20171645 Ver 1_Complete PCN Application_20171221

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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
1 a.
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
1 d.
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
1 g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
N Yes ❑X No
1 h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes ❑ No
2.
Project Information
2a.
Name of project:
Millbrook Exchange Park (MXP) Stream Restoration
2b.
County:
Wake
2c.
Nearest municipality / town:
Raleigh
2d.
Subdivision name:
N/A
2e.
NCDOT only, T.I.P. or state project no:
N/A
3.
Owner Information
3a.
Name(s) on Recorded Deed:
City of Raleigh
3b.
Deed Book and Page No.
002017, 00479
3c.
Responsible Party (for LLC if
applicable):
3d.
Street address:
1905 Spring Forest Rd
3e.
City, state, zip:
Raleigh, NC 27615
3f.
Telephone no.:
3g.
Fax no.:
3h.
Email address:
Page 1 of 10
PCN Form — Version 1.4 January 2009

4.
Applicant Information (if different from owner)
4a.
Applicant is:
❑ Agent ❑X Other, specify: CoR Project Manager
4b.
Name:
Lory Willard
4c.
Business name
(if applicable):
City of Raleigh
4d.
Street address:
127 West Hargett Street
4e.
City, state, zip:
Raleigh, NC 27601
4f.
Telephone no.:
(o) 919-996-4012; (m) 919-307-6572
4g.
Fax no.:
4h.
Email address:
[e-mail]
5.
Agent/Consultant Information (if applicable)
5a.
Name:
Jonathan Page
5b.
Business name
(if applicable):
North Carolina State Universiy
5c.
Street address:
Campus Box 7625
5d.
City, state, zip:
Raleigh, NC 27695
5e.
Telephone no.:
(o) 919-515-8595; (m) 843-384-7799
5f.
Fax no.:
5g.
Email address:
[e-mail]
Page 2 of 10

B.
Project Information and Prior Project History
1.
Property Identification
1a.
Property identification no. (tax PIN or parcel ID):
1717722022
1 b.
Site coordinates (in decimal degrees):
Latitude: 35.870935 Longitude: -78.606675
1 c.
Property size:
48.36 acres
2.
Surface Waters
2a.
Name of nearest body of water to proposed project:
Perry Creek
2b. Water Quality Classification of nearest receiving water:
B; NSW
2c.
River basin:
Neuse
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:
The proposed project reach of UT Perry Creek (871 LF) is located within Millbrook Exchange Park (owned by the City of Raleigh). The proposed
project lies within the extents of an old impoundment created by an earthen dam. The dam was breached in the 1980s. UT Perry Creek drains a very
urban catchment and has incised through the legacy sediment that settled behind old dam. The existing channel is actively incising and eroding banks.
3b.
List the total estimated acreage of all existing wetlands on the property: 0
3c.
List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 1,200
3d.
The
Explain the purpose of the proposed project:
purpose of the proposed project is to restore the stream using grade controls to arrest the active incision and bank erosion with the project reach.
3e. Describe the overall project in detail, including the type of equipment to be used:
Excavators will install grade controls constructed of large rock and boulders within the channel (similar to cross -vanes). See attached project narrative.
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?
❑ Yes X❑ 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):
Agency/Consultant Company:
Other:
4d.
If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5.
Project History
5a.
Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑ Yes ❑X No ❑ Unknown
5b.
If yes, explain in detail according to "help file" instructions.
6.
Future Project Plans
6a.
Is this a phased project?
❑ Yes ❑X No
6b.
If yes, explain.
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 ❑X 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 T
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)
3g.
Impact
length
(linear
feet)
S1 P
Stabilization
UT Perry Creek
INT
DWQ
10
871
S2 -
Choose one
S3 -
Choose one
S4 -
Choose one
S5 -
Choose one
S6 -
Choose one
3h. Total stream and tributary impacts
871
3i. Comments:
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 indivi ually list all open water impacts below.
4a.
Open water
impact number
Permanent (P) or
Temporary T
4b.
Name of waterbody
(if applicable)
4c.
Type of impact
4d.
Waterbody
type
4e.
Area of impact (acres)
01
Choose one
Choose
O2 -
Choose one
Choose
03 -
Choose one
Choose
04 -
Choose one
Choose
4f. Total open water impacts
4g. Comments:
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.
Wetland Impacts (acres)
5d.
Stream Impacts (feet)
5e.
Upland
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
P1
Choose one
P2
Choose one
5f. Total:
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
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?
❑X Neuse ❑ Tar -Pamlico ❑ Catawba ❑ Randleman ❑ Other:
6b.
Buffer Impact
number —
Permanent (P) or
Temporary (T)
6c.
Reason for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1
impact
(square
feet)
6g.
Zone 2
impact
(square
feet)
B1 T
Construction access path.
UT Perry Creek
No
21,400
0
B2 P
Greenway.
UT Perry Creek
No
0
495
B3 -
Yes/No
B4 -
Yes/No
B5 -
Yes/No
B6 -
Yes/No
6h. Total Buffer Impacts:
21,400
495
6i. Comments:
Page 5 of 10

D.
Impact Justification and Mitigation
1.
Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The restoration effort has been limited to the most degraded reach of UT Perry Creek. The proposed project is confined to the existing channel, which
minimizes disturbance to the site and existing riparian vegetation.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Construction activities will be confined to the LOD shown on the project plans, which is only on the North side of the existing channel. Construction
equipment will use this area to build the proposed structures and move all construction materials need to repair the stream.
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?
❑ Yes ❑X 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
El Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3.
Complete if Using a Mitigation Bank
3a.
Name of Mitigation Bank:
3b.
Credits Purchased (attach receipt and letter)
Type: Choose one
Type: Choose one
Type: Choose one
Quantity:
Quantity:
Quantity:
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:
linear feet
4c.
If using stream mitigation, stream temperature:
Choose one
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f.
Non -riparian wetland mitigation requested:
acres
4g.
Coastal (tidal) wetland mitigation requested:
acres
4h.
Comments:
5.
Complete if Using a Permittee Responsible Mitigation Plan
5a.
If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
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 ❑X 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:
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).
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
❑ Yes X❑ 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.
Stream restoration activities will not change existing grading adjacent to the channel. All proposed work
❑ Yes ❑X No
will
take place within the existing channel onsite. After construction is finished all disturbed vegetation will
be
replanted with an aggressive re -vegetation plan. See attached project plans.
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 ❑X No
2c.
If this project DOES NOT require a Stormwater Management Plan, explain why:
Stream restoration / enhancement. The LOD is only 0.6 acres and all major work will be contained within the existing channel.
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?
NA
❑ 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
❑ 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)?
1 c.
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.)
Comments:
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,
❑ Yes ❑X No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b.
Is this an after -the -fact permit application?
❑ Yes ❑X No
2c.
If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3.
Cumulative Impacts (DWQ Requirement)
3a.
Will this project (based on past and reasonably anticipated future impacts) result in
❑ Yes ❑X 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.
Stream
rehabilitation and repair site is located within an existing park owned by the City of Raleigh.
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.
N/A
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
❑ Yes ❑X
No
habitat?
5b.
Have you checked with the USFWS concerning Endangered Species Act
❑ Yes ❑X
No
impacts?
5c.
If yes, indicate the USFWS Field Office you have contacted.
5d.
What data sources did you use to determine whether your site would impact Endangered Species or
Designated Critical
Habitat?
NOAA Habitat Conservation Mapper
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?
NOAH Habitat Conservation Mapper
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?
Wake County Records and City of Raleigh Surveyor.
8. Flood Zone Designation (Corps Requirement)
8a.
Will this project occur in a FEMA -designated 100 -year floodplain?
❑ Yes
❑X No
8b.
If yes, explain how project meets FEMA requirements:
8c.
What source(s) did you use to make the floodplain determination?
FEMA Maps
Lory Willard
12-09-2017
Applicant/Agent's Printed Name
Date
V Applicant/Agent's Signature
(Agent's signature is valid only if an authorization
letter from the applicant isprovided.)
Page 10 of 10

NC STATE UNIVERSITY
PCN Project Narrative:
Millbrook Exchange Park Project Narrative - UT Perry Creek
The site of the proposed project is approximately 1,000 LF reach of channel that is an
unnamed tributary (UT) to Perry Creek that passes through City of Raleigh's Millbrook
Exchange Park (1905 Spring Forest Rd, Raleigh, NC 27615; N 35o 52' 14.8" W 78o 36'24.0").
Most of the proposed project is located within the former extents of an impoundment created
by an earthen dam near the park boundary. The dam was breached in the 1980s. This reach
receives stormwater runoff from a 180 -acre, 85% -developed drainage area that includes
most of the park (see table below). Development in the drainage area has caused increased
storm flows (in both magnitude and duration) and shear stress applied to the channel bed
and banks. As a result, the channel has dramatically incised through legacy sediment that
accumulated in the former impoundment, exporting large quantities of sediment from the
bed and banks. On average, the channel bed is incised 5 to 6 feet below its probable
predevelopment level. Along approximately 150 LF of this reach, the channel has incised up
to 12 feet. This channel conveys a substantial amount of sand and fine gravels from upland
urban developed land and from upstream bed and bank erosion. Preliminary estimates of
sediment -transport rates from upland, upstream, and within the project reach range from
700 to 1,300 tons per year.
UT Perry Creek Site and Watershed Summary
River Basin Neuse River
Sub -watershed Perry Creek
Impairments (Perry Creek) 303(d) and TMDL (2010*)
Drainage Area 180 acres (0.28 miz)
Total Developed Area 153 acres (85%)
Impervious Area 40 acres (22%)
*Benthic macroinvertebrate community bioclassification
The City of Raleigh and NCSU BAE was awarded an Innovative Stormwater Grant through
Clean Water Management Trust Fund (CWMTF) to install a series of grade control structures
to repair and rehabilitate UT Perry Creek (see attached proposal and award letter). By
installing a series of rock and boulder grade control structures (see attached project plans),
the proposed project is expected to reduce the export of channel sediment and nutrients to
downstream reaches and surface waters, build a new stream bed with watershed -supplied
and upstream channel -supplied sediment, and connect the channel to its floodplain. These
grade control structures will cause stream flow to deepen and slow upstream of each weir,
and sediment entrained in the stormflow will settle and accumulate behind the weirs. The
stream bed will gradually aggrade with watershed- and channel -supplied material,
eventually reconnecting the bed and banks to the floodplain.
The grade controls structures will function similarly to boulder cross -vanes, but will be more
weir -like, somewhat taller and more elliptical in shape than typical cross -vanes used in
stream restoration projects. To install the structures, excavators will be used to place the
Millbrook Exchange Park PCN Project Narrative
UT Perry Creek December 9, 2017
1

