20180685 Ver 1_401 Application_20180518

Stantec 2127 c Consulting Services Inc.
2127 Ayrsley Town Blvd, Suite 300, Charlotte, NC 28273
20i80e85
May 15, 2018
PA KID
NC DWR, 401 & Buffer Permitting Branch
512 North Salisbury Street
Raleigh, NC 27604
Reference: SAW -2017-01987 Stevens Creek Stream Restoration Pre -Construction Notification
To Whom It May Concern:
Please find the attached Pre -Construction Notification (PCN) and supporting documentation to apply for a
Nationwide Permit (NWP) No. 27 for the Stevens Creek Stream Restoration in Mecklenburg County, NC.
Mecklenburg County Land Use & Environmental Services Agency (LUESA) has contracted Stantec
Consulting Services, Inc. (Stantec) to design and permit a stream restoration design for Stevens Creek from
Thompson road to 1-485 and the unnamed tributary to Stevens Creek from the confluence near the end of
Beech Mint Drive to its confluence with Stevens Creek. The project will repair and stabilize eroding stream
banks and serve as a showcase project for the Mecklenburg County Parks and recreation concurrent
Stevens Creek Nature Preserve and associated science center project.
The project area was delineated by Stantec in May 2016. A preliminary jurisdictional determination request
was submitted on September 17,2017. A total of 12,8081f of streams and 3.31 acres of wetlands are
present onsite. The two main perennial streams comprise a majority of the overall stream length in the
project study area, Stevens Creek (map ID SI) totals 7,250 If and the unnamed tributary to Stevens Creek
(map ID SB) totals 3,476 If of the total stream length. The remaining seven streams consist of smaller
intermittent and perennial tributaries of streams SB and SI. Six of the seven wetlands are forested wetlands
located along the floodplains of streams SB and SI. The remaining wetland is classified as emergent due to
the lack of woody vegetation and is located along the downstream left bank side of stream SI.
A total of 11,907.1 If of permanent stream impacts and 87.11f of temporary stream impacts are proposed as
part of the restoration. Wetland impacts due to clearing for access are accounted for in the adjacent
sanitary sewer installation project completed by others.
The proposed design for the upper reach of the UT (SB / Reach 5) includes maintaining the existing
channel alignment and most of the channel bed elevation, enhancing the channel bed substrate, re -grading
the banks, and using constructed riffles with boulder clusters and brush runs to lower the bed elevation as
the stream approaches the culvert at Thompson Road. The restoration within Stevens Creek (SI / Reaches
1-4) and the downstream section of the UT (Reach 6) would realign the channel, raise the channel bed,
create a floodplain bench, and regrade the streambanks. The channels will be slightly realigned away from
the existing eroded banks and alignment maintained in areas where the existing stream pattern is stable.
The channels will be raised to create a more stable longitudinal slope, more width for floodplain access, and
more suitable overbank slopes. Following construction, re -graded areas will I e riparian
vegetation.
MAY 16 201

® Stantec
May 15, 2018
Page 2 of 2
Reference: Error! Reference source not found.
0 13 r
This project is within the Goose Creek watershed, which is regulated due to Carolina heelsplitter. Because
of the project's proximity to known populations of heelsplitter, the project includes grant -funded work by the
USFWS and Mecklenburg County Storm Water Services for the experimental adaptation of cellular
confinement textiles (geocell) into the standard stream restoration features. These will be installed for the
purpose of increasing the benefit of stream restoration to mussels and other stream fauna. The USFWS did
not find evidence for the Carolina heelsplitter onsite and believes that project will have a beneficial indirect
effect for this species. USFWS staff propose a "may affect, by not likely to adversely affect" determination
for the heelsplitter and its critical habitat.
The attachments contain the PCN form, vicinity map, USGS topoquad map, soils map, NWI map, and
jurisdictional features map. Additional attachments include Site Plans, Impact Map, USFWS
correspondence, and morphological tables. Please contact me if you have any questions.
Sincerely,
STANTEC CONSULTING SERVICES INC.
L4J,��
Amber Coleman, LSS, PWS
Senior Environmental Scientist
Phone: [phone]
[e-mail]
cc. USACE
David Woodie, Mecklenburg County
Attachment
} `:
oc v:\] 713\c3ctive\175613085\project\documents\permits\f inal_submittal_20180515\ 1 b-stevens_creek_401 _cover _letter _20180419.docx

4. Applicant Information (if different from owner)
4a. Applicant is:
❑X Agent ❑ Other, specify:
4b. Name:
David Woodie, PE, CPSWQ
4c. Business name
(if applicable):
Mecklenburg County Land Use & Environmental Services Agency
4d. Street address:
2145 Suttle Ave
4e. City, state, zip:
Charlotte, NC, 28208
4f. Telephone no.:
[phone]
4g. Fax no.:
n/a
4h. Email address:
[e-mail]
S. Agent/Consultant Information (if applicable)
5a. Name:
Amber Coleman, LSS, PWS
5b. Business name
(if applicable):
Stantec Consulting Services, Inc.
5c. Street address:
801 Jones Franklin Road, Suite 300
5d. City, state, zip:
Raleigh, NC, 27606
5e. Telephone no.:
[phone]
5f. Fax no.:
5g. Email address:
[e-mail]
Page 2 of 10

0F WA rf;,9 G
P Nii� <
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
Page 1 of 10
PCN Form — Version 1.4 January 2009
Pre -Construction Notification (PCN) Form
A.
Applicant Information
1.
Processing
1a.
Type(s) of approval sought from the Corps:
❑X Section 404 Permit ❑ Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: 27 or General Permit (GP) number:
1c.
Has the NWP or GP number been verified by the Corps?
❑X Yes ❑ No
1d.
Type(s) of approval sought from the DWQ (check all that apply):
❑X 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
1 e.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ
401 Certification:
❑ Yes NX No
For the record only for Corps Permit:
❑ Yes ❑X No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for
mitigation of impacts? If so, attach the acceptance letter from mitigation bank
or in -lieu fee program.
N Yes ❑X No
1g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1h
below.
❑ Yes ❑X No
1 h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes NX No
2.
Project Information
2a.
Name of project:
Stevens Creek - Stream Restoration
2b.
County:
Mecklenburg
2c.
Nearest municipality / town:
Mint Hill
2d.
Subdivision name:
The Meadows of Cheval and Oxford Glen
2e.
NCDOT only, T.I.P. or state project no:
n/a
3.
Owner Information
3a.
Name(s) on Recorded Deed:
Mecklenburg County Land Use & Environmental Services Agency
3b.
Deed Book and Page No.
Easement on multiple parcels and county owned land, see attached list
3c.
Responsible Party (for LLC if
applicable):
David Woodie
3d.
Street address:
2145 Suttle Ave
3e.
City, state, zip:
Charlotte, NC 28208
3f.
Telephone no.:
980-314-3210
3g.
Fax no.:
n/a
3h.
Email address:
[e-mail]
Page 1 of 10
PCN Form — Version 1.4 January 2009

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
Multiple see attached
1 b. Site coordinates (in decimal degrees):
Latitude: 35.145064 Longitude: -80.650075
1 c. Property size:
84.2 acres
2. Surface Waters
2a. Name of nearest body of water to proposed project:
Stevens Creek
2b. Water Quality Classification of nearest receiving water:
C
2c. River basin:
Yadkin Pee -Dee
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
Project site consists of an incised unstable meandering perennial stream and a similar associated perennial tributary with additional smaller
intermittent streams. Small floodplain wetlands can be found along the riparian area of both streams. Vegetation is mature hardwood trees with a low/
med density sapling/shrub understory along the streams. The surrounding land use is predominantly forest, residential, and horse pastures to the east.
3b. List the total estimated acreage of all existing wetlands on the property: 3.31
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 12,808
3d. Explain the purpose of the proposed project:
See attached.
3e. Describe the overall project in detail, including the type of equipment to be used:
See attached.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (includingall prior phases)in the past?
❑X Yes ❑ No ❑ Unknown
Comments:
4b. If the Corps made the jurisdictional determination, what type
of determination was made?
Preliminary ❑ Final
4c. If yes, who delineated the jurisdictional areas?
Name (if known): A. Baldwin
Agency/Consultant Company: Stantec
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
A PJD (SAW -2017-01987) was submitted on September 14, 2017
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
El Yes ❑X No ❑ Unknown
5b. If yes, explain in detail according to "help file" instructions.
N/A
6. Future Project Plans
6a. Is this a phased project?
❑ Yes ❑X No
6b. If yes, explain.
N/A
Page 3 of 10
PCN Form —Version 1.4 January 2009

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑ Wetlands ❑X Streams — tributaries ❑ Buffers ❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
Wetland impact
number
Permanent (P) or
Temporary
2b.
Type of impact
2c.
Type of wetland
2d.
Forested
2e.
Type of jurisdiction
Corps (404,10) or
DWQ (401, other)
2f.
Area of
impact
(acres)
W1
Choose one
Choose one
Yes/No
-
W2 -
Choose one
Choose one
Yes/No
-
W3 -
Choose one
Choose one
Yes/No
-
W4 -
Choose one
Choose one
Yes/No
-
W5 -
Choose one
Choose one
Yes/No
-
W6 -
Choose one
Choose one
Yes/No
2g. Total Wetland Impacts:
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)?
3e.
Type of
jurisdiction
3f.
Average
stream
width
(feet)
39
Impact
length
(linear
feet)
S1 -
Choose one
S2
Choose one
-
-
S3
Choose one
-
S4
Choose one
-
-
S5
Choose one
S6 -
Choose one
3h. Total stream and tributary impacts
11,994.2
3i. Comments:
SEE ATTACHED TABLE FOR STREAM IMPACTS. Total Permanent impacts = 11,907.1 If, Total Temporary Impacts = 87.1 If
Page 4 of 10
PCN Form —Version 1.4 January 2009

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then indiv dually list all open water impacts below.
4a.
Open water
impact number
Permanent (P) or
Temporary
4b.
Name of waterbody
(if applicable)
4c.
Type of impact
4d.
Waterbody
type
4e.
Area of impact (acres)
01 -
Choose one
Choose
02
Choose one
Choose
03 -
Choose one
Choose
04
Choose one
Choose
4f. Total open water impacts
0
4g. Comments: a
5. Pond or Lake Construction
If pond or lake construction proposed, the complete the chart below.
5a.
Pond ID number
5b.
Proposed use or
purpose of pond
5c. 5d.
Wetland Impacts (acres) Stream Impacts (feet)
5e.
Upland
(acres)
Flooded
Filled Excavated Flooded
Filled
Excavated
P1
Choose one
P2
Choose one
5f. Total:
0
0 0 0
0
0
0
5g. Comments: n/a
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no: Na
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
n/a
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a. Project is in which protected basin?
❑ Neuse ❑ Tar -Pamlico ❑ Catawba ❑ Randleman ❑X Other: Goose Creek
6b.
Buffer Impact
number —
Permanent (P) or
Temporary
6c.
Reason for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1
impact
(square
feet)
6g.
Zone 2
impact
(square
feet
61 -
Yes/No
B2 -
Yes/No
B3 -
Yes/No
B4 -
Yes/No
B5 -
Yes/No
B6 -
Yes/No
6h. Total Buffer Impacts:
0
0
6i. Comments: Stream Restoration is exempt from Goose Creek riparian buffer rules.
Page 5 of 10

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
See attached.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
See attached.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
❑ YesX❑ No
2b. If yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
2c. If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
❑Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank: n/a
3b. Credits Purchased (attach receipt and letter)
Type: Choose one
Type: Choose one
Type: Choose one
Quantity:
Quantity:
Quantity:
na
3c. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a. Approval letter from in -lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
0 linear feet
4c. If using stream mitigation, stream temperature:
Choose one
4d. Buffer mitigation requested (DWQ only):
0 square feet
4e. Riparian wetland mitigation requested:
0 acres
4f. Non -riparian wetland mitigation requested:
0 acres
4g. Coastal (tidal) wetland mitigation requested:
0 acres
4h. Comments: n/a
S. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
n/a
Page 6 of 10
PCN Form —Version 1.4 January 2009

6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
Yes Q No
buffer mitigation?
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
6c.
6d.
6e.
Zone
Reason for impact
Total impact
Multiplier
Required mitigation
(square feet)
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
6f. Total buffer mitigation required:
o
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
n/a
n/a
6h. Comments:
Page 7 of 10

E.
Stormwater Management and Diffuse Flow Plan (required by DWQ)
1.
Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified
❑X Yes ❑ No
within one of the NC Riparian Buffer Protection Rules?
1 b.
If yes, then is a diffuse flow plan included? If no, explain why.
This is a restoration project and does not include any impervious surface. The project occurs within a
flow
❑ Yes ❑X No
wooded
riparian corridor and does not include any concentrated outlets.
2.
Stormwater Management Plan
2a.
What is the overall percent imperviousness of this project?
0
2b.
Does this project require a Stormwater Management Plan?
❑ Yes No
2c.
If this project DOES NOT require a Stormwater Management Plan, explain why:
This project is a restoration and enhancement project and does not include increases in impervious area.
2d.
If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
n/a
2e.
Who will be responsible for the review of the Stormwater Management Plan?
n/a
3.
Certified Local Government Stormwater Review
3a.
In which localgovernment's jurisdiction is thisproject?
n/a
❑ Phase II
❑ NSW
3b.
Which of the following locally -implemented stormwater management programs
❑ USMP
apply (check all that apply):
❑ Water Supply Watershed
❑ Other:
3c.
Has the approved Stormwater Management Plan with proof of approval been
El Yes ❑ No
attached?
4.
DWQ Stormwater Program Review
❑Coastal counties
❑HQW
4a.
Which of the following state -implemented stormwater management programs apply
❑ORW
(check all that apply):
❑Session Law 2006-246
❑Other:
4b.
Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
5.
DWQ 401 Unit Stormwater Review
5a.
Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes ❑ No
5b.
Have all of the 401 Unit submittal requirements been met?
❑ Yes ❑ No
Page 8 of 10
PCN Form — Version 1.4 January 2009

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the
❑X Yes ❑ No
use of public (federal/state) land?
1 b. If you answered `yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑ Yes X❑ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
❑ Yes ❑ No
letter.) Project is non -compensatory stream restoration/enhancement and therefore falls
Comments: under the provisions of 15NCAC 01C .0408 and does not require env documentation.
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
E] Yes ❑X No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after -the -fact permit application?
❑Yes Q No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
n/a
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
El Yes Q No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
This project is a restoration project and will not lead to additional development.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non -discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
Wastewater will not be generated as part of this stream restoration/enhancement project.
Page 9 of 10
PCN Form — Version 1.4 January 2009

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
❑x Yes ❑ No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
Yes ❑ No
impacts?
5c. If yes, indicate the USFWS Field Office you have contacted.
Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
The NC Natural Heritage Data Explorer and USFWS IPaC were used to evaluate element occurrences within a one -mile radius of the project site. See
attached for additional information regarding USFWS coordination.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
❑ Yes X❑ No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
1998 Final Habitat Plan for the South Atlantic Region: Essential Fish Habitat Requirements for Fishery
South Atlantic Fishery Management Council Habitat and Ecosystem Atlas (http://ocean.floridamarine.org/safmc_atiaso
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
❑ Yes ❑X No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
The NCSHPO GIS web service shows six features within a mile of the subject site have a status of survey only and one feature has the local status of
local landmark (Site ID MK1212). None of the features were determined to be historic or or archaeological resources. http://gis.ncdcr.gov/hpoweb.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain? 7_0
Yes ❑ No
8b. If yes, explain how project meets FEMA requirements:
A CLOMR will be undertaken for the proposed project.
8c. What source(s) did you use to make the floodplain determination?
NC Floodplain Mapping / FIRM
Amber Coleman LSS, PWS
05-15-2018
Applicant/Agent's Printed Name
Date
Applicant/Agent's Signature
(Agent's signature is valid only if an authorization
letter from the applicant isprovided.)
Page 10 of 10

AGENT AUTHORIZATION FORM
PROPERTY LEGAL DESCRIPTION:
LOT NO. See attached PLAN NO. PARCEL ID: See attached
STREET ADDRESS: See attached.
Please print:
Property Owner: See attached
Property Owner: Mecklenburg County Land Use & Environmental Services Agency
The undersigned, registered property owners of the above noted property, do hereby authorize
Alex Baldwin, LSS, PWS , of Stantec Consulting Services, Inc
(Contractor / Agent) (Name of consulting firm)
to act on my behalf and take all actions necessary for the processing, issuance and acceptance of
this permit or certification and any and all standard and special conditions attached.
Property Owner's Address (if different than property above):
2145 Suttle Avenue, Charlotte, NC 28208
Telephone:
980-314-3210
We hereby certify the above information submitted in this application is true and accurate to the
best of our knowledge.
a
Authorized Signature Authorized Signature
Date: , , i fi I -)-_ Date:
Ebenezer S. Gujiarlapudi
proctor, LUESA

PRE -CONSTRUCTION NOTIFICATION (PCN) FORM - ATTACHED INFORMATION
A3b./BIa. Deed book/Page No./PIN (detailed easement information provided in PJD package submitted 9/14/2017)
PIN
Deed Book Deed Page House Number Street Name
Street Type
Munidpality
Primary Owner First Name
Co-owner First Name Co-owner Last Name
19508152
26978
870
4312 PHILIPS SPRING CT
MINT HILL
19517104
12805
352
15325 BEXLEY
PL
MINT HILL
ORVICE
GLORIA ROBINSON (H/W)
19516203
10576
26
15100 YARMOUTH
RD
MINT HILL
WILLIAM EJR
ROSE ANN
19517148
24891
862
THOMPSON
RD
MINT HILL
19517146
27507
32
15122 YARMOUTH
RD
MINT HILL
MARGARET RHYNE
LYNDA BIGHAM
EVANS
19514102
17932
980
THOMPSON
RD
UNINC
19510101
10105
273
14604 THOMPSON
RD
MINT HILL
MEETA J
19521101
4773
650
14805 THOMPSON
RD
MINT HILL
CAROL STEWART
19516205
28961
213
15022 YARMOUTH
RD
MINT HILL
19516206
19279
690
15016 YARMOUTH
RD
MINT HILL
JOSEPHINE
STEVEN M
ADAMS
19508105
28924
306
15401 THOMPSON
RD
MINT HILL
W EDWARD JR
LISA
BROWNING
19517140
9277
598
15208 YARMOUTH
RD
MINT HILL
JERRY MIR
SHERRIH
MUSSELWHITE
19517131
28870
560
15352 YARMOUTH
RD
MINT HILL
MORTGAGE CORP
19517134
13050
306
15332 YARMOUTH
RD
MINT HILL
MARC T
MONICA S CALELLO (H/W)
19516209
6329
408
15000 YARMOUTH
RD
MINT HILL
DONALD A
ROBIN L
GRIFFIN
19517141
13846
682
15200 YARMOUTH
RD
MINT HILL
JAMESTJR
ROBIN W
BOYLES
19517133
8702
72
15340 YARMOUTH
RD
MINT HILL
MICHAEL BRADLEY
NOREEN A
LITTLE
19523116
2042
270
HOOKS
RD
UNINC
WAYNE LAMAR
MARY K
SIGMON
19510136
5218
4
14642 THOMPSON
RD
MINT HILL
CLYDE DANIEL
19517155
8064
520
15550 THOMPSON
RD
MINT HILL
JAMES RJR
MITZI C
WIGGINS
19516204
23235
890
15030 YARMOUTH
RD
MINT HILL
MICHELLE MARIE
19517138
8838
329
15300 YARMOUTH
RD
MINT HILL
KENNETH AUBREY
PAMELA SULLIVAN
19516226
10236
509
14801 BRIDGEWATER
LN
MINT HILL
WANDA
BYRON VILLANUEVA
19507105
28508
739
3401 MINTSTONE
DR
MINT HILL
CRAIG STEVEN
LEIGH CAINE
SMITH
19507115
5518
458
3401 BEECH MINT
DR
MINT HILL
DARRELLS
SANDRA P
HARRISON
19507114
17769
888
3400 BEECH MINT
DR
MINT HILL
SHARON LYNETTE
19517135
25110
329
15324 YARMOUTH
RD
MINT HILL
MICHAELA
MEGHAN
GAFFNEY
19516208
12272
728
15004 YARMOUTH
RD
MINT HILL
TARRA G
JASON C DEAN (H/W)
19508157
26978
870
13511 CASTLEFORD
DR
MINT HILL
19508153
26978
870
PHILIPS SPRING CT
MINT HILL
19517147
10592
450
THOMPSON
RD
MINT HILL
19517147E
10592
450
THOMPSON
RD
MINT HILL
19523106
12412
394
14925 HOOKS
RD
UNINC
%REAL ESTATE/FINANCE DEPT
19517145
7636
613
15130 YARMOUTH
RD
MINT HILL
ALEX P
SAUNDRA
LECLAIR
19517137
7455
271
15308 YARMOUTH
RD
MINT HILL
JENNIFER BROWER
19516202
5849
531
15106 YARMOUTH
RD
MINT HILL
SCOTTT
LUANN M JENKINS
19517106
24955
690
15341 BEXLEY
PL
MINT HILL
NICOLE
NATHAN
HUGHES
19507103
6000 JOU CHEVAL
LN
MINT HILL
%KEITH PARIS,MGR
19507103
6000 JOLT CHEVAL
LN
MINT HILL
%KEITH PARIS,MGR
19507103
25497
724
2200 BAIN FARM
RD
MINT HILL
%KEITH PARIS,MGR
19510137
13710
684
14618 THOMPSON
RD
MINT HILL
CLYDE DANIEL
19516207
7266
977
15010 YARMOUTH
RD
MINT HILL
CAROLE A
19517150
2996
144
THOMPSON
RD
MINT HILL
ROBERTA
19517136
8006
291
15316 YARMOUTH
RD
MINT HILL
RONALD L
19516228
19199
594
14809 BRIDGEWATER
LN
MINT HILL
KEVIN 5
JAQUELINE DRAY
DE FREITAS
19508154
26978
870
13415 CASTLEFORD
DR
MINT HILL
19516227
17371
335
14805 BRIDGEWATER
LN
MINT HILL
MARKS
SUSAN M
PERRY
19508131
19418
1
THOMPSON
RD
MINT HILL
19517103
5552
493
15317 BEXLEY
PL
MINT HILL
ANTHONY P
CAROL L
SCHIRALDI
19508158
26978
870
13521 CASTLEFORD
DR
MINT HILL
19508155
26978
870
13425 CASTLEFORD
DR
MINT HILL
19516225
7525
775
14800 BRIDGEWATER
LN
MINT HILL
DEBORAH
19517107
26409
321
15349 BEXLEY
PL
MINT HILL
ROBIN C
19508156
26978
870
13501 CASTLEFORD
DR
MINT HILL
19508162
26978
870
4216 CRUMP HILL
CT
MINT HILL
19508151
26978
870
4311 PHILIPS SPRING CT
MINT HILL
19517132
24274
101
15346 YARMOUTH
RD
MINT HILL
DEAN G
KELLIE P
HAWKINS
19506127
6321
345
14709 THOMPSON
RD
MINT HILL
RONALD F
19517143
23168
560
15148 YARMOUTH
RD
MINT HILL
WILLIAM M
ROBIN C
CARROLL
19517105
26742
861
15335 BEXLEY
PL
MINT HILL
RONALD
STEPHANIE
WALKER
19524101
12412
394
THOMPSON
RD
UNINC
%REAL ESTATE/FINANCE DEPT
19516201
18649
969
15112 YARMOUTH
RD
MINT HILL
MICHAEL
19508159
25676
766
13531 CASTLEFORD
DR
MINT HILL
BILLY 1
LORI A
BENSON
19517156
14623
110
THOMPSON
RD
MINT HILL
% REAL ESTATE /FINANCE DEPT
19508161
26978
870
4211 CRUMP HILL
Ci
MINT HILL
19517144
23069
139
15138 YARMOUTH
RD
MINT HILL
RONDAS
19517139
8131
67
15216 YARMOUTH
RD
MINT HILL
DAVID L
TERESA A
COLE
19517142
17117
944
15158 YARMOUTH
RD
MINT HILL
ROSA E
MERCEDES H
MONTALVO
19517130
8290
618
15345 YARMOUTH
RD
MINT HILL
DOUGLAS WAYNE
SUE L
ARMSTRONG

PRE -CONSTRUCTION NOTIFICATION (PCN) FORM —ATTACHED INFORMATION
133d. Explain the purpose of the
The proposed Stevens Creek stream restoration project is a part of the
proposed project
Mecklenburg County Land Use & Environmental Services Agency (LUESA)
initiative to improve water quality within the county through
improvement of degraded streams. The project will serve as a
centerpiece demonstration of LUESA's vision for water quality in the
county and will be associated with the new Stevens Creek Nature
Preserve and associated science center. The restoration project will also
provide public safety as some stream banks are eroding and causing
large trees to fall. The restoration efforts will stabilize Stevens Creek and
its tributaries resulting in habitat enhancement within the streams. The
goals of the project are to improve in -stream habitat, enhance native
riparian vegetation, and promote public awareness of water quality.
133e. Describe the overall project in
Stevens Creek and an associated Unnamed Tributary to Stevens Creek
detail, including the type of
have been severely degraded by downcutting and over widening of the
equipment to be used
channels. This has resulted in a majority of the streambanks becoming
unstable and contributing excessive sediment into the stream. The
instability has also led to trees falling into the stream at a rate that is not
beneficial to the function of the stream.
For the upstream section (Reach 5 north of Thompson Road) of the UT to
Stevens Creek, the project will maintain the existing channel alignment
and most of the channel bed elevation, enhance the channel bed
substrate, regrade the banks, and use constructed riffles with boulder
clusters and brush runs to lower the bed elevation as the stream
approaches the culvert at Thompson Road. The restoration within
Stevens Creek (Reaches 1-4) and the downstream section of the UT to
Stevens Creek (Reach 6) will realign the channel, raise the channel bed,
create a floodplain bench, and regrade the streambanks. The channels
will be slightly realigned away from the existing eroded banks and
alignment maintained in areas where the existing stream pattern is
stable. The channels will be raised to create a more stable longitudinal
slope, more width for floodplain access, and more suitable overbank
slopes. Morphological tables for these reaches have been developed and
are attached to this PCN.
Smaller tributaries, wetland outlets, and stormwater outlets exist
throughout Stevens Creek and UT to Stevens Creek. Each outlet has been
designed to tie into the proposed restored stream channels so that the
confluence will remain stable over time and minimize impacts to existing
features.
The project also includes grant -funded work by the USFWS and
Mecklenburg County Storm Water Services for the experimental
adaptation of cellular confinement textiles (geocell) into the standard
stream restoration features for the purpose of increasing the benefit of
stream restoration to mussels and other stream fauna. See attached
plans for additional details.
A planting plan has been developed for the project to provide a natural
succession following construction to the natural vegetative communities

within the project. Prior to the design a detailed tree survey was
conducted within the project area, and the project was designed to
preserve as many of the healthy trees as possible. Three zones have
been created for the project including: Zone 1— Streambanks, Zone 2 —
Piedmont Alluvial Forest (uplands), and Zone 3 — Wetland Forest.
Following final grading, the site will be planted with native woody shrub
and tree species as per the specified zones. Streambanks (Zone 1) will be
planted with native live stakes and shrubs.
During construction and following final grading, the project will be
seeded with a temporary seed mix to stabilize bare areas. Separate
upland and wetland permanent seed mixes have been proposed.
Access to the stream will be conducted via the proposed sewer
easement/project which is being applied for under a separate permit
application. This will minimize impacts to jurisdictional features and the
surrounding forested vegetation. The work will be completed
predominantly via track hoes with hydraulic thumbs, front-end loaders,
back hoes, and off road haul trucks.
2

