20140905 Ver 2_401 Application_20161016

AXOMAECOM 919 854 6200 tel
701 Corporate Center Drive, Ste 475 919 854 6259 fax
Raleigh, North Carolina 27607-5074
www.aecom.com
October 19, 2016 /
O�
Karen Higgins
NC Division of Water Resources,1 ✓ ) 'I
401 &Buffer Permitting Unit
1617 Mail Service Center
Raleigh, North Carolina 27699-1617 �Olc
40E&WATER RFSI�U'RCES
Subject: Crabtree Creek Stream Restoration/Stabilization
BUFFER P
ERMITTING
Sawmill Road Site, DWR# 14-0905v2
USACE File SAW -2014-01764
Dear Ms. Higgins:
On the behalf of the City of Raleigh, please find attached 4 copies of the PCN for the Sawmill Road Stream
Relocation project. This PCN was initially submitted in April of 2016 by the City of Raleigh but was returned
by NCDWR on June 29, 2016 due to lack of payment. It is my understanding that the City will be shortly
submitting a payment of $570.00 to NCDWR through their standard procedures.
The site was selected by the City of Raleigh because of the extensive incision and erosion that has occurred
in this short reach. It is estimated that the streambanks in this area are contributing about 191 tons of
sediment per year to the Mine Creek watershed. Relocation of the channel will eliminate this erosion. The
relocation will also eliminate two sewer line crossings of the tributary, one of which is exposed. Two
greenway bridge crossings of the stream will also be eliminated. These wooden bridges are often washed
out and destroyed during flood events. Stream functions likely to see increases include:
Improved benthic macroinvertebrate communities
Improved sediment transport competency
Improved water quality through reductions in nutrient inputs (phosphorous and nitrogen that
attaches to sediment)
If you have any questions regarding this information of need additional information please do not hesitate
to contact me at [e-mail] or [phone].
Sincerely
AECOM
4Jn
ger
CC. Robert Kirkpatrick, City of Raleigh

Montalvo, Sheri A
From: Caudill, Craig
Sent: Friday, December 16, 2016 10:02 AM
To: Montalvo, Sheri A
Subject: RE: Sawmill Road Stream Restoration DWQ# 20140905
BC JOURNAL VOUCHER INQUIRY 113
NEXT FUNCTION: ACTION: HISTORY:
APP: CC
DOCUMENT ID: 1621171238 TOTAL: 570.00
LINE 0001
COMP/ACCT/CNTR 1602 435100095 2341 �w1
DEBIT/CREDIT AMOUNT 570.00 \ \ 9
DEBIT/CREDIT CODE CR
DESCRIPTION CITY OF RALEIGH SAWMILL RD PER \�
PROJECT COMP/CODE ACCOUNTING RULE CB
EFFECTIVE DATE 11/04/2016 SOURCE CODE
LEVEL OF FUNDS CHK DO NOT CHECK UPDATE AFF NO
TRANSFER COMPANY
OPTIONS: NEXT LINE
From: Montalvo, Sheri A
Sent: Friday, December 16, 2016 9:55 AM
To: Caudill, Craig <[e-mail]>
Subject: FW: Sawmill Road Stream Restoration DWQ# 20140905
Craig,
Can you let me know if we did in fact receive payment for this as shown below?
Thanks
Sheri
From: Johnson, Ron [mailto:[e-mail]]
Sent: Friday, December 16, 2016 9:29 AM
To: Montalvo, Sheri A <[e-mail]>
Subject: FW: Sawmill Road Stream Restoration DWQ# 20140905
Sheri,
1

I wanted to follow up on the Sawmill Road permit application. According to the tracker it is still on hold, however I have
not received any communication for additional information. While the fee did not accompany the application it was
submitted shortly after (see screenshot below from the City of Raleigh. Could you please give me an update on the status
of the application and if there is any additional information that is needed to get the review process moving on this
permit. My contact info can be found below if you would like to give me a call.
Thanks
Business Unit COROt
Voucher til 004230IE4
Voucher Style Regular `.`ouches
Total Amount 570,00
Supplier Name NC DEPT OF ENViRO?,j%1Et4TAL QUALITY
ay ent Information
Payment 1
'Remit to 0000000754 r. 3
Location SsANDARO
'Address 2
NC DEPT OF EW. IRONMENTAL QUALITY
1,n17 MAIL S,ER'',,,IC CENTER
C}'NISiON OF ''i'ATER RESOURCE
RAI-EiGH NC 27699-1617
Payment Options
`Bank ',NSNC
'Account`2SS2
Method ACH AGN
Message Persist Fee- Sawmill Rosa
Message Mll appear on remittance advice
h> ule Paynx—nt
'Action Sthe tde
Pay `.
Ron Johnson
Senior Biologist
D [phone] (Cisco 1836210)
ron.iohnsonaaecom.com
AECOM
701 Corporate Center Drive, Suite 475
Raleigh, NC 27607, USA
T [phone]
2
Invoice No tdGl:i N`,"t•Sa,NmW Road Pefrrd
Invoice [late 1011=X16
'Pay Terms 000 Clue NOW
Gross Amount 570,00 USG
Discount 0 00 U5I)
Pay Groats PU
'Handling Stcimovater P0,tps
Hold Reason
Payment rate 111031=16
Reference
0
Schedule
Ni
Discout
Accountint

aecom.com
Built to deliver a better world
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()jj�]
From: Smith, Cherri L[mailto:[e-mail]]
Sent: Wednesday, November 30, 2016 4:58 PM
To: Johnson, Ron
Cc: Kirkpatrick, Robert
Subject: RE: Sawmill Road Stream Restoration DWQ# 20140905
Ron,
If the fee wasn't included with the application, then the Central Office put it on hold until the fee is received. So it won't
be sent to me in the Regional Office until that time. If you have any additional questions about the status of this project
and the payment of the fee, you can call Sheri Montalvo in the Central Office at 807-6303.
Cherri
From: Johnson, Ron [mailto:[e-mail]]
Sent: Wednesday, November 30, 2016 3:54 PM
To: Smith, Cherri L <[e-mail]>
Cc: Kirkpatrick, Robert <[e-mail]>
Subject: Sawmill Road Stream Restoration DWQ# 20140905
Cherri,
I was getting in touch with you regarding the referenced 401 Water Quality Certification for the Sawmill Road Stream
Stabilization/Restoration project. I had not heard anything since submitting the PCN in late October. According to the
online permit tracker it has been on hold since it was received on October 20, 2016, however, I have not received any
request for additional information.
It was my understanding that the City was generating a $570 payment to DWR and I wanted to verify that you had
received it and applied it to this project.
Thanks,
Ron Johnson
Senior Biologist
D [phone] (Cisco 1836210)
ron.iohnson(aDaecom.com
AECOM
701 Corporate Center Drive, Suite 475
Raleigh, NC 27607, USA
T [phone]
aecom.com
Built to deliver a better world
Linkedln Twitter Facebook Instagram

Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
F 1 n'7
Page 1 of 10
PCN Form — Version 1.4 January 2009
Pre -Construction Notification (PCN) F
JUI L_ -
l
A.
Applicant Information
1.
Processing
DEQ -WATER RESOURCES
1 a.
Type(s) of approval sought from the Corps:
❑X Section 404 Permit ❑ Section 10 Permit
1 b.
Specify Nationwide Permit (NWP) number: NW 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 ❑X 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 ❑X 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.
❑ Yes ❑X No
1 h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
j ❑ Yes ❑X No
2.
Project Information
2a.
Name of project:
Crabtree Creek Stream Restoration/Stabilization - Sawmill Road Site
2b.
County:
Wake
2c.
Nearest municipality / town:
City of 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.
DB 2943 PG 175
3c.
Responsible Party (for LLC if
applicable):
N/A
3d.
Street address:
222 West Hargett Street
3e.
City, state, zip:
Raleigh, NC 27607
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 ❑ Other, specify:
4b. Name:
Blair Hinkle, PE
4c.
Business name
(if applicable):
City of Raleigh / Public Works Department / Stormwater Utility Division
4d.
Street address:
127 West Hargett Street, 8th Floor
4e.
City, state, zip:
Raleigh, NC 27601
4f.
Telephone no.:
919-996-7638
4g. Fax no.:
919-996-7633
4h. Email address:
[e-mail]
5.
Agent/Consultant Information (if applicable)
5a. Name:
Ron Johnson
5b. Business name
(if applicable):
AECOM
5c.
Street address:
701 Corporate Center Drive, Suite 475
5d.
City, state, zip:
Raleigh, NC 27607
5e.
Telephone no.:
919-854-6210
5f.
Fax no.:
919-854-6259
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):
1707256559
1 b. Site coordinates (in decimal degrees):
I Latitude: 35.881016 Longitude: -78.653427
1c. Property size:
10.8 acres
2. Surface Waters
2a. Name of nearest body of water to proposed project:
unnamed tributary to Mine Creek
2b. Water Quality Classification of nearest receiving water:
C, NSW
2c. River basin:
Neuse River Basin
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:
See attached sheet for additional information.
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: 1,400
3d. Explain the purpose of the proposed project:
To stabilize the existing channel and remove a source of sediment to the Mine Creek Drainage
3e. Describe the overall project in detail, including the type of equipment to be used:
See attached sheet for additional information.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
roject includin all ri0r hases in the ast?
❑ Yes 0 No ❑ Unknown
Comments: No wetlands are present see attached sheets
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.
See Additional Information regarding jurisdictional determinations
S. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
0 Yes ❑ No ❑ Unknown
5b. If yes, explain in detail according to "help file" instructions.
See additional information sheet for details. SAW -2014-01764
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:
0
2h. Comments:
No wetland impacts are anticipated.
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
Fill
UT to Mine Creek
PER
Corps
15
245
S2 T
Stabilization
UT to Mine Creek
PER
Corps
15
112
S3 P
Indirect
UT to Mine Creek
PER
Corps
15
576
S4 P
Culvert
UT to Mine Creek
PER
Corps
15
25
S5
Choose one
-
-
S6 -
Choose one
-
3h. Total stream and tributary impacts
958
3i. Comments:
S3 Impacts are Indirect. See attached sheet for additional information on each impact.
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 indivii 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
02
Choose one
Choose
03
Choose one
Choose
04
Choose one
Choose
4f. Total open water impacts
o
4g. Comments: No open water impacts are anticipated
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. 5e.
Wetland Impacts (acres) Stream Impacts (feet) 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 E] 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
Stream stabilization
UT to Mine Creek
No
31,675
7,059
B2
Yes/No
B3 _
Yes/No
B4 _
Yes/No
B5 -
Yes/No
B6
Yes/No
6h. Total Buffer Impacts:
31,675
7,059
6i. Comments:
Buffers to be reestablished on new channel. Disturbed buffers on old/intermittent channel will also be replanted.
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.
Buffer impacts minimized by not accessing or disturbing west side of new stream bank. Stream impacts have been minimized by eliminating the
culvert greenway crossing within the sewer line right-of-way.
See additional information Section D for information regarding sediment reduction and over all benefits to stream functions.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
All work will be performed in the dry. Flow will not be directed into the new channel until the banks are stabilized with coir matting or vegetation. Strict
erosion control measures will be in place.
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?
❑X Yes ❑ No
2b. If yes, mitigation is required by (check all that apply):
❑ DWQ ❑X Corps
2c. If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
❑ ro Payment to in -lieu fee ram
y program
❑X 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: N/A
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.
Project is to restore an unstable stream system. See attached Additional Information - Section D. Impacts for installation of greenway crossing to be
discussed with USACE following submittal of PCN.
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).
Buffers that are disturbed during construction will be replanted with trees. New buffers will be established along the new channel.
6h. Comments: Stream stabilization activities are listed as Exempt.
Page 7 of 10