NC STATE UNIVERSITY
rock and boulders within the channel to the proposed elevations shown on the project plans.
Track trucks and skidsteer loaders will also be used onsite to move construction materials
support the effort of the excavators placing the boulders in the channel. All construction
activities will be within the Limits of Disturbance (LOD) shown on the project plans. After
construction of the structures, and aggressive revegetation plan will be implemented to re-
establish the riparian vegetation disturbed during construction.
The proposed project will be monitored and evaluated on several levels after
implementation. First, a site inventory and assessment will be conducted. This will include a
vegetation, topographic and geomorphic survey. Suspended sediment load will also be
measured at the site by installing a monitoring station to collect suspended sediment and
turbidity samples and measure flow at the upstream and downstream limits of the proposed
project. The upstream station will characterize upland and upstream TSS concentrations and
loads, while the downstream station will help characterize TSS concentrations and loads
through the highly incised and unstable bed and banks for the project reach. The sediment
load data will be used inform design decisions. Particle size analysis of the sediment samples
will also be conducted to determine the fractions of sand, silt and clay entrained in the flow.
After implementation of the project, the site will be surveyed once a month for two years
with a total station to document and measure sediment aggradation rates to evaluate the
effectiveness of the project to build up a new channel bed. Upstream and downstream TSS
and turbidity monitoring will continue to further support the evaluation of the effectiveness
of the project.
Millbrook Exchange Park PCN Project Narrative
UT Perry Creek December 9, 2017
2

BASIS FOR DESIGN REPORT:
Millbrook Exchange Park Innovative Grade Controls
Prepared by: 11TEMEME, ON Jonathan Page, PE
Biia&Ag North Carolina State University
E N G I N E A I N Biological and Agricultural Eng.
[phone]
[e-mail]
Barbara Doll, Phd, PE
North Carolina State University
Sealmut North Carolina Sea Grant
North Carolina [phone]
[e-mail]
Prepared for: Kevin Boyer
'cx x3
-' City of Raleigh - Water Quality Manager
[phone]
Kevin.Boyer@[e-mail]
Lory Willard
City of Raleigh - Project Manager
[phone]
Lory.Willard@ralei

NC STATE UNIVERSITY
1.0 Project Description
The site of the proposed project is 871 LF reach of unnamed tributary (UT) to Perry Creek
that passes through City of Raleigh's Millbrook Exchange Park (1905 Spring Forest Rd,
Raleigh, NC 27615; N 35o 52' 14.8" W 78o 36'24.0"). Most of the proposed project is located
within the former extents of an impoundment created by an earthen dam near the park
boundary. The dam was breached in the 1980s. This reach receives stormwater runoff
from a 122 -acre, 91% -developed drainage area (Table 1). Development in the drainage
area has caused increased storm flows (in both magnitude and duration) and shear stress
applied to the channel bed and banks. As a result, the channel has dramatically incised
through legacy sediment that accumulated in the former impoundment, exporting large
quantities of sediment from the bed and banks. On average, the channel bed is incised 5 to
6 feet below its probable predevelopment elevation. Along approximately 150 LF of this
reach, the channel has incised up to 12 feet. This channel conveys a substantial amount of
sand and fine gravels from upstream bed and bank erosion.
Table 1: UT Perry Creek Site and Watershed Summary
River Basin
Neuse River
Sub -watershed
Perry Creek
Impairments (Perry Creek)
303(d) and TMDL (20101)
Drainage Areae
122 acres (0.19 miz)
Total Developed Areaz
111 acres (91%)
Impervious Areaz
13 acres (11%)
'Benthic macroin vertebrate community bioclassification
2USGS StreamStats - See attached documentation
The City of Raleigh was awarded an Innovative Stormwater Grant through Clean Water
Management Trust Fund (CWMTF) to repair the stream by installing a series of grade
control structures to stabilize the system, hold grade and raise the bed of UT Perry Creek.
By installing a series of rock and boulder grade control structures the proposed project is
expected to reduce the export of channel sediment and nutrients to downstream reaches
and surface waters, build a new stream bed with watershed -supplied and upstream
channel -supplied sediment, and enhance biochemical processes in the riparian zone. The
proposed grade control structures is expected to accelerate aggradation processes by
causing stream flow to deepen and slow upstream of each structure, and sediment
entrained in the stormflow will settle and accumulate behind the structure.
2.0 Project Goals and Objectives
1. Conduct an existing conditions assessment of site constraints, hydrology, hydraulics,
sediment transport and geomorphology.
Millbrook Exchange Park Basis for Design Report
UT Perry Creek December 20, 2017
1

NC STATE UNIVERSITY
2. Develop a grade control structure design that will stabilize active streambed and bank
erosion, control grade, dissipate energy, trap sand and fine gravels, and gradually
rebuild the channel bed through aggradation upstream of the structure.
Conduct a detailed hydraulic and sediment transport analysis of the proposed grade
control structures and channel design.
4. Prepare a proposed engineering design and set of plansheets for environmental
permitting, cost estimating and implementation.
3.0 Grade Control Structure Design
The proposed structures for UT Perry Creek are designed to stabilize active streambed and
bank erosion, control grade, dissipate energy, trap sand and fine gravels, and gradually
rebuild the channel bed through aggradation upstream of the structure. To do this, a hybrid
structure design was developed using components of structures used for erosion and
sediment control and typical cross -vane structures used in stream restoration. The
proposed structure is modeled after a NC DOT Temporary Rock Silt Check - Type A and an
arched cross -vane (Figure 1). Because UT Perry Creek is highly incised, a rock foundation
or base will be installed and boulders will be set on the base at the proposed channel
elevations. The base will be constructed of 40% NC DOT Class A, 40% NC DOT Class B and
20% ASTM #57 using 2:1 side slopes from the existing channel bed up to the elevation that
boulders will be installed. Footer and header boulders (4.0 ft x 3.0 ft x 2.0 ft +/- 0.5 ft) will
be installed on top of the rock base in an arched shape and keyed into the existing stream
bank. A layer of filter stone (50% ASTM #57, 50% ASTM #78) 0.5 ft thick will then be
placed on the upstream side of the structure base. A summary of proposed structure
elevations and dimensions is included in Table 1. A detailed drawing of the proposed
structure is included in the project plans.
Figure 1: NC DOT Rock Silt Check (left) and arched cross -vane (right)
Millbrook Exchange Park Basis for Design Report
UT Perry Creek December 20, 2017
2

NC STATE UNIVERSITY
Table 2: Summary of proposed structure design parameters.
STR
STA (FT)
INV. ELV. (FT)
A ELV. (FT)
WSTR (FT)
XSTR (FT)
HBASE (FT)
LEASE (FT)
1
2+47
332.03
1.0
13.5
8.1
4.0
20.0
2
3+19
331.03
1.0
13.0
7.8
4.0
20.0
3
3+92
330.03
1.0
15.5
9.3
3.0
16.0
4
4+65
329.03
1.0
18.0
10.8
1.5
10.0
5
5+37
328.03
1.0
13.0
7.8
2.3
13.2
6
6+10
327.03
1.0
12.0
7.2
1.5
10.0
7
6+82
326.03
1.0
16.5
9.9
1.0
8.0
8
7+55
325.03
1.0
14.0
8.4
1.0
8.0
9
8+01
324.03
1.5
13.0
7.8
1.0
8.0
10
8+47
322.53
1.5
11.0
6.6
1.0
8.0
11
8+93
321.03
1.5
10.0
6.0
1.0
8.0
In the near term, the rock base is expected to dewater during inter -event periods to
prevent development of standing water and mosquito habitat. As sediment accumulates
upstream of the structures, subsurface flows through the base are expected to provide
water quality benefits through filtration, hyporheic exchange and other biogeochemical
processes.
3.0 Hydrologic Analysis of UT Perry Creek Watershed
The Hydraflow extension of AutoCAD Civil 3D 2017 was used to conduct hydrologic
analysis for the UT Perry Creek watershed using TR55 methodology. UT Perry Creek is an
urban system. The contributing drainage area to the project reach is 122 acres and mostly
developed (91%). However, the dominate Hydrologic Soil Group (HSG) in the watershed is
B and overall impervious cover is relatively low (11%) compared to the total developed
area, resulting in a relatively low composite curve number of 69 (CN). The 24 hour rainfall
totals for select recurrence intervals were used to model the watershed and estimate
discharges and flow volumes. The resulting discharges and flow volumes are included in
Table 3. The modeled discharges described in Table 3 were used in the hydraulic analysis
of the grade control structures and proposed channel design.
Millbrook Exchange Park Basis for Design Report
UT Perry Creek December 20, 2017
3