C.3. Stream Impacts
3a. Stream
3b. Type of
3c. Stream Name
3d.
3e. Type of
3f.
3g.
Impact
Impact
Perennial
Jurisdiction
Average
Impact
Number/
(PER) or
stream
length
Permanent
Intermittent
width
(linear
(P) or
(INT)?
(feet)
feet)
Temporary
(T)
S 01 P
Restoration
Stevens Creek (SI) —
PER
Corps
19
4346.6
Reach 1
S 02 P
Restoration
Stevens Creek (SI) —
PER
Corps
27
1015.4
Reach 2
S 03 P
Restoration
Stevens Creek (SI) —
PER
Corps
26
1498.8
Reach 3
S 04 P
Restoration
Stevens Creek (SI) —
PER
Corps
24
236.0
Reach 4
S 05 P
Enhancement
Stevens Creek (SI) —
PER
Corps
24
250.1
Reach 4
S 06 P
Enhancement
SB (UT to Stevens
PER
Corps
17
1157.0
Creek) — Reach 5
S 07 P
Restoration
SB (UT to Stevens
PER
Corps
17
999.7
Creek) — Reach 5
S 08 P
Restoration
SB (UT to Stevens
PER
Corps
17
1115.3
Creek) — Reach 6
S 09 T
Culvert
SG (UT to Stevens
PER
Corps
4
30.1
Creek)
S 10 P
Restoration
SG (UT to Stevens
PER
Corps
4
142.4
Creek)
S 11 P
Restoration
SF (UT to Stevens
PER
Corps
5
133.3
Creek)
S 12 P
Fill
SF (UT to Stevens
PER
Corps
5
68.3
Creek)
S 13 P
Restoration
SE (UT to Stevens
INT
Corps
3
81.7
Creek)
S 14 P
Restoration
SD (UT to Stevens
PER
Corps
6
170.2
Creek)
S is P
Restoration
SC (UT to Stevens
INT
Corps
3
100.9
Creek)
S 16T
Culvert
SH (UT to Stevens
PER
Corps
10
57.0
Creek)
S 17 P
Restoration
SH (UT to Stevens
PER
Corps
10
479.5
Creek)
S 18 P
Fill
SH (UT to Stevens
PER
Corps
10
111.9
Creek)
3h. Total stream and tributary impacts
11994.2
Total Permanent impacts = 11,907.11f, Total Temporary Impacts = 87.11f

D1a. Specifically describe measures
As this project is a stream restoration, stabilization and habitat
taken to avoid or minimize the
enhancement project, it is impossible to completely avoid impacts to
proposed impacts in designing the
jurisdictional waters. However, considerations were made to minimize
project.
disturbance to the extent necessary to provide appropriate functional
uplift. Impacts to UT to Stevens Creek and Stevens Creek due to the
realignment were deemed necessary to address deficiencies in the
dimension, pattern and profile of the channels. Efforts were made
during design to avoid the floodplain wetlands to the greatest extent
practicable. As a result, only temporary impacts would impact floodplain
wetlands for construction access. Additionally, these access areas are
utilizing the proposed sewer alignment (a separate concurrent project)
to further minimize the impact associated with the stream restoration
project. The project was also designed to incorporate new wetland areas
within the existing pre -construction stream channel in locations where
the stream is realigned. Also, an extensive tree survey was performed
throughout the project area to identify the size, species, and general
health of the trees. Many large healthy trees are being avoided in the
design and will be protected during construction to help the
regeneration of the vegetative community following construction.
Dib. Specifically describe measures
Typical sediment and erosion control measures will be implemented on
taken to avoid or minimize the
site. Tree protection fencing will be used to protect jurisdictional waters
proposed impacts through
that will not be impacted. Appropriately sized equipment will be utilized
construction techniques.
to prevent excessive compacting and minimize clearing. Construction
scheduling and staging will be timed to minimize the amount of time
spent working in the stream channel. Pump arounds will be used to
complete work in the dry to a feasible extent for working in the creek.
An Erosion and Sediment Control Plan will be submitted to the NC
Department of Energy, Mineral, and Land Resource.
F5d. Endangered Species and
Federally protected species listed for Mecklenburg County with potential
Designated Critical Habitat
habitat onsite include the Carolina heelsplitter, northern long-eared bat,
rusty patch bumblebee, Michaux's sumac, Schweinitz's sunflower, and
smooth coneflower. Site surveys were conducted by both Stantec and
USFWS and concurrence is presented in correspondence from USFWS
(attached).
In summary, the northern long-eared bat is exempt under the 4(d) rule
and the three plants were not observed onsite. The USFWS did not find
evidence for the Carolina heelsplitter onsite and believes that project
will have a beneficial indirect effect for this species. They propose a
.may affect, by not likely to adversely affect" determination for the
heelsplitter and its critical habitat.
The project includes grant -funded work by the USFWS and Mecklenburg
County Storm Water Services for the experimental adaptation of cellular
confinement textiles (geocell) into the standard stream restoration
features for the purpose of increasing the benefit of stream restoration
to mussels and other stream fauna.

United States Department of the Interior
FISH AND WILDLIFE SERVICE
Asheville Field Office
160 Zillicoa Street
Asheville, North Carolina 28801
March 30, 2018
Mr. Alex Baldwin
Stantec
801 Jones Franklin Road, Suite 300
Raleigh, North Carolina 27606
Dear Mr. Baldwin:
Subject: Stevens Creek Stream Restoration Project - CLOMR; Mecklenburg County, North
Carolina
Log No. 4-2-18-199
The U.S. Fish and Wildlife Service (Service) has reviewed the information provided in your
correspondence dated February 20, 2018, wherein you solicit our comments in preparation of a
CLOMR application. We submit the following comments in accordance with the provisions of
the Fish and Wildlife Coordination Act, as amended (16 U.S.C. 661-667e); the National
Environmental Policy Act (42 U.S.C. §4321 et seq.); and section 7 of the Endangered Species
Act of 1973, as amended (16 U.S.C. 1531-1543) (Act).
Project Description
According to the information provided, the proposed project would restore/enhance
approximately 7,500 linear feet of Steven Creek and 4,150 linear feet of its unnamed tributaries
in Mint Hill, North Carolina. The project would also require permanent clearing of 0.023 acre of
wetland, and result in permanent fill of 68.3 linear feet of an unnamed tributary. Proposed
impact minimization measures include careful project sequencing, prioritizing work in offline
channels, and conducting as much work as possible under dry conditions via pump -around
systems. The project includes a comprehensive revegetation plan calling for seeding and live
staking of species native to the North Carolina Piedmont ecoregion, and the use of only
biodegradeable erosion control matting where slopes may be >_3:1.
The Service has been a collaborator in the funding and design of the project which would employ
natural channel design principles and a novel experimental use of cellular confinement textiles in
the interest of restoring and stabilizing aquatic habitats for freshwater mussels and other natural
resources. The Service is fully supportive of the proposed project and intends to continue as a
collaborator through project implementation and subsequent monitoring.
Federally Listed Endangered and Threatened Species
According to Service records, suitable summer roosting habitat may be present in the project
area for the federally threatened northern long-eared bat (Myotis septentrionalis). However, the
final 4(d) rule (effective as of February 16, 2016), exempts incidental take of northern long-eared

bat associated with activities that occur greater than 0.25 miles from a known hibernation site,
and greater than 150 feet from a known, occupied maternity roost during the pup season (June 1
— July 31). Based on the information provided, the project (which may or may not require tree
clearing) would occur at a location where any incidental take that may result from associated
activities is exempt under the 4(d) rule.
Stantec surveyed onsite areas containing potential suitable habitat for three federally endangered
plants: Michaux's sumac (Rhus michauxii), Schweintiz's sunflower (Helianthus schweinitzii),
and smooth coneflower (Echinacea laevigata). These species were not observed. Therefore, we
believe the proposed project would not affect these species.
As a project proponent, the Service surveyed potential onsite habitats for the presence of the
federally endangered Carolina heelsplitter mussel (Lasmigona decorata). No live or dead
evidence for this species was observed. However, this species is known to occur approximately
10 river miles downstream from the project and its designated critical habitat is located
approximately 14 river miles from the project site. The Service believes that the temporary
deforestation and minor increases in turbidity would result in insignificant and discountable
direct effects to this species and its critical habitat downstream. We believe that the proposed
measures to stabilize and restore aquatic and riparian habitats would have a beneficial indirect
effect for this species. Therefore, the Service maintains that the proposed project may affect, but
is not likely to adversely affect this species. Enclosed is an associated intra -Service consultation
document for your reference.
According to our records and review of the information presented, no other federally protected
species or their habitats occur within the project vicinity. Therefore, we consider the
requirements under the Act to be complete and require no further action at this time. Please be
aware that obligations under section 7 of the Act must be reconsidered if: (1) new information
reveals impacts of this identified action that may affect listed species or critical habitat in a
manner not previously considered, (2) this action is subsequently modified in a manner that was
not considered in this review, or (3) a new species is listed or critical habitat is determined that
may be affected by the identified action.
The Service reiterates our support for the proposed project, and appreciates the opportunity to
provide these comments. Please contact Mr. Byron Hamstead of our staff at 828/258-3939,
Ext. 225, if you have any questions. In any future correspondence concerning this project, please
reference our Log Number 4-2-18-199.
Sincerely,
- - original signed - -
Janet Mizzi
Field Supervisor

REGION 4
INTRA -SERVICE SECTION 7 BIOLOGICAL EVALUATION FORM
Originating Person: Jason W. Mays Recovery Biologist Asheville ES Office
Telephone Number: 828-747-2394 E -Mail: [e-mail]
Date: 11 January 2018
PROJECT NAME (Grant Title/Number): Stevens Creek Restoration Project F 17AP00569
I. Service Program:
Ecological Services
X Federal Aid
Clean Vessel Act
_ Coastal Wetlands
_ Endangered Species Section 6
_ Partners for Fish and Wildlife
_ Sport Fish Restoration
_ Wildlife Restoration
X Other National Fish and Wildlife Foundation
_ Fisheries
_ Refuges/Wildlife
II. State/Agency: US Fish and Wildlife Service
III. Station Name: Asheville Ecological Services Field Office
IV. Description of Proposed Action (attach additional pages as needed): The US Fish and
Wildlife Service provided funding to the National Fish and Wildlife Foundation to fund
competitive grants under the Southeast Aquatics Program. Mecklenburg County Storm
Water Services (MSWS), in collaboration with the USFWS Asheville Ecological
Services Field Office (AFO), submitted a grant proposal that called for the experimental
adaptation of cellular confinement textiles (geocell) into standard stream restoration
features for the purpose of increasing the benefit of stream restoration to mussels and
other stream fauna. MSWS proposed a matching contribution that would include design
and construction of the standard stream restoration design and implementation in Stevens
Creek as part of their existing stream restoration program and requested grant funding for
the engineering, material, and installation of the geocell material for the purpose of
improving stream restoration technology as it relates to recovery for endangered species.
V. Pertinent Species and Habitat: Carolina heelsplitter (Lasmigona decorata), Critical
Habitat Unit 1.

A. Include species/habitat occurrence map:
as 'r
u r.
Hemby
Cndge ee.
t� ,rn,nwe,
Steves Creek Project Extent
Caroena Heabpliner Critical Habitat uwrvris
n_ f mmnlete the fnllnwino tnhle:
SPECIES/CRITICAL HABITAT STATUS'
Carolina heelsplitter (Lasmigona decorata) E
Carolina heelsplitter Critical Habitat Unit 1 CH 91
'STATUS: E=endangered, T=threatened, PE=proposed endangered, PT=proposed threatened, CH=critical habitat,
PCH=proposed critical habitat, C=candidate species
VI. Location (attach map):
A. Ecoregion Number and Name: USL4 Code: 45b (Southern Outer Piedmont)
B. County and State: Mecklenburg Co., North Carolina
C. Section, township, and range (or latitude and longitude): 35.14359/-80.64792
C. Distance and direction to nearest town: 20km NW to center of Charlotte, NC
E. Species/habitat occurrence: Carolina heelsplitter is known to occur in the
Stevens/Goose Creek watershed about 16km downstream from the planned
2
t,r
-
Mint
Hill
as 'r
u r.
Hemby
Cndge ee.
t� ,rn,nwe,
Steves Creek Project Extent
Caroena Heabpliner Critical Habitat uwrvris
n_ f mmnlete the fnllnwino tnhle:
SPECIES/CRITICAL HABITAT STATUS'
Carolina heelsplitter (Lasmigona decorata) E
Carolina heelsplitter Critical Habitat Unit 1 CH 91
'STATUS: E=endangered, T=threatened, PE=proposed endangered, PT=proposed threatened, CH=critical habitat,
PCH=proposed critical habitat, C=candidate species
VI. Location (attach map):
A. Ecoregion Number and Name: USL4 Code: 45b (Southern Outer Piedmont)
B. County and State: Mecklenburg Co., North Carolina
C. Section, township, and range (or latitude and longitude): 35.14359/-80.64792
C. Distance and direction to nearest town: 20km NW to center of Charlotte, NC
E. Species/habitat occurrence: Carolina heelsplitter is known to occur in the
Stevens/Goose Creek watershed about 16km downstream from the planned
2

restoration project. Carolina heelsplitter Critical Habitat Unit 1 begins at the NC
218 crossing of Goose Creek about 14 km downstream from the proposed project
site and extends downstream in Goose Creek 7.2 km to its confluence with the
Rocky River.
VII. Determination of Effects:
A. Explanation of effects of the action on species and critical habitats in item V. B
(attach additional pages as needed):
Effects to Carolina heelsplitter:
The proposed project will involve earth moving and construction of stabilization
structures in the stream. These types of activities invariably cause short -duration
turbidity in the receiving waters. Chronic turbidity is known to negatively affect mussel
species by interfering with feeding activity; however, existing regulations, such as the
Clean Water Act and state and local construction ordinances, are designed to minimize
the magnitude and duration of these effects. Further, best management practices (BMPs)
for stream restoration are typically sufficient to prevent excessive turbidity. For this
restoration MSWS, Stantec Engineering (the design and construction contractor), and the
AFO are working together to design and implement this restoration with a minimum of
effect to the watershed. The distance from the construction site to the critical habitat and
species occurrences is sufficient that any turbidity generated from the project
construction is not likely to be measureable from the background turbidity by the time it
could affect Carolina heelsplitter and could appropriately be called discountable direct
effect. The nature of stream restoration efforts are such that they are intended to provide
beneficial indirect effects. There are no known interrelated or interdependent effects for
this project.
Effects to Critical Habitat
The upstream limit of Critical Habitat Unit 1 begins about 14 river km downstream from
the proposed project. Siltation from chronic turbidity has the potential to degrade the
constituent elements of the critical habitat, but as stated above, we expect the effects of
turbidity to be minor in magnitude and short in duration. As such effects of siltation are
not expected to be meaningfully measureable. Critical Habitat Unit 1 is primarily
threatened by the effects of scour that comes from significant development within the
receiving watershed. Conversion of forested upland to other uses increases runoff rates,
which in turn increases the erosional potential of rain events in the receiving watershed.
Goose Creek has substantial urban, suburban and rural development within its watershed,
and as a result the critical habitat is degraded by bank erosion and increased movement of
bedload. The proposed restoration of Stevens Creek will require minor clearing of trees
for access to the construction area, but the cleared area will only amount to a few acres
and will not be permanently converted to developed area. The cleared area will be
allowed to return to natural use after construction, with some maintenance of grassy areas
for access to the site. Due to the small size of the cleared area we do not expect that
increased runoff from the construction site can be meaningfully measured against the

background runoff rate from this watershed. Therefore, we do not expect direct effects to
the critical habitat. The purpose of the project is to stabilize this section of stream
permanently, thereby decreasing erosion and sediment transport rates in the future, so we
do not expect indirect effects from this project. There are no known interrelated and
interdependent effects of this action.
Cumulative Effects to Carolina heelsplitter and Critical Habitat
Due to the location of this stream within the city of Charlotte, the largest metropolitan
area within the state of North Carolina, many cumulative effects are likely to affect the
Carolina heelsplitter and the critical habitat. The AFO and MSWS have designed the
subject project specifically to develop techniques that allow for artificial stabilization of
habitat with the Goose Creek watershed with the express purpose of mitigating erosion
effects to mussel habitat in the watershed. For this reason, we expect that the subject
restoration project is neutral with regard to potential cumulative effects and may be
ameliorative in the long run.
The Goose and Stevens Creek watershed are experiencing rapid development. At
present, sewer lines are planned for installation into the watershed following a 2013
decision to eliminate a moratorium on interbasin transfer (IBT) of water into the
watershed. The Goose Creek watershed had formerly been excluded from Charlotte -
Mecklenburg Utilities Department IBT Certificate due to concerns that availability of
water and sewer in the Goose Creek watershed would facilitate high-density development
that would affect the Carolina heelsplitter and Critical Habitat Unit 1. In anticipation of
elimination of the moratorium, the municipality of Mint Hill published the Lawyers Road
and 1-485 Small Area Plan (SAP) on their website in 2011. This document outlines plans
to further develop approximately 1,992 acres within the Goose Creek watershed. The
small area plan was necessitated by the planned development of the Mint Hill Mall, a 210
acre mall development that includes 1.3 million square feet of commercial space and
includes a theater and a hotel. The site of the planned mall will straddle Goose Creek,
with development on both sides and the creek running through the parking area.
Development of the watershed will also include upgrades to the transportation network.
Additional water and sewer lines are integral to the development of the mall project.
Water lines have already been installed and sewer lines to service the area included in the
small area plan are currently in design. Sewer service into the basin is necessary for the
mall development. The mall development company, Bridges at Mint Hill LLC, has
committed 3.3 million dollars to the Charlotte municipal water and sewer department
(Charlotte Water) to construct a sewage lift station and 12,000 feet of sewer line to
service the area considered in the SAP. Additionally, Mecklenburg Park and Recreation
plans to build a nature center along Stevens Creek in the vicinity of the stream restoration
that will increase the area of development outside the SAP. Due to the large volume of
planned development in the watershed, we expect that cumulative effects will exacerbate
the erosion problems in the critical habitat and will affect Carolina heelsplitters in Goose
Creek. The magnitude of effects are uncertain due to uncertainty in the magnitude of
development, potential mitigating factors such as storm water control ordinances and
watershed specific buffer rules, and uncertainty about which future projects may or may
4

not be subject to Section 7 review and further conservation measures.
SPECIES/
CRITICAL HABITAT
IMPACTS TO SPECIES/CRITICAL HABITAT
Carolina heelsplitter
Insignificant direct effects due to minor turbidity. Beneficial
indirect effects due to decreased erosion. No known interrelated or
interdependent effects.
Critical Habitat Unit 1
Insignificant direct effects due to temporary minor deforestation.
Beneficial indirect effects due to decreased erosion. No known
interrelated or interdependent effects.
B. Explanation of actions to be implemented to reduce adverse effects:
MSWS, Stantec Engineering, and AFO are working together to minimize effects to the
species and the critical habitat downstream. All typical BMPs for stream restoration will
be followed. Where possible, earth moving activities will be conducted where they can
be isolated from running water. Silt fences will be utilized to minimize turbidity effects
to Stevens Creek. Areas with exposed bare soil will be revegetated as soon as possible to
reduce erosion.
VIII. Effect Determination and Response Requested:
Existing regulations, BMPs, AFO oversite, and distance to the Carolina heelsplitter
(— 14km) lead us to believe that the direct effects to the species are insignificant and/or
discountable. Indirect effects are expected to be beneficial to the species. The proposed
project is intended to reduce the cumulative effects on the species by reducing erosion
and sedimentation within the species habitat.
SPECIES/ DETERMINATION RESPONSE'
CRITICAL HABITAT NE NA AA REQUESTED
Carolina heelsplitter x Concurrence
Critical Habitat Unit 1 x Concurrence
3ETERMINATION/ RESPONSE REQUESTED
NE = no effect. This determination is appropriate when the proposed action will not directly, indirectly, or cumulatively impact, either
positively or negatively, any listed, proposed, candidate species or designated/proposed critical habitat. Response Requested is
optional but a AConcurrence- is recommended for a complete Administrative Record.
NA = not likely to adversely affect. This determination is appropriate when the proposed action is not likely to adversely impact any
listed, proposed, candidate species or designated/proposed critical habitat or there may be beneficial effects to these resources.
Response Requested is a=—Concurrence--.
AA = likely to adversely affect. This determination is appropriate when the proposed action is likely to adversely impact any listed,
proposed, candidate species or designated/proposed critical habitat. Response Requested for listed species is AFormal Consultation-.
Response requested for proposed and candidate species is AConference-.

s' ature (origin ting station) date
title
IX. Reviewing Ecological Services Office Evaluation:
A. Concurrence _� Nonconcurrence
B. Formal consultation required
C. Conference required
D. Informal conference required
E. Remarks (attach additiona pages as needed):
fint
l �-
ure ate
title office

Reach
1- Design
Reference
Reach
Existing
Conditions
Variables
min
mean
C 4/1
max
min
mean
C 4/1
max
min
mean
B4/lc
max
Stream type
Drainage area (sq. mi.)
2.20
10
1.95
Bankfull width (Wbkf)
26.7
35.0
36.9
38.9
16.6
19.4
22.2
Bankfull mean depth (Dbkf)
1.6
28
3.09
3.4
1.8
2.13
2.4
Max Depth/Mean Depth
1.5
1.41
1.41
1.41
2.39
2.66
2.92
Widthldepth ratio (Wbkf/Dbkf)
17
10.4
12.0
13.9
16-0
17.0
18.0
Bankfull cross-sectional area (Abkf)
42.1
109.1
113.5
117.8
40.38
40.5
40,5^
Manning's N (n)
0.035
0.041
0.056
Bankfull mean velocity (Vbkf)
4.4
4.7
3.5
Bankfull discharge, cfs (Qbkf)
185
505.4
140.3
Bankfull max depth (dmax)
2.4
3.9
4.4
4.8
2.4
2.7
2.9
Width of Floop Prone Area (Wfpa)
65,10
2000.
200.00
200.0
34.0
37.00
40.0
Entrenchment ratio (Wfpa/Wbkf)
2.4
5.14
5.4
5.72
1.803
1.9
2.047
Low-flow cross-sectional area (Abkf)
19.3
51.5
53
54
13.17
13
13
Low-flow width (Wbkf)
18.6
27.24
30.6
33.91
18.18
18.2
18.18
Low-flow mean depth (Dbkf)
1.0
1.58
1.740
1.890
0.72
0.720
0.720
Low-flow width/depth ratio (Wbkf/Dbkf)
18.0
14.4
17.9
21.4
25.1
25.1
25.1
Low-flow max depth (dmax)
1.5
2A
2.555
2.710
1.100
Low-flow Max Depth/Mean Depth
1.4
1.4
1.5
1.5
1.5
Manning's N (n)
0.04
0.0
0.04
0.0
0.08
Low-flow mean velocity (Vbkf)
3.8
0
5.3
0
1.3
Low-flow discharge, cfs (Qbkf)
74
0
279
0
17
Ratio of Low-flow area to BKF area (Alf/Abkf)
0.46
0.46
0.46
0.47
0.33
Base-flow cross-sectional area (Abf)
3.0
6.1
7
8
Base-flow width (Wbf)
8.0
14.14
14.7
15.3
Base-flow mean depth (Dbf)
0.37
0.41
0.50
0-58
Base-flow width/depth ratio (Wbf/Dbkf) -
21.6
24.4
30.8
37.3
Base-flow max depth (dmax)
0.4
0.82
0.865
0.910
Base-flow Max Depth/Mean Depth
0.3
0.2
0.3
0.3
Manning's N (n)
0.04
0.035
0.041
0.046
Base-flow mean velocity (Vbf)
2.4
2.8
2.8
2.8
Base-flow discharge, cfs (Qbf)
7
17A
19.8
22.2
Ratio of Base-flow area to BKF area Abf/A
0.07
0.06
0,06
0.07
Stream Meander Length (Lm)
371
380
396
513
526
548
93
113
138
Ratio of Stream meander length to bankfull width (Lm/Wbkf)
13.9
14.2
14.8
13.9
14.2
14.8
4.8
5.8
7.1
Linear Wave Length (A)
249
297
381
344
411
527
87
100
128
Ratio of linear meander length to bankfull width (A/Wbkf)
9.3
11.1
14.3
9.3
11.1
14.3
4.5
5.1
6.6
Radius of curvature (Rc)
66.8
80.2
106.9
61.0
87.9
121.9
35.0
41.0
46.0
Ratio of the radius of curvature to bankfull width (Rc/Wbkf)
2.5
3.0
4.0
1.7
2.4
3.3
1.8
2.1
2.4
Belt Width (Wbkf)
53.4
80.2
133.6
65.0
120.1
161.1
38.0
54.0
65.0
Meander width ratio (Wblt/Wbkf)
2.0
3.0
5.0
1.8
3.3
4.4
2.0
2.8
3.4
Sinuosity (stream length/valley distance) (K)
1.0
1.16
1.24
Valley slope (ft/ft)
0.006
0.005
0.011
Average slope (Savg) = (Svalley/K)
0.006
0.004
0.009
Riffle slope (Srif)
0.006
0.007
0.012
0.013
0.014
0.015
19.770
36.570
53.370
Ratio of riffle slope to bankfull slope (Srif/Sbkf)
1.0
1.2
21
2.9
3.1
3.3
1.0
1.9
2.8
Riffle Length (Lr)
16.0
69.7
120.0
17.190
73.510
129.820
0.019
0.024
0.030
Riffle Length to Riffle Width (Lr/Wbkf)
0.6
2.6
4.5
0.5
2.0
3.5
2.2
2.9
3.5
Pool slope (Spool)
0.000
0.001
0.001
0.000
0.001
0.001
0.000
0.000
0.000
Ratio of pool slope to bankfull slope (Spool/Sbkf)
0.071
0.138
0.205
0.071
0.138
0.205
0.038
0.045
0.051
Pool Length (Lp)
32.5
55.4
91.8
79.2
126.0
172.9
27.0
47.1
67.2
Pool Length to Riffle Width (Lp/Wbkf)
1.2
12.1
2.1
21.1
3.4
40.1
2.1
14.8
3.4
18.5
4.7
25.9
1.4
2.4
3.5
Run Length
Run Length to Riffle Width (Lu/Wbkf)
0.5
0.8
1.5
0.4
0.5
0.7
Glide Length
10.0
10.6
25.4
11.1
18.5
29.6
Glide Length to Riffle Width (Lg/Wbkf)
0.4
0.4
0.9
0.3
0.5
0.8
Run Depth
1.6
2.2
3.0
3.1
4.3
5.6
Run Depth to Riffle Depth (du/dbkf)
1.0
1.4
1.9
1.0
1.4
1.8
Glide Depth
2.5
2.5
2.5
3.4
4.3
5.3
Glide Depth to Riffle Depth (dg/dbkf)
1.6
1.6
1.6
1.1
1.4
1.7
Maximum pool depth (Dpool)
2.4
3.2
3.9
5.0
5.2
5.3
3.3
3.4
3.4
Ratio of pool depth to average bankfull depth (Dpool/Dbkf)
..
1.6
1.7
1.7
1.5
1.6
1.6
Pool width (Wpool)
29.4
32.1
34.7
41.0
41.0
41.0
Ratio of pool width to bankfull width (Wpool/Wbkf)
1.1
1.1
IA
Pool Area (Apool)
5J 5
54.8
125.3
125.3
125.3
Ratio of pool area to bankfull area
1.1
1.1
1.1
Point Bar Slopes (1-1:1)
6
B
10
0
6
0
Pool to pool spacing (p-p)
136
180
224
188
249
309
Ratio of p-p spacing to bankfull width bkf)
5.1
1 6.7
1 8.4
5.1
6.7
8.4
Pebble Count - D161 %Silt Clay
91
1
1 8.7
1
1 0
1 0.69
1 0 1
5
Pebble Count - D50/ % Gravel
38
59.3
45
19.96
Pebble Count - D95 / % Boulder
152
Bedrock
0
Bedrock
0
Bar Count - D16 / % Silt Clay
0
0
Bar Count - 050 / % Gravel
2.48
51.88
Bar Count - D95 / % Boulder
35.95
0
Shear Stress
0.5711
1.130
Colorado Curve - size of partical moved
100.61
1
1
1 1
166.3