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1.
Diffuse Flow Plan
1a. Does the project include or is it adjacent to protected riparian buffers identified
within one of the NC Riparian Buffer Protection Rules?
❑x Yes ❑ No
1b. If yes, then is a diffuse flow plan included? If no, explain why.
No increase in impervious surface - no stormwater will be generated by the project
❑ YesX❑ No
2.
Stormwater Management Plan
2a.
What is the overall percent imperviousness of this project?
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:
2d.
If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
2e.
Who will be responsible for the review of the Stormwater Management Plan?
3.
Certified Local Government Stormwater Review
3a.
In which localgovernment's jurisdiction is thisproject?
City of Raleigh
3b.
Which of the following locally -implemented stormwater management programs
apply (check all that apply):
X❑ Phase II
❑X NSW
❑ USMP
❑ Water Supply Watershed
❑ Other:
3c.
Has the approved Stormwater Management Plan with proof of approval been
attached?
❑ Yes ❑X No
4. DWQ Stormwater Program Review
4a.
Which of the following state -implemented stormwater management programs apply
(check all that apply):
❑Coastal counties
❑HQW
❑ORW
❑Session Law 2006-246
❑Other:
4b.
Has the approved Stormwater Management Plan with proof of approval been
attached?
❑ Yes ❑ No
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
E] 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,
F1 Yes
❑X No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b.
Is this an after -the -fact permit application?
❑ Yes
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.
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.
The
project will not generate any wastewater.
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 ® 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.
-
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
USFWS web site, NC Natural Heritage Program database (GIS), and site visit by qualified biologists.
S. '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?
Wake is not a coastal County, and none of the streams can provide spawning areas for anadromous fish species.
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 ® 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?
Review of GIS data layers from NC Onemap.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur In a FEMA -designated 100 -year floodplain?
❑ Yes 0 No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination?
Review of NC Flood mapping and Wake County mapping.
Blair Hinkle, PE
Applicant/Agent's Printed Name
Applicant/Agen s Signature
Date
(Agent's signature Is valid only if an authorization
letter from the applicant isprovided.)
Page 10 of 10

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Additional Information for PCN
Crabtree Creek Watershed Stream Stabilization — Sawmill Road Site
B. Project Information and Prior Project History
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 Sawmill Road site is located on the south side of Sawmill Road, approximately midway between the
intersections of Sawmill Road with Lead Mine Road and Six Forks Road. The site is undeveloped and is
wooded. Residential areas are located to the east and west of the tract. An unpaved greenway travels
along the entire length of the site. The parcel through which UT Mine Creek runs is owned by the City of
Raleigh, and functions as a sewer easement. The site begins on the north side of a relic pond just to the
south of Sawmill Road. The pond appears on USGS topographic maps, and the Wake County soil survey
(1965 aerials) but has been drained at some point in the past. It was not evident on a 1993 aerial
photograph (Goggle Earth). The berm created to form the pond is still extant, and will be removed as part
of this project.
The site is wooded within the sewer easement, and contains young and mature hardwoods. The floodplain
of the stream varies from approximately 130 feet to 170 feet in width. Both banks of the stream are
vegetated along the entire length of the stream within the site. There are at least two bedrock outcrops in
the stream at the beginning of the site. A sewer line runs through the middle of the valley and within the
project site it is exposed within the stream. A greenway trail crosses the stream in several locations.
Remnants of old bridges that have been washed away have been found in the channel downstream of the
greenway crossing.
The stream exits from the old pond out of the eastern end of the pond, rather than from its original course
at the southern end of the pond. It is unknown why the pond was breached in this location, but due to it
having been breached, the stream has moved against the eastern valley wall, causing hillside erosion in
many areas. Because of the erosion, many large trees have fallen into the stream. It is estimated that the
streambanks within the project reach are contributing over 190 tons of sediment per year to the Mine
Creek watershed (see Section D below).
3e. describe the overall project
The project will relocate the stream channel closer to its historic location along the western portion of the
valley. The existing dam will be removed. A slightly sinuous channel will be constructed with a bankfull
bench to allow for flooding. Rock structures consisting of cross -vanes and double drop grade control
vanes will be placed in the stream to control grade and assist with stability. Bedload material consisting of
suitably sized stones will be placed in the riffles to provide aquatic habitat. Vegetative buffers will be
reestablished along the "new" channel. Equipment to be used will consist of backhoes, front end loaders,
and other typical construction equipment. The attached design plans show the project in detail.

4. Jurisdictional Determinations
A formal request for a jurisdictional determination has not been made. An on-site meeting with Mr.
David Schaefer, US Army Corps of Engineers occurred on November 4, 2014. During the meeting the
following features were identified and shown on Figure 1.
• Stream 1— This is the main stream feature on the site (unnamed tributary to Mine Creek) that is
proposed to be restored. From the beginning of the construction limits to the end of the
construction limits it is about 972 feet in length.
• Stream 2 — This is an ephemeral, storm water feature. It is shown on the Wake County Soil
Survey (Sheet 28), and is therefore a buffered stream.
• Stream 3 — This feature is 310 feet in length from the base of the dam to the confluence with
Stream 1. This feature originates as seepage at the base of the dam at the former overflow outlet.
It is contained within a channel that appears to have been excavated in uplands when the
dam/pond was constructed.
No wetlands are present on the site. An attached Wetland Determination form documenting the absence
of hydric soils in the old pond bed is attached. An investigation of the site by an AECOM biologist
trained in wetland identification and delineation did not find any areas meeting the criteria of a wetland.
5. Project History
A PCN was submitted to the US Army Corps of Engineers on August 22, 2014. That submittal was
considered incomplete and additional information was requested. The PCN was assigned USACE
Project No. SAW -2014-01764 City of Raleigh, Crabtree Creek Stream Restoration. On January 21,
2015 the PCN was cancelled.
C. Proposed Impacts Inventory
3. Stream Impacts
• S1 - Stream 1 — 245 feet will be filled once the stream is relocated — this is the length of the
stream from the relocation downstream to just past the sewer line crossing. Filling this portion
of the stream is necessary to prevent any rechannelization during flood events. It also covers the
currently exposed sewer pipe. The fill will end before the confluence of Stream 2. This will
allow for continued stormwater input into the remaining portion of the channel that is
"abandoned" by the restoration effort.
• S2 - Stream 1— 112 feet — temporary impacts. This is the upstream portion of Stream 1 that
will be disturbed during the relocation of the channel. Rock cross vanes are to be installed, bed
material will be added to the riffles, and the banks of the stream will be modified per the stream
restoration plans.
• S3 - Stream 1— 576 feet indirect impacts — this is the length of the unstable/erosive old channel
that will be abandoned but not filled. This old channel will likely continue as an intermittent
channel as there appears to be significant groundwater input as well as stormwater conveyance.
Portions of it may revert to a wetland swale but until the feature is abandoned it is not known
how much groundwater influence there will be.
• S4 - Stream 1— 25 feet permanent impacts. This impact is from the installation of a culvert for
a greenway trail crossing. This crossing will be at the existing sewer line right of way in a
portion of the original channel. While the stream is currently perennial at this location following
the relocation this will likely be an intermittent system.
Impacts for S 1, S2 and S3 will be mitigated by the construction of a stable functioning stream channel
675 feet in length (See Section D).
OA

D. Impact Justification and Mitigation
The site was selected by the City of Raleigh because of the extensive incision and erosion that has
occurred in this short reach following breach of the pond dam. Relocation of the channel will remove 190
tons of sediment per year from the Mine Creek watershed. The relocation will also eliminate two sewer
line crossings of the tributary, one of which is exposed. Two greenway bridge crossings of the stream
will also be eliminated. These wooden bridges are often washed out and destroyed during flood events.
A variety of methods exist to predict the rate and quantity of stream bank erosion, both empirical and
analytical. One method that has gained wide acceptance, and is used in the EPA -adopted WARSSS
methodology, is the Bank Assessment for Non -point source Consequences of Sediment (BANCS) model.
This model (Rosgen, 2006) uses two bank erosion estimation tools, Bank Erosion Hazard Index (BEHI) and
near -bank stress (NBS) along with an empirically -derived stream bank erosion rate curve to predict erosion
rates and total annual quantity of sediment entrained by bank erosion. This technique evaluates the bank
characteristics and flow distribution along stream reaches and maps BEHI and NBS risk ratings
corresponding with streambank and channel changes.
BEHI
The Bank Erosion Hazard Index (BEHI) is a method that evaluates a stream bank's susceptibility to erosion
from erosional processes. This method integrates multiple variables that relate to combined erosional
processes leading to annual erosion rates (Figure 1). Erosion risk is then established for a variety of BEHI
variables and is eventually used to establish corresponding streambank erosion rates.
The individual BEHI variables for the erosion prediction model are:
1. Study bank height/bankfull height (study bank -height ratio)
2. Root depth/bank height (root depth ratio)
3. Weighted root density
4. Bank angle
5. Surface protection
6. Bank material
7. Stratification of bank material
Figure 1. Multiple bank variables measured in the BEHI analysis (adapted from Rosgen, 2006).
For a given study bank, each variable is evaluated and recorded on a worksheet. The first five variables are
converted to a BEHI score using previously developed relationships (Figure 2). The BEHI scores have
Root
Q •
a �
Depth
_ *
(D)
Y
Angls
mS
v
Bankfull
Ln
_ _00
J m
9
ZA
yLL
Start
of
Bank
Figure 1. Multiple bank variables measured in the BEHI analysis (adapted from Rosgen, 2006).
For a given study bank, each variable is evaluated and recorded on a worksheet. The first five variables are
converted to a BEHI score using previously developed relationships (Figure 2). The BEHI scores have

values between 0 and 10. The scores for the first five variables are totaled and adjusted according to the
type of bank materials (i.e. sand, gravel, cobble) and stratification of the bank materials to obtain an overall
BEHI risk score (Total Score) that could potential vary from 5 to 50. The BEHI Total Score is converted to
a qualitative rating which is descriptive of the bank erosion risk. Table 1 provides the BEHI score and
rating.
15
ac
3
= 2.5
m� 2
V � 1.5
a 1
0
Study Bank Height (A)
Bankfull Height (B) w
1
Surface Protection
100
110
60
a 40 . ._..,_
IL
20 ... . _ .. «
00 2 4 1 6 = 8f9 10
BEH Rating
Figure 2. Streambank erodibility criteria showing conversion of measured ratios and bank variables to a
BEHI rating (Rosgen, 2006).
4
Weighted Root Density
Bank Angle
100
L80
Ia
120
y�
7 1
_..........
960---80
..._....__.. .. ...__._. _. _._ ....._..,...
M=,Ip
60
940
�.
20
20 -
�
00
2 r 4 C 6 X 8g9m10
00 Q 2
•zPL
f 4 X 6 X 809 10
w
BEHI Rating X
BEN Rating lu
Surface Protection
100
110
60
a 40 . ._..,_
IL
20 ... . _ .. «
00 2 4 1 6 = 8f9 10
BEH Rating
Figure 2. Streambank erodibility criteria showing conversion of measured ratios and bank variables to a
BEHI rating (Rosgen, 2006).
4