NC STATE UNNERSITY
Table 3: UT Perry Creek discharges and flow volumes
Event
Rainfall (in)
Discharge (cfs)
Flow Volume (ft3)
Q100%
2.86
36
262,464
Q50%
3.45
62
406,954
Q20%
4.32
108
651,353
Q10%
5.01
147
865,131
Q4%
5.94
203
1,173,897
Q2%
6.69
251
1,436,174
Q1i°
7.44
300
2,707,694
4.0 Hydraulic Analysis of Grade Control Structures
HEC -RAS 5.0 was used to evaluate several specific hydraulic design and stability
components of the proposed project (Figure 2):
1. Evaluation of channel velocities and shear stresses at the structure cross-section to
ensure stability of the proposed structures up to the modeled Qui°.
2. Evaluation of channel velocities, particle settling velocities and pool length ensure that
pools upstream of the structures are hydraulically long and sediment transported by UT
Perry Creek will be settle and aggrade on the upstream side of the structure.
3. Analysis of the water surface elevations of UT Perry Creek to ensure a hydrologic
trespass is not committed on parcels upstream or downstream of the proposed project.
Figure 2: Pre- (left) and post- implementation (right) Q1% (loo) HEC -RAS model
Structure Stability
To ensure stability and long term function of the project, the proposed grade control
structures will be constructed of large boulders and are designed remain intact for events
up to Q1%. Applied shear stress (To) and dimensionless shear stress (T*) at the boundary
was calculated for all structures under Q1% flow conditions (Table 3). To ranged from 1.1
lb/ftz to 1.7 lb/ftz and T* ranged from 0.008 to 0.013. T* is a ratio of the applied for forces to
the forces that resist motion and is used to determine if hydraulic conditions near the
boundary will initiate particle motion, where T* = To /[(YS - YW)*D5o]. Critical conditions for
motion may range from Tc* = 0.040 to 0.053. All modeled values for T* during Q1% flow
Millbrook Exchange Park Basis for Design Report
UT Perry Creek December 20, 2017
4
"--7z ::-I
J K L_ -_J �
Figure 2: Pre- (left) and post- implementation (right) Q1% (loo) HEC -RAS model
Structure Stability
To ensure stability and long term function of the project, the proposed grade control
structures will be constructed of large boulders and are designed remain intact for events
up to Q1%. Applied shear stress (To) and dimensionless shear stress (T*) at the boundary
was calculated for all structures under Q1% flow conditions (Table 3). To ranged from 1.1
lb/ftz to 1.7 lb/ftz and T* ranged from 0.008 to 0.013. T* is a ratio of the applied for forces to
the forces that resist motion and is used to determine if hydraulic conditions near the
boundary will initiate particle motion, where T* = To /[(YS - YW)*D5o]. Critical conditions for
motion may range from Tc* = 0.040 to 0.053. All modeled values for T* during Q1% flow
Millbrook Exchange Park Basis for Design Report
UT Perry Creek December 20, 2017
4

NC STATE UNIVERSITY
conditions are well below 0.040 (i.e. -co- <<< Tc*) indicating all proposed grade control
structures will remain stable for events up to Qui° (Table 4).
Table 4: Summary of hydraulic parameters for structure stability check for Q1%
OD Design
Station
HEC -RAS
Station
WSE (ft)
DSTR (ft)
VSTR (ft/s)
Tu (lb/ftz)
T.
2+47
6+95
334.90
2.9
8.9
1.6
0.012
3+19
6+24
334.56
3.5
7.5
1.1
0.008
3+92
5+55
332.68
2.7
8.3
1.4
0.011
4+65
4+81
331.56
2.5
7.4
1.1
0.008
5+37
4+06
331.17
3.1
7.8
1.1
0.008
6+10
3+36
330.02
3.0
9.3
1.7
0.013
6+82
2+65
328.86
2.8
8.3
1.4
0.010
7+55
1+90
327.69
2.6
8.2
1.4
0.010
8+01
1+45
326.83
2.7
8.1
1.4
0.010
8+47
0+96
325.46
2.9
8.1
1.4
0.010
8+93
0+53
324.07
3.1
8.6
1.5
0.011
Particle Settling Velocity Check
Pool lengths, depths and velocities were evaluated for the Qioo%, Q5o% and Q20% to
determine hydraulic residence time (HT) and make comparisons to the required settling
time (ST-Dso) for the median particle of the bed material. (HT) is calculated as length (L) /
velocity (U) and ST-Dso is calculated as depth (D) / settling velocity (ws) of the Dso. The Dso of
the UT Perry Creek bed material was 0.7 mm and ws was estimated graphically to be 1.9
ft/s from Figure 1.3 in the report published by the US Inter -Agency Committee on Water
Resources, Subcommittee on Sedimentation (1957). Table 5 summarizes the findings from
the settling velocity analysis. For structures and pools ST-Dso <<< HT, indicating sediment
entrained in stream flow during Qioo%, Q5o% and Q20% will readily settle and accumulate
upstream of the proposed grade control structures.
Millbrook Exchange Park Basis for Design Report
UT Perry Creek December 20, 2017
5

NC STATE UNIVERSITY
Table 5: Summary of settling velocity check for Qioo%, Q50%, Q20%
Pool
Parameters
Q100%
Q50%
Q20%
STA (ft)
L (ft)
D
(ft)
U
(ft/s)
HT
(s)
ST -DSO
(s)
D
(ft)
U
(ft/s)
HT
(s)
ST -DSO
(s)
D
(ft)
U
(ft/s)
HT
(s)
ST -DSO
(s)
7+37
170
6.3
0.5
354
3
6.8
0.8
224
4
7.4
1.2
144
4
6+64
71
7.4
0.4
166
4
7.9
0.7
103
4
8.5
1.1
65
4
S+91
69
6.3
0.6
121
3
6.7
0.9
77
4
7.3
1.4
49
4
5+19
74
5.0
0.7
109
3
5.3
1.1
69
3
5.8
1.7
45
3
4+42
75
4.4
0.6
121
2
4.9
0.9
81
3
5.5
1.4
54
3
3+69
70
4.3
0.8
83
2
4.7
1.3
56
2
5.4
1.8
38
3
3+00
71
3.2
1.1
64
2
3.6
1.6
43
2
4.2
2.4
30
2
2+31
75
2.7
1.5
50
1
3.1
2.2
34
2
3.6
3.1
24
2
1+69
46
2.3
2.2
20
1
2.7
3.2
14
1
3.1
4.5
10
2
1+21
49
2.6
1.9
26
1
3.0
2.6
19
2
3.6
3.4
14
2
0+74
42
1 3.3
1.3
32
2
3.7
1.9
22
2
4.3
2.7
16
2
Hydrologic Trespass
Hydraulic analysis was conducted to ensure that a "hydrologic trespass" does not result on
parcels upstream or downstream from implementation of the proposed project. Existing
and proposed Qi% WSE are plotted in Figure 4 below. The proposed project will increase
the Q1% WSE for model stations 8 + 50 to 0 + 54, which are in the immediate vicinity of the
propose project. The western and eastern parcel boundaries of Millbrook Exchange Park
are located at model stations 9 + 46 and 0 + 08, respectively. There is no change in the
water surface elevation from the existing to the proposed condition for model stations 9
+46 to 8 + 99 upstream of the project reach or for model stations 0 + 49 to 0 + 08
downstream of the project reach. This hydraulic analysis confirms that all changes to Q1%
WSEs will be limited to the extents of the project reach and the Millbrook Exchange Park
parcel.
Millbrook Exchange Park Basis for Design Report
UT Perry Creek December 20, 2017
rel

NC STATE UNNERSITY
340 r
338
336
w
v
334
0
332
a�
CO 330
CO
> 328
Q
Z
326
324
322
Qi.io WSE Comparison
1000 900 800 700 600 500 400 300 200 100
HEC -RAS Longitudinal Station (ft)
--*—Existing --*--Proposed
Figure 4: Pre- and post -implementation Q1oio WSE
7.0 Sediment Supply and Available Storage
Sediment supply to the project reach of UT Perry Creek was estimated to evaluate the
sedimentation rates upstream of the proposed grade control structures. Bedload transport
equations described by van Rijn (1987) were used to model bedload transport and supply
to the project reach. A bedload yield curve was constructed for the cross-sections above the
project reach using HEC -RAS outputs for hydraulic radius (RH) and bedload load transport
rates using van Rijn's (1987) equations (Figure 5). Then using the fitted curve and modeled
24 hour design storms from the hydrologic analysis (Qioo%, Qso%and Q2o%), bedload
discharge curves were constructed (Figure 5). The cumulative bedload transported during
the modeled design storms was then summed incrementally as the area under the curves.
The cumulative bedload discharge for the Qioo%, Q5o% and Q2o%events was 151 CY, 273 CY
and 485 CY, respectively (Table 6). Table 7 describes a conceptualized five-year post -
implementation period where the five Q100% events, two Qso% events and one Q2o% event
Millbrook Exchange Park Basis for Design Report
UT Perry Creek December 20, 2017
7