Reach
2 - Design
Reference
Reach
Existing
Conditions
Variables
min
mean
C 4/1
max
min
mean
C 4/1
max
min
mean
F 4/1
max
Stream type
Drainage area (sq. mi.)
3.75
10
4
Bankfull width (Wbkf)
26.2
35.0
36.9
38.9
27.2
27.8
28.5
Bankfull mean depth (Dbkf)
2.2
2.8
3.09
3.4
1.8
1.86
1.9
Max Depth/Mean Depth
1.7
1.41
1.41
1.41
2.51
2.60
2.68
Width/depth ratio (Wbkf/Dbkf)
12
104
12.0
13.9
16-0
17.0
18.0
Bankfull cross-sectional area (Abkf)
57.0
109.1
113.5
117.8
51.38
51.5
51.69
Manning's N (n)
0.035
0.041
0.038
Bankfull mean velocity (Vbkf)
3.9
4.7
4.6
Bankfull discharge, cfs (Abkf)
223
5054
226.0
Bankfull max depth (dmax)
3.6
3.9
4.4
4.8
2.5
2.6
2.7
Width of Floop Prone Area (Wfpa)
56.6
2000.
200.00
200.0
33.5
35.83
38.2
Entrenchment ratio (Wfpa/Wbkf)
2.2
5.14
5.4
5.72
1.233
1.3
1.341
Low-flow cross-sectional area (Abkf)
24.6
5i.5
53
54
Low-flow width (Wbkf)
17.3
27.24
30.6
33.91
Low-flow mean depth (Dbkf)
1.4
1.58
1.740
1.890
Low-flow widthldepth ratio (Wbkf/Dbkf)
12.2
14.4
17.9
21.4
Low-flow max depth (dmax)
2,2
2.4
2.555
2.710
Low-flow Max Depth/Mean Depth
1.5
1.4
1.5
1.5
Manning's N (n)
0.04
0.0
0.04
0.0
Low-flow mean velocity (Vbkf)
4.7
0
5.3
0
Low-flow discharge, cfs (Abkf)
115
0
279
0
Ratio of Low-flow area to BKF area (Alf/Abkf)
0.43
0.46
0.46
0.47
Base-flow cross-sectional area (Abf)
4.72
6.1
7
8
Base-flow width (Wbf)
8.4
14.14
L-. 15.3
lill
0.50
Base-flow mean depth (Dbf)
0.56
0.41
0.58
Base-flow widthldepth ratio (Wbf/Dbkf)
14.9
24.4
37.3
Base-flow max depth (dmax)
0.7
0.82
0.865
0.910
Base-flow Max Depth/Mean Depth
0.3
0.2
0.3
0.3
Manning's N (n)
0.04
0.035
0.041
0.046
Base-flow mean velocity (Vbf)
3.1
2.8
'`_, 2.8
Base-flow discharge, cfs (Qbf)
15
17.4
19.8
22.2
Ratio of Base-flow area to BKF area Abf/Abkf)
0.08
0
Stream Meander Length (Lm)
364
373
388
513
526
548
230
285
Ratio of Stream meander length to bankfull width (Lm/Wbkf)
13.9
14.2
14.8
13.9
14.2
14.8
8.3
10.2
12.5
Linear Wave Length (A)
244
291
374
344
411
527
180
222
293
Ratio of linear meander length to bankfull width (A/Wbkf)
9.3
11.1
14.3
9.3
11.1
14.3
6.5
8.0
10.5
Radius of curvature (Rc)
65.4
78.5
104.7
61.0
87.9
121.9
60.0
70.0
86.0
Ratio of the radius of curvature to bankfull width (RcMbkf)
2.5
3.0
4.0
1.7
2.4
3.3
2.2
2.5
3.1
Belt Width (Wbkf)
52.4
78.5
130.9
65.0
120.1
161.1
120.0
122.5
125.0
Meander width ratio (WbIUWbkf)
2.0
3.0
5.0
1.8
3.3
4.4
1 4.3
4.4
1 4.5
Sinuosity (stream length/valley distance) (K)
1.1
0
1.16
0.0
1.48
Valley slope (fUft)
0.005
0.005
0.009
Average slope (Savg) = (Svalley/K)
0.003
0.004
0.006
Riffle slope (Srif)
0.004
0.004
0.004
0.013
0.014
0.015
8.400
34.740
67.240
Ratio of riffle slope to bankfull slope (Srif/Sbkf)
1.4
14
14
2.9
3.1
3.3
0.3
1.2
2.4
Riffle Length (Lr)
31.0
65.8
140.0
17.190
73.510
129.820
0.011
0.021
0.031
Riffle Length to Riffle Width (Lr/Wbkf)
1.2
2.5
5.3
0.5
2.0
3.5
1.7
3.4
5.0
Pool slope (Spool)
0.000
0.000
0.001
0.000
0.001
0.001
0.001
0.002
0.003
Ratio of pool slope to bankfull slope (Spool/Sbkf)
0.071
0.138
0.205
0.071
0.138
0.205
0.097
0.260
0.496
Pool Length (Lp)
45.4
94.1
127.6
79.2
126.0
172.9
20.5
34.6
54.8
Pool Length to Riffle Width (Lp/Wbkf)
1.7
13.1
3.6
18.5
4.9
25.6
2.1
14.776
3.4
18.470
4.7
25.858
0.7
1.2
2.0
Run Length
Run Length to Riffle Width (LuMbkf)
0.5
0.7
1.0
0.4
0.5
0.7
Glide Length
13.1
16.1
31.2
11.1
18.5
29.6
Glide Length to Riffle Width (Lg/Wbkf)
0.5
0.6
1.2
0.3
0.5
0.8
Run Depth
2.2
3.0
4.1
3.1
4.3
5.6
Run Depth to Riffle Depth (du/dbkf)
1.0
1.4
1.9
1.0
1.4
1.8
Glide Depth
3.8
3.8
3.8
3.4
4.3
5.3
Glide Depth to Riffle Depth (dg/dbkf)
1.8
1.8
1.8
1.1
1.4
1.7
Maximum pool depth (Dpool)
3.3
4.4
5.4
5.0
5.2
5.3
2.7
2.9
3.3
Ratio of pool depth to average bankfull depth (Dpool/Dbkf)
1.6
1.7
1..-
1.4
1.6
1.8
Pool width (Wpool)
28.8
31.4
34.0
41.0
41.0
41.0
25.3
25.3
25.3
Ratio of pool width to bankfull width (Wpool/Wbkf)
1.1
1.1
1.1
0.9
0.9
0.9
Pool Area (Apool)
62.7
74.0
79.7
125.3
125.3
125.3
53.9
53.9
53.9
Ratio of pool area to bankfull area
_
1.1
1.1
1.1
1.0
1.0
1.0
Point Bar Slopes (H:1)
6
8
10
0
6
0
Pool to pool spacing (p-p)
133
176
219
188
249
309
82
106
130
Ratio of p-p spacing to bankfull width - /Wbk
5.1
6.7
8.4
5.1
6.7
8.4
2.9
3.8
4.7
Pebble Count - D16 / %Silt Clay
1 91
1
8.7
1
1 0
0.28
io
Pebble Count - D50 / %Gravel
38
59.3
45
6
51
Pebble Count - D95 / %Boulder
52
Bedrock
ay
nt-DtI%/.
0
0
nt - Dravel
t
9.5
80.37
Bar Count - D951 % Boulder
34.77
0
Shear Stress
0.4071
1
0.705
Colorado Curve - size of partical moved
1 78.5
5

Reach
3 - Design
Reference
Reach
Existing
Conditions
Variables
min
mean
C 4/1
max
min
mean
C 4/1
max
min
mean
F 4/1
max
Stream type
Drainage area (sq. mi.)
3.85
10
4
Bankfull width (Wbkf)
31.0
36.9
38.9
22.7
26.8
30.9
Bankfull mean depth (Dbkf)
2.0
2.8
3.09
3.4
1.7
2.01
2.4
Max Depth/Mean Depth
1.6
r .41
1.41
1.41
2.32
2.95
3.57
Width/depth ratio (Wbkf/Dbkf)
16
10.4
12.0
13.9
16.0
17.0
18.0
Bankfull cross-sectional area (Abkf)
60.5
109.1
113.5
117.8
50.9
52.4
53.81
Manning's N (n)
0.035
0.041
0.037
Bankfull mean velocity (Vbkf)
3.8
4.7
4.3
Bankfull discharge, cfs (Qbkf)
231
505.4
230.2
Bankfull max depth (dmax)
3.2
3 -%'
oft.
4.6
2.3
3.0
3.6
Width of Floop Prone Area (Wfpa)
368.60
200.0
200.00
200.0
34.7
68.66
1027
Entrenchment ratio (WfpaMbkf)
11.9
5.72
1.12
2.8
4.515
Low -flow cross-sectional area (Abkf)
27.8
51.5
53
54
Low -flow width (Wbkf)
21.0
:24
M:6
33.91
Low -flow mean depth (Dbkf)
1.3
1.58
1.740
1.890
Low -flow width/depth ratio (Wbkf/Dbkf)
15.9
14.4
17.9
21.4
Low -flow max depth (dmax)
2.0
2.4
2.555
2.710
Low -flow Max Depth/Mean Depth
1.5
1.4
1.5
1.5
Manning's N (n)
0.04
0.0
0.04
0.0
Low -flow mean velocity (Vbkf) "'-
4.5
0
5.3
0
Low -flow discharge, cfs (Qbkf)
125
0
279
0
Ratio of Low -flow area to BKF area (Alf/Abkf)
0.46
0.46
0.46
0.47
Base -flow cross-sectional area (Abf)
4.4
6.1
7
8
Base -flow width (Wbf)
9.9
- -
14.14
14.7
15.3
Base -flow mean depth (Dbf)
0.44
0.41
0.50
0.58
Base -flow width/depth ratio (Wbf/Dbkf)
22.4
30.8
37.3
Base -flow max depth (dmax)
0.58
0.82
0.865
0.910
Base -flow Max Depth/Mean Depth "A''
0.30
MM2
0.3
0.3
Manning's N (n)
0.04
0.035
0.041
0.C46
Base -flow mean velocity (Vbf)
2.7
2.8
2.8
2.8
Base -flow discharge, cfs (Qbf)
12
17.4
19.8
22.2
Ratio of Base -flow area to BKF area (Abf/Abkn
0.07
0.06
0.06
0.07
Stream Meander Length (Lm)
431
441
460
513
526
548
167
213
Ratio of Stream meander length to bankfull width (Lm/Wbkf)
13.9
14.2
14.8
13.9
14.2
14.8
6.2
7.9
11.9
Linear Wave Length (d)
289
345
442
344
411
527
127
178
285
Ratio of linear meander length to bankfull width (A/Wbkf)
9.3
11.1
14.3
9.3
11.1
14.3
4.7
6.6
10.6
Radius of curvature (Rc)
77.5
93.0
124.0
61.0
87.9
121.9
47.0
63.0
87.0
Ratio of the radius of curvature to bankfull width (RcMbkf)
2.5
3.0
40
1.7
2.4
3.3
1.8
2.3
3.2
Belt Width (Wbkf)
62.0
93.0
155.0
65.0
120.1
161.1
77.0
86.0
93.0
Meander width ratio (Wblt/Wbkf)
2.0
3.0
5.0
1.8
3.3
4.4
2.9
3.2
3.5
Sinuosity (stream length/valley distance) (K)
1.8
0
1.16
0.0
1.30
Valley slope (ft/ft)
0.006
0.005
0.005
Average slope (Savg) = (Svalley/K)
0.003
0.004
0.004
Riffle slope (Srif)
0.004
0.004
0.004
0.013
0.014
0.015
6.730
38.270
65.600
Ratio of riffle slope to bankfull slope (Srif/Sbkf)
1.2
1.2
1.2
2.9
3.1
3.3
0.3
1.4
2.4
Riffle Length (Lr)
31.4
49.5
65.0
17.190
73.510
129.820
0.010
0.032
0.080
Riffle Length to Riffle Width (Lr/Wbkf)
1.0
1.6
2.1
0.5
2.0
3.5
2.7
8.2
20.5
Pool slope (Spool)
0.000
0.000
0.001
0.000
0.001
0.001
0.001
0.001
O.00I
Ratio of pool slope to bankfull slope (Spool/Sbkf)
0.071
0.138
0.205
0.071
0.138
0.205
0.286
0.316
0.344
Pool Length (Lp)
36.4
94.0
135.5
79.2
126.0
172.9
79.1
80.3
81.6
Pool Length to Riffle Width (Lp/Wbkf)
1.2
15.0
3.0
15.2
4.4
15.5
2.1
14.8
3.4
18.5
4.7
25.9
2.9
3.0
3.0
Run Length
Run Length to Riffle Width (Lu/Wbkf)
0.5
0.5
0.5
0.4
0.5
0.7
Glide Length
15.5
24.0
32.7
11.1
18.5
29.6
Glide Length to Riffle Width (Lg/Wbkf)
0.5
0.8
1.1
0.3
0.5
0.8
Run Depth
2.0
2.7
3.7
3.1
4.3
5.6
Run Depth to Riffle Depth (du/dbkf)
1.0
1.4
1.9
1.0
1.4
1.8
Glide Depth
3.3
3.3
3.3
3.4
4.3
5.3
Glide Depth to Riffle Depth (dg/dbkf)
1.7
1.7
1.7
1.1
1.4
1.`
Maximum pool depth (Dpool)
2.9
3.9
4.9
5.0
5.2
5.3
3.2
3.6
3.9
Ratio of pool depth to average bankfull depth (Dpool/Dbkf)
_.2
1.6
1.7
1.7
1,6
1.8
2.0
Pool width (Wpool)
34.1
37.2
40.3
41.0
41.0
41.0
29.3
29.3
29.3
Ratio of pool width to bankfull width (Wpool/Wbkf)
1.1
1.1
1.1
1.1
1.1
1.1
Pool Area (Apool)
66.6
72.6
78.7
125.3
125.3
125.3
75.1
75.1
75.1
Ratio of pool area to bankfull area
..
1.1
1.1
1.1
1.4
1.4.
Point Bar Slopes (H:1)
6
8
10
0
6
0
Pool to pool spacing (p -p)
158
209
260
188
249
309
Ratio of p -p spacing to bankfull width (- Mbkf)
5.1
6.7
8.4
5.1
6.7
8.4
Pebble Count - D16 / %Silt Clay
91
8.7
0
14.43
3
ld
Pebble Count - D50 / % Gravel
38
59.3
45
42.74
60
Pebble Count - D95 / % Boulder
152
Bedrock
0
180
Bar Count - D16 / % Silt Clay
Bar Count - D50 / % Gravel
Bar Count - D95 I % Boulder
Shear Stress
0.402
0.492
Colorado Curve -size of partical moved
77.8
90.2

Reach
4 - Design
Reference
Reach
Existing
Conditions
Variables
min
mean
C 4/1
max
min
..an
C 4/1
max
min
mean
F 4/1
max
Stream type
Drainage area (sq. mi.)
3.85
10
4
Bankfull width (Wbkf)
30.6
35.0
36.9
38.9
;Mik,
24.8
24.8
Bankfull mean depth (Dbkf)
1.7
2.8
3.09
3.4
1.9
1 94
1.9
Max Depth/Mean Depth
1.6
1.41
1.41
1.41
2.65
2.65
M
Width/depth ratio (Wbkf/Dbkf)
19
10.4
12.0
13.9
16.0
17.0
_.._
Bankfull cross-sectional area (Abkf)
50.6
109.1
113.5
117.8
47.9
47.92
Manning's N (n)
0.035
0.041
0.045
Bankfull mean velocity (Vbkf)
6.4
4.7
Ap
Bankfull discharge, cfs (Qbkf)
325
505.4
231.7
Bankfull max depth (dmax)
2.6
3,4064,{
-.. 4.8
2.7
Width of Floop Prone Area (Wfpa)
293.00
200.0
200.00
200.0
30.0
30.00
30.0
Entrenchment ratio (WfpaMlbkf)
9.6
1.212
51.5
53
Low -flow cross-sectional area (Abkf)
23.8
54
Low -flow width (Wbkf)
20.2
r!7: 1
Low -flow mean depth (Dbkf)
1.2
1.58
1.740
1.890
Low -flow width/depth ratio (Wbkf/Dbkf)
17.1
4
17.9
Low -flow max depth (dmax)
1.7
2.4
2.555
2.710
Low -flow Max Depth/Mean Depth
1.5
1.4
1.5
AM
Manning's N (n)
Low -flow mean velocity (Vbkf)
0.04
4.2
0.0
0
0.04
5.3
0.0
Low -flow discharge, cfs (Qbkf)
99
0
279
0
Ratio of Low -flow area to BKF area (Alf/Abkf)
0.47
0.46
0.46
0.47
"'---
Base -flow cross-sectional area (Abf)
4.0
6.1
7
8
Base -flow width (Wbf)
9.8
14.14
14.7
15.3
Base -flow mean depth (Dbf)
0.41
0.41
0.50
0.58
Base -flow widthldepth ratio (Wbf/Dbkf)
23.6
24.4
30.8
37.3
-
Base -flow max depth (dmax)
0.53
0.82
0.865
0.910
Base -flow Max Depth/Mean Depth
0.3
_,
' -,
0.30.3
Manning's N (n)
0.04
0.035
0.041
0.046
Base -flow mean velocity (Vbf)
2.5
2.8
2.8
Base -flow discharge, cfs (Qbf)
10
1La
19.8
22.2
Ratio of Base -flow area to BKF area Abf/Abk-""
A6
0.06
0.07
Stream Meander Length (Lm)
425
436
454
513
526
548
341
341
341
Ratio of Stream meander length to bankfull width (Lm/Wbkf)
13.9
14.2
14.8
13.9
14.2
14.8
13.8
13.8
13.8
Linear Wave Length (A)
285
340
437
344
411
527
313
313
313
Ratio of linear meander length to bankfull width (,\/Wbkf)
9.3
11.1
14.3
9.3
11.1
14.3
12.7
12.7
12.7
Radius of curvature (Rc)
76.5
91.8
122.4
61.0
87.9
121.9
129.0
171.0
243.0
Ratio of the radius of curvature to bankfull width (Rc/Wbkf)
2.5
3.0
4.0
1.7
2.4
3.3
5.2
5.5
5.7
Belt Width (Wbkf)
61.2
91.8
153.0
65.0
120.1
161.1
Meander width ratio (Wblt/Wbkf)
2.0
3.0
5.0
1.8
3.3
4.4
Sinuosity (stream length/valley distance) (K)
1.05
0
1.16
0.0
1.00
Valley slope (ft/ft)
0.012
0.005
0.012
Average slope (Savg) = (Svalley/K)
0.012
0.004
0.012
Riffle slope (Srif)
0.012
0.014
0.016
0.013
0.014
0.015
13.390
19.360
26.190
Ratio of riffle slope to bankfull slope (Srif/Sbkf)
1.1
1.2
1.4
2.9
3.1
3.3
0.5
0.8
1.1
Riffle Length (Lr)
31.4
48.2
65.0
17.190
73.510
129.820
0.015
0.022
0.030
Riffle Length to Riffle Width (Lr/Wbkf)
1.0
1.6
2.1
0.5
2.0
3.5
1.3
1.8
2.5
Pool slope (Spool)
0.001
0.002
0.002
0.000
0.001
0.001
0.002
0.002
0.003
Ratio of pool slope to bankfull slope (Spool/Sbkf) -
0.071
0.138
0.205
0.071
0.138
0.205
0.155
0.200
0.245
Pool Length (Lp)
49.0
70.2
91.5
79.2
126.0
172.9
20.5
27.1
33.7
Pool Length to Riffle Width (LpfWbkf)
1.6
10.5
2.3
10.5
3.0
10.5
2.1
14.8
3.4
18.5
4.7
25.9
0.8
1.1
1.4
Run Length
Run Length to Riffle Width (Lu/Wbkf)
0.3
0.3
0.3
0.4
0.5
0.7
Glide Length
24.5
24.5
24.5
11.1
18.5
29.6
Glide Length to Riffle Width (Lg/Wbkf)
0.8
0.8
0.8
0.3
0.5
0.8
Run Depth
3.0
3.0
3.0
3.1
4.3
5.6
Run Depth to Riffle Depth (du/dbkf)
1.8
1.8
1.8
1.0
1.4
1.8
Glide Depth
3.0
3.0
3.0
3.4
4.3
5.3
Glide Depth to Riffle Depth (dg/dbkf)
1.8
1.8
1.8
1.1
1.4
1.7
Maximum pool depth (Dpool)
2.5
3.3
4.1
5.0
5.2
5.3
Ratio of pool depth to average bankfull depth (Dpool/Dbkf)
_5
1.6
1.7
1.7
Pool width(Wpool)
33.7
36.7
39.8
41.0
41.0
41.0
Ratio of pool width to bankfull width (Wpool/Wbkf)
I 1
1.1
1.1
1.1
Pool Area (Apool)
55.6
60.7
65.7
125.3
125.3
125.3
Ratio of pool area to bankfull area
1.1
1.1
i.
Point Bar Slopes (1-1:1)
6
8
10
0
6
0
Pool to pool spacing (p -p)
156
206
256
188
249
309
38.,.
65
Ratio of - spacing to bankfull width - /Wbk
5.1
6.7
8.4
5.1
6.7
8.4
1.6
2.1
2.6
Pebble Count - D16 / %Silt Clay
1 101
1
8.7
0
0.95
1
=Pebble Count - D50/ % Gravel 90
59.3
45
45
52
Pebble Count - D95 / %Boulder 305
Bedrock
0
Bedrock
0
Bar Count - D16 / % Silt Clay
Bar Count - D50/ % Gravel
Bar Count - D95 / % Boulder
Shear Stress
1.207
1 1.450
Colorado Curve - size of partical moved
174.5
1 199.8