Table 1 . BEHI Score/Rating Conversion
BEHI Total Score
BEHI Rating
5-9.5
Very Low
10-19.5
Low
20-29.5
Moderate
30-39.5
High
40-45
Very High
46-50
Extreme
Near -bank stress (NBS) is the evaluation of potential disproportionate energy distribution in the near -bank
region (1/3 of channel cross-section) associated with the bank being evaluated. Increases in near -bank stress
can accelerate stream bank erosion. Rosgen (2006) developed seven methods for evaluating NBS in the field
for a variety of inventory levels. These are:
1. Channel pattern, transverse bar or split channel / central bar creating NBS /
high velocity gradient
2. Ratio of radius of curvature to bankfull width
3. Ratio of pool slope to average water surface
4. Ratio of pool slope to riffle slope
5. Ratio of near -bank maximum depth to bankfull mean depth
6. Ratio of near -bank stress to bankfull sear stress
7. Velocity profiles / isovels / velocity gradient
Combinations of the methods are typically used to evaluate and determine NBS depending upon available
data and channel conditions. Table 2 provides a comparison of velocity gradients with near -bank stress and
the adjective rating.
Table 2. Velocity gradient and near -bank stress indices
Near -Bank Stress
Rating
Velocity
Gradient ;
Near -Bank
Stress/Shear Stress
Very Low
< 0.5
< 0.8
Low
0.5-1.0
0.8-1.05
Moderate
1.1 — 1.6
1.06-1.14
High
1.61-2.0
1.15-1.19
Very High
2.1-2.4
1.2-1.6
Extreme
> 2.4
> 1.6
BANCS Model
The BANCS model combines BEHI and NBS to estimate annual streambank erosion rates. To estimate
lateral erosion rates using BEHI and NBS, a graphical prediction model based on physical measurements of
streambank erosion is developed (referred to here as an Erosion Rate Curve). The advantage of an erosion
rate curve is that erosion rates of a bank can be quickly determined using the relatively rapid assessments of
BEHI and NBS, rather than the time-consuming process of direct measurements, which can often take years.
To develop these curves, bank erosion rates are measured on a number of different streambanks representing
different combinations of BEHI and NBS, and a predictive relationship is developed between the erosion
rates and corresponding BEHI/NBS values. A draft erosion rate curve has been developed for North
Carolina (see attached). This curve is similar to one developed for Virginia by the US Fish and Wildlife
Service.

A BANCS analysis was performed on the existing degraded channel as well as the proposed relocated
channel to evaluate the amount of sediment reduction that will occur from the proposed project. The project
reach was walked and each bank was assigned a BEHI rating. During the evaluation bank heights were also
measured. The BEHI rating sheets and photographs of typical banks are attached. A figure showing the
BEHI rating for the study reach is provided. For each bank a NBS rating was also assigned. Worksheet 1
shows the results of the BANCS model. It estimates that about 191 tons of sediment per year is eroding
from the existing stream reach. Worksheet 2 predicts that about 0.3 tons per year of sediment will erode
from the relocated stream, for a reduction of sediment input into the Mine Creek watershed of over 190 tons
per year.
Project impacts to the degraded stream channel will be mitigated through the construction of a 672 foot
stable stream channel. As calculated above, the proposed stream restoration project will reduce over 190
tons of sediment per year into the Mine Creek and Crabtree Creek watersheds. This reduction in sediment
will improve water quality and provide increases in stream functions downstream of the project site. Stream
functions likely to see increases include:
Improved benthic macroinvertebrate communities
Improved sediment transport competency
Improved water quality through reductions in nutrient inputs (phosphorous and nitrogen that
attaches to sediment)
I

Worksheet 3-11. Form to calculate Bank Erosion Hazard Index (BEHI) variables and an overall BEHI rating. Use
Figure 3-7 with BEHI variables to determine BEHI score.
Stream: U -1L
-� a
p� Q Ll . „�
Location:
3
Station: C,-
it P-o"d
observers:
Paw Jo •.so
Date: 3 J 2 4PI ?016
Stream Tvpe:
Vallev Tvpe:
(A) / (B) =
r
BEHI Score
Study Bank Height / Bankfull Height ( C) (Fig. 3-7)
Study
�S
Bankfull
3
(D) / (A) _
Depth
_
Bank
(D)
Height
=6B
(A) / (B) =
{E}
t
Hei ht jt =
(A)
00 =
Angle
(C}
Root Depth / Study Bank Heiaht ( I- )
Root
Depth
�S
Study
Bank
3
(D) / (A) _
Depth
_
fi =
(D)
Height to =
(A
{E}
t
Weiahted Root Density ( G )
Root
Density So (F) x (E) =EJ
as % _
Bedrock (Overall Very Low BEHI) -- ---
Boulders (Overall Low BEHI)
Cobble (Subtract 10 points if uniform medium to large cobble)
Gravel or Composite Matrix (Add 5-10 points depending on
percentage of bank material that is composed of sand)
Sand (Add 10 points)
SIIVCIay (no adjustment)
ery Low Low Moderate High Very Hi h Extreme
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50
Bank Sketch
0+
0
Horizontal distance (ft)
Bank An le (H )
Bank 1:E1 Angle as De rees = OO H
Surface Protection ( I }
Surface
Protection 3 U
as% _ (I)
Adjustment
Stratification Adjustment
Add 5-10 points, depending on
position of unstable layers In
relation to bankfull stage
Adjective Rating
and
Total Score
(
Root
P
Depth
_
(D)
Bank
m `
Angle
.... @ankfu ll_ t;=
---------- m ---_. t Cr
M
"$ y2
Start
of
Bank
1 1.
Copyright® 2008 W ildland Hydrology River Stability Field Guide page 3-54

Worksheet 3-11. Form to calculate Bank Erosion Hazard Index (BEHI) variables and an overall BEHI rating. Use
Figure 3-7 with BEHI variables to determine BEHI score.
Stream:
v Lti, Jl
Location:
3
(A) / (B) =
Station:
Sc,
Observers:
k2,,
(ft) =
Date:
3 -1 -2.. l Z,� 16 Stream Tvue:
Vallev Tvne:
1
I'll =
Z
BEHI Score
Studv Bank Heiaht / Bankfull Hejaht ( C 1 (Fla. 3-7)
Study
Bank(A)Height
I
S
Bankfull
�. s
(A) / (B) =
S3
1
Height it =
1 ,
(ft) =
B
(D) (A) =
(C)
1
rioot Lientri 15tuav t3anx Hetaht f E 1
Root
Depth
I
S
Study
Bank
8
/
as % _
.7
f
j v
1 ,
as Degrees =
(D) (A) =
%
'
11
1
I'll =
(D)
Hei ht ft =
(A
h
`"� (E)
Protection
as% =1{I)
Welahted Root Densitv ( G i
Root
Density
�
(F)x(E)If]
as % _
F
f
j v
{G)
Bank Material Adjustment:
Bedrock (Overall Very Low BEHI) M --------
Boulders (Overall Low BEHI)
Cobble (Subtract 10 points if uniform medium to large cobble)
Gravel or Composite Matrix (Add 5-10 points depending on
percentage of bank material that is composed of sand)
Sand (Add 10 points)
SIIUClay (no adjustment)
ery Low Low Moderate Nigh Very High Extreme
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50
Bank Sketch
0
0 1
Horizontal distance (ft)
Bank Angle ( H f
Bank
Angle
f
j v
9
as Degrees =
H
Surface Protection ( I
Surface
h
Protection
as% =1{I)
( D
�(j
Stratification Adjustment
Add 5-10 points, depending on
position of unstable layers in
relation to bankfull stage
Adjective Rating
and
Total Score
Bankfull_
Y'
0
X
X
M;
0
K(Dot
th
)nk
Angle
.:1. SH)
5�
EL
Start
Of
Bank
Copyright © 2008 W ildland Hydrology River Stability Field Guide page 3-54

Worksheet 3-11. Form to calculate Bank Erosion Hazard Index (BEHI) variables and an overall BEHI rating. Use
Figure 3-7 with BEHI variables to determine BEHI score.
Stream:
-j o
r ,
Location:
Station:
S _G,...-- ; (j
R,, � J
Observers:�-
Date:
31 Z -z 1-2 o 16
Stream Type:
Valley Type:
d
c
tE
d
BEHI Score
Studv Bank Heiaht / Bankfull Heiaht ( C) (Fig. 3-7)
Study
Bank
�. s
Bankfutl
Height
1. S(A)
/ (B) _
3
Hei ht it
(A)
(h) ffi
B
(C)
Hoot ueptn i stuav tsanx nelani i t )
Root
Depth
�. s
Study
Bank
S
(D) / (A) =
3
ft =
(D)
Hei ht ft -
(A
.
(E)
Wetahted Hoot uensity ( u )
Root
Density% (F)X(E) _ !�
as % = F (G)
Bank Material Adjustment:
Bedrock (Overall Very Low BEHI)
Boulders (Overall Low BEHI)
Cobble (Subtract 10 points it uniform medium to large cobble)
Gravel or Composite Matrix (Add 5-1 a points depending on
percentage of bank material that is composed of sand)
Sand (Add 10 points)
Silt/Clay (no adjustment)
ery Low Low Moderate High Very Hi h Extreme
5-9.5 10-19.5 20-29.5 30-39.5 40-45 46-50
Bank Sketch
4
Bank Angle ( H )
Bank
Angle
as Degrees = H
Surface Protection ( I }
Surface
Protection
as%
Bank Material
Adjustment
Stratification Adjustment
Add 5-10 points, depending on
position of unstable layers in
relation to banktull stage
Adjective Rating
and
Total Score
Bankfuil____________
- - - ;
Root
Depth
(D)
Y
Bank
a
Angle
H»��)
i t ft 3,01
Copyright ® 2008 W ildland Hydrology River Stability Field Guide page 3-54

Worksheet 3-11. Form to calculate Bank Erosion Hazard Index (BEHI) variables and an overall BEHI rating. Use
Figure 3-7 with BEHI variables to determine BEHI score.
Stream: L- L Location:
Station: 11 Observers: o�
Date: 717 a / 1,4 Stream Tvoe: Vallev Tvne:
Y
v
BEHI Score
Studv Bank Heiaht / Bankfull Heiaht ( C 1 (Fla. 3-7)
StudyBankfull
Bank
SHeight
Bank
1. S
(A) / (B) =
3.3
s0
Height(ft) =
(A)
(hi =
(3
F
(C)
(G)i
Koot ueptn i Stuav tianK Keiant ( E )
RootStudy
Depth
Bank
(D)/(A)
Density
s0
ft =
.5'
(D)
Height ft =
15'
A
F
�(E)
(G)i
Welahted Hoot Density ( G 1
Root
Depth
Density
s0
(F) x (E) =
S-0
I
as % =
F
(G)i
1
l
_ _ Bank Material Adjustment: _
Bedrock (Overall Very Low BEHI)
Boulders (Overall Low BEHI)
Cobble (Subtract 10 points if uniform mod um to large cobble)
Gravel or Composite Matrix (Add 5-10 points depending on
percentage of bank material that Is composed of sand)
Sand (Add 10 points)
SiltlClay (no adjustment)
ery Low Low Moderate High Very H h Extreme
5-9.5 _ 10-19.51 20-29.51 30 39.5 40-45 46-50
Bank Sketch
ytiVA.-C.-
{+
V g
fit• �
fJ
0+
0
441
Horizontal distance (ft)
Bank Angle ( H )
Bank
Angle j 0
as Degrees =(H)l
Surface Protection ( I )
Surface
Protection VO
MI _ (I)
n Bank Material
t.�' Adjustment
Stratification Adjustment
Add 5-10 points, depending on
pos;tion of unstable layers In 7Vl
relation to bankfull stage
Adjective Rating
and
plib
Total Score
Bankfull____
Root
�
Depth
{D)
Y
Bank
Angle
JH)
cc
Copyright 0 2008 Wildland Hydrology River Stability Field Guide page 3-54

