsor shall provide the MBRT with an annual estimate of the cost of work required by this
agreement, and a statement of funds available to perform that work, after each annual budget of
the Sponsor is adopted.
Long-term Management
35. The Sponsor shall implement the long-term management measures described in the Site
Specific Mitigation Plans for each Bank Site by a time frame set forth for each Bank Site in the
Site Specific Mitigation Plan.
Miscellaneous
36. Any member of the MBRT may terminate its participation in the MBRT with notice in
writing to all other parties to this agreement. Termination shall be effective seven (7) days from
placing said notices in the United States mail. Member withdrawal shall not affect any prior sale
of credits and all remaining parties shall continue to implement and enforce the terms of this
NMI. Except for termination as described above, this agreement may be modified only with the
written agreement of all remaining parties to this agreement at the time of the modification.
37. Any delay or failure of Sponsor shall not constitute a default hereunder if and to the
extent that such delay or failure is primarily caused by any act, event or conditions beyond the
Sponsor's reasonable control and significantly adversely affects its ability to perform its
obligations hereunder including: (i) acts of God, lightning, earthquake, fire, landslide, drought,
hurricane, storm, flood, or interference by third parties; (ii) condemnation or other taking by any
governmental body; (iii) change in applicable law, regulation, rule, ordinance or permit
condition, or the interpretation or enforcement thereof, (iv) any order, judgment, action or
determination of any federal, state or local court, administrative agency or government body; or
(v) the suspension or interruption of any permit, license, consent, authorization or approval. If
the performance of the Sponsor is affected by any such event, Sponsor shall give written notice
thereof to the MBRT as soon as is reasonably practicable. If such event occurs before the final
availability of all credits for sale, the Sponsor shall take remedial action to restore the property to
its condition prior to such event, in a manner sufficient to provide adequate mitigation to cover
credits that were sold prior to such delay or failure to compensate for impacts to waters,
including wetlands, authorized by Department of the Army permits. Such remedial action shall
be taken by the Sponsor only to the extent necessary and appropriate, as determined by the
MBRT.
38. No third party shall be deemed a beneficiary hereof and no one except the signatories
hereof, their successors and assigns, shall be entitled to seek enforcement hereof.
39. This MBI constitutes the entire agreement between the parties concerning the subject
matter hereof and supersedes all prior agreements or undertakings.
40. In the event any one or more of the provisions contained in this MBI are held to be
invalid, illegal or unenforceable in any respect, such invalidity, illegality or unenforceablility
will not affect any other provisions hereof, and this NMI shall be construed as if such invalid,
illegal or unenforceable provision had not been contained herein.
41. This MBI shall be governed by and construed in accordance with the laws of North
Carolina and the United States as appropriate.
42. This MBI may be executed by the parties in any combination, in one or more
counterparts, all of which together shall constitute but one and the same instrument.
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43. The terms and conditions of this NMI shall be binding upon, and inure to the benefit of
the parties hereto and their respective successors.
44. All notices and required reports shall be sent by regular mail to each of the parties at their
respective addresses, provided below:
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Sponsor:
City of Charlotte, Engineering and Property Management
C/O Ms. Mary C. Murray, Charlotte Storm Water Services
600 East Fourth Street
Charlotte, North Carolina 28202-2844
USACE:
Mr. Scott McLendon
U. S. Army USACE of Engineers, Regulatory Division
Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, NC 28801-5006
USEPA:
Ms. Becky Fox
U. S. Environmental Protection Agency
1349 Firefly Road
Whittier, NC 28789
USFWS:
Ms. Denise Moldenhauer
U. S. Fish and Wildlife Service, Fish and Wildlife Enhancement
160 Zillicoa Street, Suite C
Asheville, NC 28801-1082
NCDWQ:
Mr. John Dorney
NCDENR, Division of Water Quality, 401/ Wetlands Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
NCWRC:
Mr. Ron Linville
North Carolina Wildlife Resources Commission
3855 Idlewild Road
Kernersville, NC 27284
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IN WITNESS WHEREOF, the parties hereto have executed this Agreement entitled
"Agreement To Establish The City of Charlotte - Mecklenburg County Umbrella Stream
and Wetland Mitigation Bank In Mecklenburg County, North Carolina":
By:
Date:
Sponsor: Pamela A. Syfert, City Manager, City of Charlotte
By:
U.S. Army Corps of Engineers:
Date:
12
IN WITNESS WHEREOF, the parties hereto have executed this Agreement entitled
"Agreement To Establish The City of Charlotte - Mecklenburg County Umbrella Stream
and Wetland Mitigation Bank In Mecklenburg County, North Carolina":
By:
Date:
U.S. Environmental Protection Agency:
13
IN WITNESS WHEREOF, the parties hereto have executed this Agreement entitled
"Agreement To Establish The City of Charlotte - Mecklenburg County Umbrella Stream
and Wetland Mitigation Bank In Mecklenburg County, North Carolina":
By:
Date:
U.S. Fish and Wildlife Service:
14
IN WITNESS WHEREOF, the parties hereto have executed this Agreement entitled
"Agreement To Establish The City of Charlotte - Mecklenburg County Umbrella Stream
and Wetland Mitigation Bank In Mecklenburg County, North Carolina":
By:
N.C. Division of Water Quality:
Date:
15
IN WITNESS WHEREOF, the parties hereto have executed this Agreement entitled
"Agreement To Establish The City of Charlotte - Mecklenburg County Umbrella Stream
and Wetland Mitigation Bank In Mecklenburg County, North Carolina":
By:
N.C. Wildlife Resources Commission:
Date:
16