Reach 5
Reference
Reach
Existing
Conditions
Variables
min
mean
C 4/1
max
min
mean
C 4/1
max
min
mean
F 4/1
max
Stream type
Drainage area (sq. mi.)
1.20
10
1
Bankfull width (Wbkf)
18.0
35.0
36.9
38.9
17.4
17.5
17.6
Bankfull mean depth (Dbkf)
1.4
28
3.09
3.4
L5
1.49
1.5
Max Depth/Mean Depth
1.7
1.41
1.41
1.41
1.38
1.52
1.66
Width/depth ratio (Wbkf/Dbkf)
13
10.4
12.0
13.9
16.0
17.0
18.0
Bankfull cross-sectional area (Abkf)
24.8
109.1
113.5
l lll,:,
25.18
26.0
26.74
Manning's N (n)
0.035
0.041
0.031
Bankfull mean velocity (Vbkf)
5.3
4.7 1
3.8
Bankfull discharge, cfs (Abkf)
130
505.4
95.6
Bankfull max depth (dmax)
2.4
3.9
4.4
4.8
2.0
2.3.:.
2.5
Width of Floop Prone Area (Wfpa)
37.30
200.0
200.00
200.0
21.1
_
23.65
26.2
Entrenchment ratio (Wfpa/Wbkf)
2..1
5.14
5.4
5.72
1.213
An,
1.493
Low -flow cross-sectional area (Abkf)
10.7
51.5
53
54
3.45
10
16
Low -flow width (Wbkf)
11.7
27.24
30.6
33.91
10.6
14.29
Low -flow mean depth (Dbkf)
0.9
1.58
1.740
1.890
0.33
0.740
1.150
Low -flow width/depth ratio (Wbkf/Dbkf)
12.9
17.9
21.4
12.4
22.5
32.7
Low -flow max depth (dmax)
1.5
2.4
2.555
2.710
0.82
1.140
1.450
Low -flow Max Depth/Mean Depth
1.6
1.5
2.5
1.5
1.3
0.0
0.04
Manning's N (n)
0.04
0.0
0.0
0.00
0.0
Low -flow mean velocity (Vbkf)
3.5
- 0
5.3
0
0.935
0.0
3.194
Low -flow discharge, cfs (Qbkf)
37
0
279
0
3.226
0
53
Ratio of Low -flow area to BKF area (Alf/Abkf)
0.43
0.46
0.46
0.47
0
0.38
0.00
Base -flow cross-sectional area (Abf)
1.7
6.1
7
8
Base -flow width (Wbf)
4.7
14.14
14.7
15.3
Base -flow mean depth (Dbf)
0.37
0.41
0.50
0.58
Base -flow width/depth ratio (Wbf/Dbkf)
12.7
24.4
30.8
37.3
Base -flow max depth (dmax)
0.5
0.82
0.865
0.910
Base -flow Max Depth/Mean Depth
0.4
0.2
0.3
0.3
Manning's N (n)
0.04
0.035
0.041
0.046
Base -flow mean velocity (Vbf)
2.3
2.8
2.8
2.8
Base -flow discharge, cfs (Qbf)
4
17.4
19.8
22.2
Ratio of Base -flow area to BKF area (Abf/Abkf)
.0.07.
0.06
0.06
U7
Stream Meander Length (Lm)
250
257
267
513
526
548
108
150
185
Ratio of Stream meander length to bankfull width (Lm/Wbkf)
13.9
14.2
14.8
13.9
14.2
14.8
6.2
8.6
10.6
Linear Wave Length (A)
168
201
257
344
411
527
113
148
186
Ratio of linear meander length to bankfull width (AM/bkf)
9.3
11.1
14.3
9.3
11.1
14.3
6.4
8.5
10.6
Radius of curvature (Rc)
45.1
54.1
72.1
61.0
87.9
121.9
62.0
118.0
170.0
Ratio of the radius of curvature to bankfull width (Rc/Wbkf)
2.5
3.0
4.0
1.7
2.4
3.3
3.6
6.8
9.7
Belt Width (Wbkf)
36.1
54.1
90.1
65.0
120.1
161.1
30.0
45.0
53.0
Meander width ratio (WbitlWbkf)
^ 0
3.0
5.0
1.8
3.3
4.4
1.7
2.6
3.0
Sinuosity (stream length/valley distance) (K)
1.1
0
1.16
0.0
0
1.12
0.0
Valley slope (ft/ft)
0.011
0.005
0.000
0.005
0.000
Average slope (Savg) = (Svalley/K)
0.010
0.004
0.000
0.005
0.000
Riffle slope (Srif)
0.009
0.014
0.015
0.013
0.014
0.015
17.920
34.870
75.110
Ratio of riffle slope to bankfull slope (Srif/Sbkf)
0.9
1.4
1.5
2.9
3.1
3.3
1.0
2.0
4.3
Riffle Length (Lr)
25.0
41.7
61.7
17.190
73.510
129.820
0.011
0.019
0.033
Riffle Length to Riffle Width (Lr[Wbkf)
1.4
2.3
3.4
0.5
2.0
3.5
2.3
4.2
7.4
Pool slope (Spool)
0.001
0.001
0.002
0.000
0.001
0.001
0.000
0.000
0.001
Ratio of pool slope to bankfull slope (Spool/Sbkf)
0.071
0.138
0.205
0.071
0.138
0.205
0.000
0.091
0.222
Pool Length (Lp)
23.2
37.2
54.3
79.2
126.0
172.9
17.9
36.7
71.0
Pool Length to Riffle Width (Lp/Wbkf)
1.3
2.1
3.0
2.1
3.4
4.7
1.0
2.1
4.1
Run Length
8.8
10.6
13.4
14.8
18.5
25.9
Run Length to Riffle Width (Lu/Wbkf)
0.5
0.6
0.7
0.4
0.5
0.7
Glide Length
5.0
8.0
9.0
11.1
18.5
29.6
Glide Length to Riffle Width (Lg/Wbkf)
0.3
0.4
0.5
0.3
0.5
0.8
Run Depth
1.4
1.9
2.6
3.1
4.3
5.6
Run Depth to Riffle Depth (du/dbkf)
1.0
1.4
1.9
1.0
1.4
1.8
Glide Depth
2.5
2.5
2.5
3.4
4.3
5.3
Glide Depth to Riffle Depth (dg/dbkf)
1.8
1.8
1.8
1.1
1.4
1.7
Maximum pool depth (Dpool)
2.1
2.7
3.4
5.0
5.2
5.3
2.7
3.3
4.0
Ratio of pool depth to average bankfull depth (Dpool/Dbkf)
..
1.6
1.7
1.7
1.8
2.2
2.7
Pool width (Wpool)
19.8
21.6
23.4
41.0
41.0
41.0
Ratio of pool width to bankfull width (WpoolM/bkf)
_
1.1
1.1
1.1
Pool Area (Apool)
27.2
29.7
322
125.3
125.3
125.3
Ratio of pool area to bankfull area
._
1.1
1.1
1.1
Point Bar Slopes (H:1)
6
8
10
0
6
0
Pool to pool spacing (p -p)
92
121
151
188
249
309
27
66
1�6
Ratio of p -p spacing to bankfull width (p- /Wbkf)
5.1
6.7
8.4
5.1
6.7
8.4 1
L5
3.8
10.1
unt - D16 / %Silt Clay
9
8.7
0
0.54
6
unt - D50 / %Gravel
38
59.3
45
32
58
unt - D95 / % Boulder
152
Bedrock
0
83.5
0
- D16 / % Silt Clay
jCountD95
- D50 / % Gravel
- D95 / % Boulder
ss
0.857
0.419
Colorado Curve - size of partical moved
135.8
1
80.2

Reach
6 - Design
Reference
Reach
Existing
Conditions
Variables
min
mean
C 4/1
max
min
mean
C 4/1
max
min
mean
E4/1
max
Stream type
Drainage area (sq. mi.)
1.43
10
1
Bankfull width (Wbkf)
-- 21.8
35.0
36.9
38.9
13.3
17.0
20.8
Bankfull mean depth (Dbkf)
1.34
2.8
3.09
3.4
1.7
2.06
25
Max Depth/Mean Depth
1.6
1.41
1.41
1.41
1.19
1.37
1.62
Width/depth ratio (Wbkf/Dbkf)
16.3
10.4
120
13.9
16.0
17.0
18.0
Bankfull cross-sectional area (Abkf)
29.2
109.1
113.5
117.8
32.9
33.6
34.25
Manning's N (n)
0.035
0.041
0.059
Bankfull mean velocity (Vbkf)
3.9
4.7
3.5
Bankfull discharge, cfs (Qbkf)
113
505.4
114.3
Bankfull max depth (dmax)
2.2
3.9
4.4
4.8
2.7
2.8
3.0
Width of Floop Prone Area (Wfpa)
44.26
200.0
200.00
2000.
77.7
80.28
82.9
Entrenchment ratio (Wfpa/Wbkf)
2.0
5.14
5.4
5.72
3.988
4.9
5.841
Low -flow cross-sectional area (Abkf)
15.3
5.5
53
54
Low -flow width (Wbkf)
14.8
27.24
30.6
33.91
_
Low -flow mean depth (Dbkf)
1.0
1.58
1.740
1.890
Low -flow width/depth ratio (Wbkf/Dbkf)
14.3
14.4
17.9
21.4
Low -flow max depth (dmax)
1.5
2.4
2.555
2.710
Low -flow Max Depth/Mean Depth -
1.4
1.4
J&
1.5
Manning's N (n)
0.04
0.0
0.04
0.0
Low -flow mean velocity (Vbkf)
3.8
0
=
0
Low -flow discharge, cfs (Qbkf)
59
0
279
0
Ratio of Low -flow area to BKF area (Alf/Abkf)
0.53
0.46
0.46
0.47
Base -flow cross-sectional area (Abf)
2.4
6.1
7
8
Base -flow width (Wbf)
7.0
14.14
14.7
15.3
Base -flow mean depth (Dbf)
0.34
0.41
0.50
0.58
Base -flow width/depth ratio (Wbf/Dbkf)
20.8
24.4
30.8
37.3
Base -flow max depth (dmax)
0.4
0.82
0.865
0.910
Base -flow Max Depth/Mean Depth
0.3
0.2
0.3
0.3
Manning's N (n)
0.04
0.035
0.041
0.046
Base -flow mean velocity (Vbf)
2.2
2.8
2.8
2.8
Base -flow discharge, cfs (Qbf)
5
17.4
19.8
22.2
Ratio of Base -flow area to BKF area (Abf/Abkfl
0.08
0.06
0.06
0.07
Stream Meander Length (Lm)
303
311
324
513
526
548
133
144
154
Ratio of Stream meander length to bankfull width (Lm/Wbkf)
13.9
14.2
14.8
13.9
14.2
14.8
7.8
8.5
9.0
Linear Wave Length (k)
203
243
311
344
411
527
130
140
153
Ratio of linear meander length to bankfull width (,k/Wbkf)
9.3
11.1
14.3
9.3
t t. t
14.3
7.6
8.2
9.0
Radius of curvature (Rc)
54.5
65.4
87.3
61.0
87.9
121.9
60.0
94.0
126.0
Ratio of the radius of curvature to bankfull width (Rc/Wbkf)
2.5
3.0
4.0
1.7
2.4
3.3
3.5
5.5
7.4
Belt Width (Wbkf)
43.6
65.4
109.1
65.0
120.1
161.1
30.0
37.0
49.0
Meander width ratio (Wblt/Wbkf)
3.0
5.0
1.8
3.3
4.4
1.8
2.2
2.9
Sinuosity (stream length/valley distance) (K)
1.06
0
1.16
0.0
1.05
Valley slope (ftlft)
0.006
0.005
0.009
Average slope (Savg) = (Svalley/K)
0.006
0.004
0.009
Riffle slope (Srif)
0.008
0.008
0.008
0.013
0.014
0.015
8.120
19.960
47.060
Ratio of riffle slope to bankfull slope (Srif/Sbkf)
1.4
1.4
1.4
2.9
3.1
3.3
0.5
1.2
2.8
Riffle Length (Lr)
27.0
46.9
69.7
17.190
73.510
129.820
0.020
0.024
0.030
Riffle Length to Riffle Width (Lr/Wbkf)
1.2
2.1
3.2
0.5
2.0
3.5
2.3
2.7
3.4
Pool slope (Spool)
0.000
0.001
0.001
0.000
0.001
0.001
0.001
0.003
0.005
Ratio of pool slope to bankfull slope (Spool/Sbkf)
0.071
0.138
0.205
0.071
0.138
0.205
0.160
0.387
0.563
Pool Length (Lp)
27.8
43.0
54.3
79.2
126.0
172.9
10.1
30.6
55.2
Pool Length to Riffle Width (Lp/Wbkf)
1.3
10.9
2.0
15.0
2.5
19.2
2.1
14.8
3.4
18.5
4.7
25.9
0.6
1.8
3.2
Run Length
Run Length to Riffle Width (Lu/Wbkf)
0.5
0.7
0.9
0.4
0.5
0.7
Glide Length
7.1
12.9
25.3
11.1
18.5
29.6
Glide Length to Riffle Width (Lg/Wbkf)
0.3
0.6
1.2
0.3
0.5
0.8
Run Depth
1.3
1.9
2.5
3.1
4.3
5.6
Run Depth to Riffle Depth (du/dbkf)
1.0
1.4
1.9
1-0
1.4
1.8
Glide Depth
2.3
2.3
2.3
3.4
4.3
5.3
Glide Depth to Riffle Depth (dg/dbkf)
1.7
1.7
1.7
1.1
1.4
1.7
Maximum pool depth (Dpool)
2.0
2.7
3.3
5.0
5.2
5.3
3.2
3.3
3.4
Ratio of pool depth to average bankfull depth (Dpool/Dbkf)
1.6
1.7
1.7
1.6
1.6
1.7
Pool width (Wpool)
24.0
26.2
28.4
41.0
41.0
41.0
Ratio of pool width to bankfull width (Wpool/Wbkf)
1.1
1.1
1.1
Pool Area (Apool)
32.1
35.0
37.9
125.3
125.3
125.3
Ratio of pool area to bankfull area
1.1
1.1
1.1
Point Bar Slopes (1-1:1)
6
8
10
0
6
0
Pool to pool spacing (p -p)
'11
147
183
188
249
309
51
68
79
Ratio of p -p spacing to bankfull width (p-pMbkQ
5.1
6.7
8.4
5.1
6.7
8.4
3.0
4.0
4.6
Pebble Count - D161 %Silt Clay
9
8.7
0
8.94
5
- D50 / %Gravel
38
59.3
45
27.89
73
tel,e tount
e nt - D95 / %Boulder
52
Bedrock0
2e
0
Bar Count - D16 / % Silt Clay
0
0
Bar Count - D50 / % Gravel
3.63
52.03
Bar Count - D951 % Boulder
65.22
Shear Stress
0.468
1 1.1481
Colorado Curve - size of partical moved
87.0
1 168.3

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10' PUBLIC STORM
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PID #19517138
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LEGEND
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LEGEND
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EXLfiNG WEI AND
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EXISTING THALWEG
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EXISTING MAJOR CONTOUR
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Stantec
Stantec Consulting Services Inc.
2127 Ayrsley Town Boulevard
Charlotte, North Carolina 28273
Tel. [phone]
Firm License # F-0672
190% DESIGN
NOT FOR CONSTRUCTION
STEVENS CREEK THOMPSON ROAD
TO I-485 STREAM RESTORATION
MECKLENBURG COUNTY
STORM WATER SERVICES
MINT HILL, NC
MAY 2018
Stantec Project Number: 175613085
INDEX OF SHEETS
SHEET NO. TITLE
1 COVER SHEET
2 SITE OVERVIEW
4
Know what's below.
Call before you dig.
3-12 SITE ACCESS AND SEDIMENT AND EROSION CONTROL
13-33 PLAN AND PROFILE VIEW
34 TYPICAL SECTIONS
35-48 CROSS SECTIONS
49-55 TRIBUTARY AND STORMWATER OUTFALL CONNECTIONS
56-65 PLANTING PLAN
66-73 TYPICAL STREAM STRUCTURE DETAILS
PROJECT LOCATION
VICINITY MAP
NOT TO SCALE

FAIRINGTON OAKS DRIVE
STEVENS CREEK
i
LEGEND
-- --- ---
PROPOSED SITE ACCESS
- — - - - — —
PROPERTY LINE ^ 777'7-1-1 FEMA IOC YEAR
----
EXISTING FENCE LINE `= �'FLOODPLAIN
— —
EXISTING MINOR CONTOUR i1� FEMA FLOODWAY
EXISTING MAJOR CONTOUR — — — —
-
EXISTING THALWEG EXISTING WETLAND
JOLI COEVAL LANE
PROPOSED THALWEG
8
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90% DESIGN
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Revision Sheet
0 2 of 73

LEGEND
PROPOSED STORMWATER_-
,,, EXISTING WETLAND EASEMENT _. ✓ -
• •
OWING FENCE UNE
EXISTING TREE TO REMAIN EXISTING THALWEG-
. (17-18', 17-24, 25-30, 30'+) PROPERTY UNE
XXXX REMOVED TREE (I TAW, PROPOSED THALWEG
19"-24",25'.10137+) .......... PROPOSED BANKFULL J ..
EXISTING MAJOR CONTOUR - - -
- PROPOS® GRADING LIMITS - \
EXISTING MINOR CONTOUR PROPOSED FLOODPLAIN
_ PROPOSEDPERMANENT SEWER - _ _ _ _ PROPOSED ACCESS AND
EASEMENTSTAGING
- TICE PROPOSEEDD TEMPORARY - SF - PROPOSED SILT FENCESEWER
i
EMENT
101CMP INVExRT 657.54'
YARMOUTH ROAD
BEGIN REACH I x
/ SIA. 10H00
100'x136' CMP
1
- INVERT 657.7 V A / A /
PI x19516204
MICR4JIY�MARIE MCFALL
8 23235 PC 890
V " EXISTING Q
�i \ / / / �IQ \ PID 9516205 / Ir 211 LOT
} .. $11i RIPRAP (TYP.(tl \ �S \ 1�'.l'IG'ST08M ARONK FORSYTH / \
\ TEVENS CREEK" - - n �'< WAIN EASEM T 30 PUSUC STORM / \.ASHLEY E F,1111H I
-SCALFA'FROM / OSCALEOAN AFEMENT DB 29�03j4 PG -660
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��m - �+.- THALWEG � ' _ MB 21 P 957 /
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INVERT 657.41' ( � -- _ i� i
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CONCRETE \� �`.` ••• �� \ \ CHANNELTIN _ _ // / / ' - {•/I-�
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9 `'d
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>a `ase `.` 660 S --_moi / a / \/V TEMPORARY
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GLDE 14.5713 65530 14w.n 65538 10 RSo+942)SIOW).9(1 II504682IOZIONLM
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$ \ \ \ \ ® • • • . • • \ i sv-\ RIPRAP (TYP.I /� 4
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INSTALLATION41
1,47+01
\ \ �.� �•`� \� / % / PROPOSED SANITARY SEWER UNE
(BY OTHERS)
$levan Creek Alignmpnl LaWuf
START 6VO
GEOMEIBRI' STATION 51A1X)N UBIGM RADIUS SlAfff POW BID PgNI N PONT
Pi 19+2526 20470.07 14181 (1505094.45,509881.63( (150522598'307820.87)
PC 20470A7 21+27.79 57.72 11211' 1150522598'309820971 (1505281.69'509807.71') 1150525211'30980B.5/T
PT 21+27.79 22.48.71 120.92 II505781.69'309807.74'1 11505102.56',509804.461
PC 22418.71 23+09.91 6123 218.52' (150510256'309801,16') (1505162.95'309795.31') (1505133.373098D3.63T
PL 23.09.94 23+9739 87.65 11505/629530979s.311 11505517.31'309771.d/')
PC 23+97.59 24+71x1 76.72 InJs Pso554734.509771.641 (1505623.3430976725) (1sossB196'.509761.I r)
Pi 24+71.31 21+95.96 21.65 (150562334,509767251 1150564477,509770.66)
PC 24+95.96 25473.12 77.16 66.65 11505644.72,509n0.661 11505698.77309819.66) (1505687.73309777311
PT 75+73.12 26+23.21 50.11 (7505698.72',509819.66') 11505711.36'.509868.15)
PC 26+2323 27•04.93 81.7 59J9' 11505711.36',509868.15'1 (150577225'31 (1505723b4'30991525)If ill
PI 2740/.93 27+55.75 50ffi 1150517225309912791 (7505101.00309910.19') -
PC 27+55.75 28+84.70 128.95 104A0 11505823A0309910.19'1 (150592190309975.37) (1505897.15309906X2'1
PI 78+81.70 28484.79 0.09 (150592490.509975.32') (150592193',509975.10)
PC 78494.79 29+53A2 6823 158.39' (150592497309975A0'1 (1505936A4'310012.1T) (1505937.71'31000736]
PI 29453A2 30473.30 12028 11505936A/'3100/21TI 11505930.14'310162.301
PC 30473.30 31+29.79 56.49 101.00 (1505930.11'31016290) (1505942.46'310216.77) 11505978.77.510191237
Pl 31+D.79 32+2723 90.M (150594216'310216.72) (1505985.34'310296.35)
PC 32*2023 32485.13 61.9 115.00 (1505985.31'S1
CD 1511
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$ \ \ \ \ ® • • • . • • \ i sv-\ RIPRAP (TYP.I /� 4
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INSTALLATION41
1,47+01
\ \ �.� �•`� \� / % / PROPOSED SANITARY SEWER UNE
(BY OTHERS)
$levan Creek Alignmpnl LaWuf
START 6VO
GEOMEIBRI' STATION 51A1X)N UBIGM RADIUS SlAfff POW BID PgNI N PONT
Pi 19+2526 20470.07 14181 (1505094.45,509881.63( (150522598'307820.87)
PC 20470A7 21+27.79 57.72 11211' 1150522598'309820971 (1505281.69'509807.71') 1150525211'30980B.5/T
PT 21+27.79 22.48.71 120.92 II505781.69'309807.74'1 11505102.56',509804.461
PC 22418.71 23+09.91 6123 218.52' (150510256'309801,16') (1505162.95'309795.31') (1505133.373098D3.63T
PL 23.09.94 23+9739 87.65 11505/629530979s.311 11505517.31'309771.d/')
PC 23+97.59 24+71x1 76.72 InJs Pso554734.509771.641 (1505623.3430976725) (1sossB196'.509761.I r)
Pi 24+71.31 21+95.96 21.65 (150562334,509767251 1150564477,509770.66)
PC 24+95.96 25473.12 77.16 66.65 11505644.72,509n0.661 11505698.77309819.66) (1505687.73309777311
PT 75+73.12 26+23.21 50.11 (7505698.72',509819.66') 11505711.36'.509868.15)
PC 26+2323 27•04.93 81.7 59J9' 11505711.36',509868.15'1 (150577225'31 (1505723b4'30991525)If ill
PI 2740/.93 27+55.75 50ffi 1150517225309912791 (7505101.00309910.19') -
PC 27+55.75 28+84.70 128.95 104A0 11505823A0309910.19'1 (150592190309975.37) (1505897.15309906X2'1
PI 78+81.70 28484.79 0.09 (150592490.509975.32') (150592193',509975.10)
PC 78494.79 29+53A2 6823 158.39' (150592497309975A0'1 (1505936A4'310012.1T) (1505937.71'31000736]
PI 29453A2 30473.30 12028 11505936A/'3100/21TI 11505930.14'310162.301
PC 30473.30 31+29.79 56.49 101.00 (1505930.11'31016290) (1505942.46'310216.77) 11505978.77.510191237
Pl 31+D.79 32+2723 90.M (150594216'310216.72) (1505985.34'310296.35)
PC 32*2023 32485.13 61.9 115.00 (1505985.31'S1
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11 50 6131 8951M.121
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EXISTING MAJOR CONTOUR � � PROPOSED GRADING LIMITS
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9381n6S.5107 &911 \ \. \ \ \ - / \ 518I 71,5826 d77m 71+41126 wm z 115m60.9S310a9J5I (ISmM84,sam1871
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EROSION AND SEDIMENT CONTROL 1 roa n.45.n 6996 nw6n 69.19 5521 na76.
623+4 OSm6e6ss1
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LEGEND
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✓ EXISTING TREE TO REMAIN
(1T -18' 17'-21' 25-3d' 30"+1
STORMWATER
PSwE
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,.. ,- .. UNE
EXISTING FENCE
EXISTING THALWEG
\
PC 59x159] d0-564981.90 (ISRI936AT311122J81
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Pr 61 & 62x6641 7616 Bw9stu'sim29291 115 0,510551A7)-
x 62a63A1 63AMI IMA "AT (19150.2,WSI06554T) 11=96 51m59A0) 1508013AOSWA431
N 63.6681 63-" 067 Ilw8m689sm39.p) 11508®31'.51959.1
. \ - ............. PROPERTY UNE PC 61.&.45 WnM 9236 lam 11 m 49]1959
27) xXXX REMOVED TREE 1T -1B', PROPOSED THALWEG 115551n69.5196&911 508134s7s194630 r1
/\ �\ I N "+4 14 65+45.14 l= It5M'nb9smd8911 It5MW36'.510743Mj
19'-21", 2W -V', 3D'+I PROPOSED BANKFULL rc 61ws.0 66wan Is3m az.0v (t5mZ11.76.51080D.38) ItsD5ts625'stm43m1 115m6'+sexslaesl.]47
EXISTING MAJOR CONTOUR - PROPOSED GRADING LIMITS Pr 6 17 67+5094 x17 05553u ,51W43M 11�8345gs1m9t]4)
EXISTING MINOR CONTOUR n 9.5094 6&8936 139. am 05m,1MD951m91.741 (1�S106ND11 Ili .473106m.1
.se PROPOSED PERMANENT SEWER PROPOSED FLOODPLAIN N 68.89.54 69.4&v .9DI (ISm472.W.510 .01.) Psffiszs 51&467')
EASEMENT - - PROPOSED ACCESS AND PC 69.46]7 70M547 13&9 BSA IT50656627s1
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1907. DESIGN
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LEGEND
- PROPOSED STORMWATER
EXISTING WETLAND _ EASEMENT
----- - EXISTING FENCE UNE
EXISTING TREE TO REMAIN EXISTING THALWEG
\\ (1T -IB•, 19•-24•, 25'-W, 30•+I PROPERTY UNE
X /x x\ X/� REMOVED TREE II T -I B•, PROPOSED THALWEG
19--247.25--V.37+) PROPOSED BANKFULL
EXISTING MAJOR CONTOUR PROPOSED GRADING LIMITS
EXISTING MINOR CONTOUR - PROPOSED FLOODPLAIN
PROPOSED PERMANENT SEWER PROPOSED ACCESS AND
EASEMENT - - - - - STAGING
PROPOSED TEMPORARY
ice - SF PROPOSED SILT FENCE
SEWER EASEMENT - - --_-
AAR fi10 AT MNIW. 1MII WN
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0 8 of 73