Worksheet 3-11. Form to calculate Bank Erosion Hazard Index (BEHI) variables and an overall BEHI rating. Use
Figure 3.7 with BEHI variables to determine BEHI score.
Stream: { -�, Let, An,. • , Location:
n t!
Station: �c �,, 1 W� CS Observers: L -L s„
Date: 3 2_0J 16 Stream Type: Valley Type: t
BEHI Score I
Studv Bank Heiaht / Bankfull Heiaht ( C ) (Fig. 3-7)
Hoot ueDin i Sivav nanK rlei9rni t C )
Root
Depth%.
/
5
Bankfuii
_
(D )/(A)
4
M
4 =
/
Height ! S
(A) / (B) =
J
(A
' (E)
(A)
.
(�) = B
as % =
(C)
Surface
Hoot ueDin i Sivav nanK rlei9rni t C )
Root
Depth%.
/
5
Study
Bank
_
(D )/(A)
4
Bank
Angle Q Q
4 =
(o)
Height n =
J
(A
' (E)
Surface Protection ( I )
t'Ar4relii 4s■:r•Z•]f191-71 L-11 MILE',
Copyright 0 2008 W ildland Hydrology River Stability Field Guide page 3-54
Root
Bank Angle ( H
Bank
Angle Q Q
Density
O
(F) x (E) _
Surface Protection ( I )
as % =
F
Surface
(G)
Copyright 0 2008 W ildland Hydrology River Stability Field Guide page 3-54
Bank Angle ( H
Bank
Angle Q Q
as De rees = I H
Surface Protection ( I )
Surface
Protection t O
Bank Material Adjustment:
as%
___
rBedrock (overall Very Low BEHI) _
_
Bank Material
Boulders (overall Low BEHI)
- --L _ Adjustment
Cobble (Subtract 10 points if uniform medium to large cobble)
Gravel or Composite Matrix (Add 5-10 points depending on Stratification Adjustment
percentage of bank material that is composed of sand)
Add 5-10 points, depending on
Sand (Add 10 points)
position of unstable layers in
relation to bankfull stage
j
f
Silt/Clay (no adjustment)
Very Low
Low Moderate High Very Hi h
Extreme- Adjective Rating
,5D
. _ - and
5-9.5
10 19.5 20-29.5 1 30--39.5 40-405
46 — 50 Total Score
Bank Sketch
Root
F�
Depth
Z
(D)
Y
X a
m
Bank
Angle
SO
�+
_Qankfull
---------------
_
�
�
V C
� O
v
t~
`�
Na
d
>
�t
--
-
Stan
of
0
0
1
Bank
Horizontal distance (ft)
Copyright 0 2008 W ildland Hydrology River Stability Field Guide page 3-54

Worksheet 3-11. Form to calculate Bank Erosion Hazard Index (BEHI) variables and an overall BEHI rating. Use
Figure 3-7 with BEHI variables to determine BEHI score.
Stream: Li i �o LP/c.1 c f1 „� Location: 01
Station: r „, (( I c Observers: i , 1LAv, s •—,
Date: S I Stream Type: Valle Type:
BEHI Score
Studv Bank Hejaht / Bankfull Heiaht i C 1 (Fin. 3-71
Study
Bank
Bankfull
Height
v
(A) / (B) =
4
9,0
Hei ht ft) =
(A}
fit)=
!
B
(F)i
I (C}
!
Boot ueptn / 5tudv Bank Ketaht ( E 1
Root
Depth
v
(D) / (A) =
Density
9,0
ft
(D)La=
1� I
(A)
(F)i
. r
Weiahted Root Densitv f G 1
Root
Root
Density
9,0
(F)x(E)
QF
1� I
as % =
(F)i
Nf
Z
. r
Bank
_ _ _ereBank Material Adjustment:
Bedrock (Ovll Very Low BEHI) W
Boulders (Overall Low BEHI)
Cobble (Subtract 10 points if uniform medium to large cobble)
Gravel or Composite Matrix (Add 5-10 points depending on
percentage of bank material that is composed of sand)
Sand (Add 10 points)
Sill/Clay (no adjustment)
Very Low Low Moderate High Very Hi h Extreme
C_.._ , . .._ __ _— ._ --- Ve --
5-9.5-1-10 -19.5 20-29.5 30-39.5 f 40-45 45-50
Bank Sketch
1 1 fl-- Al 01 5� _1
r
0
04
0
Horizontal distance (ft)
Bank Angle ( H }
Bank H
Angle
as De yeas =
Surface Protection ( I )
Surface
Protection
as% = (0116 1
>Bank Material
_______ Adjustment
Stratification Adjustment
Add 5-10 points, depending on
position of unstable layers in
relation to bankfull stage
Adjective Rating K
and t r
Total Score 'j
Bankfull
u
�g �m
N e
Start
of
Bank
7
Copyright 0 2008 W ildland Hydrology River Stability Field Guide page 3-54
Root
Depth
"
(D)
I
Nf
Z
. r
Bank
Angle
. (H)
Bankfull
u
�g �m
N e
Start
of
Bank
7
Copyright 0 2008 W ildland Hydrology River Stability Field Guide page 3-54

Worksheet 3-11. Form to calculate Bank Erosion Hazard Index (BEHI) variables and an overall BEHI rating. Use
Figure 3-7 with BEHI variables to determine BEHI score.
Stream:eek Location:
Station: Xlw.v� t r.. Rp tA4) Observers: C4,:.
L�►�—
Date: 3 J?.t J ?,0 (6 Stream Type: Valley Type:
lkm, -V, c
a
BEHI Score
Studv Bank Heiaht / Bankfuil Heiaht if C) (Fig. 3-7)
Study
Bank
1
Bankfull
Height
�^
1 V
(A) / (B) =E
Depth
(�
Height it =
(A)
(ft) =
B
Bank
(C)
Hoot Depth / btuav tsanK Fleignt ( t: )
Root=ht
Depth
• .,
udy
ank
1r'j
(D)/(A)=
Depth
O
fDl
a
Bank
fl =(it)=
A
(E)
Weiqhted Root Density ( G )
Root
Density j f� ( F) X (E) (�
as % = F _ (G)
Bank Material Adjustment:
Bedrock (Overall Very Low BEHI)~��--
Boulders (Overall Low BEHI)
Cobble (Subtract 10 points If uniform medium to large cobble)
Gravel or Composite Matrix (Add 5-10 points depending on
percentage of bank material that is composed of sand)
Sand (Add 10 points)
Sllt/Clay (no adjustment)
ery Low Low Moderate I High VeryHi h Extreme
5-9.5 10-19.5 1 20-29.5 1 30-39.5 40-45 46-50
Bank Sketch
04
0
Horizontal distance (ft)
uanK Angle ( H )
Bank
Angle
as Degrees
Surface Protection ( I )
SurfaceE=J Protectionas %
r.� Bank Material
I„% Adjustment
r---- ---'--,
Stratification Adjustment
Add 5-10 points, depending on
position of unstable layers in
rotation to bankfull stage
Adjective Rating I L.t>W
and riLD
Total Score
Bankfull____________
-Root-
• .,
�
. ` •:
Depth
fDl
a
Bank
Angie
N
w
�m
�e
a
----- -- Start
Of
Bank
1
Copyright 0 2008 W ildland Hydrology River Stability Field Guide page 3-54

Legend BEHI
Sawmill Road
BEHI Moderate Stream Restoration Site
Raleigh, NC
Extreme Very High 0 55 110 220
High Feet

L
10
O
0.1
O 0.01
W
North Carolina Stream Bank Erodibility
(Erosion from Bankfull Events)
1 2 3 4 5 6
Very Law Low Moderate High Very High Extreme
Near Bank Stress Index
e Moderate BEHI • High BEHI Very High BEHI Extreme BEH! ■ Very Low BEHI
Expon. (Extreme BEHI)---Expon. (Very High BEHI)—Expon. (Moderate BEHI) --Expon. (High BEHI) —Expon. (Very Low BEHI)
NRCS, NCDSWC, NCSU 4/23/2008
ri

Worksheet 1.
Stream: Mine Creek, Reach - Sawmill Road Location: Sawmill Rd, Raleigh NC
Graph Used: NC Erodibility Total Bank Length (ft): 1029 Date: 3/23/2016
Observers: Ron Johnson Valley Type: Stream Type: C4
(1)
(2)
(3)
(4)
5)
(6)
(7)
(8)
Station (ft)
BEHI rating
(adjective)
NBS rating
(adjective)
Bank
erosion
rate (ft/yr)
Length of
bank (ft)
Study bank
height (ft)
Erosion
subtotal
[(4)x(5)x(6)]
(ft' /y r)
Erosion
Rate
(tons/yr/ft)
{[(7)/27] x
1.3 / (5)]
1. 0-89(R)
Moderate
Low
0.02
89
4
7.1
0.00
2 0-116 (L)
Moderate
Low
0.02
116
4
9.3
0.00
3 89-139(R)
Very High
Very High
1.2
50
5.5
330.0
0.32
4 116-132(L)
Very High
High
1
16
4
64.0
0.19
5. 132-141 (L)
Moderate
Moderate
0.05
9
4
1.8
0.01
6 139-182(R)
Moderate
Low
0.02
43
5
4.3
0.00
7. 182-265(R)
Very High
Very High
1.2
83
4
398.4
0.23
8 141-300(L)
Moderate
Low
0.02
159
4
12.7
0.00
9. 265-288(R)
Moderate
Low
0.02
23
4
1.8
0.00
10 288-307(R)
Very High
High
1
19
5
95.0
0.24
11 307-346(R)
Moderate
Low
0.02
39
5
3.9
0.00
12 300-319(L)
Very High
Very High
1.2
19
9
205.2
0.52
13 319-426(L)
Moderate
Low
0.02
107
7
15.0
0.01
14 346-446(R)
Extreme
High
1.5
100
6
900.0
0.43
15 426-441(L)
Extreme
High
1.5
15
7
157.5
0.51
1s 446-501(R)
Moderate
Low
0.02
55
6
6.6
0.01
17 441-585(L)
Moderate
Low
0.02
144
7
20.2
0.01
18 501-607(R)
Extreme
High
1.5
106
4
636.0
0.29
19 585-640(L)
High
High
0.2
55
5
55.0
0.05
20. 607-652(R)
Moderate
Low
0.02
45
4
3.6
0.00
21 640-737(L)
Moderate
Low
0.02
97
6
11.6
0.01
22 652-670(R)
Very High
High
1
18
4
72.0
0.19
23. 670-702(R)
Moderate
Low
0.02
32
4
2.6
0.00
Copyright © 2006 Wildland Hydrology WARSSS page 5-81