NC STATE UNIVERSITY
Bedload Yield Curve
3.0
2.5 u
y = 1.6212x1. sas
R = 0.9975
C, 2.0
V 1.5
caV
p 1.0 Ad
0.5
0.0
0.0 0.5 1.0
Hydraulic Radius - RH (ft)
1.5
3.0
0.5
co
0.0
10
Bedload Discharge Curves
12 14 16 18
Time (hrs)
Q100% Q50% —0---Q20%
Figure 5: Bedload yield curve (left) and Qloo%, Q5o% and Q2o% bedload discharge curves
(right)
Table 6: Cumulative bedload discharge for Q1oo%, QSo% and Q2o% events
Event
Bedload (CY)
Bedload (tons)
Q100%
151
211
QSO%
273
382
Q20%
485
679
20
Table 7: Cumulative bedload supply over conceptual five-year post -implementation period
AutoCAD C31) 2017 was used estimate the available storage for sediment created by the
proposed structures using surface comparison methods and the Volumes Analyzer tool.
The incremental and total storage volume and mass is included in Table 8. The proposed
project creates storage for up to 935 CY or 1,309 tons of sediment. Table 7 shows that from
Year 3 to Year 5 of the conceptualized five-year post implementation period, the
cumulative bedload transported to the project reach will be 726 CY to 1786 CY. However,
the bedload transport analysis and conceptualized post -implementation monitoring period
does not account for suspended sediment transported to the reach or smaller storm events
Millbrook Exchange Park Basis for Design Report
UT Perry Creek December 20, 2017
N
Q100%
Q50%
Q20%
Incr. Vol. (CY)
Cum. Vol. (CY)
Year 1
X
151
151
Year 2
X
X
424
575
Year 3
X
151
726
Year 4
X
X
424
1150
Year 5
X
X
636
1786
AutoCAD C31) 2017 was used estimate the available storage for sediment created by the
proposed structures using surface comparison methods and the Volumes Analyzer tool.
The incremental and total storage volume and mass is included in Table 8. The proposed
project creates storage for up to 935 CY or 1,309 tons of sediment. Table 7 shows that from
Year 3 to Year 5 of the conceptualized five-year post implementation period, the
cumulative bedload transported to the project reach will be 726 CY to 1786 CY. However,
the bedload transport analysis and conceptualized post -implementation monitoring period
does not account for suspended sediment transported to the reach or smaller storm events
Millbrook Exchange Park Basis for Design Report
UT Perry Creek December 20, 2017
N

NC STATE UNIVERSITY
that may occur more frequently than Qiooio. This suggests that the available sediment
storage capacity could be filled within three to five years and may occur sooner.
Table 8: Summary of storage volume created upstream of proposed structures
Structure
C3D Design
Station (ft)
Storage (CY)
Storage (Tons)
1
2+47
222
311
2
3+19
141
197
3
3+92
117
164
4
4+65
101
141
5
5+37
109
153
6
6+10
91
127
7
6+82
61
85
8
7+55
45
63
9
8+01
15
21
10
8+47
14
20
11
8+93
19
27
Total Storage=
935
1,309
8.0 Implementation Plan
An Erosion and Sediment Control (E&SC) plan has been prepared for permitting and
approval through the City of Raleigh for Land Disturbing Activities and is detailed in the
project plans. All construction activities will be within the Limits of Disturbance (LOD)
shown on the project plans (total LOD is 0.63). Access to the site will be from Rainwater
Drive through a standard construction entrance. A staging and stockpile area will be
established south of Rainwater Drive and west of the existing unimproved path along the
top of the old embankment. A 20 ft wide path will be cleared along the north side of the
existing channel (east and west of the old embankment) for equipment access. Tree
protection fencing will be installed around the LOD to ensure all equipment stays within
the permitted LOD and impacts to the adjacent riparian vegetation are minimized.
To install the structures, excavators will be used to place the rock and boulders within the
channel to the proposed elevations shown on the project plans. Track trucks and skid steer
loaders may also be used onsite to move construction materials from the staging and
stockpile area to the proposed structure location to support the effort of the excavators
placing the boulders in the channel. After construction of the structures, an aggressive
revegetation plan will be implemented to re-establish the riparian vegetation disturbed
during construction.
9.0 Project Risks and Uncertainties
The primary risks and uncertainties for the proposed project are related to the innovative
and untested nature of the grade control structures. Engineering and modeling work was
Millbrook Exchange Park Basis for Design Report
UT Perry Creek December 20, 2017
7

NC STATE UNIVERSITY
conducted using best professional judgement and best engineering design practices. All
supporting calculations and documentation show that the proposed grade control
structures will remain stable under Q1% hydraulic conditions and settle out entrained
particles for flows up to Qzo%. However, the proposed design has not been field tested,
which increases risk and uncertainty in project implementation and success. Additionally,
newly constructed stream structures are particularly vulnerable to damage from flooding
and overbank flows in the 1 - 2 years following implementation. Flood flows can degrade
immature streambank and floodplain vegetation leading to bank erosion, floodplain rills
and channelization, and structure failure. This risk of damage during high flows decreases
substantially after vegetation becomes established on the streambanks and floodplain.
Adaptive management and monitoring strategies may be required to mitigate the risks of
project damage and long term function.
Millbrook Exchange Park Basis for Design Report
UT Perry Creek December 20, 2017
10

Land and Water
Stewardship
NATURAL AND
CULTURAL RESOURCES
November 2, 2016
Mr. Kevin Boyer
City of Raleigh
PO BOX 590
Raleigh NC 27602-0590
Re: 2016-1006 Raleigh, City of - ISW/ Innovative Grade Controls
Dear Mr. Boyer,
Bryan M. Gossage
Executive Director
Clean Water Management Trust Fund
Congratulations! I am writing on behalf of the Clean Water Management Trust Fund (CWMTF) Board of Trustees to
advise you that your project referenced above has been approved and funded.
Grant funds in the amount of up to $240,000 will be available for
the project.
In the near future, CWMTF staff will be in contact with you regarding the next steps in the grant contracting process.
Our partnership to safeguard our state's water supplies, natural heritage, military mission and cultural & historic resources
is critical to protect North Carolina's environment and economic vitality. Thank you for your hard work to help us
accomplish our mission and reachthese shared goals.
If you have any questions or need additional information, please do not hesitate to contact me or your local CWMTF field
representative.
Sincerely,
Bryan M. Gossage
Executive Director
Clean Water Management Trust Fund
Nothing Compares7---,,
State of North Carolina I Department of Natural and Cultural Resources
121 W. Jones Street I Raleigh, NC 27603
1651 Mail Service Center I Raleigh, NC 27699
www.cwmtfnet 1 919.707.9120 T 1 919.707.9121 F

12/4/2017 North Carolina State University Mail - FW: Proposed Modifications to Stream Channel in Millbrook Exchange Park in Raleigh
Jonathan Page <[e-mail]>
FW: Proposed Modifications to Stream Channel in Millbrook Exchange Park in
Raleigh
Boyer, Kevin <[e-mail]> Thu, Jan 21, 2016 at 11:42 AM
To: "Jonathan Page ([e-mail])" <[e-mail]>, "Barbara Doll ([e-mail])" <[e-mail]>
FYI
Kevin Boyer, PE
Water Quality Manager
Stormwater Management Division, City of Raleigh
PO Box 590, Raleigh, NC 27602
Office: [phone] Cell: [phone]
[e-mail] www.raleighnc.gov
From: Smith, Cherri L [mai Ito: [e-mail]]
Sent: Thursday, January 21, 2016 11:37 AM
To: Boyer, Kevin
Subject: RE: Proposed Modifications to Stream Channel in Millbrook Exchange Park in Raleigh
Kevin,
As I understand the project, the Corps of Engineers will be using Nationwide Permit Number 27 (NWP 27) to permit the
stream impacts for this project. The Division of Water Resources will use the corresponding Water Quality Certification
Number 3885 (WQC 3885) to permit these same impacts. Since these permits are typically reserved for those project
proposing to improve water quality and habitat, they are routine in nature.
Since this project qualifies for NWP 27/WQC 3885, the Neuse Riparian Buffer impacts associated with this project are
exempt and require no written authorization from the Division of Water Resources.
If you need anything from this agency in order to proceed with your permit application, please don't hesitate to let me
know. I look forward to seeing the implementation of this innovative City of Raleigh project.
Cherri Smith
Senior Environmental Specialist
DEQ — Division of Water Resources
https://mail.google.com/mail/u/0/?ui=2&ik=bdef55a3a6&jsver=oadh6Bg9AQ8.en.&view=pt&msg=152651100aOef24e&q=jennifer%20burdette&qs=true... 1/2