LEGEND
PROPOSED STORMWATER
EXISTING WETLAND EASEMENT
-,- --. EXISTING FENCE UNE
SKISTING TREE TO REMAIN EX014G THALWEG
. 112'-18'.17-24". 25.90".30"+1 PROPERTY UNE
X / \ / REMOVED TREE 112' -IB', PROPOSED THALWEG N OI
//\\ 17-24'. 25'-V, 30'+I ............. PROPOSED BANKFULL
EXISTING MAJOR CONTOUR PROPOSED GRADING LIMITS
EXISTING MINOR CONTOUR — PROPOSED FLOODPWN--
,•„E EPROPOSED ASEMENT PERMANENT SEWER PROPOSED ACCESS AND
STAGING \ -
-
TCE - -- PROPOSED TEMPORARY SF PROPOSED SILT FENCE
\ SEWER EASEMENT
[-90%
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PR?y.195081C�31
8 25'191 a ; 1� ---__ /�__,ggys --- --. __ _� PROPOSED SANITARY SEWER UNE
,MB 43 PG 573 %(� ] 1 ^ �..- 829+ MB 44�h1�� y - (BY OTHERS)
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BEGIN REACH 5 n \ -- - 'v �- \ � \ • Q , , -�- — �� �0 >
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LEGEND
-�
116-"11
PROPOSED STORMWATER
146"
EKSBNG WETLAND
EASEMENT
(1"6211%'5127139)
__-
• , EXISTING FENCE UNE
..
EXISTING TREE TO REMAIN
___. - EXISTING THALWEG
... , '
112-18", 19"-24". 25-30". 30"-1
- PROPERTY UNE
\ /'
X\/ X x
REMOVED TREE 112-16.
PROPOSED THALWEG
//\\
Ir -24 -,2S --V, 3Q'+1
............. PROPOSED BANKFULL
11506212%'319135)1
EXISTING MAJOR CONTOUR
PROPOSED GRADING LIMITS
-
EXISTING MINOR CONTOUR
PROPOSED FLOODPLAIN
\ /� ,\\
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PROPOSED PERMANENT SEWER_
PROPOSED ACCESS AND
P101-1 95282----'
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_ _ _ _
STAGING
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PROPOSED TEMPORARY
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SF PROPOSED SILT FENCE
I GEOME1E1R9 I PAWN 1EN0S)AMINI 1B6GIN I GDR] I SUNPOM I MPOW I nlO I
PROPOSED _acs^ 526
,t STAGING AREA '96"RCP �,•
�INVERT6395'
PROPOSED ACCESS ALONG \ / % / 136 / 15 / END REACH 5
/ 1'36 i'a 1�� - UT TO STEVENS CREEK f
PROPOSED SEWER UNE \ �. - - _ - ---_ .. - /3 i/ /�'' - - _ / STA. 12DW1
967"RCPY r1 /•..
INVERT 639.84•
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A�i+oo CLEVAL ASSOCIATES
LLD / / (BY OTHERS)
G �-��-•���� #18'14 PG 425. -dose .___-- /316/ �i ,9 ; 6,-
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a � \ /� s / -AS o8.-CWNERs
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STEEL P05T 6 MAX.
FILTER LFABRIC
wwcn PLTER FA6RIc AWL
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GENERAL NOTES:
1, -'FILTER FABRIC BE USED WHERE SILT FENCE IS TO REMAIN FOR A ER100 OF
MORE THAN 30-
2. STEEL POSTS SHALL BE 5'-0' IN HEIGHT AND BE OF THE SELF -FASTENER ANGLE STEEL
PE.
3. TURN SILT FENCE UP SLOPE AT ENDS.
4. ORANGE SAFETY FENCE 15 REQUIRED AT BACK OF SILT FENCE WHEN GRADING IS
ADJACENT TO SWIM BUFFERS, STREAMS OR WETUNDS (REFER TO SWIM BUFFER
GUIDELINES). THE COLOR ORANGE IS RESERVED FOR VISUAL IDENTIFICATION DF
ENVIRONMENTALLY SENSITIVE AREAS.
5. DRAINAGE AREA CAN NOT BE GREATER THAN 1/4 ACHE PER 100 FT OF FENCE.
6. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A NORTH CAROLINA
EROSION AND SEDIMENT CONTROL PIANNINC AND DESIGN MANUAL.
7. GO NO INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER
AREAS OF CONCENTRATED FLOW.
!,F. AI9' 11q= Nll
1. FILTER WRIER S SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY
OR HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST WILY DURING
PROLGNCEO RAINFALL. ANY REPAIRS NEEDED SHALL BE MAGE IMMEDATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END
OF THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS NECESSARY, THE
FABRIC SHALL BE REPLACED PROMPTLY.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH APPROX. HALF
THE HEIGHT OF THE BA RIER, MY SEDIMENT DEPOSITS REMANING IN PLACE
AFTER THE SILT FENCE IS REMWEO SHALL. BE DRESSED TO CONFORM TO THE
EXISTING GRACE. PREPARED AND SEEDED.
�� IaND DSY&fO=3lANDASDS
TEMPORARY SILT FENCE
a+Aman Ir,. n1IXAD® ®1JUM ffi 30.O6A 4
ENERGY DISSIPATION
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1 TEMPORARY SILT FENCE
12 NOT TO SCALE
DISCHARGE HOSE
DEWATERING DEVICE
NOTE:
ANCHOR ALL PUMPS AND PIPES SECURELY
• CITY OF CHARLOTTE
LAND DEVELOPMENT STANDARDS
C7L\maY1TE INCLUDES CHARLOTTE ETI
3 BYPASS PUMPING
\.L2,j NOT TO SCALE
SUCTION HOSE
TOP OF BANK
WORK AREA
\0I 0 SCFE _
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NOTES:
1. A STABILIZED ENTRANCE PAD OF 05 WASHED STONE AND RAILROAD BALLAST SHALL BE LOCATED WHERE
TRAFFIC WILL ENTER OR LEAVE THE CONSTRUCTION SITE ONTO A PUBLIC STREET.
2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE SHALL BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE.
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT
ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL
STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
4. ANY SEDIMENT SPILLED. DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
ANY AGGREGATE TRACKED INTO THE ROADWAY MUST BE SWEPT BACK ONSITE ON A NIGHTLY BASIS
5. MIEN APPROPRIATE. WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN
WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED `MIH CRUSHED STONE WHICH DRAINS INTO AN
APPROVED SEDIMENT BASIN SEE STO. NO. 30.11 B.
6. CD OT MAY REQUIRE A STANDARD COMMERCIAL DRIVEWAY (STD. 10,24 B 10.25) TO
ACCESS THE CONSTRUCTION SITE IF THE DRIVEWAY IS ON A THOROUGHFARE.
100' MIN.
PUBLIC 5-1'
EXISTING GROUND _
SOIL STABILIZATION FABRIC
UNDER 05 WASHED STONE
NOT TO SCALE
LANDCITY OF CHAI
DSYMPLr(W STANDARDS
STABILIZED CONSTRUCTION ENTRANCE
5�1,7RU -U wa= CitH011: ffi 30,11A 12
2 STABILIZED CONSTRUCTION ENTRANCE
12 NOT TO SCALE
NOTES
1. CONTRACTOR TO UTILIZE PUMP AROUND TO PERFORM RESTORATION
UNDER DRY CONDITIONS. PUMP AROUND LOCATIONS WILL VARY
BASED ON CONSTRUCTION PROGRESSION.
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Drawing No. #
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0 18 of 73

PID /19517132 /
FES = 639.8 N&H c-HAWK1NS
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LEGEND PROPOSED PERMANENT SEWER CONSTRUCTED RIFFLE 3 1 i,
EXISTING WETLAND EASEMENT ovgrgEft TOE e WITH LOG VANE 69
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EXISTING MINOR CONTOUR — — — PROPOSED GRADING LIMITS RUN 67
644
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EXISTING WETLAND EASEMENT ovgrgEft TOE e WITH LOG VANE 69
EXISTING TREE TOREMAIN EXISTING FENCE UN
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SEWER EASEMENT PROPOSED MINOR CONTOUR -
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1. CHANNEL BED AND AUGNMENTTO REMAIN ASIS. ONLY BANKS TO BE GRADED.
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2. GRADING SHALL BEGIN AT BANKFULL ELEVATION AND GO UP TO THE TOP OF
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REACH 58- PROFILE TO MATCH EXISTING GRADE
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REACH 5B - PROFILE TO MATCH
- 331 - 331
EROSION AND SEDIMENT CONTROL / - __ _ _
ALONG ACCESS AND STAGING TO /
S LLC BE INSTALLED DURING SEWER UNE'`\'' / / / \ / STAGING AND
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Z BANKFULL WATER SURFACE LOW FLOW WIDTH, %
Q APPROXIMATE LOW FLOW
WATER SURFACE
THREE STAGE RIFFLE
I
ROUND AT
1TrER
OUTSIDE BEND
BANKFULL WIDTH, W_
2/3 W_ 1 1/3 W�,
BANKFULL AREA
W BKF
-11
I ML-AFLOODT PLAIN
d BKF
BANKFULL DEPTH
DMAX
SLOPE
W/o
WIDHT TO DEPTH RATIO
THREE STAGE RIFFLE
- D- -
LF
LOW FLOW
IB
EXCAVATED FLOODPLAIN
PB
STOCKPILE ANY SALVAGEABLE
2
REACH
A BKF
W BKF
d BKF
Dmax BKF
W/D
AIB
W IB
d IB
D max IB
W/D IB A LF
W LF
d LF
Dmox LF
W/D LF
LOW FLOW SLOPE
INNER BERM SLOPE
BANKFULL SLOPE
FLOODPLAIN SLOPE
1
42.1
26.7
1.6
2.4
17.0
193
18.7
lA
15
18.0 3.0
0.0
0.4
0.4
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262
22
3.6
12.0
24.6
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ABBREVIATIONS
A BKF
BANKFULL AREA
W BKF
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d BKF
BANKFULL DEPTH
DMAX
SLOPE
W/o
WIDHT TO DEPTH RATIO
BKF
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IB
EXCAVATED FLOODPLAIN
PB
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2
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EXISTING GROUND .......... \
VARIES
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OVER EXCAVATE 0.5 BELOW
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VARI
PROPOSED GRADE AND CAP OVER EXCAVATE 05BELOW
ABBREVIATIONS
A BKF
BANKFULL AREA
W BKF
BANKFULLWIDTH
d BKF
BANKFULL DEPTH
DMAX
MAX DEPTH
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GROUND
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REACH SA -TYPICAL SECTION
STOCKPILE ANY SALVAGEABLE SEED AND MATTING • CONTRACTOR SHOULD STOCKPILE ANY TOP SOIL OF SUFFICIENT OUAl1TTIY
TOPSOIL DURING CHANNEL EXISTING GROUND - TOP SOi TO CAP PROPOSED GRADING IN REACHES 4B, 5 AND 6.
EXCAVATION
VARIES
0.5
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PROPOSED GRADE SHOWN ON PROFILE BANKFULL ELEVATION � - ♦ - :..��' � /
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REACH 4B -TYPICAL SECTION
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EXCAVATION
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PROPOSED GRADE SHOWN ON PROFILE BANKFULL ELEVATION � - ♦ - :..��' � /
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BENEATH AND ON THE UPSTREAM AND r
DOWNSTREAM SIDES WTfH 7 OF CLASS B RIPRAP. r /
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EXTEND OLIS11 G I8' CCP
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666 666
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/
/ /
/
664 664
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662
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650
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660
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EXISTING GROUND
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g
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662
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--_ - -- -
rll
662
660
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l
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660
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651
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- - - -
-
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RENERATIVE
SEGTORMWATER
a
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CHANNEL
650
.__-_-_
_-___-_
650
FILTER MEDIA
80% 99 STONE, 20%
MULCH/WOOD CHIPS
648
648()SS
CROVANE
616
-._ -
----
646
0+30 0+20 0+40 0«60
0+80
1+001+06
OUTFALL 2
OUTFALL 2 TYPICAL SECTIONS
NOT TO SCALE
VARIES WLild-4.6
VARIES
I
-- -
BANKFII
-----
Io 1 ommc-o -
To:1
aq
Wbof
D(LSONG GROUND RIFFLE
650 VARIES Wbkf-6.0 VARIES
0,40 0+52
BANKFULL
OUTFALL 2
tlFFIE FOOT
Wbld (B) 4.6 6A
Wbot (R) 2Z
off= (11) 0.4 LT
--r— Tos
POOL
FES ]0' RCP
IN r.649.32
OUTFALL 3 TYPICAL SECTION
i
CV I`
NOT TO SCALE
EXISTING GROUND
VARIES Wbid-6.3' VARIES
BANKFULL
g
S's
eYa�
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OUTFALL ]
Wbof
/
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U
Nbof (II) 33
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DO= (it) 0.5
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OUTFALL 3
656 - ----. _.
654
652
650
648
646
644
0100 0+20 0+40
OUTFALL 3
A
0j,
0 10' 20' 40'
P•=20. l ■
656
654
652
650
648
646
LOG VANE WITH J HOOK
644
0+60
1"-20H 0 10' 20' 40'
2' 4'
V
OUTFALL 3 TYPICAL SECTION
i
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NOT TO SCALE
EXISTING GROUND
VARIES Wbid-6.3' VARIES
BANKFULL
g
S's
eYa�
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OUTFALL ]
Wbof
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PID #19517141
JAMES T BOYLES JR
-h-ROSIN W BOYLES
DB L'3846 PG 682
LOT 41
MB 22 PG 303
f
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OUTFALL 4
654 — 1 --
654
652
652
_ ,, _ PROPOSED STORMWATER
650
650
EXISTING GROUND
EXISTING WETLAND
PROPERTY UNE
646
RIP -RAP (2e THK) 1i
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PID 9517139 I
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/ TERES COL
OUTFALL 5
LEGEND
_ ,,NE
_ ,, _ PROPOSED STORMWATER
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PROPERTY UNE
646
DrrKu - o.4U
PROPOSED THALWEG
,.rte
7^yj'��11
lJ LyJj\I/f
IX6TIgG1 TREE TO REMAIN;I
PROPOSED GRADING LIMITS
WbOf
PROPOSED MAJOR CONTOUR
642
REMOVEDIIT-1B,
PROPOSED MINOR CONTOUR
XXXX
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-W,
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PROPOSED ACCESS AND
— —
EXISTING MAJOR CONTOUR
STAGING
rw PROPOSED PERMANENT SEWER
- --- --
EXISTING MINOR CONTOUR
EASEMENT
-.--.-.--.--.--.-
EXISTING FENCE UNEPROPOSED
TEMPORARY
l_ 1
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FES INVERT RID #19517132 •y / / �� /
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650 650
648
OUTFALL 4 TYPICAL SECTION
NOT TO SCALE
s s
EXISTING GROUND
VARIES Wbld-4.6 VARIES
BANKFULLi 1
646
646
DrrKu - o.4U
a
644
644
OUTFALL 4
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642
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650 650
648
648
NOT TO SCALE
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VARIES Wbld-7.6' VA
BANKFUU.
646
646
. DITM-0.7
a
644
644
NCDOT CLASS I
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Wbid(it) 7.6
642
- � ..i-612
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O O$
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640
640
0+00
0+20 0+643
OUTFALL 5
0 10' 20' 40'
1"=20'FEEMMEMPEIIIIINEMPEENJ
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OUIFALL 6
ESN - -� 644
r - - - - -
I
642 - - / 642
I
VEGETATED SWALE I
640 -- I _- 640
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NOT TO SCALE
s s
IXSUNG GROUND -
VARIES Wbld-7.6' VA
BANKFUU.
-
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. DITM-0.7
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0 10' 20' 40'
1"=20'FEEMMEMPEIIIIINEMPEENJ
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OUIFALL 6
ESN - -� 644
r - - - - -
I
642 - - / 642
I
VEGETATED SWALE I
640 -- I _- 640
Omax (TT) 1 1.0
V
s s
\ •2 ie*'
M
a
638
I
638
FILL IN EXISTING
I
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CHANNEL
l_ 1
636
636
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40 634
J
1~�0 1' 2'
4'
632 - -
--- -' 632
0+00 0+2D 0+40
0+60 0+68
OUTFALL 6
OUTFALL 6 TYPICAL SECTION
NOT TO SCALE
EXISTING GROUND
VARIES Wbld-8.2' VARIES
Dr. • I.
7
01RFALL 6
, bot
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0 50 of 73

.�dTE
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OUTFALLS OB 194189418 PPC i
EX
ISTING IS FES
CULVERT OUTLET --
/ / —3nW
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OUTFALL 7 / -- 'CHEVAL ASSOCIATES LLC _ — —
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/ -
/
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301
REGENERATIVE a - .. .. _ .'�_ _ _ e
i I
Z s0. r` CROSS VANE 3u
�. ��� �...� VEGETATED 70 9y
STORMWATER ,
-- CHAW jiYP.I 70 65., _ (D SWALE - �,. V! -3Q—
------ ----------
/ , �— 2 / — — - � . i-• 107+00
LEGEND PROPOSED STORMWATER
- rsys — rswe -
i.. o\ Qf� i J•/ �05a1Y3/, \ - -� / /� - EMENT
— • `\ \ �((\\� \ l /- •` -'_- �� //// ) 06 / — �i Q EXISTING WETLAND - - - -- PROPERTY UNE
PROPOSED THALWEG
Tq 27 IIE_ / EXISTING TREE TO REMAIN
�0' - PROPOSED GRADING LIMITS
_ v — 1'427 -664 / ��--•y ° ° (17-1ff.IP-21".25'-30".30"+)
PROPOSED MAJOR CONTOUR
REMOVED TREE (17-1ff, PROPOSED ACCESS AND
i-' ���� - — — — PROPOSED MINOR CONTOUR
19'-24', 2SJ0', 30'+)
EXISTING MAJOR CONTOUR STAGING
ra,r PROPOSED PERMANENT SEWER
TE TO EXISTING - -- - - - EXISTING MINOR CONTOUR EASEMENT
c CULVERT ELEV. . • EXISTING FENCE UNE PROPOSED TEMPORARY
1 65421' SEWER EASEMENT
660 ---..-.. ___- g1; $ __ I -_. —!-
�r - __ i_. gl 658 658 _ 65g
�a
\ TIE TO IX6nNG
CULVERT ELEV.
657.15'
658 _
0�10? Zi? Idbr-6�-
z i r
>:
Z'
9 "z
z ° 'w n
- z
O
656
O m �l
i I
✓n z 1
_ 1
1 654
19 1
1
1
1
- 652
i•_• r�iY
CROSS VANE J IB' OF J 1 g
69 NCDOT VVV
-.I . CLASS 5
RIPRAP
FILTER MEDIA --�
8D% N9 STONE, 2D%
MULCH/WOOD CHIPS
646 - _.- --_-
-00 0+20 oM0 0+60 0+80 1+00
OUTFALL 7
TIE TOS'
CULVERT ELEV.
656 1 1 654.67
EZ
IB'LAYEROF V�SWALE
NCDOT CLASS
652 - B RIPRAP
0+00 0+20 0+40 0+60 0+80
656
_ - 616 650 1
1+20 1+40 1+48 1+40
OUTFALL 7
STEP POOL
SWALE
654 _-
--
-
IT LAYER OF
EGETATED
SVWALE
NCDOT
CLASS B
VARIES
RIPRAP
VARIES
- _____-
652
---
__.- -
9
REGENERATIVE
J
69
STORMWATER
Dmax
CHANNEL
z i r
>:
Z'
9 "z
z ° 'w n
- z
O
656
O m �l
i I
✓n z 1
_ 1
1 654
19 1
1
1
1
- 652
i•_• r�iY
CROSS VANE J IB' OF J 1 g
69 NCDOT VVV
-.I . CLASS 5
RIPRAP
FILTER MEDIA --�
8D% N9 STONE, 2D%
MULCH/WOOD CHIPS
646 - _.- --_-
-00 0+20 oM0 0+60 0+80 1+00
OUTFALL 7
TIE TOS'
CULVERT ELEV.
656 1 1 654.67
EZ
IB'LAYEROF V�SWALE
NCDOT CLASS
652 - B RIPRAP
0+00 0+20 0+40 0+60 0+80
656
_ - 616 650 1
1+20 1+40 1+48 1+40
OUTFALL 7
STEP POOL
SWALE
Wlsld(e) 5.7 6.8
8.7
Wlwt (R) 2.7 -
NOT TO SCALE
Tknac (n) 0.5 1.8
l.o
VEGETATED
-- SWALE -- - --
eCROSS VANE J
70
1+60.. - - 1+80 240D- - -- 2+20
OUTFALL 8
656
654
652
1+00 1+20 1+40
— 656
654
TIE INTO
OUTFALL 9
652
50/50 MIXTURE OF
CLASS A RIPRAP
AND #57 STONE
650
2+40 2+5D
OUTFALL 7 TYPICAL SECTIONS
� �
�o
2.1
NOT TO SCALE
NOT TO SCALE
l.o
M
4
VARIES
WUId
VARIES
- _____-
- - __-_.-
---
__.- -
BANKFULL�
m..
OUTFALLS
EXISTING GROUND
----_
10:1
Dmax
ITO
Wbot
EXISTING
Wbot(ft) 1.5
GROUND
SWALE
654
S�$.
VARIES
WW -6Z
VARIES
eANKFULL
z
�� 41
POOL
VEGETATED
-- SWALE -- - --
eCROSS VANE J
70
1+60.. - - 1+80 240D- - -- 2+20
OUTFALL 8
656
654
652
1+00 1+20 1+40
— 656
654
TIE INTO
OUTFALL 9
652
50/50 MIXTURE OF
CLASS A RIPRAP
AND #57 STONE
650
2+40 2+5D
OUTFALL 9 TYPICAL SECTIONS
NOT TO SCALE
VARIES VARIES
---- BAI. F UuL
Lo-) orr1� 10:1
Wbot
SWALE
VARIES Wbkf-5.0' VARIES
OUIFALL 9
SRP POOL SWALE
WbM (11) 4.2 5A 8.0
Wbot (II) 19 5.0
Omm(11) 0.4 IS 1.0
BANKFULL l
--- 111
101 7-
- IO:T
Dmac-15 •.
POOL
� �
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2.1
NOT TO SCALE
l.o
M
4
QQ
0
y^
2 M
a� A
cA
8
656
- _____-
- - __-_.-
.. -_
__.- -
656
OUTFALLS
EXISTING GROUND
z
SWALE
Wbld(4) 4,50
Wbot(ft) 1.5
w= @) OS
654
S�$.
_.. �^x
�� 654
O�-.
z
�� 41
zO,,4 1
652
_
- -_
... _- 1 -- _ --
>-" 1
652
1
1
11'
i
ITLAYER OF
1
NCDOT CLASS
RIPRAP
VEGETATED CROSS VANE
SWALE
L-
11
650
- _-
___... -_ _.. __�-
1
-
650
e1 CROSS VANE
50/50 MIXTURE OF
I 1
Y
70
CLASS A RIPRAP
1
AND N57 STONE REGENERATIVE
e
1
- _ _• __
_ _._ _. 70 STORMWATER
648
CHANNEL
-
19'OF
NCDOT
CLASS B
646 _._--_-
_. -
_-_ _._.�._ __.. __..
RIPRAP �.
) _.
646
FILTER MEDIA
80% K9 STONE, 20%
MULCH/WOOD CHIPS
-____ '�_-___-._-
- 641
0+00
0+21) 0+40
0+60 0+10 1+00
1+20 1+40 1+60
1+80
1+98
OUTFALL 9
OUTFALL 9 TYPICAL SECTIONS
NOT TO SCALE
VARIES VARIES
---- BAI. F UuL
Lo-) orr1� 10:1
Wbot
SWALE
VARIES Wbkf-5.0' VARIES
OUIFALL 9
SRP POOL SWALE
WbM (11) 4.2 5A 8.0
Wbot (II) 19 5.0
Omm(11) 0.4 IS 1.0
BANKFULL l
--- 111
101 7-
- IO:T
Dmac-15 •.
POOL
� �
OUTFALL 8 TYPICAL SECTION
2.1
NOT TO SCALE
l.o
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QQ
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o
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Wbot
OUTFALLS
EXISTING GROUND
SWALE
SWALE
Wbld(4) 4,50
Wbot(ft) 1.5
w= @) OS
OUTFALL 9 TYPICAL SECTIONS
NOT TO SCALE
VARIES VARIES
---- BAI. F UuL
Lo-) orr1� 10:1
Wbot
SWALE
VARIES Wbkf-5.0' VARIES
OUIFALL 9
SRP POOL SWALE
WbM (11) 4.2 5A 8.0
Wbot (II) 19 5.0
Omm(11) 0.4 IS 1.0
BANKFULL l
--- 111
101 7-
- IO:T
Dmac-15 •.
POOL
H1111
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S s
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8
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0 51 of 73

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EX. 25' STOR�M��
DR�IMAGE/H7.rT
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2 ' REGENERATIVE Q
// / / �� / 70 STORMHAWATER
NNEL / / I
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70 1 CROSS VANE
24"OF NCDO
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0
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662
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660
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17� — PROP. ACCESS AND STAGING
/EX FENCE RYP.)
IX. TREE UNE (fYP.)
PROP. SAN. SEW. BY OTHERS
(nP-)
LEGEND
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TOP OF BANK +i7' / P
(,;je,&o EXISTING TREE TO REMAIN
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HOAIEONNERS._
.
AS.
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71�
V Q ` �._.. '..' /. //// / \\. / _ �M"56 PG 1936
UNDERGROUND WATERLINE
— --
' � � � � \ � _ / � \ � p'> ._ — - \ -_ �'� (� • / /- /� !� / \ \ \ � _. / - --- ' � ,. / OVERHEAD POWER LINE
• n\ �\ _—� j/l t\ \\\\ -- — / /v�/ /-// SHENAR
T \ -- "=--ANDREA E KN0�T5 \\ \ \ '� \' /\� ---' (TYP.) Jf 'f �' ; / / / / "— .iDPONNEK9 2�__\
' —*r16 9508157_ \ \\ \ = \-' i ` ' . —_� ZONE EAMBANK PLANTING P / //` - ^' _ / / B3 56
LOT 219
DB 296731 PC, 495. \ \ �' -/ •6FA,' - / / v '-- / / / \\ / ^�
PG 49
T Ex SIMMSM�
\ \ \ \ \ P11)#_195i>�158. JOHN ANTHONY-GRUE
LOT 218 "PIDy 195081
D8 }-0627 PG 99b
M& 56 PC -49 .. - - LOT 22 - __ ` / ^ / _ \ _ / / / - - _ _ - — ' \ \ _ �'
W
\ D8 zs�a3 G / / /
`, LEGENDJ
PROPOSED THALWEG
EXISTING WETUND
• • da
PROPOSED BANKFULL
MICHAEL R
EXISTING MAJOR CONTOUR PROPOSED GRADING LIMITS ANGELA 9 KROLL f \ \ a
EXISTING MINOR CONTOUR — — — — — PROPOSED SITE ACCESS Pmt 19508161
LOT 215
Ut '
• • --• EXISTING FENCE UNE
PLANTING ZONE DB }067e orPG da488
EXISTING THALWEG ZONE I -STREAM BANK o SF .
PROPERTYIONS 2A - PIEDMONT 9 0/ � DESIGN]
EXISTING TREEEE TO REMAIN ALLUVIAL FORESTtiJty,J1 fT'L�'I (17'-1 B", 19"-24',25 0". 3(r -)ZONE 2B -PIEDMONT ALLUVIAL
PROPOSED PERMANENT SEWER D FOREST (SEEDING ONLY)
EASEMENT
TCE
PROPOSED TEMPORARY O ZONE 3 - WETLAND FOREST NOT FOR CONSTRUCT 1 O N
SEWER EASEMENT 0 20' 4(F 80
PROPOSED STORMWATER ® Z WETLAND FOREST 1' 47
r3vl[ - EASEMENT (SEEDINEEDIN G ONLY)
V
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Permit -Seal
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Project Number: 175613085
rb N.- 130WAMNEGO g
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Drawing No.
Revision Sheet
0 63 of 73

g
S �
4J Ell
fill
o.90
p
Z`' •A L I t I;
/
O00
— ZONE 2B - PIEDMONT ALLUVIAL
Q / / ♦ s�
H +Y
O Q ,y FOREST (SEEDNG ONLY) (TYP ) / / 1 \ /" ♦/ s R7
_-
TZI
0 06
L PROPOSED SITE ACCESS - . / 645 1 k
ZONE 2A-PIEDMONTALLUVIAL FOREST (TV.) / /,' I / � _ I 1 ) — — / '/ / � /♦ / e�•� �.,^,`�{ \
_. sa B10+00–i_.
!® I -- B11+00.�,'�^r r:,a a+s�89+00. 00-- 3nsd --- d Z ♦ / • ` I • / ♦ i /
V1/ - , —/
'.d.� ______.h o____ ___________L M',–__ ABB+ _ /
1 ____-_ ONE 3A WETLAND FOREST CfYP.)
°�7'Oe+oo 4md
SED BANKFULlf;w � d - ''
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/
.124+00 �_ �� �� /�'.., _. _
1
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/ 1 POWER POLE
OVERHEAD POWER UNE
ZONE 1 - STREAMBANK FLAMING (TYP.) �
iI
ZONE 1-STREAMBANK FLAMING (1YP.)16
PID /19517147 \ / " PID #19517148
CITY OF CHARLOTTE
MECKLENBURG COUNTY
/ / \ DB 30613 PG 431
_24 891 PG 862
,. ' , \ 1 � � � _� ;%-' \ � � � _.= y � � ��/ \�\=�_ __ � •' �'� 450_- \� _�� - � _ ,'=---� i /, `--_
PROPOSED THALWEG
EXISTING WETLAND
............. PROPOSED BANKFULL
EXISTING MAJOR CONTOUR
- GRADING
MINOR CONTOUR PROPOSED SITE ACCESS
EXISTING FENCE UNE PLANTING ZONE �\ .. ..
s
EXISTING THALWEG
ZCNEI-STREAM BANK
fi
PROPERTY UNE
ZONE2A-PIEDMONT
,.rte
j^yf"li EXISTING TREE TO REMAIN
ALLUVIAL FOREST
iVJt�y,,111,ff (12-1B', 17-24',25-3(r,30"+)ZONE
2B -PIEDMONT ALLUVIAL
PROPOSED PERMANENT SEWER
D FOREST (SEEDING ONLY)
u EASEMENT
ZONE 3 - WETLAND FOREST
T _ _ PROPOSED TEMPORARY
CE
8
F
SEWER EASEMENT
ZONE 3- WETLAND FOREST
PROPOSED S10RMWATER
® (SEEDING ONLY)
EASEMENT
90%DESIGN
NOT FOR CONSTRUCTION
/
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Permit -Seal
Project Number: 175613085
Fb N—: 1325C-0@-WG.M9
D1 ChW. Opt YYA AIDD
Drawing No. #
Revision Sheet
0 64 of 73