Worksheet 1.
Stream: Mine Creek, Reach - Sawmill Road Location: Sawmill Rd, Raleigh NC
Graph Used: NC Erodibility Total Bank Length (ft): 1029 Date: 3/23/2016
Observers: Ron Johnson Valley Type: Stream Type: C4
(1)
2
3
4
5
6
7
8
Station (ft)
BEHI rating
NBS rating
Bank
Length of
Study bank
Erosion
Erosion
(adjective)
(adjective)
erosion
bank (ft)
height (ft)
subtotal
Rate
rate (ft/yr)
[(4)x(5)x(6)]
(tons/yr/ft)
(ft3/yr)
([(7)/27] x
1.3/(5))
24.702-745(R)
Extreme
High
1.5
43
5
322.5
0.36
25. 737-770(L)
Very High
Very High
1.2
33
8
316.8
0.46
26.745-874(R)
Moderate
Low
0.01
129
4
5.2
0.00
27. 770-808(L)
Very High
Very High
1.2
38
4
182.4
0.23
26.808-896(L)
Moderate
Low
0.02
88
4
7.0
0.00
29. 874-904(R)
Very High
High
1
30
4
120.0
0.19
30.
31.
32.
33.
Total
Sum erosion subtotals in Column (7) for each BEHI/NBS combination
erosion
3967.5
Total
Convert erosion in ft3/yr to yds'/yr {divide Total erosion (ft3/yr) by 27}
erosion
ds'/ NO
146.9
Convert erosion in ds3/ r to tons/yr {multiply Total erosion ds3/ r b
y y y( p y (y y) y
Total
1.3}
erosion
(tons/yr)
191.0
Calculate erosion per unit length of channel {divide Total erosion
Total
(tons/yr) by total length of stream (ft) surveyed}
erosion
tons/ r/ft
0 2
Copyright© 2006 Wildland Hydrology WARSSS page 5-81

Worksheet 2.
Stream: Mine Creek, Reach - Sawmill Road Location: Sawmill Rd, Raleigh NC
Graph Used: NC Erodibility Total Bank Length (ft): 1344 Date: 3/23/2016
Observers: Ron Johnson Valley Type: Stream Type. C4
(1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
Station (ft)
BEHI rating
(adjective)
NBS rating
(adjective)
Bank
erosion
rate (ft/yr)
Length of
bank (ft)
Study bank
height (ft)
Erosion
subtotal
[(4)x(5)x(6)]
(ft' /y r)
Erosion
Rate
(tons/yr/ft)
{[(7)/27] x
1.3 / (5))
1. 0-100(R)
Low
Low
0.001
100
1.5
0.2
0.000
2. 0-100 (L)
Low
Low
0.001
100
1.5
0.2
0.000
3. 100-125(R)
Low
High
0.02
25
1.5
0.8
0.001
4 100-125(L)
Low
Low
0.001
25
1.5
0.0
0.000
5 125-175 (L)
Low
Low
0.001
50
1.5
0.1
0.000
6, 125-175(R)
Low
Low
0.001
50
1.5
0.1
0.000
7. 175-200(R)
Low
Low
0.001
25
1.5
0.0
0.000
8 175-200(L)
Low
High
0.02
25
1.5
0.8
0.001
13 200-235(L)
Low
Low
0.001
35
1.5
0.1
0.000
9 200-235(R)
Low
Low
0.001
35
1.5
0.1
0.000
10 235-260(L)
Low
High
0.02
25
1.5
0.8
0.001
11 235-260(R)
Low
Low
0.001
25
1.5
0.0
0.000
12 260-320(L)
Low
Low
0.001
60
1.5
0.1
0.000
13 260-320(R)
Low
Low
0.001
60
1.5
0.1
0.000
14. 320-335(R)
Low
Low
0.001
15
1.5
0.0
0.000
15 320-335(L)
Low
High
0.02
15
1.5
0.5
0.001
16 335-355(R)
Low
Low
0.001
20
1.5
0.0
0.000
17. 335-355(L)
Low
Low
0.001
20
1.5
0.0
0.000
18 355-375(R)
Low
Low
0.001
20
1.5
0.0
0.000
19 355-375(L)
Low
High
0.02
20
1.5
0.6
0.001
20 375-540(R)
Low
Low
0.001
165
1.5
0.2
0.000
21 374-540(L)
Low
Low
0.001
165
1.5
0.2
0.000
22. 540-560(R)
Low
Low
0.001
20
1.5
0.0
0.000
23 540-560(L)
Low
High
0.02
20
1.5
0.6
0.001
Copyright © 2006 Wildland Hydrology WARSSS page 5-81

Worksheet 2.
Stream: Mine Creek, Reach - Sawmill Road Location: Sawmill Rd, Raleigh NC
Graph Used: NC Erodibility Total Bank Length (ft): 1344 Date: 3/23/2016
Observers: Ron Johnson Valley Type: Stream Type: C4
(1)
2
3
4
5
6
7
8
Station (ft)
BEHI rating
NBS rating
Bank
Length of
Study bank
Erosion
Erosion
(adjective)
(adjective)
erosion
bank (ft)
height (ft)
subtotal
Rate
rate (ft/yr)
[(4)x(5)x(6)]
(tons/yr/ft)
(ft3/y r)
{[(7)/27] x
1.3/(5))
24.560-672(R)
Low
Low
0.001
112
1.5
0.2
0.000
25. 560-672(L)
Low
Low
0.001
112
1.5
0.2
0.000
26.
27,
Total
Sum erosion subtotals in Column (7) for each BEHI/NBS combination
erosion
ft3/ r
5.7
Total
Convert erosion in ft3/yr to yds3/yr {divide Total erosion (ft3/yr) by 27}
erosion
(yds'/r
0.2
Convert erosion in yds3/yr to tons/yr {multiply Total erosion (yd s3/yr) by
Total
1.31
erosion
(tons/r
0.3
Calculate erosion per unit length of channel {divide Total erosion
Total
(tons/yr) by total length of stream (ft) surveyed}
erosion
(tons/yr/ft)
0.00
Copyright © 2006 Wildland Hydrology WARSSS page 5-81

WETLAND DETERMINATION DATA FORM — Eastern Mountains and Piedmont Region
Project/Site: Sawmill Road City/County: Raleigh/Wake Co. Sampling Date: 11/4/2014
Applicant/Owner: City of Raleigh State: NC Sampling Point: 01
Investigator(s): Ron Johnson - AECOM Section, Township, Range:
Landform (hillslope, terrace, etc.): old pond bed Local relief (concave, convex, none): concave
Subregion (LRR or MLRA): Lat: Long:
Soil Map Unit Name: Southern Piedmont NWI classification: _
Are climatic / hydrolo is conditions on the site typical for this time of year? Yes = No E71 (If no, explain in Remarks.)
Are Vegetation Soil ❑, or Hydrology ❑ significantly disturbed? N Are "Normal Circumstances" present?
Slope (%): 0.0
Datum:
Yes 0 No ❑
Are Vegetation Soil 0, or Hydrology ❑ naturally problematic? N (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes 0 No Is the Sampled Area
Hydric Soil Present? Yes ❑ No ✓ within a Wetland? Yes 0 No 0✓
Wetland Hydrology Present? Yes No=
Remarks:
Old pond bed that has been drained for over 20 years.
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required: check all that apply)
❑ Surface Soil Cracks (B6)
❑ Surface Water (Al) ❑ True Aquatic Plants (B14)
❑ Sparsely Vegetated Concave Surface (138)
❑ High Water Table (A2) ❑ Hydrogen Sulfide Odor (Cl)
❑ Drainage Patterns (1310)
❑ Saturation (A3) ❑ Oxidized Rhizospheres on Living Roots (C3)
❑ Moss Trim Lines (616)
❑ Water Marks (131) ❑ Presence of Reduced Iron (C4)
❑ Dry -Season Water Table (C2)
❑ Sediment Deposits (132) ❑ Recent Iron Reduction in Tilled Soils (C6)
❑ Crayfish Burrows (C8)
❑ Drift Deposits (133) ❑ Thin Muck Surface (C7)
❑ Saturation Visible on Aerial Imagery (C9)
❑ Algal Mat or Crust (B4) ❑ Other (Explain in Remarks)
❑ Stunted or Stressed Plants (D1)
❑ Iron Deposits (135)
❑ Geomorphic Position (D2)
❑ Inundation Visible on Aerial Imagery (67)
❑ Shallow Aquitard (D3)
❑ Water -Stained Leaves (139)
❑ Microtopographic Relief (D4)
Aquatic Fauna (B13)
❑ FAC -Neutral Test (D5)
Field Observations:
Surface Water Present? Yes ❑ No Q Depth (inches):
Water Table Present? Yes ❑ No 0 Depth (inches):
❑
n F
Saturation Present? Yes No' ' Depth (inches):
Wetland
Hydrology Present? Yes No
includes capillary fringe)
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0

VEGETATION (Five Strata) — Use scientific names of plants.
Absolute Dominant Indicator
Tree Stratum (Plot size: ) % Cover Species? Status
1. Acer rubrum 40 X FAC
2. Liriodendron tulipifera 40 X FACU
5
6
8
50% of total cover: 40
Sapling Stratum (Plot size: )
1.
2.
3.
4.
5.
6.
50% of total cover:
Shrub Stratum (Plot size: )
1 Ligustrum japonicum 10
2 Rosa multiflora 5
Sambucus nigra 2
Sampling Point: 01
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC: 2 (A)
Total Number of Dominant
Species Across All Strata: 6 (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: 33 (A/13)
0 = Total Cover Prevalence Index worksheet:
Total % Cover of: Multiply by:
20% of total cover: 16
OBL species 0 x 1 = 0
FACW species 0 x2=0
FAC species 132 x 3 = 396
FACU species 49 x 4 = 196
UPL species 10 X.5 = 50
Column Totals: 191 (A) 642 (B)
Prevalence Index = B/A = 3.4
= Total Cover Hydrophytic Vegetation Indicators:
20% of total cover: ❑ 1 - Rapid Test for Hydrophytic Vegetation
❑ 2 - Dominance Test is >50%
X UPL ❑ 3 - Prevalence Index is 53.0'
X FACU ❑ 4 - Morphological Adaptations' (Provide supporting
X FAC data in Remarks or on a separate sheet)
❑ Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must
6• be present, unless disturbed or problematic.
15 = Total Cover Definitions of Five Vegetation Strata:
50% of total cover: 7.5 20% of total cover: 1.5
Tree —Woody plants, excluding woody vines,
Herb Stratum (Plot size: ) approximately 20 ft (6 m) or more in height and 3 in.
1. Microstegiumyifnineum 90 X FAC (7.6 cm) or larger in diameter at breast height (DBH).
2. PolyStichum acrostichoides 2 FACU Sapling — Woody plants, excluding woody vines,
3, Parthenocissus quinquefolia 2 FACU approximately 20 ft (6 m) or more in height and less
4 than 3 in. (7.6 cm) DBH.
5. Shrub — Woody plants, excluding woody vines,
6 approximately 3 to 20 ft (1 to 6 m) in height.
7. Herb — All herbaceous (non -woody) plants, including
8 herbaceous vines, regardless of size, and woody
plants, except woody vines, less than approximately 3
9. ft (1 m) in height.
10.
Woody vine — All woody vines, regardless of height.
11.
94 = Total Cover
50% of total cover: 47 20% of total cover: 18.8
Woody Vine Stratum (Plot size: )
1.
Hydrophytic
= Total Cover Vegetation
50% of total cover: 20% of total cover: Present?
Remarks: (Include photo numbers here or on a separate sheet.)
Yes II No=
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0
'Indicators of hydric soil and wetland hydrology must
6• be present, unless disturbed or problematic.
15 = Total Cover Definitions of Five Vegetation Strata:
50% of total cover: 7.5 20% of total cover: 1.5
Tree —Woody plants, excluding woody vines,
Herb Stratum (Plot size: ) approximately 20 ft (6 m) or more in height and 3 in.
1. Microstegiumyifnineum 90 X FAC (7.6 cm) or larger in diameter at breast height (DBH).
2. PolyStichum acrostichoides 2 FACU Sapling — Woody plants, excluding woody vines,
3, Parthenocissus quinquefolia 2 FACU approximately 20 ft (6 m) or more in height and less
4 than 3 in. (7.6 cm) DBH.
5. Shrub — Woody plants, excluding woody vines,
6 approximately 3 to 20 ft (1 to 6 m) in height.
7. Herb — All herbaceous (non -woody) plants, including
8 herbaceous vines, regardless of size, and woody
plants, except woody vines, less than approximately 3
9. ft (1 m) in height.
10.
Woody vine — All woody vines, regardless of height.
11.
94 = Total Cover
50% of total cover: 47 20% of total cover: 18.8
Woody Vine Stratum (Plot size: )
1.
Hydrophytic
= Total Cover Vegetation
50% of total cover: 20% of total cover: Present?
Remarks: (Include photo numbers here or on a separate sheet.)
Yes II No=
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0
94 = Total Cover
50% of total cover: 47 20% of total cover: 18.8
Woody Vine Stratum (Plot size: )
1.
Hydrophytic
= Total Cover Vegetation
50% of total cover: 20% of total cover: Present?
Remarks: (Include photo numbers here or on a separate sheet.)
Yes II No=
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0