12/4/2017 North Carolina State University Mail - FW: Proposed Modifications to Stream Channel in Millbrook Exchange Park in Raleigh
From: Boyer, Kevin[mailto:[e-mail]]
Sent: Thursday, January 21, 2016 8:02 AM
To: Smith, Cherri L <[e-mail]>
[Quoted text hidden]
[Quoted text hidden]
"E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties by an authorized City or Law Enforcement official."
https://mai I.goog le.com/mai 1/u/0/?ui=2&ik=bdef55a3a6&jsver=oadh6Bg9AQ8. en.&view=pt&msg=152651100aOef24e&q=jenn ifer%20bu rdette&qs=true... 2/2

o
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MILLBROOK EXCHANGE PARK INNOVATIVE GRADE CONTROLS
UT PERRY CREEK - 1905 SPRING FOREST RD, RALEIGH, NC - WAKE COUNTY
PROJECT DIRECTORY
PROJECT OWNER CITY OF RALEIGH
KEVIN BOYER, PE
WATER QUALITY MANAGER
919.996.3940
[e-mail]
LORY WILLARD
PROJECT MANAGER
919.996.4012
[e-mail]
RESEARCH PTNR. NORTH CAROLINA STATE UNIVERSITY
BARBARA DOLL, PHD, PE
EXTENSION ASSISTANT PROFESSOR
919.515.5287
[e-mail]
JONATHAN PAGE, PE
EXTENSION ENGINEER
919.515.8595
[e-mail]
SHEET INDEX
TITLE SHEET
1.1
PROPOSED
E&SC PLAN
2.1
PROPOSED
PLAN & PROFILE
3.1
PROPOSED
STRUCTURE DETAIL
4.1
PROPOSED
RE—VEGETATION PLAN
5.1
60°/a DESIGN FOR REVIEW
DECEMBER 20, 2017
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- - - LIMITS OF DISTURBANCE (LOD) - 27,590 FT (0.63 AC)
TEMPORARY TREE PROTECTION FENCE - 930 LF
STOCKPILE AND STAGING AREA
TEMPORARY ACCESS PATH
STANDARD CONSTRUCTION ENTRANCE
NOTES AND SEQUENCE FOR E&SC PLAN
TOTAL RB ZONE 1 IMPACT =
21,400 FT (0.49 AC)
STANDARD CONSTRUCTION ENTRANCE
SEE DETAIL
STOCKPILE AND STAGING AREA
RB ZONE 2
-Re zoNE / pp,TVA 20 F
CcFs ACCESS - - -
-
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A. THE CONTRACTOR SHALL KNOW AND UNDERSTAND THE PROJECT
EXTENTS AND LOD BEFORE STARTING CONSTRUCTION. THE LOD AND
E&SC FEATURES WILL BE MADE AVAILABLE TO CONTRACTOR ON THE
PLANSHEETS AND AS LINE WORK IN *.DWG FORMAT.
B. PRIOR TO BEGINNING CONSTRUCTION, THE CONTRACTOR SHALL CALL THE
STORMWATER INSPECTIONS REGIONAL COORDINATOR (919-278-6461) TO
SCHEDULE AN ON-SITE PRE -CONSTRUCTION MEETING.
C. INSTALL ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES.
LIMIT CLEARING AND LAND DISTURBING ACTIVITY TO THE AREA NECESSARY
TO INSTALL THE PERMITTED MEASURES.
D. CALL THE RAPID RESPONSE NUMBER [phone] TO SCHEDULE A
STORMWATER SITE INSPECTION AFTER PERMITTED EROSION AND SEDIMENT
CONTROL MEASURES HAVE BEEN INSTALLED.
E. UPON APPROVAL OF THE STORMWATER SITE INSPECTION, COMMENCE
PERMITTED LAND DISTURBING ACTIVITY.
F. INSTALL ADEQUATE EROSION AND SEDIMENT CONTROL MEASURES AND/OR
INCREASE MAINTENANCE FREQUENCY WHERE APPROVED MEASURES FAIL
TO PREVENT ACCELERATED EROSION, OFF-SITE SEDIMENTATION, OR
REPETITIVE NON-COMPLIANCE ISSUES.
G. MODIFICATIONS TO THE APPROVED AND PERMITTED PLANS SHALL BE
APPROVED BY STORMWATER INSPECTIONS PRIOR TO REMOVAL OR
INSTALLATION. CONTACT THE STORMWATER INSPECTIONS REGIONAL
COORDINATOR TO REQUEST AN INSPECTION AND OBTAIN A STORMWATER
INSPECTOR'S SIGN -OFF ON THE PLANS OR AN APPROVED FIELD REVISION.
H. THE CONSTRUCTION ENTRANCE OFF RAINWATER DRIVE SHALL BE USED
FOR ACCESS TO THE SITE. ALL VEHICLES, TRUCKS AND EQUIPMENT
SHALL USE THE CONSTRUCTION ENTRANCE OFF OF RAINWATER DRIVE
AND TRAVEL EAST ALONG THE ACCESS PATH SHOWN ON THE APPROVED
E&SC PLAN.
I. TEMPORARY TREE PROTECTION FENCE SHALL BE INSTALLED AT THE
LIMITS OF THE TEMPORARY ACCESS PATH AND AROUND THE
DESIGNATED STOCKPILE AND STAGING AREA ON THE WEST SIDE OF THE
CHANNEL AS SHOWN ON THE E&SC PLAN AND IN ACCORDANCE WITH THE
DETAIL ON THIS SHEET.
J. ALL CONSTRUCTION MATERIALS AND EQUIPMENT SHALL BE STORED AND
3+50 _ 332
RB ZONA
RB ZONE 2
336
/ OR STAGED IN THE DESIGNATED STOCKPILE AND STAGING AREA
SHOWN ON THE APPROVED E&SC PLAN.
K. ALL IN -CHANNEL STRUCTURAL WORK SHALL TAKE PLACE FROM THE
WEST SIDE OF THE CHANNEL OR THROUGH ACCESS FROM THE WEST
SIDE OF THE CHANNEL.
L. THE GRADE CONTROL STRUCTURE AT THE DOWNSTREAM END OF THE
PROPOSED PROJECT (STA 8+93 FT) SHALL BE INSTALLED FIRST TO ACT
AS AN EROSION AND SEDIMENT CONTROL MEASURE FOR CONSTRUCTION
ACTIVITIES OF GRADE CONTROL STRUCTURES UPSTREAM.
M. A TEMPORARY PUMP AROUND SYSTEM MUST BE INSTALLED IF WORK IS
TO TAKE PLACE WITHIN THE CHANNEL AND ACTIVE BASE FLOW IS
OBSERVED. TO DATE NO BASE FLOW HAS BEEN OBSERVED. HYDROLOGY
AND HYDRAULICS IN THIS CHANNEL IS PRIMARILY STORMFLOW DRIVEN.
NO WORK SHALL OCCUR IN THE CHANNEL DURING STORM FLOWS. THE
PUMP SHALL BE ADEQUATELY SIZED TO HANDLE CURRENT FLOW
CONDITIONS IN THE CHANNEL.
N. EROSIONAL CONTROL MATTING (700 GRAM COIR FIBER OR EQUIVALENT)
SHALL BE INSTALLED ON THE STREAM BANKS DISTURBED DURING
CONSTRUCTION OF THE GRADE CONTROL STRUCTURES AS SHOWN IN
THE DETAIL ON THIS SHEET.
O. ALL DISTURBED AREAS SHALL BE STABILIZED WITH TEMPORARY AND
PERMANENT SEEDING AND MULCHING ACCORDING TO THE PLANTING
PLAN ON SHEET 4.1 AND WITHIN THE TIME FRAME DESCRIBED IN NOTE P
ON THIS SHEET.
P. GROUND COVER SHALL BE PROVIDED AS FOLLOWS:
P.1. FOR ALL AREAS OF MODERATE AND/OR STEEP SLOPES, PROVIDE
TEMPORARY GROUND COVER IF THE SLOPE HAS NOT BEEN DISTURBED
FOR A PERIOD OF FOURTEEN (14) DAYS.
P.2. PROVIDE GROUND COVER SUFFICIENT TO RESTRAIN EROSION ON ANY
PORTION OF THE SITE UPON WHICH FURTHER LAND -DISTURBING
ACTIVITY IS NOT BEING UNDERTAKEN WITHIN FOURTEEN (14) CALENDAR
DAYS OF TEMPORARILY OR PERMANENTLY SUSPENDING LAND
DISTURBING ACTIVITY.
P.3. ESTABLISH PERMANENT GROUND COVER SUFFICIENT TO RESTRAIN
EROSION WITHIN FOURTEEN (14) CALENDAR DAYS FOLLOWING
COMPLETION OF CONSTRUCTION OR DEVELOPMENT AND/OR PRIOR TO
FINAL INSPECTION.
ALL SITE ACCESS SHALL
OCCUR OFF RAINWATER DRIVE
�30FT MIN.
RB ZONE
RB ZONE
RB ZONE 2
TOTAL RB ZONE 2 IMPACT
=
495 FT 2 (0.01 AC) 330
32$ `
330
6
FT \
CCESS
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8+50
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INSTALL D/S STRUCTURE FIRST
9+46
328
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0-
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0 30 60
Feet
SCALE: 1" = 30'
DISCHARGE HOS
FLOW
r
EARTH OR GRAVEL BERM (DAM)
WORKAREA
LENGTH NOT TO EXCEED
PUMPS SHOULD DISCHARGE THAT WHICH CAN BE
ONTO A STABLE VELOCITY COMPLETED IN ONE DAY
DISSIPATOR MADE OF RIPRAP
OR SANDBAGS