Planting Summary for V etatiw Communities and Zones - Stevens Creek
(FACING
UPWARD)
NIUDS
BASAL END CUT AT4Y. 1?TPI-1?IN
DIAMEIHt
Streambank (Zone 1). Total Acreage
INNER
PROPOSED GRAND
1 LIVE STArJNG
PROPOSED STREAMBED
65 NOT TO SCALE
Acres
151
Species
Common Name
Max
Spacing
(M)
Unit Type-
Size
Stratum
Speciol Notes
No. of Sleets
Cepholanthw occidentalis-
Buttcnousn
4
L
0.75 in diameter
and3Hlength
Shrub
419
Comus amom um Silk dogwood 4 L
y
Urdetory 1.674
Salix n�grar Black willow 4 L
Urders}ory 2.095
Subtotal
4,189
Piedmont Alluvial Forest (Zone 2a), Total Acreage
Acres
13.5
Spedes
Common Name
Max
Spacing
(it)
Unit Type-
Slze
Skatum
Special Notes
N. of Nems
Litmus rubra
Slipperyelm
10 x 125
R or C
0.75 in RCD at 6 in
abcve root ball or 1
gal
Overstcry
353
Betula nigra River birch 10 x 125 R or C
Overstory 353
Caryo avatar Shagbark hickory 10 x 1'<.5 R or C
Overstory 353
Acer negundo Ash -leaved maple 10 x 12.5 R or C
Ovesstory 353
AcerrubrLm Red mopie lox 12.5 R or C
OversTcry 353
Quercus shumardii Shumard oak 10 x 12.5 R or C
Oversto ry 353
PIatanus fabs Syccmcre lox 12.5 R or C
Overstory 353
Juglans nigra Black walnut 10 x 125 R or C
gro
Overstory 353
Comus Bordo 9owering cogwood 10 x 125 R or C
Urderstory 469
AsImino fAloba Pawpaw 10 x 12.5 R or C
Urderstory 469
Cercis conadensis Redbud 10 x 125 R of C
UrderstorV 469
Styrax granditlius &gloat snowbell 10 x 125 R or C
Urderstory 469
Subtotal
4,701
Wetlands (Zone 3a), Total Acreage
Acres
Species
Common Name
Max
Spacing
(it)
Unit Type*
size
Stratum
Special Notes
No. of Stems
Acer negcndo
Boxeldw
10 x 125
R or C
G.75 in at 6 in
abcve rooI ball ori
got
Overstory
28
Betula ntgra River birch 10 x 125 R or C
Overstory 28
Cape ovafa Shagbark hickory 10 x 125 R or C
Oversicry 28
Quercus Shun,ardii Shumartl oak 10 x 125 R or C
Comus,lor'do 9ow�ertngarogwpod IOx 125 RorC
Overstcry 28
Urderstory 32
Asimino trilobo Pawpaw 10 x 125 R or C
Urderstory 32
vlbumum denforum
Souther arrowood
5.5 x 6
C
1 got
Shrub
Shrub
SItyu must be
planted in groups
40
40
Cepholonthus occidentalis Buttonbush 5.5 x 6 C
Subtotal
254
Permanent Seeding, (Zonas 1-2a and 2b), Total Acreage
Acres
16.3
Sped"
Common Name
Max
Spacing
(it)
Unit Type-
Size
Stratum
Special Nates
No. of Slems
Lbs/ac
Total Lbs
Asdepias tubeioso
BL'terfly weed
NA
S
NA
Herb
NA
5
82
.Hibiscus moscheufos
Rose mallow
S
Herb
5
82
Andropogon virginicus
Broom sedge
S
Herb
5
82
Diconfhelium(Panicum) ciandesfinum
Deer-orgue
S
Herb
5
82
Ponicum anceps
Swtichgross
S
Herb
5
82
5yrnus virginicus
Virginia wi.d rye
S
Herb
5
82
Secaie cereale
Ryegrain
S
Herb
20
327
Seforio ifatico
FoxtaiI millet
S
Herb
'0
163
Subtotal
60
9B0
Wetland Seeding, Zone 3a and 3b), Total Acreage
Act"
0.58
Species
Common Name
Mox
Spacing
(it)
Unit Type-
Size
Stratum
Special Notes
No. of Stems
Lbs/oc
Tota]Lbs
Cepholonfhus occidentolis
Buticnbush
NA
S
NA
Herb
NA
3.5
2.0
Chosmanthium lafifoWni
River oats
S
Herb
3.5
2.0
5yrn us virginicus
Virginia wi d rye
S
Herb
3.5
20
.Heliontnus angusCiblius
Swamp SLnflower
S
Herb
S.5
2.0
Lobelia ca,•dinalis
Cordiral flower
S
Herb
3.5
2.0
Mimulus Angens
Monkey Rower
5
Herb
3.5
2.0
Pontederic cordata
Pickerelweed
5
I
Herb
3.5
2.0
Fycnonthemcrl tenuicliLm
Norrowleat mountain r;nt
S
Herb
3.5
2.0
Soururus cemuus
Lizard's tail
S
Hero
3.5
2.0
Soficlago nemoraliis
G -ay goldenrcd
S
Herb
3.5
2.0
Secate cereale
Rye grain
S
Herb
20
11.6
Seforio ifolica
Foxtail millet
S
Herb
.0
5.8
Subtotal
65
38
Total
9,144
1 125
1,018
16.9
'C = Container; L = Live stake: R = Bare root: S = Seed
"On y To ant Buttonll-h along the toe a' the Stream bank, this planting area is confined to the lowest planing row of live stakes.
Note: Stem wbtotol5
shall remain constant but the number of stems per Spec
es of witnin each stratum may vary.
Note: Shrubs must be plaited in grcups more densely around the outer edges of the wetla•Id
PLANTING GUIDEUNES:
• ALL PUNTS WILL BE NATIVE TO THE NORTH CAROLINA PIEDMONT REGION.
• INVAS VE SPECIES WILL NOT BE USED IN ANY WATER QUALITY BUFFER REVEGETATION
• FOR DISTURBED AREAS WITH SLOPES 3:1 OR GREATER, SOIL WILL BE STABILIZED WITH MATTING OR OTHER APPROVED STABILIZATION METHOD UNTIL PERMANENT VEGETATION IS ESTABLISHED. ONLY 100%
BIODEGRADABLE MATERIAL WILL BE USED.
• PLANTING ALLOWANCES MAY BE MADE FOR EXISTING TREES.
• R IS RECOMMENDED THAT CHEMICAL FERTILIZERS AND PESTICIDES NOT BE USED IN THE BUFFER DUE TO THE RISK OF NORM WATER POLLUTION. INSTEAD, COMPOST OR ORGANIC MATTER SHOULD BE
INCORPORATED INTO THE SOIL WHICH WILL PROVIDE SUFFICIENT NUTRIENTS FOR ADEQUATE PUNT GROWTH. INVASIVE SPECIES SHOULD BE REMOVED BY HAND CLEARING INSTEAD OF USING PESTICIDES.
• PLANTINGS SHOULD OCCUR AT THE APPROPRIATE TIME OF YEAR TO PROMOTE SURVIVABILITY. IN MECKLENBURG COUNTY, THIS IS TYPICALLY FROM NOVEMBER THROUGH EARLY MARCH.
• 10% OF THE TREES PLANTED ARE TO BE CONTAINERIZED, THE REST ARE TO BE BAREROOT.
• CONTAINERIZED TREES SHALL BE EVENLY DISTRIBUTED THROUGHOUT THE PROJECT SITE.
NOTES:
• NO SEED SHALL BE PLACED ON COMPACTED SOIL. PRIOR TO SEEDING. THE SOIL SHALL BE SCARIRED TO A MINIMUM DEPTH OF 41NCHES. ALL SEEDING AREAS SHALL BE COVERED WITH STRAW MULCH AT
THE RATE OF 1-2 TONS PER ACRES.
• TEMPORARY SEEDING SHALL BE APPLIED ON ANY DISTURBED AREAS TO REMAIN UNTOUCHED FOR MORE THAN 14 DAYS. PERMANENT SEEDING SHALL BE INSTALLED WITHIN 15 WORKING DAYS OF
CONSTRUCTION COMPLETION.
• FOLLOWING BUFFER RESTORATION, DIFFUSE FLOW WILL BE MAINTAINED THROUGH THE BUFFER IN PERPETUITY
• IT IS RECOMMENDED THAT CHEMICAL FERTILIZERS AND PESTICIDES NOT BE APPLIED IN THE BUFFER
• ALL PLANTS WILL BE MAINTAINED IN PERPETUITY AND WILL BE REPLACED AS NECESSARY TO ENSURE THAT THE ORIGINAL PLANTING DENSITY IS MAINTAINED.
• FOLLOWING THE COMPLETE INSTALLATION OF THE APPROVED WATER QUALITY BUFFER REVEGETATION PLAN, A FINAL INSPECTION AND WRITTEN APPROVAL MUST BE MADE BY CHARLOTTE-MECKLENBURG
NORM WATER SERVICES. CALL (704( 336-5456 TO SCHEDULE A FINAL INSPECTION.
• R IS THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN THE REVEGETATED SITE AND REPAIR, PROTECT, AND ADD ADDITIONAL CONTROLS TO PROTECT THE BUFFER AS NECESSARY AT THEIR SOLE
EXPENSE DURING THE WARRANTY PERIOD.
POOL � I 1••
RARE
••/ /•• LOWJLOW
POOL WATER SURFACE
•"1 WE STAKES
"LDVERLAL
OVERLAP MATTING STAKING VIEW
O
J I'%2'W000STAKES
W 2' AIL
GALVANIE® ROOFING N
AT THE TOPTO HOLD MAILING
NOTES:
1. LIVE STAKES SHALL BE INSTALLED WHERE INDICATED ON THE
DRAWINGS AND DETAILS.
2 LIVE STAKES SHALL BE CRIT FROM AN APPROVED SOURCE WITH A
SHARP TOOL STAKE SHALL BE FREE FROM DISEASE OR EXCESS
DEAD TWIGS. 25 TO 4 FEET IN LENGTH WITH A BASAL END OS TO
1S INCH IN DIAMETER. PRIOR TO INSTALLATION BASAL END SHALL
BE CUT AT A AS DEGREE ANGLE AND THE TOP END SHALL BE CUT
FLAT WITHOUT CRACKS.
3. LIVE STAKES SHALL BE INSTALLED BY GENTLY TAMPING INTO THE
SOL LEAVING 2D% EXPOSED. STAKES SHALL BE PLACED IN A
RANDOM PATTERN AT A RATE OF 1 LIVE STAKE PER SQUARE YARD
ALONG BANKS FOR 8 FEET WIDTH (APPROXIMATELY 3 ROWS).
4. LIVE STAKES SHALL BE INSTALLED WHEN THEY ARE DORMANT.
WHICH TYPICALLY OCCURS BETWEEN OCTOBER 31 AND MARCH
31.
5. SEE PLANDNG SCHEDULE
w/z GALVAN®ROOHNG NAL
ATTHETOP TO HOLD MATIING
SECTION
COIR MATTING FROM TOE OF SLOP E
BANKFUU. TO
2n. BEYOND BANKFULL
NO MATTING
���O�i�`ii� v�iO�iji`Oji�`�
p�ii�7 �11iI p�p�p�p
SECTION &B
NOTES:
1. ALLMATERV, ARE TO BE APPROVED BY ENGINEER OR ENGINEERS ONSITE CONSTRUCTION
MANAGER.
2 BEFORE NSTAWNG COIR MATING, TILL UPPER TJ' OF BOIL TO HELP VEGETATION TO
ESTABLISH. RAKE SOIL LEVEL MID ADD SEED AND MULCH BEFORE INSTALLING COR FIBER
MATTING.
B MATTING SHALL TERMINATE AND BE BURIED AT THE EDGE OF CHANNEL SUBSTRATE.MATING
SHALL NOT EXTEND BELOW LOWAOW STAGE IN IWOSTAGE RIFFLE.
2 MATTING, TYPICAL
65 NOT TO SCALE
PLANING BAG:
DURING PUNTING, SEEDLINGS
ON. SHALLSECANVAS KEG OR SI ILA
CANVAS BAG OR SIMILAR
CONTAINER i0 PREVENT THE
ROOISYSIEMS FROM DRYING.
/ KBC FUMING BAR:
PLANING BAR SMALL HAVE A
BLADE WISH A TRIANGULAR
CROSS SECTON.ANDSMALL
BE ION. LONG, AN. WIDE AND IN. THICKAT
CENTFR.
1. INSERT PLANING BAR AS SHOWN 2 REMOVE PLANING BAR AND PLACE 3. INSERT PLANING BAR ON. TOWARD
AND PULL HANDLE TOWARD SEEDING AT CORRECT DEPTH. PUNIER FROM SEEDLING,
PLANTER. ROOT PRUNING:
Al SEED NGS SHALL BE ROOT
PRUNED. IF NECESSARY. SO THAT NO ROOTS
EXTEND MORE THAN 10 INCHES (ION.( BELOW
THE ROOT COLLAR.
NOTES:
1. TREE ON
BE PLANTED HY 680 PLANTS
RANDOM SPACING.
4. PULL HANDLE OF BAR T WARDBOTTOM.
5. FIRMING SOIDWI FORWARD 61EAVE COMPACTION phi IIIXF OPEN. AVERAGING B ON CE4EL. APPROXIMATELY dB0 PDMS PER ACRE.
PlAN1Ei, RIMING SOLI AT BOnOM. FIRMING SOIL AT ROP. WATERINOROUGIlY.
2. OTHER TAMING METHOD CAN BE USED WITH THE PERMISSION OF THE PLANING
SUPERVISOR.
DIBBLE PLANTING METHOD 3. ALL MAM WS ARE TO BE APPROVED BY ENGINEER OR ENGINEERS ONSIE
USING THE KBC PLANTING BAR CONSTRUCTION MANAGER.
(FOR FLOODPLVN HIRER PLANING AND UPLAND
BUFFER PLAKTING)
PLANTING LINEAR BAREROOT
65 NOT TO SCALE
V
4j
41
N
aS
a
U_
N
OD
✓7
3
E
O
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C
C
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Permit -Seal
Project Number. 175613085
FlRNark 13BSCJ$-VErAV
DwIK CHS Num YY. UDD
Drawing No. #
Revision Sheet
0 65 of 73
(FACING
UPWARD)
NIUDS
BASAL END CUT AT4Y. 1?TPI-1?IN
DIAMEIHt
SKF ELEVATION
LIVE STAKE
INNER
PROPOSED GRAND
1 LIVE STArJNG
PROPOSED STREAMBED
65 NOT TO SCALE
n� w
"LDVERLAL
OVERLAP MATTING STAKING VIEW
O
J I'%2'W000STAKES
W 2' AIL
GALVANIE® ROOFING N
AT THE TOPTO HOLD MAILING
NOTES:
1. LIVE STAKES SHALL BE INSTALLED WHERE INDICATED ON THE
DRAWINGS AND DETAILS.
2 LIVE STAKES SHALL BE CRIT FROM AN APPROVED SOURCE WITH A
SHARP TOOL STAKE SHALL BE FREE FROM DISEASE OR EXCESS
DEAD TWIGS. 25 TO 4 FEET IN LENGTH WITH A BASAL END OS TO
1S INCH IN DIAMETER. PRIOR TO INSTALLATION BASAL END SHALL
BE CUT AT A AS DEGREE ANGLE AND THE TOP END SHALL BE CUT
FLAT WITHOUT CRACKS.
3. LIVE STAKES SHALL BE INSTALLED BY GENTLY TAMPING INTO THE
SOL LEAVING 2D% EXPOSED. STAKES SHALL BE PLACED IN A
RANDOM PATTERN AT A RATE OF 1 LIVE STAKE PER SQUARE YARD
ALONG BANKS FOR 8 FEET WIDTH (APPROXIMATELY 3 ROWS).
4. LIVE STAKES SHALL BE INSTALLED WHEN THEY ARE DORMANT.
WHICH TYPICALLY OCCURS BETWEEN OCTOBER 31 AND MARCH
31.
5. SEE PLANDNG SCHEDULE
w/z GALVAN®ROOHNG NAL
ATTHETOP TO HOLD MATIING
SECTION
COIR MATTING FROM TOE OF SLOP E
BANKFUU. TO
2n. BEYOND BANKFULL
NO MATTING
���O�i�`ii� v�iO�iji`Oji�`�
p�ii�7 �11iI p�p�p�p
SECTION &B
NOTES:
1. ALLMATERV, ARE TO BE APPROVED BY ENGINEER OR ENGINEERS ONSITE CONSTRUCTION
MANAGER.
2 BEFORE NSTAWNG COIR MATING, TILL UPPER TJ' OF BOIL TO HELP VEGETATION TO
ESTABLISH. RAKE SOIL LEVEL MID ADD SEED AND MULCH BEFORE INSTALLING COR FIBER
MATTING.
B MATTING SHALL TERMINATE AND BE BURIED AT THE EDGE OF CHANNEL SUBSTRATE.MATING
SHALL NOT EXTEND BELOW LOWAOW STAGE IN IWOSTAGE RIFFLE.
2 MATTING, TYPICAL
65 NOT TO SCALE
PLANING BAG:
DURING PUNTING, SEEDLINGS
ON. SHALLSECANVAS KEG OR SI ILA
CANVAS BAG OR SIMILAR
CONTAINER i0 PREVENT THE
ROOISYSIEMS FROM DRYING.
/ KBC FUMING BAR:
PLANING BAR SMALL HAVE A
BLADE WISH A TRIANGULAR
CROSS SECTON.ANDSMALL
BE ION. LONG, AN. WIDE AND IN. THICKAT
CENTFR.
1. INSERT PLANING BAR AS SHOWN 2 REMOVE PLANING BAR AND PLACE 3. INSERT PLANING BAR ON. TOWARD
AND PULL HANDLE TOWARD SEEDING AT CORRECT DEPTH. PUNIER FROM SEEDLING,
PLANTER. ROOT PRUNING:
Al SEED NGS SHALL BE ROOT
PRUNED. IF NECESSARY. SO THAT NO ROOTS
EXTEND MORE THAN 10 INCHES (ION.( BELOW
THE ROOT COLLAR.
NOTES:
1. TREE ON
BE PLANTED HY 680 PLANTS
RANDOM SPACING.
4. PULL HANDLE OF BAR T WARDBOTTOM.
5. FIRMING SOIDWI FORWARD 61EAVE COMPACTION phi IIIXF OPEN. AVERAGING B ON CE4EL. APPROXIMATELY dB0 PDMS PER ACRE.
PlAN1Ei, RIMING SOLI AT BOnOM. FIRMING SOIL AT ROP. WATERINOROUGIlY.
2. OTHER TAMING METHOD CAN BE USED WITH THE PERMISSION OF THE PLANING
SUPERVISOR.
DIBBLE PLANTING METHOD 3. ALL MAM WS ARE TO BE APPROVED BY ENGINEER OR ENGINEERS ONSIE
USING THE KBC PLANTING BAR CONSTRUCTION MANAGER.
(FOR FLOODPLVN HIRER PLANING AND UPLAND
BUFFER PLAKTING)
PLANTING LINEAR BAREROOT
65 NOT TO SCALE
V
4j
41
N
aS
a
U_
N
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3
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O
H
C
C
0
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a 32
c U
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U �
Permit -Seal
Project Number. 175613085
FlRNark 13BSCJ$-VErAV
DwIK CHS Num YY. UDD
Drawing No. #
Revision Sheet
0 65 of 73