SOIL
Sampling Point: 01
Profile Description: (Describe to the depth needed to document the Indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Tvoe Loc Texture Remarks
0 - 3 10 YR 4/3 none sl sandy loam
3-18+ 5 Y 5/6 none sc silty clay
'Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains. 2Location: PL=Pore Lining, M=Matrix
Hydric Soil Indicators:
Indicators for Problematic Hydric Soils':
❑ Histosol (Al)
❑ Dark Surface (S7)
❑ 2 cm Muck (At 0) (MLRA 147)
Histic Epipedon (A2)
❑ Polyvalue Below Surface (S8) (MLRA 147, 148)
❑ Coast Prairie Redox (A16)
❑ Black Histic (A3)
❑ Thin Dark Surface (S9) (MLRA 147, 148)
(MLRA 147, 148)
❑ Hydrogen Sulfide (A4)
❑ Loamy Gleyed Matrix (F2)
❑ Piedmont Floodplain Soils (F19)
❑ Stratified Layers (A5)
❑ Depleted Matrix (F3)
(MLRA 136, 147)
❑ 2 cm Muck (A10) (LRR N)
❑ Redox Dark Surface (F6)
❑ Very Shallow Dark Surface (TF12)
❑ Depleted Below Dark Surface (At 1)
❑ Depleted Dark Surface (F7)
❑ Other (Explain in Remarks)
❑ Thick Dark Surface (Al2)
❑ Redox Depressions (F8)
❑ Sandy Mucky Mineral (S1) (LRR N,
❑ Iron -Manganese Masses (F12) (LRR N,
MLRA 147, 148)
MLRA 136)
❑ Sandy Gleyed Matrix (S4)
❑ Umbric Surface (F13) (MLRA 136, 122)
'Indicators of hydrophytic vegetation and
❑ Sandy Redox (S5)
❑ Piedmont Floodplain Soils (F19) (MLRA 148)
wetland hydrology must be present,
❑ Stripped Matrix (S6)
❑ Red Parent Material (F21) (MLRA 127, 147)
unless disturbed or problematic.
Restrictive Layer (if observed):
Type:
Depth (inches):
Hydric Soil Present? Yes ❑ No ❑✓
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0

Sawmill Road Stream Restoration
Exposed sewer line downstream of greenway crossing.
High erosional banks and over wide section downstream of sewer line.

Sawmill Road Stream Restoration
Existing sewer line that bisects the site
Upper portion of stream through the old pond bed.

Sawmill Road Stream Restoration
Another bank with Very High BEHI
Restored channel on nearby Old Dear Trail project. This is what relocated channel will
look like following project completion.

V
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Table of Contents:
A;t
THE CITY OF RALEIGH
PUBLIC WORKS DEPARTMENT
1 Title Sheet
2 General Notes and Construction Sequence
3 Site Overview
4 Existing Conditions
5 Site Plan, Grading and Drainage
6 Proposed Channel Profile
7 Typical Cross Sections
8 through 13 General Details
14 Erosion and Sediment Control
15 -- Reforestation Plan
16 through 17 Reforestation Details
18 through 26 -- Cross Sections
sEAL
_ 036121
'l. 6/18/201
. B ti�,'C1Ni1'rrt� �.
. Ay�N •ap� .
Plans Prepared By: CAD File Path: Q:/99133/CADD/SAWMILL
AC0M /Plansheets
APPROVED
Storm Water Manager DATE
RECOMMENDED
FOR CONSTRUCTION
DEPARTMENT I DATE I SIGNATURE
RUFFIN L. HALL
CITY MANAGER
iay i AxaiGlg
t Vllr tied
Awa
L
NANCY McFARLANE
MAYOR
Crabtree Creek Stream Restoration/Stabilization
Sawmill Rd. Site
Project No. SM 2014 - 0064
Mine Creek Basin
JUNE 2014
PROJECT FEATURES
CLEARING
GRADING
SEEDING AND MULCHING
GRAPHIC SCALES
40 80 120
Plan View....„.....„„..
20 ao 60
Horz. Profile ... ...... ..
4 8 12
Vert. Profile _..........
M
IJ U o ~
Nupp.y
P
V
V
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f � NaoN et 1 I
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t� d oai,i
y
Table of Contents:
A;t
THE CITY OF RALEIGH
PUBLIC WORKS DEPARTMENT
1 Title Sheet
2 General Notes and Construction Sequence
3 Site Overview
4 Existing Conditions
5 Site Plan, Grading and Drainage
6 Proposed Channel Profile
7 Typical Cross Sections
8 through 13 General Details
14 Erosion and Sediment Control
15 -- Reforestation Plan
16 through 17 Reforestation Details
18 through 26 -- Cross Sections
sEAL
_ 036121
'l. 6/18/201
. B ti�,'C1Ni1'rrt� �.
. Ay�N •ap� .
Plans Prepared By: CAD File Path: Q:/99133/CADD/SAWMILL
AC0M /Plansheets
APPROVED
Storm Water Manager DATE
RECOMMENDED
FOR CONSTRUCTION
DEPARTMENT I DATE I SIGNATURE
RUFFIN L. HALL
CITY MANAGER
iay i AxaiGlg
t Vllr tied
Awa
L
NANCY McFARLANE
MAYOR
Crabtree Creek Stream Restoration/Stabilization
Sawmill Rd. Site
Project No. SM 2014 - 0064
Mine Creek Basin
JUNE 2014
PROJECT FEATURES
CLEARING
GRADING
SEEDING AND MULCHING
GRAPHIC SCALES
40 80 120
Plan View....„.....„„..
20 ao 60
Horz. Profile ... ...... ..
4 8 12
Vert. Profile _..........
M