TEMPORARY PUMP AROUND SYSTEM
DETAILED PLAN
STREAM
DIVERSION PUMP
INTAKE
I� HOSE
FLOW
r
SUMP -HOLE OR POOL
(12" TO 18" DEEP 2' DIA.)
GEOMEMBRANE
HALF BANK HEIGHT
WORK AREA (H/2)+1 FOOT
(2 FOOT MINIMUM)
, YV ll,//,A / W AXMVII�l/A
TEMPORARY PUMP AROUND SYSTEM NOT TOSCALE
DETAILED SECTION A -A'
TEMPORARY PUMP AROUND SYSTEM
NOTES
1. THE TEMPORARY PUMP AROUND SYSTEM SHALL BE USED WHEN
CONSTRUCTION ACTIVITIES TAKE PLACE WITHIN THE EXISTING STREAM
CHANNEL AND BASEFLOW CONDITIONS ARE PRESENT.
2. THE CONTRACTOR SHALL ONLY BEGIN WORK IN AN AREA WHICH CAN BE
COMPLETED BY THE END OF THE DAY OR WITHIN THE AVAILABLE WORK
TIME INCLUDING GRADING ADJACENT TO THE CHANNEL.
3. AT THE END OF EACH WORK DAY, THE WORK AREA MUST BE STABILIZED
AND THE PUMP REMOVED FROM THE CHANNEL.
4. THE TEMPORARY PUMP AROUND SYSTEM SHOULD NOT BE USED TO
CONDUCT WORK DURING STORM FLOWS. WORK SHOULD NOT BE
CONDUCTED IN THE CHANNEL WHEN STREAM FLOW CONDITIONS ARE
ABOVE BASEFLOW.
5. AN EARTHEN OR GRAVEL BERM (DAM) SHOULD BE SITUATED AT THE
UPSTREAM END OF THE WORK AREA, AND STREAM FLOW SHOULD BE
PUMPED AROUND THE WORK AREA. A GEOMEMBRANE MATERIAL
SHOULD BE PLACED ON THE UPSTREAM FACE OF THE DIKE TO SEAL AND
CONTAIN STREAM FLOW.
6. THE PUMP SHOULD DISCHARGE ONTO A STABLE VELOCITY DISSIPATER
MADE OF RIPRAP OR SANDBAGS.
7. THE HEIGHT OF THE BERM OR DIKE SHOULD BE HALF CHANNEL BANK
HEIGHT PLUS ONE FOOT (H/2 + 1) OR A 2 -FOOT HEIGHT MINIMUM.
8. THE PUMP SHALL BE OF SUFFICIENT SIZE TO CONVEY NORMAL STREAM
BASEFLOW.
9. WORK SHOULD BE PERFORMED WHEN STREAM FLOWS ARE AT THEIR
LOWEST,
10. IF HEAVY RAINS ARE ANTICIPATED, THE PUMP -AROUND SYSTEM AND
BERM SHALL BE REMOVED AND CHANNEL FLOW SHALL BE
UNRESTRICTED. AT THIS TIME, IN -STREAM WORK SHOULD NOT
CONTINUE UNTIL STREAM FLOW CAN BE HANDLED BY THE PUMP.
EROSION CONTROL MATTING
DETAILED PLAN
A'
1. EROSION CONTROL MATTING IS USED TO PROTECT RECENTLY
CONSTRUCTED STREAM BANKS FROM EROSION. THE MATTING WILL
REMAIN INTACT WHILE THE BANK AND RIPARIAN VEGETATION MATURES,
PROVIDING CRITICAL BANK PROTECTION.
2. BEFORE INSTALLING COIR FIBER BLANKET, RAKE SOIL LEVEL AND ADD
SEED, FERTILIZER, LIME AND MULCH.
3. 700 GRAM COIR FIBER EROSION CONTROL MATTING SHALL BE PLACED
ALONG THE LENGTH OF THE NEW CHANNEL FROM THE TOE OF SLOPE
OUT TO A MINIMUM OF 3 FT BEYOND THE BANKFULL ELEVATION.
4. SECURE COIR MATTING IN PLACE BY STAKING AND OVERLAPPING AT
THE SEEMS WITH A SHINGLE -TYPE METHOD SUCH THAT THE
OVERLAPPING PIECE IS IN THE SAME DIRECTION AND AS THE STREAM
FLOW. ADDITIONAL STAKING SHALL BE APPLIED BY THE CONTRACTOR
AT NO ADDITIONAL COST IF THE MATTING SEPARATES FROM THE SOIL
MORE THAN ONE INCH UNDER A REASONABLE PULL.
EROSION CONTROL MATTING
NOT TOSCALE
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NOTES:
I.. VIN. VERTICAL
OVERLAP
2'
700 GRAM COIR
MATTING
50' MIN.TREE
❑ ❑ ❑ ❑ ❑ I
SUPPLEMENT WOODEN STAKES
BANKFULL
PROTECTION AREA
BUT SUFFICIENT TO KEEP
1. PUT SILT FENCE OR TREE PROTECTION FENCE UP
❑ O
WITH 12' ECO -STAKES
SEDIMENT ON SITE
TO ENSURE CONSTRUCTION ENTRANCE IS USED.
OVERLAP
DQ NOT ENTER
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o S o$o�oo0 0 0 0 0 000�b
2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT
B MAX. PLASTIC OR
WARNING SIGN DETAIL
o �$
THE MUD IS NOT REMOVED BY THE VEHICLE TRAVELING
25' OR FULL WIDTH
W
VARIABLE AS DIRECTED BY THE ENGINEER /WIRE TIES
2" - 3" STONE TO BE USED oo
OVER THE STONE, THEN THE TIRES OF THE
OF PROPOSED STREET
STEEL
POST
EXISTING
( SURGE STONE OR
OR ENTRANCE, VEHICLE MUST BE WASHED BEFORE ENTERING THE
WOVEN WIRE FABRIC
ROADWAY
RAILROAD BALAST I
WHICHEVER IS PUBLIC ROAD.
O
TREE PROTECTION AREA
o
0o
GREATER.
MIN 0.5'
WARNING SIGN
MIN.1D GA. DO NOT ENTER IN. 12-1/2 GA.
0 0 p00
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3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS
O ❑ O O
LINE WIRES INTERMEDIATE
0� po 0 oS o$ 000o
ON TO THE PUBLIC ROAD, THE GOVERNING AUTHORITY
4 1
FILL SLOPE WIRES
❑
WILL CLEAN THE AREA AND INVOICE THE FINANCIALLY
SILT FENCE FABRIC
RESPONSIBLE PERSON AS INDICATED ON THE FINANCIAL
INSTALLED TO SECOND GRADE
FROM TOP
RESPONSIBILITY FORM.WIRE
2' LONG 2" x 2" WOOD STAKES
„
6 MIN. HORIZONTAL
PLAN
w/3" GALVANIZED ROOFING NAIL
-_
GRADE
-11111-VIII VIII-VIII-VIII-11111=11111-11111=�����-11111=11111=11111=11111=11111
AT THE TOP TO SECURE MATTING
O �
-
IIIIIIIIII=III
IIIIIIIIII=VIII=�����-�����-�����-11111
VIII 111
EROSION CONTROL MATTING
NOT TO SCALE
§
*
NEW CONSTRUCTION
II MIN
SILT FENCE GEOTEXTILE FABRIC VIII 11111
1 - FRONT VIEW
0
VIII VIII
EXISTING ROADWAY
35'MIN. 15'MIN.
SIDE VIEW
III III
12" MIN.
m
6" MIN.
oI
So o�oo o gog8000 0080 p_�S o� I I- II
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MAINTENANCE: CLEAN OUT AT 50% CAPACITY
VIII IIII- IIII - IIII-VIII-
LIFE OF FENCING: 6-9 MONTHS
III-
FABRIC UNDER STONE
a
m
NOTES:
1. WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL.
0
2. LETTERS TO BE 3" HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS DETAILED.
CROSS SECTION
3. PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
4. FOR TREE PROTECTION AREAS LESS THAN 200' IN PERIMETER, PROVIDE NO LESS THAN ONE SIGN PER PROTECTION AREA.
CITY OF RALEIGH
CITY OF RALEIGH
5. ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC.
PUBLIC WORKS DEPARTMENT
O
PUBLIC WORKS DEPARTMENT
6. MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATION OF PROJECT.
B'Im wins NOTTOSCALE
CONSTRUCTION ENTRANCE
REVISIONS DATEWIn3 NOT TO SGYE
7. ADDITIONAL SIGNS MAY BE REQUIRED BY CIN OF RALEIGH INSPECTIONS DEPARTMENT BASED ON ACTUAL FIELD CONDITIONS.
&. FLOW SHALL NOT RUN PARALLEL WITH THE FENCE.
CONSTRUCTION
STANDARD TEM PORARY
9. END OF SILT FENCE NEEDS TO BE TURNED UPHILL.
ENTRANCE
(SEDIMENT/SILT) / TREE
10. SEE N.C. STATE DENR PRACTICE STANDARDS & SPECIFICATIONS SEDIMENT FENCE SET FOR CONDITIONS WHERE PRACTICE APPLIES;
PROTECTION FENCE
PLANNING CONSIDERATIONS & DESIGN CRITERIA. (HOWEVER FLOW SHALL NOT RUN PARALELL WITH THE TOE OF THE FENCE).
SW -20.09
Q
SW -20.02
DISCHARGE HOS
FLOW
r
EARTH OR GRAVEL BERM (DAM)
WORKAREA
LENGTH NOT TO EXCEED
PUMPS SHOULD DISCHARGE THAT WHICH CAN BE
ONTO A STABLE VELOCITY COMPLETED IN ONE DAY
DISSIPATOR MADE OF RIPRAP
OR SANDBAGS
TEMPORARY PUMP AROUND SYSTEM
DETAILED PLAN
STREAM
DIVERSION PUMP