I \ 1 HEADER AND FOOTER '�/
LOGS SHALL BE
PLAN VIEW PLACED INTO THE WOOD TTOEEECTION
NOTES: EXISTING SUBSTRATE STREAM DED
I. FILTER FABRIC SHALL BE INSTALLED ON THE UPSTREAM SIDE OF THE LOG AT 1/6 LOG DIAMETER HEIGHT FROM THE TOP OF THE LOG. THE SECTION B -B
NAIL SPACING SHALL BE NO GREATER THAN 12 INCHES ON CENTER. FILTER FABRIC SHALL BE BURIED N THE BOTTOM OF THE CHANNEL. FILTER FABRIC TO BE CUT ABOVE
WRAP THE STRUCTURE AND THEN HAVE EXCESS MATERIAL CUT AND BURIED SO THAT NO FABRIC IS VISIBLE AT FINAL GRADE. NAILS SO THAT NO FABRIC IS
2. A HYDRAULIC EXCAVATOR. WITH A HYDRAULIC THUMB. SHALL BE USED TO PLACE BOULDERS AND LOGS WITH THE SUPERV61ON OF THE EXPOSED AT FINISHED GRADE HEADER LOG
ENGINEER. LIVE SFAKES (TYP.) STEP 1 STEP2STEP3
3. LOGS SHALL TIE IN TO THE BED AT 1/3 BANKFULL WIDTH FROM THE BANK. THE BOULDER HOOK SHALL BE PLACED IN THE CENTER 113 Of FOOTER LOG$ CRG$$ LIMBS BRUSH FILL
THE CHANNEL. THE HEADER BOULDER IN THE CENTER OF THE CHANNEL SHALL MATCH THE ELEVATIONS SHOWN ON THE PROFILE.
SOIL BACKFILL
d. LOG VANE SHALL EXTEND FROM THE BED ELEVATION TO THE HEAD OF THE VANE TO A POINT AT 1/2 BANKFULL ELEVATION. THE LOG
VANE ARM HAS A SLOPE OF M' %. BACKFILL MATERIAL Qo
S. ALL LOGS SHALL BE RELATIVELY STRAIGHT AND FREE FROM ROT OR DECAY. FILTER FABRIC / \
STREAM BED
7. ALL MATERIALS ARE TO BE APPROVED BY ENGINEER OR ENGINEER'S ONSTIE CONSTRUCTION MANAGER. FOOTER LOG SECTION C -C
1 LOG VANE WITH ROCK J -HOOK
66 NOT TO SCALE
FOOTHt
HEADER
HEADER
FOL
POOL EXCAVATED
BELOW BRUSH TOE
6' TO 17 FOOTER LOGS ON
APPROX. 7 CENTERS AND ANGLED
30' UPSTREAM
NOTES:
1. LOG SILL SHALL BE CONSIRIICIED WITH 1 TOOTER LOG AND 1 HEADER LOG. .. nYi/�
2 PLACE HEADER SLIGHTLY FORWARD ON TOP OF THE FOOTER LOG ALLOWING FOR OVERHANG. DO
3. LOG SILL SHOULD BE PLACED AT ANGLE OF 6S -7A FROM DRI OF FLOW.
1, ALL LOGS SHALL BE RELATNFlY SIRAJGHR AND FREE FROM ROT OR DECAY. ALL LOGS SHALL BEA
MINIMUM OF 121NCHES N DIAMETER TWO 12 NCH LOGS MAY BE RBLACE) WIM ONE 24 NCH
DIAMETER OR GREATER LOG.
BACKFILL WITH
50/50 CLASS A/#57
Jtl.l IUN A -A
2 LOG SILL
66 NOT TO SCALE
MAJIM LLAT
SECTION B -B
) ELEV.
MAX. DEPTH = 1/2 DIAMETER OF
LOG UNLESS DIRECTED BY
ENGINEER
CROSS UMBS SET APPROX. —
PERPENDICULAR TO
FOOTERS AND SOIL ADDED BRUSH FILL ANGLED
TO FILL IN VOIDS UPSTREAM WITH SOIL
ADDED TO FILL IN VOIDS
WOOD TOE PLAN
STEP 4
soa uFr
NOTES:
I. MIX LAYERS OF SOIL WITH COARSE WOODY DEBRIS. (3D%
TO BE FROM LIVE MATERIAL OF NON-INVASIVE SPECIES).
THIS SHALL EXTEND TO A DEPTH OF 1/2 BANKFULL. BELOW
THE BOTTOM OF THE BED.
2. WR P A LAYER OF TOPSOIL WITH COIR PEER MATTING
AND PLANT WITH LIVE STAKES PER THE PLANTING PLAN.
3. STRUCTURE SHALL EXTEND FROM A MINIMUM Of 1/2
BANKFULL WIDTH OR 5 FEET DOWNSTREAM OF PC AND M.
d. WOODY DEBRIS SHALL NOT EXTEND INTO THE CHANNEL
MORE THAN I FOOT.
5. NO WOOD MATERIALS SHALL BE DEAD OR ROTTING.
6. AL l MATERIALS ARE TO BE APPROVED BY ENGINEER OR
ENGINEER'S ONSITE CONSTRUCTION MANAGER.
3 WOOD TOE
66 NOT TO SCALE
BANK PROTECTION
/ (SOIL UFT)
8�
3�� 3
g
as
8113
O
lilt
StgB
MIN. 3 LF OF HEADER AND
Aj7NK
FOOTER LOGS BURRIED
gq7/,7
FILTER FABRIC TO BE CUT ABOVE
UNDER STREAMBED
CID
F Nk
NAILS SO THAT NO FABRIC IS
FILTER FABRIC
Fq7 EXPOSED AT FINISHED GRADE
BANKFULLWIDTH
�N
C(
BACKFILL WITH UPSTREAM
///
HEADER LOG
700 g/MF COIR
RIFFLE MATERIAL
�/
TOP OF BOULDER
V
BANKFULL 7 (MIN(
WRAPPED SOIL UFT
/
AT INVERT ELEV.
BENCH
HEADER LOG WITH 20.30 DEG
BACKFILL WITH UPSTREAM
SLIGHT OVERHANG
RIFFLE MATERIAL
� BANKWLL
FOOTER LOG C
PC FILTER FABRIC
ROCK SILL
_
HEADER
STREAM BED
ANCHOR BOULDER
BOULDER
—
IOP OF BRUSH
ROOTWAD INSTALLED
FOOTER LOG
ROCK SILL
SECTION A -A
IBIN. MIN.
r6'ABOVE LOW
UNDER LOG VANE
FOOTER EX. GRADE
SOILROOTWAD
_
iCRO.SS
SHALL /` �
BANKFULL ELEVATIONBACKFILLEXTEND
INTO BANK J
o�JCBOULDER
pAMIN.
STREAMBANK
OF 10 LF
�
BANKFULL
2$y V
1/2 BANKFULL ELEVATIONBRUSH
FILLINTOSTREAMBANK
TIE BOTH LOGS
$SLOPEJ(MINI-1'MAX)
AT A MIN. OF 5 LF
POINT BAR
TO ITS
FooT6"
I I
I \ 1 HEADER AND FOOTER '�/
LOGS SHALL BE
PLAN VIEW PLACED INTO THE WOOD TTOEEECTION
NOTES: EXISTING SUBSTRATE STREAM DED
I. FILTER FABRIC SHALL BE INSTALLED ON THE UPSTREAM SIDE OF THE LOG AT 1/6 LOG DIAMETER HEIGHT FROM THE TOP OF THE LOG. THE SECTION B -B
NAIL SPACING SHALL BE NO GREATER THAN 12 INCHES ON CENTER. FILTER FABRIC SHALL BE BURIED N THE BOTTOM OF THE CHANNEL. FILTER FABRIC TO BE CUT ABOVE
WRAP THE STRUCTURE AND THEN HAVE EXCESS MATERIAL CUT AND BURIED SO THAT NO FABRIC IS VISIBLE AT FINAL GRADE. NAILS SO THAT NO FABRIC IS
2. A HYDRAULIC EXCAVATOR. WITH A HYDRAULIC THUMB. SHALL BE USED TO PLACE BOULDERS AND LOGS WITH THE SUPERV61ON OF THE EXPOSED AT FINISHED GRADE HEADER LOG
ENGINEER. LIVE SFAKES (TYP.) STEP 1 STEP2STEP3
3. LOGS SHALL TIE IN TO THE BED AT 1/3 BANKFULL WIDTH FROM THE BANK. THE BOULDER HOOK SHALL BE PLACED IN THE CENTER 113 Of FOOTER LOG$ CRG$$ LIMBS BRUSH FILL
THE CHANNEL. THE HEADER BOULDER IN THE CENTER OF THE CHANNEL SHALL MATCH THE ELEVATIONS SHOWN ON THE PROFILE.
SOIL BACKFILL
d. LOG VANE SHALL EXTEND FROM THE BED ELEVATION TO THE HEAD OF THE VANE TO A POINT AT 1/2 BANKFULL ELEVATION. THE LOG
VANE ARM HAS A SLOPE OF M' %. BACKFILL MATERIAL Qo
S. ALL LOGS SHALL BE RELATIVELY STRAIGHT AND FREE FROM ROT OR DECAY. FILTER FABRIC / \
STREAM BED
7. ALL MATERIALS ARE TO BE APPROVED BY ENGINEER OR ENGINEER'S ONSTIE CONSTRUCTION MANAGER. FOOTER LOG SECTION C -C
1 LOG VANE WITH ROCK J -HOOK
66 NOT TO SCALE
FOOTHt
HEADER
HEADER
FOL
POOL EXCAVATED
BELOW BRUSH TOE
6' TO 17 FOOTER LOGS ON
APPROX. 7 CENTERS AND ANGLED
30' UPSTREAM
NOTES:
1. LOG SILL SHALL BE CONSIRIICIED WITH 1 TOOTER LOG AND 1 HEADER LOG. .. nYi/�
2 PLACE HEADER SLIGHTLY FORWARD ON TOP OF THE FOOTER LOG ALLOWING FOR OVERHANG. DO
3. LOG SILL SHOULD BE PLACED AT ANGLE OF 6S -7A FROM DRI OF FLOW.
1, ALL LOGS SHALL BE RELATNFlY SIRAJGHR AND FREE FROM ROT OR DECAY. ALL LOGS SHALL BEA
MINIMUM OF 121NCHES N DIAMETER TWO 12 NCH LOGS MAY BE RBLACE) WIM ONE 24 NCH
DIAMETER OR GREATER LOG.
BACKFILL WITH
50/50 CLASS A/#57
Jtl.l IUN A -A
2 LOG SILL
66 NOT TO SCALE
MAJIM LLAT
SECTION B -B
) ELEV.
MAX. DEPTH = 1/2 DIAMETER OF
LOG UNLESS DIRECTED BY
ENGINEER
CROSS UMBS SET APPROX. —
PERPENDICULAR TO
FOOTERS AND SOIL ADDED BRUSH FILL ANGLED
TO FILL IN VOIDS UPSTREAM WITH SOIL
ADDED TO FILL IN VOIDS
WOOD TOE PLAN
STEP 4
soa uFr
NOTES:
I. MIX LAYERS OF SOIL WITH COARSE WOODY DEBRIS. (3D%
TO BE FROM LIVE MATERIAL OF NON-INVASIVE SPECIES).
THIS SHALL EXTEND TO A DEPTH OF 1/2 BANKFULL. BELOW
THE BOTTOM OF THE BED.
2. WR P A LAYER OF TOPSOIL WITH COIR PEER MATTING
AND PLANT WITH LIVE STAKES PER THE PLANTING PLAN.
3. STRUCTURE SHALL EXTEND FROM A MINIMUM Of 1/2
BANKFULL WIDTH OR 5 FEET DOWNSTREAM OF PC AND M.
d. WOODY DEBRIS SHALL NOT EXTEND INTO THE CHANNEL
MORE THAN I FOOT.
5. NO WOOD MATERIALS SHALL BE DEAD OR ROTTING.
6. AL l MATERIALS ARE TO BE APPROVED BY ENGINEER OR
ENGINEER'S ONSITE CONSTRUCTION MANAGER.
3 WOOD TOE
66 NOT TO SCALE
BANK PROTECTION
/ (SOIL UFT)
Permit -Seal
Project Number. 175613085
F% Nam: 13005050DWLOAy
D -L CFYoa. Dw. YYAIMOD
Drawing No. #
Revision Sheet
0 66 of 73
8�
QQ
g
as
lilt
StgB
Permit -Seal
Project Number. 175613085
F% Nam: 13005050DWLOAy
D -L CFYoa. Dw. YYAIMOD
Drawing No. #
Revision Sheet
0 66 of 73

REFER TO PROFILE LAYOUT
TABLE FOR LENGTH
o
NATIVE BED MATERIAL '
(COBBLE) FILL
UMB AND BRUSH
'r -T DN, 6' LENGTH (TYP)
' SEE RFAC
INVERTS At
BETWEEN E
FOOT
CHANNEL STC
(50/50 CLASS B/A
SURFACE BOULC
FILTER FAB
PINNING LOG SET ON EACH BRASH COURSE C-17
DIA, REFER TO TABLE FOR LENGTH
NOT TO SCALE
REACH L (ft) I X (ft) P (t<) S (ttl
2 4.85 5 3.2
5
3 5.7 5 3.8 15
5 a lb 4.5�
4
6 4 5 5
TABLES FOR LENGTH
2 LOG AND ROCK STEPS
\,L7j NOT TO SCALE
1.5 X BANKruLL ••�
ilo PUN VIEW
1Y
.DER
NOTES:
I. LOGS SHALL BE MINIMUM 121NCHE5 IN DIAMETER AND
FREE OF ROT OR DECAY. ONE 24 INCH LOG MAY BE
SUBSTITUED FOR TWO 12 INCH LOGS.
2. BOULDERS SHALL HAVE A MINIMUM DIMENSION OF 12
INCHES. CHINK GAPS IN BOULDERS WITH CLASS A
CHANNEL STONE.
3. NAIL HLTER FABRIC TO BACK OF SURFACE LOG AT } LOG
DIA.
4. SET INVERTS AT ELEVATIONS SHOWN IN REACH PROFILE
5. BOULDERS SHALL BE PLACED AT THE CHANNEL EDGE
UPSTREAM OF THE SILL ON BOTH THE LEFT AND RIGHT
BANKS.
6. UPON PLACEMENT OF CHANNEL STONE. WASH IN SAND
OR SANDY SOIL TO FILL VOIDS.
FILTER FABRIC
INVERT
FLOW
��/ er
�� luvccr
FILTER FABRIC
PROFILE - A -A' '
THALWEG
SURFACE BOULDER
CHANNEL SUBSTRATE
OR GRAVEL BACKFILL FOOTING BOULDER
7
POOL
FILTER FABRIC
NNEL SUBSTRATE
:RAVEL BACKFILL
POOL
SURFACE BOULDER
LOG ANGLED AS
c
/-y BANKFULL ELEVATION
TABLES FOR LENGTH
VIEW
CREST DEPTH
FLOW _
7 UPSTREAM RIFFLE GRADE
LLI
UMB AND BRUSH LAYER
gs
GROUND
\\ HEADER LOG
BOULDER
BURY END OF LOG IMO
BED ELEVAITON
ANCHOR
BOULDER
INVERT
SECTION D -D'
1113
�Ex!
SECTION B -B'
CHANNEL BANK )C f TYp)
SURFACE BOULDER
WE FLOW
/
BANKFULL ELEVATION
° •
NATIVE BED MATERIAL
(COBBLES) FILL
\FOOTING
\
DEPTH
STRUCTURE STA LOCATION
a °°O� -c?
g8 °8,
C42 °
MAX PROTRUSION OF B
SECTION C -c'
(GRADE FT. ELEV)
-
GRADE POINT M.
DOWNSTREAM HEAD OF
RIFFLE ELEVATION
CURIE
DETER
OF 18"
8
ANCHOR BOULDER MP)
MUSTHAVEAMNNUMTO
DIMENSION OF 12 INCHES.
REFER TO PROFILE FOR ELEVATION
SET LOG
S
PINNING LOG
•.
° Q POOL
°.. °°°° °
1ST COURSE
LEDGE LOG
LIMB AND BRUSH LAYER
1 BRUSH RUN
BRUSH RUN
67N07 TO SCALE
PROFILE
NOTTOSCALE
2 LOG AND ROCK STEPS
\,L7j NOT TO SCALE
1.5 X BANKruLL ••�
ilo PUN VIEW
1Y
.DER
NOTES:
I. LOGS SHALL BE MINIMUM 121NCHE5 IN DIAMETER AND
FREE OF ROT OR DECAY. ONE 24 INCH LOG MAY BE
SUBSTITUED FOR TWO 12 INCH LOGS.
2. BOULDERS SHALL HAVE A MINIMUM DIMENSION OF 12
INCHES. CHINK GAPS IN BOULDERS WITH CLASS A
CHANNEL STONE.
3. NAIL HLTER FABRIC TO BACK OF SURFACE LOG AT } LOG
DIA.
4. SET INVERTS AT ELEVATIONS SHOWN IN REACH PROFILE
5. BOULDERS SHALL BE PLACED AT THE CHANNEL EDGE
UPSTREAM OF THE SILL ON BOTH THE LEFT AND RIGHT
BANKS.
6. UPON PLACEMENT OF CHANNEL STONE. WASH IN SAND
OR SANDY SOIL TO FILL VOIDS.
FILTER FABRIC
INVERT
FLOW
��/ er
�� luvccr
FILTER FABRIC
PROFILE - A -A' '
THALWEG
SURFACE BOULDER
CHANNEL SUBSTRATE
OR GRAVEL BACKFILL FOOTING BOULDER
7
POOL
FILTER FABRIC
NNEL SUBSTRATE
:RAVEL BACKFILL
POOL
SURFACE BOULDER
LOG ANGLED AS
c
/-y BANKFULL ELEVATION
J-
VIEW
CREST DEPTH
FOOTING
gs
GROUND
\\ HEADER LOG
BOULDER
CREST
BED ELEVAITON
ANCHOR
BOULDER
INVERT
SECTION D -D'
1113
�Ex!
SECTION B -B'
POOL WIDTH
SURFACE BOULDER
/
BANKFULL ELEVATION
/
MAX. POOL \
\FOOTING
\
DEPTH
BOULDER
SECTION C -c'
Project Number. 175613085
P. Na— 130B5C50WLCny
Dmt 0W. DWI 1'1r.
Drawing No. #
Revision Sheet
0 67 of 73
LOG ANGLED AS
c
SHOWN ON PLAN
VIEW
BANKFULL ELEVATION
SLOPE EXISTING
gs
GROUND
\\ HEADER LOG
FOOTER LOG
BED ELEVAITON
ANCHOR
BOULDER
SECTION D -D'
Project Number. 175613085
P. Na— 130B5C50WLCny
Dmt 0W. DWI 1'1r.
Drawing No. #
Revision Sheet
0 67 of 73
c
i
R
gs
V
fill
�s�
<�t`ol
w 1 1
1113
�Ex!
Project Number. 175613085
P. Na— 130B5C50WLCny
Dmt 0W. DWI 1'1r.
Drawing No. #
Revision Sheet
0 67 of 73
c
i
Project Number. 175613085
P. Na— 130B5C50WLCny
Dmt 0W. DWI 1'1r.
Drawing No. #
Revision Sheet
0 67 of 73

Kim
A
BANKFULL
SOIL BACKFILL)
(TYP.(
SILL BOULDERS
(TYP I
SELECT
BACKFILL
MATERIAL
BACKFILL WITH CLASS A
AND WASH IN SAND
20-30 DEG
TIE INTO STREAMBANK
J -HOOK - SECTION A -A'
L HEADER
BOULDER
J�Q
FOOTER
BOULDER
PLAN VIEW
PLAN VIEW
AREA OF HIGH DENSITY LIVE STAKING
in'P.1
/- TIE-IN ELEVATION
1/4 To 1/2 D....
OF UPSTREAM RIFFLE
INVERT ELEVATION
SECTION A -A'
2-5%
1 W -WEIR
68 NOT TO SCALE
NOTES:
I. BOULDERS SHALL TIE IN TO THE BED AT I/3 BANKFULL WIDTH
FROM THE BANK. THE HOOK SHALL BE PLACED IN THE CENTER
1/3 OF THE CHANNEL. THE HEADER BOULDER IN THE CENTER
OF THE CHANNEL SHALL MATCH THE ELEVATIONS SHOWN ON
THE PROFILE.
2. VANE SHALL EXTEND FROM THE BED ELEVATION TO THE HEAD
OF THE VANE TO A POINT AT 1/2 BANKFULL ELEVATION. THE
VANE ARM HAS A SLOPE OF 2%-5%.
3. BOULDERS SHALL BE OF DURABLE ROCK AND HAVE A
MINIMUM DIMENSION OF 1 S FT AND AT LEAST ONE DIMENSION
OF 3 FT.
4. BOULDERS SHALL FB TIGHTLY TOGETHER. CHINK GAPS WITH
CLASS A STONE.
LAT
OF BOULDER
VERT ELEV.
KFILL WITH
CT MATERIAL
BANKFULL ELEVATKON
x/ PC
ROCK SILL
POINT BAR
i BANKFULL
�. UNDISTUR
GROUND
HEADER BOULDER (TYP.(
- FOOTING BOULDER (TYP.(
2 ROCK VANE WITH J -HOOK
68Ij NOT TO SCALE
1/3 WBKF 1/3 WBKF
TILL INTO
AIN 5' (TYP.(
BACKFILL WITH UPSTREAM
RIFFLE MATERIAL
NOTES:
1. BOULDERS SHALL BE OF DURABLE STONE WITH A MINIMUM DIAMETER OF 2 FEET.
2. FOOTING BOULDERS ARE BOULDERS PLACED TO PROVIDE A FOUNDATION AND SCOUR PROTECTION FOR THE HEADER BOULDERS.
3. HEADER BOULDERS SHALL BE UNDERLAIN BY FOOTING BOULDERS UNLESS BEDROCK B PRESENT. FOOTING BOULDERS MAY ONLY BE OMITTED AS
DIRECTED BY THE ENGINEER.
4. HEADER BOULDERS ARE THE TOP MOST ROCKS USED M EACH BOULDER STRICTURE. ALL HEADER BOULDERS CAN BE SEW PROTRUDING FROM THE
WATER SURFACE DURING EXTREMELY LOW FLOWS.
5. HEADER BOULDERS SHALL BE OFFSET SLIGHTLY UPSTREAM OF FOOTING BOULDERS SUCH THAT A MINIMUM 61NCHES OF THE FOOTING BOULDERS IS
VISIBLE ON THE DOWNSTREAM SIDE OF THE HEADER BOULDERS.
6. HEADER AND FOOTING BOULDERS SHALL BE ANGLED SLIGHTLY DOWNWARD IN THE UPSTREAM DIRECTION AS PER SECTION B -B'.
7. SILL BOULDERS SHALL BE PLACED PERPENDICULAR TO THE BANKFULL FLOW DIRECTION.
B. SET INVERT AT ELEVATION SHOWN IN REACH PROFILE.
9. ALL GAPS/VOIDS LARGER THAN 2INCHES BETWEEN THE HEADER AND FOOTING BOULDERS SHALL BE CHINKED WITH CLASS A RIPRAP.
10. BACKFILL STRUCTURE WITH UPSTREAM RIFFLE MATERIAL.
11. SELECT BACKFILL AND SOIL BACKFILL MATERIAL SHALL BE COMPACTED SUCH THAT FUTURE SETTLEMENT OF THE MATERIAL IS KEPT TO A MINIMUM.
12. THE SURFACE OF THIS STRUCTURE SHALL BE FINISHED TO A SMOOTH AND COMPACT SURFACE IN ACCORDANCE WITH THE LINES. GRADES. AND
CROSS-SECTIONS OR ELEVATIONS SHOWN ON THE DRAWINGS. THE DEGREE OF FINISH FOR INVERT ELEVATIONS SHALL BE WITHIN 0.1 FT OF THE
GRADES AND ELEVATIONS INDICATED.
13. REDRESSING OF CHANNEL AND BANKFULL BENCH/FLOODPLAIN WILL LIKELY BE REQUIRED FOLLOWING INSTALLATION OF IN -STREAM STRUCTURES
AND SHALL BE CONSIDERED INCIDENTAL TO CONSTRUCTION.
INVERT ELEVATION
HEADER BOULDER
_:ZY
STREAM..
UNDISTURBED
LIMITS OF FOOTING BOULDER GROUND
EXCAVATION
SECTION B -B'
BANKFULL
............................ANKn.................................
END OF RIFFLE/HEAD OF RUN
REPER TO PROFILE FOR STATION
AND ELEVATION
VARIES
TAIL OF RUN/HEAD OF POOL
RIFFLE REFER TO PROFILE FOR STATION
AND ELEVATION
REFER TO RIFFLE DETAIL FOR TYPE��7-J\\,
AND DEPTH OF SUBSTRATE
CONSTRUCTED RUN SUBSTRATE
TO BE A 50/50 MU LURE OF
CLASS B AND CLASS A RIPRAP
3 CONSTRUCTED RUN
68 NOT TO SCALE
UPON COMPLETION OF THE
FINAL GRADE, STOCKPILED
ONSITE SAND SHALL BE WASHED
IN OVER THE ENTIRETY OF THE
STRUCTURE.
POOL
V
I�
I�
E
— I
8
98
flu
U€ u3
Z m
� B
E
P
n O
nU€a
$
Permit -Seal
ti ~
Project Number: 175613085
F%11— 13065GaINDTIWq
D- Cw.L OWL YYA %LM
Drawing No. #
Revision Sheet
0 68 of 73
a
I�
I�
Permit -Seal
ti ~
Project Number: 175613085
F%11— 13065GaINDTIWq
D- Cw.L OWL YYA %LM
Drawing No. #
Revision Sheet
0 68 of 73
a

1/3
BANKFULL WIDTH
INNER BERM TOP
INNER BERM TOE
I LOWfLOW TOP
I
PUN VIEW
BANKFULL
INNER BERM
BOULDER
(n'Pd 1
1' MIN C -IT APPROXIMATE LOW
TED e r I v Z7 FLOW ELEVATION
70
1 CONSTRUCTED RIFFLE WITH BOULDER CLUSTER
69 NOT TO SCALE
CROSS SECTION A -A' RIFFLE
SUIISTRATE
INNER BERM TOP
INNER BERM TOE
LOW -FLOW TOP
6.17
_ COIR FIBER
MATTING (TYP)
NOTES:
I. BOULDERS SHALL BE DURABLE STONE AND BE SMALL NAVE A MINWRIMOMENSION OF 18
INCHES.
2. RIFFLENIOSTRME TYPE AND DEPTH SHAM BE PER THE TABLEN THIS DETAL ALL
SKMAGGEMITE ARE PER NODDY SPEOK:A7K*d NO SHALL BE WELL MIXED PRIOR TO
PLACEMENT.
S. EACH LAYER SHALL BE MECHANICALLY COMPACTED VIA EXCAVATOR BUCKET OR A PASS VAIN
TRACKED EOMPMENT.
N. GRAVEL SUBSTRATE FROM THE EXISTING CHANNEL SHALL BE STOCKPILED AND REUSED
AS SURFACE STONE IN THE NEW CHANNEL. GRAVEL SHALL BE PLACED AT EACH RIFFLE
LOCATION AS SHOWN ON THESE PLANS. SOME EXCAVATION OF CHANNEL BED
MATERIAL MAY BE NECESSARY PRIOR TO PLACEMENT OF RIFFLE TO ENSURE PROPER
CROSS-SECTIONAL DIMENSIONS ONCE RIFFLE IS CONSTRUCTED. RE -DRESSING OF
CHANNEL AND BANKS MAY BE REQUIRED FOLLOWING CONSTRUCTION OF RIFFLES
AND CHANNEL AND SHALL BE ACCOUNTED FOR IN CONTRACTORS BIO ITEM.
S. UPON COMPLETION OF THE FINAL GRADE, STOCKPILED ONSITE SAND SHALL BE
WASHED IN OVER THE ENTIRETY OF THE STRUCTURE.
Q. BOULDERS SMALL BE ISO TO De1HE EDGES OF LOW -FLOW CHANNEL AND PROVIDE RLSIRFAM
HABITAT. III CONFIGURATIONS SHOW N THE DETAIL ARE FOR ILLUSTRATION PURPOSES.
MIDSTREAM BOULDERS SHALL BE FOLLOWED BYOPPOSHG EDGE BOULDERS N ALL CASES. THE
SEQUENCE OF ALTERNATING BOULDERS VS MOSOEAM/OPPONNG BOULDERS MAY BE VARIED
WITHIN INDIVIDUAL RIFFLES.
7. BOULDER SPACING AND DEPTHS SHALL BE MAINTAINED REGARDLESS OF STRUCTURE SEQUENCE.
REACH SUBSTRATE DEPTH (FT)
1
50/50 CLASS N#57 COARSE AGGREGATE
1
2
50/50 CLASS N457 COARSE AGGREGATE
1
3
50/50 CLASS N#57 COARSE AGGREGATE
1
4
50/50 CLASS B/#57 COARSE AGGREGATE
2
5
50/50 C1A55 N#57 COARSE AGGREGATE
I
I_ 6
50/50 CLASS N4157 COARSE AGGREGATE
j 1
1' MIN
APPROXIMATE BASE
FLOW ELEVATION
CROSS SECTION B -B'
BANKFULL WIDTH
INNER BERM TOP LIVE STAKE (TYP)
INNER BERM TOE
LOW -FLOW TOP
LOW FLOW Dn m I —I I—
I.I=1I;f� �I I I- I-
I I BANKFULL WIDTH
I
I INNER BERM TOP
1'MIN (EYP) �j LOW FLOW TOP
BOULDER 1. MIN Ryp)
ffYp) APPROXIMATE LOW
FLOW ELEVATION
CROSS SECTION C -C'
of
71 CONSGLIDE
T ETED
IDD4
I
_ BANKFULL ElF/A110N
\ WHERE SLOPES ARE DISTURBED, SEED, MULCH, AND Z
\ \ COVER USING 700 g/rT12 COIR FIBER MATTING. 65
NCDOT TYPE 2 GEOTEXTILE FABRIC
NO. 57 STONE
EXISTING GROUND VARIES -
HIGH END
3SILL PAST
BANKFULL (TYP.)
1/2 BANKFULL ELEVATION t^�S
y�
CONTRACTOR SHALL ENSURE THAT EACH ROCK 5
7 MINFIRMLY SET AND SUPPORTED BY LOWER BOULDER
16 MIN. . OR FOUNDATION SOIL STABILIZATION OF
7 FOUNDATION SOIL MAY BE REQUIRED IN SOME
AREAS. BURIED
3-5
PROPOSED GRADE (SEE CROSS SECTIONS)
FOOTER BOULDER TO BE PLACED 1' BELOW
L PROPOSED GRADE, AT A MINIMUM.
7 I \ \I
2 BOULDER TOE
\,L9j NOT TO SCALE
3' MIN.
PLAN VIEW
LOW END I
I BANKFULL
WIDTH
— HIGH END
R
INNER BERM TOP
INNER BERM TOE
LOW -FLOW TOP
APPROXIMATE BASE
FLOW ELEVATION
CROSS SECTION A -A'
NOTES:
1.
BOULDERS SHALL BE DURABLE STONE WITH A MINIMUM DIAMETER OF IB INCHES.
2.
RIFFLE SUBSTRATESKALL BE PER BOULDER RIFFLE DEAL
A
UPON COMPLETION OF THE EQUAL GRADE STOCKPIRED ONSrrE QUID SHAD BE WASHED N THE
BNR IErY OF THE STRUCTURE
!.
LOGSMUSTHAVEAMIMMUM DVAEIEIHOFIONCHES. LOGS MUST BE MOSRYSTRMGNT AND
n
� B$
NAVE NO BOT OR DECAY.
5.
LOG INVERTS MUST BE ON THE UPSTREAM END AND SLOPE UP N THE DOWNSTREAM DIRECTION.
THE LOG OVERT WILL TE NO THE BED BBQE REACHNG THE LOW4tOW BENCH AND THE
gg�
65g
UPPER END OF THE LOG WILL TE INTO THE BANK AT THE TOE OF ME INNER BRM BENCH.
6
THE MOST UPSTREAM LOG MIST HAVE THE INVEST. OR UPSTREAM END. POINTING TO THE INSIDE
OF THE UPSTREAM BSO. THE MOST DON9611EAM LOG MUST HAVE US MNK TE N. OR
DOWH"TRFMM ESO. PONRNG TO THEOUISDE d THE DOWNSTREAM ESRD.
7.
NO EXPOSED PORTION OF LOG SKULL PROTRUDE MORE THAN 12 INCHES ABOVE THE TW
ELEVATION OF THE CHANNEL
B
RIFFLES WITH A%XME LOGS SHALL ALTERNATE DBRCIION OF LOGS.
9.
LOGS MUST BE EQUALLY SPACED ALONG RIFFLE THALWEG.
IQ
CONTRACTOR MAY INSTALL BOIADRS N PLACE OF LAGS AS PER ENGIIJEBIS APPROVAL-
PPROVAL%31
/3"\CONSTRUCTED RIFFLE WITH LOG VANES
69 NOT TO SCALE
LIVE STAKE (TYP)
710 g/M2 '1
COIR FIBER
MATTING ITYP)
V
11.
E
n
� B$
gg�
65g
r�
U
H
0
3
0 0
H •�
C
0 c
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rn (D £o
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Project Number 175613085
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Drawing No. It
Revision Sheet
0 69 of 73