GENERAL NOTES
1. CONTRACTOR SHALL CONDUCT THEIR OWN UNDERGROUND
UTILITIES INVESTIGATIONS BEFORE COMMENCEMENT
OF CONSTRUCTION,
CONSTRUCTION SEQUENCE OF EVENTS
A Initial Site Preparation
1. Oersted nursery and coordinate plant orders.
2. Close both a of Greenway P", '8=' am (see Pedestrian Barricade dato�, CoMrodor ro provide two week notice to Engineer prior to dosing Greenway Trail,
3. Stake construction limits, Neuse Rier nd deodng limits as shown on the Plans or as directed by the Engineer.
4. Inzrall carsfruction entrances, tree protection fence4ofcry fence, mrd temporary slit fence. Emiromrentally sensitive irons, tree protection areas, and trees to be saved shall be fenced,
marked, andbr slaked (Coordinab with Engawed.
5. Prepare waste areas and staging E stockpiling areas. Use safetyy fence oncilar temporary sin fence to demarcate boundaries.
6. If appflcoble, whose and stockpile vegetation transplants. (Coordinale with Ergnwad
7. Perform deoring activities in coves necessary to instal" sediment and erosion control devicoc.
8. Install primary sediment and erosion control devices as directed by the Plans er the Engineer.
9. Perform dearirg activities in areas necessary to grade channel and install structures. Grubbing operations will be limped to restrict the amount of disturbed area prior to installation of
adeeqqu�nto sediment and erosion control devneaa (i.s. 750 fool inrmmeMs).
10. Inatgfl any renwinirg erosion d se&mem control devices as required by the Plans.
11. Remove other debris from within conshudion limits. Dispose of debris according to the Project Manual or as, directed by Engineer.
B. General Channell Construction
1. Locations with PumpirgUivoring
Within each segment, the foflowbg sequence will be followed:
t. instofl seam crossings as necessary ro locate equipment to the apposite side of the stream d anal.
2. Install erosion 6 sediment control measures,
3. Set up diversion pump, Pipnng, and aulbt pod.
4, Install sediment pump and special stilling basin at location of downstream impervious dikdsih screen. If downstream stmdum is a silt screen or other sediment catching device, the
sediment pump !nay nal be necessary.
5. Install upstream hmpenvioa dike at location indicated under the Construction Sequence or shown on the yian and begin pumpingtlivertng of the moirotream flow.
6. Install downstream impervious dike4fl screen at location indicated under the CastoucieaeSeouence and miliole pumping of sediment -laden water from construction area as needed.
7. Coons n maximum 250 -foot lengths. Within each 250 -foot oasinuclion i nggllhh tM following will be done:
stockpileExcavate and any existing bed material to a depth of ors, toot for later placement in the newly will
channel.
b. Grade proposed stream to elevations a specified in the profile, sforkpding all topsoil for later use on planting areas. Construct from downstream to upstream or as directed by the
Engineer. remove existing dam with Engineer approval.
c. Stockpnb all remaining soil to use as baddgl for filled channel.
d. Install structures in locations as specified in the Plans or as directed by the Engineer,
e, Replace topsoil, install seeding, mukh, and coir fiber mailing w all disturbed stream banks per the Plans before movingh on to the next 2511-fset conntrudion tenants.
9. Unless const�rnuchon is outshde tl dhormpapntk saawson, insta8 anal lima aliasing, temporary and permoneM saed'ug, and mils inn operations in difeet const areas for ilea reach segment.
season, ant rnownt pemtawM anal This work incudes all brdsmping, plantings, and seedier, "segmmrf mnatruclion is outsid. the rkmnoM
to. The PI t'eB°t°ti°^ °cc°nling ro w n Instal
Il. Water m%be ""'ol d systems and knporvious dkas& 6noeans may be relowMd as aPprovod by the Engineer.
kala Rha newly conatrhrcted channel after inspected by Engineer and approved. (Note: Water shall not ba divarled khto the newly conzFoucted dwnnal unt7
shuduras and coir fiber malting hove lawn inataled.)
12. FII the existing abandoned nharnelfmmediately char water is diverted into the newly corMructed channel.
11. Locations without PumpingDiverfirg
Within each segment, the following sequence will be followed:
2 Install stream crossings as neoeswy to lacote equipment to the opposite side of the stnwm channel.
2. install erosion S sediment cordrol measures.
3. Ine"' sedmeM pump anal spedal stfllin basin at downstream omit aF segment.
4. Install structures in locators ac spsarietl Inn M Pians or as directed by the Engineer.
5. Install seeding, mulch, and con fiber malting on ail dtstuded stream banks par the Plans.
6. Proms ripping, apread'ag of wood chits and }opsoil, application of f.dil®er and kme, discing, temporary and permanent seeding, and mulching operations in all disturbed meas far the
7. L=7; ret �rrrhaneno the do�tass no ,install pemmnwt ppJaminBs� This work includes all landscaping, Plantings, and seeding. If segment construction is outside the damwrd
egetaton Instal tation' below.
C. Construction Sequence
L Active Strom Relocation Procedure
Portions of the proposed channel not colo laotwith the existing channel shall be constructed in the dry while maintaining flow in the axiatinB channel. Disturbed areas draining into
the actused
t charnel shall pass thou appropriate erosion 8 sedimentation control mosuros palm fon catering the active chanrs,l. Thal •Method of Grading for Erasers Commd detail shall
be used ta minimize sediment -laden worm emering the active stream. Sediment pumps shall be used to remove sediment-kden water titer has inRhroted into the conahudion eros
during construction. (See 'Pumping- detoil.) Water from these dewatering operations win be filtered prior to discharge into the actor channel. Wherever possible, the sequence u
arranged b allow complexed proposed channel areas time to establish vegetation. The order of conslouelion fisted below may be revised Fry the Engineer fon barer meat tea needs of
sped issues encountered during construction. The order of the new channel construct on and in-sheam restructure is as follows:
21. Instal =r=7 nxossing Drat existing charnel where noted on plans.
2. ksfall remnant channel at SM.16+25.
3. Begin g conshuctinp new channel between Sts. 12+00 thru Sto• 16+25. This sectio shall be constructed in the dry and the 250• construction limitation is not applicable to this station
a. 4. install i Install car fabric. Coir fabric must be installed prior to beginning new channel construction. Install silt fence ahxng completed channel as shown on. the Pians.
mPervious dike #1 and impervious dike #2 for a pier around of approximately 50 feet. Complete channel between St. ted ch thou s show+73 an hth rile, book oMy. Love
existing channel on len bank intad. Instal mir fabric Coir fabric must be installed pram ro beginning new charnel construction. Install sits fence along comnpleted channelas shown on
the plans
5. Ran- impervious dike #1 and impervious dike #2.
6.Install'vnperwaus dike #3 and impenvios dike #4. Complete dwnnel 6eivvwn Sta. 10+00 tfhra 12+00.
7. Remove impervious dike #3 and impervious dike #4.
8. Ran- berm at 16+25.
9. Imtall ns�dpervwlu�ldike elR 5. fiance Complete k8 side of channel between St. 16+25 thou Sta. 16+72. Install coir fabric. Coir fabric must be installed prey to beginning new dermal
10, Fall ex stream channel at bcog tions channel as shover an the plans.
11. Remove dike #5. an PI°' placing seed ixnpervbus til whore noted. Place fit in 6 -lifts, comped each lin prior t the w# liN being irhstolad.
1t. install rock check doors on small tributary where noted on plans.
D, Post -Strom Construction
I. Oran vegetation has been established,sremove all remaining sediment and erosion control devices along creek, dismantle staging and stockpile areas, and re -grade and remove, houl
roads al the direction of the
2. Seed and mukh s/ ing areas, st * Ing areas, haul roads, and any remaining non -vegetated areas outside of the shalom,
3. Remove sediment and erosion COMraI Ima'somes.
E. Vegetation Installation
Install pemwnee planfings This work includes all landscaping, plantings, and seeding �porhn�neMtemporary'repair) not done in canPrnction with the •General Channel Construction•. This will
ordy bo done as a separate phase if channel construction n done outside of the clamant season and it is a specific roquesI of the Engineer.
EARTHWORK
LOCATION
UNCLASSIFIED
EXCAVATION
UNDERCUT
EMBANKMENT BORROW
WASTE
776057.629
(Cl)
(CY)
(CY) (CY)
(CY)
PROPOSED CHANNELI
2479
BL #102
470
2102745.315
320.967
BL #103
775561.27
2102716.707
2009
SITE CONTROL POINTS
PT
NORTHING
EASTING
ELEV
BL #100
776057.629
2102812.653
336.53
BL #101
775810.69
2102813.982
330.381
BL #102
775685.76
2102745.315
320.967
BL #103
775561.27
2102716.707
320.376
BL #104 1
775392--7-82-T-2102681.26
13+48.0
312.573
BL #105 1
775170.7172102656.417
14+89.7
310.515
ALIGNMENT DATA
STRUCTURE LOCATION DATA
STATION` I
DESCRIPTION
10+00.0
ROCK CROSS -VANE
10+52.0
ROCK CROSS -VANE
11+20.0
ROCK CROSS -VANE
11+50.0
ROCK CROSS -VANE
11+72.0
ROCK( CROSS -VANE
12+02.0ROCK
CROSS -VANE
12+32.0
DOUBLE DROP ROCK ONE
12+62.0
DOUBLE DROP ROCK CROSS -VANE
12+92.0
DOUBLE DROPROCK CROSS -VANE
13+16.0
ROCK CROSS -VANE
13+48.0
ROCK CROSS -VANE
14+14.0
ROCK CROSS -VANE
14+89.7
ROCK CROSS -VANE
14+45.2
ROCK CROSS -VANE
15+95.0
ROCK CROSS -VANE
16+31.6
ROCKGRADE CONTROL VANE
f vin un uyarttsam sill
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CURVE
TANGENT
CURVEfTANGENT
CHORD RAWS
STATION
NAhE
NORTHING
EASTM
BEARING
LENGTH(FT)
DELTA ANGLE
LBVGTH(FT) (FT)10+00.000
POT
S 9° 47' 05,00" W
10+94.338
PC
27102,654.24
775,708.13
52.248
11+03.545
G7
RAD
2,102,688.73
775,702.18
18.006
29° 28' 33.50" (LT)
17.808
11+12,344
FT
2,102,655.78
775,690.39
35
S 19° 41' 28.50" E
65.312
11+77.6562,
FC
102,677.78
775,628 . 90
11+83.300
G2
RAD
2,102,643.81
775,620.50
11.191
i8° 19'10.15"(RT)
11.143 35
11+88.847
Pi
2,102,678.70
175,617.79
S 4° 26' 10.50" W
47.821
12+36.668
775,570.1212+41.975
G3
E=�2,102,67�5.00
808775,572.05
10458
23° 58'03.47"(RT)
10.382
12+47.126
,607
775,560.16
25
S 28° 24' 13.97" W
19.415
12+66.541
PC
2,102, .83
775,543.08
12+75.950
G4
RAD
2,102,698.02
775,524.05
18.481
26°28'18.27"(LT)
18.481
12+85.022
PT
2,102,658.04
775,525.40
40
S 1 ° 55' 55.69" W
31.918
13+16.940
PO
2,102,656.96
775,493.50
13+25.483G5
RAD
2,102,696.94
775,492.15
16.833
24°06'40.19"(LT)
76.709
13+33.773
PT
2,102,659.90
775,477.05
40
S 22° 10' 44.50"
19.448
13+53.221
R5
2,102,667.24
775,459.04
13+61.333
G6
RAD
2,102,644.09
775,449.61
15.688
35° 57' 15.30" (RT)
75.432
93+68.909
FT
2,102,668.37
775,443,65
25
T1 W
120.825
14+89.734
PC
2,102,639.60
775,326.30
14+92.625
G7
RAD
2,102,673.60
775,317.97
5.789
9°26'3623"(LT)
5.762
14+95.503
PT
2,102,636.70
775,320.61
35
4° -19'545r W
49.724
15+45.227
FC
2,102,634,94
775,271.03
15+51.180
8
RAD
2,102,605.03
775,273.30
11.753
22°28'44.50 (RT)
11.753
15+56.980
PT
2,102,631.81
775,259.76
30
S 26°46'39.07" W
74.637
16+31.616
FC
2,102,598.18
775,193.15
16+46.580
G9
RAD
2,102,633.89
775,175.13
28.638
4 10 15.05'T)
28.63816+60.254
2,102,595.12
,2
`w
S14° 14' 35.98" E
12.33
16+72.584
POT
2,102,598.16
775,153.33
6 1 N
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JOR NO
HORIZ SCALE ,_•_ = e_0•
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City of Raleigh
. •
N0. rDATEV �LSCRIPTION
SITE OVERVIEW
—
Crabtree Creek Stream Restoratlon/StAffintion
Sltowav%
°
1
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S$mill RC1 Siteo'•.
Wii
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6-18-2014 FINAL 1002 SET
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PRFPAREDBY
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PROJECT NUMBER:
0
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6/18/1014
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APPROYED BY
DATE
SM 2014 - 0064
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E•2102812.653 a "'--'�`--- ; f' t IY..tt n- `, �.
ELEV =33653'
REBAR WITH CAP-. ...i n.: 8L •101 ! I , `1
N=775810.69 •- ` Z - Pet
E-2102813.98 UI 330.38'
I REBAR WITH CAP " \
�+Ze
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,
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piping Wight of Woy lin. ----------
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1
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or Body of WaMr R rr
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piping Noor. Bullar zone 1 (30'1 -BZ 1- -- I > r - "3 K n, - - +• ,.
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U.4
ALONG CHANNEL BOTTOM
TYPICAL SECTION "C" STREAM
RIFFLE
= THALWEG LOCATION
USE FROM STATIONS 10+00 TO 11+12 AND 13+69 TO 16+72
ALONG CHANNEL BOTTOM
LL TYPICAL SECTION "B" STREAM
RIFFLE
= THALWEG LOCATION
USE FROM STATIONS 11+12 TO 13+69
POOL
NOTE: MIRROR SECTION FOR LEFT MEANDERS
= THALWEG LOCATION
USE FROM STATIONS 10+00 TO 16+72
NOTE:
SEE GRADING PLAN (SHEET 5)
FOR FLOODPLAIN GRADING LIMITS
6 1 �
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cneizow
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AZ
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7 26