INTAKE
I� HOSE
FLOW
r
SUMP -HOLE OR POOL
(12" TO 18" DEEP 2' DIA.)
GEOMEMBRANE
HALF BANK HEIGHT
WORK AREA (H/2)+1 FOOT
(2 FOOT MINIMUM)
, YV ll,//,A / W AXMVII�l/A
TEMPORARY PUMP AROUND SYSTEM NOT TOSCALE
DETAILED SECTION A -A'
TEMPORARY PUMP AROUND SYSTEM
NOTES
1. THE TEMPORARY PUMP AROUND SYSTEM SHALL BE USED WHEN
CONSTRUCTION ACTIVITIES TAKE PLACE WITHIN THE EXISTING STREAM
CHANNEL AND BASEFLOW CONDITIONS ARE PRESENT.
2. THE CONTRACTOR SHALL ONLY BEGIN WORK IN AN AREA WHICH CAN BE
COMPLETED BY THE END OF THE DAY OR WITHIN THE AVAILABLE WORK
TIME INCLUDING GRADING ADJACENT TO THE CHANNEL.
3. AT THE END OF EACH WORK DAY, THE WORK AREA MUST BE STABILIZED
AND THE PUMP REMOVED FROM THE CHANNEL.
4. THE TEMPORARY PUMP AROUND SYSTEM SHOULD NOT BE USED TO
CONDUCT WORK DURING STORM FLOWS. WORK SHOULD NOT BE
CONDUCTED IN THE CHANNEL WHEN STREAM FLOW CONDITIONS ARE
ABOVE BASEFLOW.
5. AN EARTHEN OR GRAVEL BERM (DAM) SHOULD BE SITUATED AT THE
UPSTREAM END OF THE WORK AREA, AND STREAM FLOW SHOULD BE
PUMPED AROUND THE WORK AREA. A GEOMEMBRANE MATERIAL
SHOULD BE PLACED ON THE UPSTREAM FACE OF THE DIKE TO SEAL AND
CONTAIN STREAM FLOW.
6. THE PUMP SHOULD DISCHARGE ONTO A STABLE VELOCITY DISSIPATER
MADE OF RIPRAP OR SANDBAGS.
7. THE HEIGHT OF THE BERM OR DIKE SHOULD BE HALF CHANNEL BANK
HEIGHT PLUS ONE FOOT (H/2 + 1) OR A 2 -FOOT HEIGHT MINIMUM.
8. THE PUMP SHALL BE OF SUFFICIENT SIZE TO CONVEY NORMAL STREAM
BASEFLOW.
9. WORK SHOULD BE PERFORMED WHEN STREAM FLOWS ARE AT THEIR
LOWEST,
10. IF HEAVY RAINS ARE ANTICIPATED, THE PUMP -AROUND SYSTEM AND
BERM SHALL BE REMOVED AND CHANNEL FLOW SHALL BE
UNRESTRICTED. AT THIS TIME, IN -STREAM WORK SHOULD NOT
CONTINUE UNTIL STREAM FLOW CAN BE HANDLED BY THE PUMP.
EROSION CONTROL MATTING
DETAILED PLAN
A'
1. EROSION CONTROL MATTING IS USED TO PROTECT RECENTLY
CONSTRUCTED STREAM BANKS FROM EROSION. THE MATTING WILL
REMAIN INTACT WHILE THE BANK AND RIPARIAN VEGETATION MATURES,
PROVIDING CRITICAL BANK PROTECTION.
2. BEFORE INSTALLING COIR FIBER BLANKET, RAKE SOIL LEVEL AND ADD
SEED, FERTILIZER, LIME AND MULCH.
3. 700 GRAM COIR FIBER EROSION CONTROL MATTING SHALL BE PLACED
ALONG THE LENGTH OF THE NEW CHANNEL FROM THE TOE OF SLOPE
OUT TO A MINIMUM OF 3 FT BEYOND THE BANKFULL ELEVATION.
4. SECURE COIR MATTING IN PLACE BY STAKING AND OVERLAPPING AT
THE SEEMS WITH A SHINGLE -TYPE METHOD SUCH THAT THE
OVERLAPPING PIECE IS IN THE SAME DIRECTION AND AS THE STREAM
FLOW. ADDITIONAL STAKING SHALL BE APPLIED BY THE CONTRACTOR
AT NO ADDITIONAL COST IF THE MATTING SEPARATES FROM THE SOIL
MORE THAN ONE INCH UNDER A REASONABLE PULL.
EROSION CONTROL MATTING
NOT TOSCALE
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I.. VIN. VERTICAL
OVERLAP
2'
700 GRAM COIR
MATTING
❑ ❑
❑ ❑ ❑ ❑ ❑ I
SUPPLEMENT WOODEN STAKES
BANKFULL
6" MIN. HORIZONTAL
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12�
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6 MIN. HORIZONTAL
w/3" GALVANIZED ROOFING NAIL
OVERLAP
2' LONG 2" x 2" WOOD STAKES
W/ 3" GALVANIZED ROOFING NAIL
AT THE TOP TO SECURE MATTING
O �
AT THE TOP TO SECURE MATTING
H
EROSION CONTROL MATTING
NOT TO SCALE
EROSION CONTROL MATTING NOT TO SCALE
DETAILED STAKING PLAN
DETAILED CROSS-SECTION A - A'
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EXISTING TOP OF BANK
EXISTING TOE OF SLOPE
�c
BASE STON
40% NC DOT CLASS
40% NC DOT CLASS
20% ASTM #57
1
3 WSTR
FLOW
WSTR
1
3 WSTR
A
1
3 WSTR
GRADE CONTROL STRUCTURE
DETAILED PLAN
BASE STONE
40% NC DOT CLASS B
40% NC DOT CLASS A
20% ASTM #57
FILTER STONE
50% ASTM #57 21
HBASE 50% ASTM #78
GRADE CONTROL STRUCTURE
SECTION A - A'
0
LBASE
EXISTING TOP OF BANK
FLOW
EXISTING
STREAM BED
IE
17
'8
lIGH DENSITY
"ONTAINERIZED
ILANTINGS
STRUCTURE INVERT
ELEVATION PER TABLE
HEADER
BOULDER
KEY STRUCTURE
INTO STREAM BANK
MIN. 6.0 FT
NOT TO SCALE
OFFSET FOOTER BOULDER 0.5 - 1.0 FT
FOOTER
BOULDER
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GRADE CONTROL STRUCTURE
NOTES
1. THE PROPOSED STRUCTURE IS A DESIGNED TO CONTROL GRADE, PROVIDE ENERGY DISSIPATION
AND STORAGE FOR UPLAND AND UPSTREAM SUPPLIED SEDIMENTS IN A HIGHLY INCISED URBAN
SYSTEM. THE STRUCTURE IS COMPOSED OF A QUARRIED ROCK BASE WITH FOOTER AND HEADER
BOULDERS. THE FOOTER AND HEADER BOULDERS ARE INSTALLED ON THE ROCK BASE IN AN
ARCHED PATTERN AND KEYED INTO THE EXISTING STREAM BANK. THE ARCHED ARMS WILL EXTEND
SLIGHTLY UPWARD TOWARDS THE EXISTING STREAM BANK TO DIRECT FLOW TOWARDS THE
CENTER OF THE CHANNEL. DEEP ROOTING WOODY VEGETATION WILL THEN BE AGGRESSIVELY
PLANTED IN THE VICINITY OF THE BOULDER STRUCTURE ON THE STREAM BANK AND IN THE
FLOODPLAIN.
2. THE QUARRIED ROCK BASE OF THE STRUCTURE STALL BE GRADED UP FROM THE EXISTING
STREAM BED WITH A 2:1 (H:V) SLOPE AND SHALL BE CONSTRUCTED OF 40% NC DOT CLASS B, 40%
NC DOT CLASS A AND 20% ASTM #57.
3. THE LAYER OF FILTER STONE SHALL BE 0.5 FT THICK AND CONSIST OF 50% ASTM #57 AND 50% ASTM
#78.
4. ALL BOULDERS USED FOR THE STRUCTURE SHALL BE STRUCTURAL STONE, CUBICAL OR
RECTANGULAR IN SHAPE. BOULDERS SHALL BE 2.5 FTX 4 FT X 2 FT +/- 0.5 FT. ALL BOULDERS SHALL
FIT TIGHTLY TOGETHER. ALL HEADER BOULDERS SHALL HAVE FOOTERS.
5. THE ARMS OF THE ARCHED BOULDER STRUCTURE SHALL EXTEND UP TOWARDS THE EXISTING
STREAM BANK AT A SLOPE OF 4 - 6% AND KEYED INTO THE STREAM BANK A MINIMUM OF 6.0 FT OR
TWO BOULDER LENGTHS.
6. THE GRADE CONTROL STRUCTURES SHALL BE INSTALLED TO THE GRADES AND DIMENSIONS
SHOWN IN THE STRUCTURE TABLE BELOW. DIMENSIONS, SLOPES AND ELEVATIONS OF THE
STRUCTURES DESCRIBED IN THE DETAIL AND IN THE STRUCTURE TABLE BELOW MAY BE ADJUSTED
BY THE ENGINEER TO FIT CONDITIONS ONSITE.
STR
STA (FT)
INV. ELV. (FT)
O ELV. (FT)
WSTR (FT)
XSTR (FT)
HBASE (FT)
LBASE (FT)
1
2+47
332.02
1.0
13.5
8.1
4.0
20.0
2
3+19
331.02
1.0
13.0
7.8
4.0
20.0
3
3+92
330.02
1.0
15.5
9.3
3.0
16.0
4
4+65
329.02
1.0
18.0
10.8
1.5
10.0
5
5+37
328.02
1.0
13.0
7.8
2.3
13.2
6
6+10
327.02
1.0
12.0
7.2
1.5
10.0
7
6+82
326.02
1.0
16.5
9.9
1.0
8.0
8
7+55
325.02
1.0
14.0
8.4
1.0
8.0
9
8+01
324.02
1.5
13.0
7.8
1.0
8.0
10
8+47
322.52
1.5
11.0
6.6
1.0
8.0
11
1 8+93
321.02
1.5
10.0
6.0
1.0
8.0
WSTR
4 - V 0/0
EXISTING
TOP OF BANK
EXISTING
STREAM BED
KEY STRUCTURE
INTO STREAM BANK
MIN. 6.0 FT
STRUCTURAL BASE STONE
40% NC DOT CLASS B