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Mecklenburg County Storm Water Services -
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Mint Hill, North Carolina
Title
Typical Stream Structure Details
Issued
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Mecklenburg County Storm Water Services -
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Stevens Creek Restoration Revision
Mint Hill, North Carolina
Title
Typical Stream Structure Details
Issued
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2127 Ayrsley Town Boulevard Sulle 3DD
Charlotte, North CoroWw 28273
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........................... "ITL L ............................... .
END OF POOL/HEAI) OF GLIDE TAIL OF GLIDE/HEAD OF RIFFLE
REFER TO PRORLE AND PROFILE VARIES REFER TO PROFILE FOR STATION
TABLES FOR STATION AND ELEVATION AND ELEVATION
POOL
RIFF E
GLIDE
REFER TO RIFFLE DETAIL FOR TYPE
AND DEPTH OF SUBSTRATE
GUIDE MATERIAL SHALL CONSIST
HEADER LOG
OF NATIVE CHANNEL
NOTES -
OTES:MATERIALS,
MATERIALS 'MINIMZING THE SILT
EXISTING GR\MOUND
AND CLAY CONTENT.
1. WHERE GLIDE B LOCATED ABOVE THE
••
EXISTING CHANNEL BED, THE SURFACE
STREAMBED
OF THE GLIDE SHALL BE 6'OF NATIVE
CONSTRUCTED GLIDE TYPICAL PROFILE VIEW
MATERIAL UNERLAID WITH NCDOT
FOOTER LOG
ABC STONE.
IX. GRADE
2. WHERE NCDOT ABC STONE IS PLACED,
NAILS SO THAT NO FABRIC IS
COMPACT WITH EXCAVATOR BUCKET.
........................... BANKFULL ................................
END OF POOUHEAD OF GLIDE TAIL OF GLIDEMEAD OF RIFFLE
REFER TO PROFILE AND PROFILE VARIES REFER TO PROFILE FOR STATION
TABLES FOR STATION AND ELEVATION AND ELEVATION
GLIDE
RIFFLE
REFER TO RIFFLE DETAIL FOR TYPE
AND DEPTH OF SUBSTRATE
POOL
,.rs3ok"
CONSTRUCTED GLIDE WHEN ABOVE
EXISTING CHANNEL TYPICAL PROFILE VIEW
1 CONSTRUCTED GLIDE
71 NOT TO SCALE z
x
z Q
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a EXISTING TOP OF BANK
fly <
ox
EXISTING CHANNEL
�z
z�
EXISTING GROUND
EXISTING TOP OF BANK
`�
IMPERVIOUS SELECT $ O O ''
OY
MATERIAL z w y B <
NOTES: - -
a O m
1. BEFORE WRAPPING PLUG WITH COIR RBER S fl
MAIIING,MVINTOPSOILANDTILI THE Q &< OWy &
UPPER IC -CTO HELP VEGETATION TO
ESTABLSH.
2 RAKE SOIL LEVEL AND ADD SEED AND
MULCH BEFORE NSTAW NG COIR FIBER
MATTING. PLAN VIEW
3. ALL MATERIALS ARE TO BE APPROVED BY
ENGINEER OR ENGINEERS ONSITE
CONSTRUCTION MANAGER.
MIX IN TOPSOIL AND TILL AT BANKFULL WIDTH
4"-6' DEEP � 10 FT. � COBE MATIB4G
4:1 SLOPE
IM
FLOW
0-011-
MIN.3 LF OF HEADER AND
FOOTER LOGS BURRIED -�
UNDER STREAMBED
FILTER FABRIC
BACKFILL WITH UPSTREAM
RIFFLE MATERIAL
HEADER LOG WITH 2030 DEG
SLIGHT OVERHANG
FOOTER LOG C /
ANCHOR BOULDER}\
ROINSTALLED
UNDER \\\
UNDER LOG VANE
ROOTWADS HALL
EXTEND INTO BANK f 1
A MIN. OF 10 LF
TIE BOTH LOGS
INTO STREAMBANK
Ile
PC
c
BANKFULL
_I
FILTER FABRIC TO BE CUL ABOVE BANKFULLWIDTHI- I
NAILS SO THAT NO FABRIC IS
HEADER LOG
HEADER AND FOOTER
EXPOSED AT FINISHED GRADE
v
EXISTING GR\MOUND
a •
••
© IMPERVIOUS
STREAMBED
FILTER FABRIC
IM
FLOW
0-011-
MIN.3 LF OF HEADER AND
FOOTER LOGS BURRIED -�
UNDER STREAMBED
FILTER FABRIC
BACKFILL WITH UPSTREAM
RIFFLE MATERIAL
HEADER LOG WITH 2030 DEG
SLIGHT OVERHANG
FOOTER LOG C /
ANCHOR BOULDER}\
ROINSTALLED
UNDER \\\
UNDER LOG VANE
ROOTWADS HALL
EXTEND INTO BANK f 1
A MIN. OF 10 LF
TIE BOTH LOGS
INTO STREAMBANK
Ile
PC
c
BANKFULL
_I
FILTER FABRIC TO BE CUL ABOVE BANKFULLWIDTHI- I
NAILS SO THAT NO FABRIC IS
HEADER LOG
HEADER AND FOOTER
EXPOSED AT FINISHED GRADE
v
POINT BAR
LOGS SHALL BE
PLACED INTO THE
42
EXISTING SUBSTRATE
STREAMBED
FILTER FABRIC
SECTION B -B
FOOTER LOG
STREAM BED
IX. GRADE
SECTION A4
BANKFULL ELEVATION
STREAMBANK
, 1/2 BANKFULL ELEVATION
AT A MIN. OF 5 LF
HEADER AND FOOTER
a)
POINT BAR
LOGS SHALL BE
PLACED INTO THE
42
EXISTING SUBSTRATE
STREAMBED
4J
SECTION B -B
PLAN VIEW
NOTES:
FILTER FABRIC TO BE CUT ABOVE
U E
b $
NAILS SO THAT NO FABRIC IS
1. FILTER FABRIC SHALL BE INSTALLED ON THE UPSTREAM SIDE OF THE STRUCTURE I/4 LOG DIAMETER HEIGHT FROM THE TOP OF THE LOG.
EXPOSED AT FINISHED GRADE
HEADERLOG
THE NAILS SHALL BE NO GREATER THAN 12 INCHES ON CENTER. FILTER FABRIC SHALL BE BURIED IN THE BOTTOM OF THE CHANNEL
LIVE STAKES (TYP.)
WRAP THE STRUCTURE AND THEN HAVE EXCESS MATERIAL CUT AND BURIED SO THAT NO FABRIC IS VISIBLE AT FINAL GRADE.
2. A HYDRAULIC EXCAVATOR, WITH A HYDRAULIC THUMB. SHALL BE USED TO PUCE LOGS WITH THE SUPERVISION OF THE ENGINEER.
SOIL BACKFILL
-
3. LOGS SHALL TIE IN TO THE BED AT I/3 BANKFULL WIDTH FROM THE BANK.
O
BACKFILL MATERIAL
�o
4. LOG VANESHALL EXTEND FROM THE BOTTOM OF THE BED ELEVATION TO THE HEAD OF THE VANE TO A DEPTH OF 1/2 BANKFULL
FILTER FABRIC
ELEVATION. THE LOG VANE ARM HAS A SLOPE OF 2%-4%.
STREAM BED
5. ALL LOGS SHALL BE RELATIVELY STRAIGHT AND FREE FROM ROT OR DECAY.
FOOTER LOG
SECTION C -C
7. ALL MATERIALS ARE TO BE APPROVED BY ENGINEER OR ENGINEERS ONSITE CONSTRUCTION MANAGER.
2 LOG VANE
71 NOT TO SCALE
A
A'
INVERT BOULDER
7 MIN. DIAMETER
(TYP,)
T -C "P.)
ANCHOR BOULDER
7 MIN. DIAMETER
NO GAPS BETWEEN
FOOTER BOULDERS
RIFFLE MATERIAL
3S' (TYP.) FOOTER BOULDER
7 MIN. DIAMETER
jIYP.)
PROFILE
3'
We I 3'
WLOWROW
MIN. 6' OVERLAP
ANCHOR BOULDER
l__ -L-_ _1 i I jiYP.)
1 d 11 I
l _ _ _ FOOTER BOULDER
SAP - EYP)
INVERT BOULDER ANCHOR BOULDER GAPS NO GAPS BETWEEN
(rYP) 6--17' (TTP.) FOOTER BOULDERS
SECTION A=A'
ILDER NOTES:
1. CHANNEL STONE SHALL BE PERREACH TABLE IN THE CONSTRUCTED RIFFLE DETAIL.
2. BOULDERS SHALL BE DURABLE ROCK AND OF 7 MIN. DIAMETER.
3. CHANNEL PROFILE SHALL BE BASED ON INVERT BOULDERS. INVERT BOULDERS SHALL BE SECURELY LODGED BEHIND ANCHOR
BOULDERS. INVERT BOULDERS SHALL OVERLAP UPSTREAM SIDE OF ANCHOR BOULDERS BY AMINIMUM OF 6' ON BOTH SIDES.
4.ANCHOR BOULDERS SHALL PROTRUDE 3`e ABOVE INVERT BOULDERS.
S. CHINK GAPS BETWEBI INVERT AND ANCHOR BOULDERS WITH 50/50 MIXTURE OF CLASS A AND B RIP -RAP.
BOULDER SILL
N I NOT TO SCALE
BOULDER SILL
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Project Number: 175613085
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Drawing No. #
Revision Sheet
0 71 of 73

CON
TYPAR GEOCELL GS TYPAR
ST NDARDS, e
SYSTEMS. REFER TO TYPAR STANDARDS,
SPECIFICATIONS. AND INSTALLATION GUIDE 72
FOR CONSTRUCTION.
EX. GRADE
PROP.GRADE
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NO. 57 STONE
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TYPAR 3401 G AASHTO CLASS 3GEOTEXnLE -
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_.
l _ _ _ _ _ _ _ _ _ _ _ _ _ _ — — — — — l
(OR APPROVED EQUIVALENT) (TYP.J
6.5'
6.5'
I6' (L)x 6S(WJ x 17 (D) SMffH-CATREGUARD.
REFER TO SMITH -MIDLAND CORPORATION DEVILS AND
SPECIFICATIONS FOR INSTALLATION. (TYP.)
SECTION VIEW
7' GRAVEL DEPTH (NO. 57 STONE)
TYPAR GEOCELL GS 220/200 CONFINEMENT
SYSTEMS. REFER TO TYPAR STANDARDS,
MATRON GUIDE
MIN. 3 (TYP.) PLAN VIEW
1 FORD CROSSING
72 NOT TO SCALE
2
QV
�2)
CATTLE GUARD INSTALLATION NOTES:
1. ANCHOR GEOCELL AND GEOTEXTILE UNDERLAYER UNDER
CATIIEGUARD.
2 EXCAVATE A 7.5k17 HOLE FOR EACH CATTLE GUARD. DEPTH MAY BE
VARIED ACCORDING TO CONDITIONS.
3. WHEN DIGGING, PUCE THE DIRT ON EACH SIDE OF THE EXCAVATION.
4. RLL THE BOTTOM NOF THE HOLE WITH GRAVEL BEFORE SETTING IN THE
CATTLE GUARD.
S. AFTER GUARD 5 SET. USE EXCAVATION DIRT TO BUILD UP EACH SIDE OF
THE GUARD, THEN COVER THE DIRT WITH FRESH GRAVEL.
d. REFER TO ALL CURRENT DETAILS AND SPECIFICATIONS BY
SMITH -MIDLAND CORPORATION FOR INSTALLATION.
.«.rmoo.e smu°° wna�ew.w« e.n. m°. s. maw.e o.«m «.wm.,a«rrwr• c.�;cs.
Pima.`e.m.°.b."no`a"a,Z;- �,.°.r°a
Typare Geocell 220200 Cellular Confinement System ...;,q,vet°`�m.a'�a"we°m;d;,°"m`r"°r'"°°°"«.mn..r.ai
(see Table 1) n°ro ,rra amw.m �r.o- °a *rw `cR..;;cs ;;rro-n a. °ew;m..m orrmm a. m. ceammiwmw
Crushed Aggregate Fill (see Note 5)
TypareGeocell.3" dia. Fixing Pins (seeTable 2 "°me.°°,4°"°°n° ry=.nwK°r.°"."_a „°.° ew°°n ••wr.e�. rr° �., o.°.�«.xuwn..«L.m.
& Detail 3) Tension Cellular Confinement System
and Anchor Panels in Place during the filling process Table 1 : Typar Geocell GS"" 2201200 Product Specifications
se
cx wmna o.m.d, in .
Ce. twee M«.M In tecta
Typare Geocell 220200 Cellular Confinement System
(see Table 1)
No. 57 Aggregate Fill (see Note 5)
Optional Geotext le Layer (see Note 3)
Fixing Pins Secured Over Cellular Wall
(see Table 2, Section 1 & Note 4)
Existing Soil Profile (see Notes t & 2)
Teak 2 : Typar Geocall GS"° Fixing Pins
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me•rt°dayb any�irmm°n°n°r rrw"roru�l°ruro urmrmnpara°wm ee�"minrx�r M°N ur s°w a"rwnwnsRnny mrne user nM"e�e urr
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Fixing Pin Head Oriented over
lz Typos Geocell Wall (see Detail 2)
Typare Geocell 3' dia. Steel Rebar Fixing Pin
(see Table 2) (or engineer approved equivalent)
I o ng Pins may be removed under certain conditions
after Typare Geocell is completely filled
- - - NOT FOR -- - - - Typar® Geocell GS 220/20
TYPAR Geosynthetics Toll -Free: 1aaa-x,sa,a
CONSTRUCTION T"°"°"`"° "`°'"" `°""" For Ground Stabilization
. .. TMa ro r4n �.r.. „a..".,�.w.
Specification, Design & Installation Guide
2 TYPAR GEOCELL GS 720/200 CELLULAR CONFINEMENT SYSTEM DETAIL
72 NOT TO SCALE
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0 72 of 73

I
BANKFULL WIDTH,
GEOCELL EXPOSED AT LOW FLOW _
ELEVATION AND BELOW
_ OUTSIDE BEND
INNER BERM
FLOW WIDTH,
BANKFULL WIDTH. W_
GEOCELL BURIED UNDER BANKS (TO BANKFULL WIDTH)
6 NO.9 AGGREGATE BASE
GEOCELL BURIED UNDER BANKS
BURY BOULDERS TO
STABILIZE GEOCELLS
IF NEEDED
L
7 MIN
TYPAR GEOCELL CELLULAR
CONFINMENTSYSTEM
SAND/GRAVEL RLL (SEE NOTES) e
TYPAR GEOCELL 0.3" DIA. FIXING PINS. (SEE DETAIL 3)
TENSION CELLULAR CONFINEMENT SYSTEM AND ANCHOR
PANELS IN PLACE DURING THE FILLING PROCESS
slwel>,ealm —
Typar G*mWI GS Cegu W Confi roment System: Typical Pinning Giagmm
sUK.n*s
CONSTRUCTED RIFFLE
TYPAR GEOCELL GS 250/150
CONeNUMBER
O MENT CONFINEMENT
� NUMBER OF CONFINEMENT
SYSTEMS WILL VARY BY SITE
TYPAR GEOCELL (BURIED).
ROCK VANE WITH J -HOOK
�l CONSTRUCTED MUSSEL HABITAT
73 NOT TO SCALE
._ LO�ROW
TYPAR GEOCELL GS 250/150
CONFINEMENT SYSTEMS. e
NUMBER OF CONFINEMENT 73
SYSTEMS WILL VARY BY SITE.
TYPAR GEOCELL (BURIED).
NOTE: STRUCTURES SHOWN
ARE FOR ILLUSTRATIVE
PURPOSES ONLY. REFER TO
PLANS FOR ALL STRUCTURE
TYPICAL POOL PLAN VIEW PLACEMENT AND DESIGN.
YPAR GEOCELL CELLULAR
CONFINEMENT SYSTEM
VASHED NO. 57 AGGREGATE OR NATIVE HLL
AS DETERMINED BY ENGINEER)
;EOTEXITLE. NOT TO BE USED FOR THIS APPLICATION.
IXING PINS INSTALLED ON DOWNSLOPE SIDE OF
:EOTEXPLE WALL (SEE DETAIL I
SAND/GRAVEL LAYER TO BE PLACED UNDERNEATH
)EOGELL CELLULAR CONFINEMENT SYSTEM
TYPAR GEOCELL GS 250/150 FILLED WITH WASHED
NO. 57 AGGREGATE OR NATIVE MATERIAL
3' MIN.
GEOCELL PANEL BURIED
6' NO.9 AGGREGATE BASE
CONSTRUCTED ROCK RIFFLE
WITH LOG VANES
■
GEOCELL PANEL BURIED
UNDER RIFFLE SUBSTRATE
(OR OTHER STRUCTURE).
SEE PLANS FOR STRUCTURE
PLACEMENT AND DESIGN.
TYPICAL GUIDE PROFILE VIEW
TYPAR GEOCELL GS 250/150 FILLED WITH WASHED
NO. 57 AGGREGATE OR NATIVE MATERIAL
V MIN.
I:
W
GEOCELL PANEL BURIED
o�y
d' N0.9 AGGREGATE BASE
3
GEOCELL PANEL BURIED UNDER
S a
ROCK VANE (OR OTHER STRUCTURE).
SEE PLANS FOR STRUCTURE
GEOCELL EXPOSED AT LOW
TYPICAL POOL PROFILE VIEW
FLOW ELEVATION AND BELOW
Z6 °
B
G' WASHED NO.9
t Foo
p
gS P
FLOODPWNSLOPE AGGREGATE BASE
LOW
ROW WIDTH, W,
NPASTBANKFULL
PROPOSED ROCK VANE.
WIDTH OF AGGREGATE OR NATIVE FILL
(STRUCTURES WILL VARY, REFER TO PUNS).
BURY GEOCELL UNDERNEARTH
STRUCTURE AT ENGINEER'S DIRECTION.
GEOCELL BURIED UNDER BANKS (TO BANKFULL WIDTH)
6 NO.9 AGGREGATE BASE
GEOCELL BURIED UNDER BANKS
BURY BOULDERS TO
STABILIZE GEOCELLS
IF NEEDED
L
7 MIN
TYPAR GEOCELL CELLULAR
CONFINMENTSYSTEM
SAND/GRAVEL RLL (SEE NOTES) e
TYPAR GEOCELL 0.3" DIA. FIXING PINS. (SEE DETAIL 3)
TENSION CELLULAR CONFINEMENT SYSTEM AND ANCHOR
PANELS IN PLACE DURING THE FILLING PROCESS
slwel>,ealm —
Typar G*mWI GS Cegu W Confi roment System: Typical Pinning Giagmm
sUK.n*s
CONSTRUCTED RIFFLE
TYPAR GEOCELL GS 250/150
CONeNUMBER
O MENT CONFINEMENT
� NUMBER OF CONFINEMENT
SYSTEMS WILL VARY BY SITE
TYPAR GEOCELL (BURIED).
ROCK VANE WITH J -HOOK
�l CONSTRUCTED MUSSEL HABITAT
73 NOT TO SCALE
._ LO�ROW
TYPAR GEOCELL GS 250/150
CONFINEMENT SYSTEMS. e
NUMBER OF CONFINEMENT 73
SYSTEMS WILL VARY BY SITE.
TYPAR GEOCELL (BURIED).
NOTE: STRUCTURES SHOWN
ARE FOR ILLUSTRATIVE
PURPOSES ONLY. REFER TO
PLANS FOR ALL STRUCTURE
TYPICAL POOL PLAN VIEW PLACEMENT AND DESIGN.
YPAR GEOCELL CELLULAR
CONFINEMENT SYSTEM
VASHED NO. 57 AGGREGATE OR NATIVE HLL
AS DETERMINED BY ENGINEER)
;EOTEXITLE. NOT TO BE USED FOR THIS APPLICATION.
IXING PINS INSTALLED ON DOWNSLOPE SIDE OF
:EOTEXPLE WALL (SEE DETAIL I
SAND/GRAVEL LAYER TO BE PLACED UNDERNEATH
)EOGELL CELLULAR CONFINEMENT SYSTEM
TYPAR GEOCELL GS 250/150 FILLED WITH WASHED
NO. 57 AGGREGATE OR NATIVE MATERIAL
3' MIN.
GEOCELL PANEL BURIED
6' NO.9 AGGREGATE BASE
CONSTRUCTED ROCK RIFFLE
WITH LOG VANES
■
GEOCELL PANEL BURIED
UNDER RIFFLE SUBSTRATE
(OR OTHER STRUCTURE).
SEE PLANS FOR STRUCTURE
PLACEMENT AND DESIGN.
TYPICAL GUIDE PROFILE VIEW
TYPAR GEOCELL GS 250/150 FILLED WITH WASHED
NO. 57 AGGREGATE OR NATIVE MATERIAL
V MIN.
I:
r
GEOCELL PANEL BURIED
o�y
d' N0.9 AGGREGATE BASE
GEOCELL PANEL BURIED UNDER
S a
ROCK VANE (OR OTHER STRUCTURE).
SEE PLANS FOR STRUCTURE
PLACEMENT AND DESIGN.
TYPICAL POOL PROFILE VIEW
FIXING PIN HEAD ORIENTED
' OVER TYPAR GEOCELL WALL
TYPAR GEOCELL 0.37 DIA. STEEL REBAR FIXING PIN. (SEE TABLE 2)
(OR ENGINEER APPROVED EQUIVALENT)
FIXING PINS TO REMAIN AFTER TYPAR
GEOCELLS ARE FILLED (AS NEEDED)
INSTALLATION NOTES:
�.e 1. LEVEL THE EXISTING SURFACE PRIOR TO APPLYING TYPAR GEOCELL.
2. a OF NO.9 AGGREGATE TO BE PLACED UNDERNEATH THE GEOCELL CONFINEMENT SYSTEM AS A BASE
IF PRESENT, SIMILAR SIZED NATIVE MATERIAL CAN BE USED FOR THE N' BASE AS APPROVED BY ENGINEER.
3. EACH SITE WILL REQUIRE (4) OR MORE TYPAR GEOCELL CONRNEMENT SYSTEMS TO BE USED TO COVER DESIRED
AREA AND TO BURY UNDER BANKS. GEOCELL CONFINEMENT SYSTEMS TO BE USED FOR EACH SITE SHALL BE
STAPLED OR SEWN TOGETHER PRIOR TO STAKING INTO PUCE
3 Typa n Geoeell GS Fixing Pin
1.
Table 2: Typara GeocNl Cellular Confinement System Fixing Pins
R.
2 TyparY Geocell GS Cellular Conflna M System: Typical Slope Construction Profile
M MODIFIED TYPAR GEOCELL GS 250/150 CELLULAR CONFINEMENT SYSTEM DETAIL
73 NOT TO SCALE
4. USE PINS AROUND THE PERIMETER OF THE CELLULAR CONFINEMENT SYSTEM AS NEEDED TO HOLD OPEN
GEOCELLS TO REFILLED.
5. AFTER TYPAR GEOCELL HAS BEEN ANCHORED IN PLACE RLL IN THE CELLS WITH WASHED NO. 57 AGGREGATE
OR NATIVE MATERIALS AS DETERMINED BY THE ENGINEER.
5.1. A LIST OF LOCATIONS TO HARVEST NATIVE MATERIALS 61N TABLE I.
52. HARVEST LOCATIONS ARE BASED ON DATA COLLECTED IN 2016 AND ARE SUBJECT TO CHANGE. FINAL
HARVEST LOCATIONS SHALL BE VERIRED WITH THE ENGINEER PRIM TO CONSTRUCTION.
6. AGGREGATE OR NATIVE RLL SHALL EXTEND TO THE WIDTH OF THE INNER BERM IN GLIDES AND AS SHOWN ON
THE TYPICAL CROSS SECTION FOR POOLS.
7 NATIVE MATERIAL THAT IS HARVESTED ON SITE SHALL BE HARVESTED IN SUCH A WAY THAT MINIMIZES THE
COLLECTION OF SILT AND CLAY PARTICLES. GRAVEL. COBBLE AND SAND ARE THE DESIRED MATERIALS TO BE
HARVESTED.
8. PINS USED AROUND THE PERIMETER CAN BE REMOVED AFTER GEOCELL CONFINEMENT SYSTEM 6 FILLED AND
STABILIZED AND PRIOR TO BACKFILL.
9. DO NOT USE GEOTEXIILE UNDER GEOCELL6.
10. FOR GENERAL CONVENIENCE IT 6 ADVISABLE TO RLL FROM THE EDGE INWARD, OR FROM THE TOE OF SLOPE
UPWARD.
11. ENSURE TYPAR GEOCELL IS COMPLETELY COVERED, PROLONGED EXPOSURE TO SUNLIGHT WILL EFFECT THE
PRODUCTS LONGEVITY.
12. DO NOT DRIVE ON SURFACE PRIOR TO FILLING.
13. BOULDERS MAY BE USED TO STABILIZE GEOCELL CONFINEMENT SYSTEMS AS DETERMINED BY ENGINEER.
Table I • Locations to Harvest Natlw Material
Desl n Reach Reach 1 Reach 2 Reach 3 Reach 4
Desi n Station 29~34 38+9D 29x36 51+39 52+303 52+55 66M9 77+34 80+70
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Project Number. 175613085
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Drawing No. #
Revision Sheet
0 73 of 73
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