40% NC DOT CLASS A
20% ASTM #57
NOT roSCALE GRADE CONTROL STRUCTURE NOT loSCALE
CROSS-SECTION
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ZONE 2 RIPARIAN BUFFER
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ELV = 321.02 FT
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STATION
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mm
O O O O RIPARIAN VEGETATION - 145700 FT (1,630 YD 2)
STREAMBANK STABILIZATION - 85200 FT (910 YD 2)
GREENWAY - 1,700 FT (190 YD 2)
SOD - 400 FT2 (45 YD2)
STREAMBANK AND BUFFER PLANTING SPECIFICATIONS
RIPARIAN VEGETATION RE-ESTABLISHMENT - 141700 FT (1,630 YD 2)
SCIENTIFIC NAME
COMMON NAME
SIZE (CAL)
SPACING
QTY
Liriodendron tulipifera
TULIP POPLAR
>/= 3"
20 FT O.C.
15
Quercus alba
WHITE OAK
>/= 3"
20 FT O.C.
15
STREAMBANK STABILIZATION - 8,200 FT (910 YD 2)
SCIENTIFIC NAME
COMMON NAME
TYPE
SPACING
QTY
Callicarpa americana
BEAUTY BERRY
BARE RT. / CNTNR.
3 FT O.C.
150
Xanthorhiza simplicissima
YELLOW ROOT
BARE RT. / CNTNR.
3 FT O.C.
300
Lindera benzoin
SPICE BUSH
BARE RT. / CNTNR.
3 FT O.C.
150
Alnus serrulate
TAG ALDER
BARE RT. / CNTNR.
3 FT O.C.
300
PERMANENT SEEDING - 22,900 FT (2,540 YD 2)
SCIENTIFIC NAME
COMMON NAME
TYPE
APP. RATE
QTY
------
RIPARIAN SEED MIX
SEED
4 LBS / 1000 SF
90 LBS
Elymus virginicus
VIRGINIA WILD RYE
SEED
20%.
------
Agrostis perennans
AUTUMN BENT GRASS
SEED
15%
------
Pancicum virgatum
SWITCHGRASS
SEED
15%
------
Redbeckia hirta
BLACK-EYED SUSAN
SEED
10%
------
Coreopsis lanceolate
LANCELEAF COREOPSIS
SEED
10%
------
Andropogon gerardii
BIG BLUESTEM
SEED
10%
------
Juncus effusus
SOFT RUSH
SEED
10%
------
Schizachyrium scoparium
LITTLE BLUESTEM
SEED
5%
------
Sorghastrum nutans
INDIAN GRASS
SEED
5%
------
TEMPORARY SEEDING, MULCHING AND SOIL PREP - 22,900 FT (2,540 YD 2)
SCIENTIFIC NAME
COMMON NAME
TYPE
APP. RATE
QUANTITY
Secale Cereale
RYE GRAIN
SEED
5 LBS / 1000 SF
120 LBS
------
GROUND AG. LIMESTONE
PELLET
45 LBS / 1000 SF
1,030 LBS
------
10-10-10 FERTILIZER
PELLET
17 LBS / 1000 SF
400 LBS
------
WHEAT STRAW MULCH
STRAW
90 LBS / 1000 SF
2,060 LBS
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PLANT LOCATIONS
A. TREES GREATER THAN 3" SHOWN IN THE PLANTING
LIST AND ON THE PROPOSED PLANTING PLAN SHALL BE
PLACED INSIDE THE ZONE 1 RIPARIAN BUFFER FOR
RE-ESTABLISHMENT.
B. STREAMBANK STABILIZATION VEGETATION SHALL BE
PLANTED IN THE AREAS DISTURBED DURING
INSTALLATION OF THE GRADE CONTROL STRUCTURES.
C. SOIL PREPARATION ELEMENTS, TEMPORARY AND
PERMANENT SEED SHALL BE SPREAD OVER ALL AREAS
WITHIN THE LOD THAT ARE DISTURBED DURING
CONSTRUCTION.
D. NECESSARY ADJUSTMENTS SHALL BE MADE ONLY.
AFTER APPROVED BY CITY OF RALEIGH STAFF OR THE
NCSU PROJECT ENGINEER.
PLANTING INSTRUCTIONS
A. ACCEPTABLE PLANTING TIMES ARE OCTOBER
THROUGH APRIL.
B. SEE TREE PLANTING DETAIL (AT RIGHT) FOR CITY OF
RALEIGH TREE PLANTING SPECIFICATIONS FOR TREES
OF 3" CALIPER OR GREATER.
C. CONTAINER STOCK SHALL HAVE BEEN GROWN IN A
CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO
HAVE DEVELOPED SUFFICIENTLY TO HOLD ITS SOIL
TOGETHER ONCE REMOVED FROM THE CONTAINER.
D. CONTAINER PLANTS WILL NEED TO BE WATERED
REGULARLY AND PLACED IN SHADY CONDITIONS UNTIL
PLANTING OCCURS.INSURE THAT ROOTS, ONCE
REMOVED FROM POT, ARE STRAIGHTENED AND FACE
DOWNWARD.
E. CREATE PLANTING AREA FOR EACH PLANT AND
EXCAVATE PIT
F. PLACE PLANTS IN PIT INSURING ROOTS ARE FACING
COMPLETELY DOWNWARD
G. HEEL IN SOIL AROUND PLANT AND PROCEED TO NEXT
PLANTING LOCATION
H. NEWLY -PLANTED PLANTS NEED TO BE FASTENED TO
THE SUBSTRATE FOR THE ESTABLISHMENT OF NEW
ROOTS
I. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION.
ALL BROKEN OR FRAYED ROOTS SHALL BE CUT OFF
CLEANLY.
RB ZONE,'
RB ZONE 2
J. THE DIAMETER OF THE PLANTING HOLES (PITS) FOR
EACH PLANT SHOULD BE AT LEAST THREE TIMES THE
DIAMETER OF THE ROOT MASS. SCARIFY THE
PLANTING PIT PRIOR TO EACH PLANT INSTALLATION.
K. SET PLANTS UPRIGHT IN THE CENTER OF THE PIT. THE
BOTTOM OF THE ROOT MASS SHOULD BE RESTING ON
UNDISTURBED SOIL.
L. PLACE BACKFILL AROUND BASE AND SIDES OF ROOT
MASS, AND WORK EACH LAYER TO SETTLE BACKFILL
AND TO ELIMINATE VOIDS AND AIR POCKETS. WHEN PIT
IS APPROXIMATELY 2/3 FULL, WATER THOROUGHLY
BEFORE PLACING REMAINDER OF THE BACKFILL.
WATER AGAIN AFTER PLACING FINAL LAYER OF
BACKFILL.
M. BARE ROOTS SHOULD BE INSTALLED THE SAME DAY
THEY HARVESTED AT FROM THE NURSERY. THEY
SHOULD BE ORIENTED WITH THE BUDS POINTED UP,
AND THE BOTTOM SHOULD BE CUT AT AN ANGLE FOR
EASY INSERTION INTO THE GROUND.
N. AN IRON BAR CAN BE USED TO MAKE A PILOT HOLE TO
PREVENT PLANT MATERIAL FROM BEING DAMAGED
DURING INSTALLATION.
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�U NOT PRUNE LEADER. PRUNE OR CUT ONLY
DEAD OR UNHEALTHY BRANCHES
DROVIDE STAKING IF SPECIFIED. IF STAKING IS
DROVIDED, PROTECT TREE WITH BROAD STRAP OR
-LEXIBLE TUBING. ALLOW FLEXIBILITY IN STRAPS
FO DEVELOP TRUNK TAPER. PROVIDE TURN
3UCKLE AND WARNING FLAGS. REMOVE ALL
STAKING AND ACCESSORIES WITHIN ONE YEAR
-ROM PLANTING.
THE ROOT FLARE SHALL BE PLANTED AT GRADE,
NO HIGHER THAN 2" ABOVE GRADE, AND NEVER
BELOW GRADE. REMOVE EXCESS SOIL TO EXPOSE
THE ROOT FLARE AT GRADE. TREE SHALL BE SET
PLUMB
MULCH DEPTH 3". KEEP MULCH 3" FROM ROOT
FLARE AND DO NOT CONTACT STEM
HIGH QUALITY SOIL MIX AS SPECIFIED
WATER SAUCER SHALL BE NO MORE THAN 3"
ABOVE GRADE
COMPLETELY REMOVE TOP HALF OF BURLAP,
LACING AND WIRE BASKET AND DISCARD FROM
HOLE
ROOT BALL SHALL BE PLACED DIRECTLY ON
COMPACTED SUBGRADE. HANDLE TREE BY THE
ROOT BALL ONLY.
NOTES:
1. CONTRACTOR IS RESPONSIBLE FOR
ADEQUATE DRAINAGE OF ALL PLANTING PITS.
(POSITIVE DRAINAGE AWAY FROM PIT)
2. ADHERE TO STANDARDS IN THE CITY TREE
MANUAL.
3. STREET TREES MUST BE 3" CALIPER AT
INSTALLATION WITH A 5' MINIMUM FIRST
BRANCH HEIGHT.
4. PLANTING SEASON OCTOBER - APRIL.
5. A TREE IMPACT PERMIT IS REQUIRED.
6. ELECTRICAL OUTLETS AND OTHER UTILITIES
ARE PROHIBITED IN THE PLANTING AREA
IMMEDIATELY SURROUNDING THE TREE.
CONTACT INFORMATION:
CITY OF RALEIGH PARKS, RECREATION AND CULTURAL
RESOURCES DEPARTMENT URBAN FORESTER:
[e-mail]
WWW.RALEIGHNC.GOV
CITY OF RALEIGH
PARKS, RECREATION AND CULTURAL RESOURCES DEPT
REVISIONS DATE: 9/1/13 NOT TO SCALE
TREE PLANTING DETAIL
PRCR-03
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