NOTE:
FOOTER AND HEADER BOULDER DIMENSIONS
1' MI 0.5 FT DROP BETWEEN
-- - vBASEFLOW CROSSES
- "�--------
'N
MINIMUM
MIDRANGE
MAXIMUM
----------------------
FLOWy
24`
30"
36"
CHANNEL BED �� SCOUR
RANKFIAL -. B' W.-
_...._....'POOL
CROSS
CHANNEL BED SCOUR
l
__-
1. HEADER, FOOTER, AND SILL ROCKS TO BE
1/3 WIDTH
1/3 WIDTH
BOULDERS
BANKFULL
BANKFULL
o
2. ALL VANE ARMS TO BE BACKFILLED WITH
z
I
n I
BANKFULL ELEVATION
E
g
NATIVE FILL
Q
m'
-i
a
m
LL
r I
TI
O
O
O
r
O
c
-
J
WIDTH
1 WIDTH
/
\ 1 W1�N LE
� rya
BANKFULL
BA
BANKFULL
SILL ROCKS SHALL BE SET AT
J
G7
BASE FLOW
6"F BELOW SANKFULL ELEV.
NATIVE BACKFILL
D -D)
)
t
Cr
ZCa
ELEVATION
i0 PREVENT WATER FROM CUTTING
CHANNEL BED
�a
�
(SEE
/
Sy
(VARIES)
AROUND STRUCTURE
c
,y
G7
5
NO GAPS
BETWEEN
NATIVE BACKFILL
z
ROCKS
D
D' a
BEDDING MATERIAL #57 STONE
I
7HEADER
TYPE 2 FILTER FABRIC
2� ppF Ess "•. 4
i
TYPE 2FILTER FABRIC,
/ /'.
1 \ \
'^1t4
i 6/19/2014 e _
(INSTALLED ON UPSTREAM SIDE)
/I
FLOW 1
T
SECTION D -D'
�," NgNf1,�.�`
A
/ / I
�{ \ \
A•
PROPOSED BED ELEVATION
FOOTER ROCK
,maY
•.,,,,,•„
END OF SILL$/
J
FOOTER ROCK I
1A
SECTION A -A' (UPSTREAM
VIEWI
HEADER ROCK
yp yl�Lr
jo r
we
TOE OF BANK J
TO BE BURIED IN
BANKAT LEAST B' PLAN VIEW
FOOTER AND HEADER BOULDER DIMENSIONS
1' MI 0.5 FT DROP BETWEEN
-- - vBASEFLOW CROSSES
- "�--------
'N
MINIMUM
MIDRANGE
MAXIMUM
----------------------
FLOWy
24`
30"
36"
CHANNEL BED �� SCOUR
RANKFIAL -. B' W.-
_...._....'POOL
CHANNEL BED SCOUR
l
__-
muvnruu wtNG SLOPE 14:1
B BEDDING MATERIAL, #57 STONE 1
STREAM BED
ELEVATION `FOOTER ROCK /
TYPE 2 FILTER FABRIC TO EXTEND /
DEPTH OF SCOUR POOL TO JJJ ¢ •1�/
0.5 BELOW BOTTOM OF FOOTER ROCK
EQUAL MAX POOL DEPTH STRUCTURE STONE, CLASS A TO
FILL VOIDS BETWEEN BOULDERS
DOUBLE DROP ROCK CROSS -VANE
SECTION CC'PROFIIEVIEW w
FOOTER ROCK � 1 I _I I
8
SECTION B - SCALE: NTS O
B'
Im
V'
CROSS M ri 4'V
NOTE: 1/3 WIDTH 1/3 WIDTH J! 0
BANKFULL BANKFULL
1. HEADER, FOOTER, AND SILL ROCKS TO BE LS
BOULDERS i I I P•I
m n 1/3 WIDTH vulmr R S 1/3 WIDTH BANKFULL ELEVATION
2. ALL VANE ARMS TO BE BACKFILLED WITH u. I i T BANKFULL BANKFULL
NATIVE FILL 4 O SILL ROCKS SHALL BESET AT
T BASE FLOW 6'-S"BELWY BANKFULLELEV.
/ J ANG x ELEVATION TO PREVENT WATER FROM CUTTING
\ AROUND STRUCTURE
AN 4!� Zc (VARIES)
NATIVE BACKFILL ) 2 m NO GAPS
(SEED -D) / i ZC BETWEEN \ CHANNEL BED F
y �1 ROCKS z
T - NATIVE BACKFILL m
I� m x
FLOW �
D = z
D \ \ BEDDING MATERIAL, #57 STONE
/ CHANNEL BED TYPE 2 FILTER FABRIC
I
SET HEADER ROCK AT
FOOTER ROCK
TYPE 2 FILTER FABRIC, / /'.� \ PROPOSED BED ELEVATION
(INSTALLED ON UPSTREAM SIDE) 1 1
SECTION A -A' (UPSTREAM VI
SECTION D -D'
1 I FOOTER ROCK
END OF SILLS
HEADER ROCK -1
TO BE BURIED IN - Ive Ur nANrc I
BANK AT LEAST
PLAN VIEW
FOOTER AND HEADER BOULDER DIMENSIONS
7'MIN.
-- -- BASEFLOW
~�I;
[wy=
MINIMUM
MIDRANGE MAXIMUM
-
FLOW y -------
RANKFIAL -. B' W.-
CHANNEL BED SCOUR
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B
STREAM BED
ELEVATION BEDDING MATERIAL, #57 STONE
FOOTER ROCK Z
TYPE 2 FILTER FABRIC TO EXTEND / V
0.5 BELOW BOTTOM OF FOOTER ROCK DEPTH OF SCOUR POOL TO J
EQUAL MAX POOL DEPTH
FOOTER ROCK ���I = rROCK CROSS -VANE FFILLLLUV04DDS BETTWEEN BOULDERS SHEET OF
SECTION B•B' 8 SCALE: NTS SECTION C -C' PROFILE VIEW
8 26

NOTE:
1. HEADER, FOOTER AND SILL ROCKS TO BE
BOULDERS
2. ALL VANE ARMS TO BE BACKFILLED WITH
NATIVE FILL
TYPE 2 FILTER FABRIC,
QNSTALLED ON UPSTREAM SIDE)
4i
I O I
2 1
EL
24�
MIDRANGE
MAXIMUM
24'
Nr
I J
a O
1
IL
1
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1
3�2
NATIVE BACKFILL
20
/
Q
(SEE DA')
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FLOW
D
D'
I
O
I
A
/ �
1
1
�
FOOTER ROCK �
m
END OF SILLS
TOE OF BANK
TO BE BURIED IN
BANK AT LEAST
PLAN VIEW
SANKFULL
FOOTER ROCK
BANKFULL -�
ELEVATION CHANNELBED
NATIVE BACKFILL
BEDDING MATERIAL,
1{57 STONE TYPE 2 FILTER FABRIC
SECTION D -D•
- BASE FLOW
ELEVATION
(VARIES)
NO GAPS
BETWEEN
ROCKS /
CHANNEL BED —� v
SET HEADER ROCK AT I
PROPOSED BED ELEVATION
SECTION A -A' (UPSTREAM VIENA
14:1
FOOTER AND HEADER BOULDER DIMENSIONS
MINIMUM
MIDRANGE
MAXIMUM
24'
Nr
38'
STREAM BED
ELEVATION
SL. ROCKS SHALL BE SET AT
6'$' BELOW BANKFULL ELEV.
TO PREVENT WATER FROM CUTTING
AROUND STRUCTURE
FOOTER ROCKS
HEADER ROCK
1'MIN.
-- y RASEFLOW
Ow-= --------
CHANNELBED� ++� SCOUR
POOL __---
BEDDING MATERIAL, #57 STONE
FOOTER ROCK
TYPE 2 FILTER FABRIC TO EXTEND
0.6 BELOW BOTTOM OF FOOTER ROCK DEPTH OF SCOUR POOL TO
EQUAL MAX POOL DEPTH
STRUCTURE STONE, CLASS A TO
FILL VOIDS BETWEEN BOULDERS
SECTION C -C' PROFILE VIEW
ROCK GRADE CONTROL VANE
.9 SCALE: NTS
2 ROCK TOE
.9 SCALE: NTS
NnTFc EXISTING CHANNEL
1.90% COMPACTION RATES REQUIRED ON WIDTH VARIES
CHANNEL PLUG OR AS APPROVED BY PROPOSED
THE ENGINEER, BANKFUL
2. SIDE SLOPE THAT IS ADJACENT TO ELEVATION
PROPOSED STREAM NEEDS TO MATCH
PROPOSED CROSS SECTION IN THAT F
REGION.EXISTING
CHANNEL,• - y IMPERVIOUS SELECT
3. THIS STRUCTURE SHALL BE PLACED BOTTOM
AS DIRECTED BY THE ENGINEER. MATERIAL
SECTION B -B'
MATCH PROPOSED
CHANNEL CROSS-
SECTION MATC TOP C a 1
PROPOSED VARIES EXISTING GRADE)
BANKFULL
ELEVATION
1 FILL
NAT
IVE
1 MIN
•
PROPOSED TOPSOIL BOTTOM OF B" MIN.OF
CHANNEL IMPERVIOUS SELECT EXISTING
BOTTOM COIRMATTING MATERIAL CHANNEL
ON TOP OF TOPSOIL
SECTION A -A'
MATCH PROPOSED
CHANNEL CROSS-
SECTION
ROSSSECTION DIMENSIONS
i
A A'
2a �
EXISTING
i CHANNEL
PROP! CHANNEELLD B
IMPERVIOUS SELECT
MATERIAL
TOE OF BANK TOP OF BANK
PLAN VIEW OF EXISTING CHANNEL WITH CHANNEL PLUG
�g CHANNEL PLUG
.� SCALE: NTS
I 16
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035724
6/16/2014 -
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SHEEP I OF
9 26

TOP OF 50 MIN. NOTES:
STREAM BANK
A 2.5 t. PUT SILT FENCE OR TREE PROTECTION FENCE UP
STAKE DETAIL BUT EDFNENT ro KEEP
• . • • • . • • FLOW SEDIMENT SITE TO ENSURE CONSTRUCTION ENTRANCE IS USED. off,,
�- 21N. x 2 1N. (NOMINAL) E g
WOODEN STAKE G0000 '-b 000 �000�o 000008 O�
1 IN. o0oo 000cG000000 GOO oGGoO �op�0 21F CONSTRUCTION ON THE SITES ARE SUCH THAT G
w } p 0o THE MUD IS NOT REMOVED BY THE VEHICLE TRAVEUNG a
2.5' i ¢ 0 0 2"- 3" STONE TO BE USED o OVER THE STONE, THEN THE TIRES OF THE
HARDWOOD STAKES 2 IN h G , ( SURGE STONE OR oG IZ MIN VEHICLE MUST BE WASHED BEFORE ENTERING THE
TYPICAL 2 IN. < o 0
O o o PUBLIC ROAD.
� poo RAILROAD BALAST) p
i o 0 000o R
-- A, 12 IN,0 0 0
TRENCH 0 0 0 00 0 00 0d s
000 foo 00 0 0 0 0 0 0 oGo o OOGop � pd 3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS
p 0 0 0 0 0 0 00 o gi o G O G G 00 ON TO THE PUBLIC ROAD, THE GOVERNING AUTHORITY
d _
WALL CLEAN THE AREA AND INVOICE THE FINANCIALLY
TOE OF BANK PLAN VIEW RESPONSIBLE PERSON AS INDICATED ON THE FINANCIAL
PLAN RESPONSIBILITY FORM. ,.
CONI MATTING TYPICAL BASEFLOW NEWCONSTRUCTION
ELEVATION
CssttA
OVERLAPS 5 FT. COIR MATTING 6n8/2Dia
OVERLAP UPSTREAM FABRIC EXISTING ROADWAY �— 35'MIN. 15'MIN. — ••. eyClNf.�p•'+°;_
HARDWOOD STAKE OVER DOWNSTREAM FABRIC ep•.,,,•,•, cc,;
AT SEAMS
-- 61N. I 000 p0000`ao�o
B IN. MIN E' MIN. °° 0oG o 00 00 0 0 0�0 o Oo 0000 00 o Coco
GOoG 000 cPBG� 12" MIN.
_ °°`Ooo o p0000000`�iop000Q'oo 000c�000 �POo�ocp000
iii—iii—i 1—i I I—I I:—I I—i I I I—i I I- 6" MIN. KEYED IN COIR 2 FT. (I—°I V I I I I= I I I I 1111=7 I I I I =III (I—
III—III=III—III—III=III_ III -11 III—IT _
SFABRIC MP.) HIN. SECTIONA-A'I'II— FABRIC UNDER STONE
NOTE: CROSS SECTION �~
1. MAXIMUM SINGLE LENGTH OF MATTING IS 1017.
1 COIR FABRIC 2. TOP AND BOTTOM EDGES OFMATTINGIMESH 2 CONSTRUCTION ENTRANCE
1 O SCALE: HIS SHALL BE KEYED IN.
3. BANKS SHALL BE SEEDED PRIOR TO 1 O SCALE: NTS
PLACEMENT OF MATTING.
OFRIC.N T:RITFRIA NOSES NCDOT ifs OR
112 DIAMETER OF PIPE 1157 WASHED STONE
1. PLACE STONE TO THE LINE AND DIMENSION SHOWN IN THE PLAN ON A OR 12" WHICHEVER IS CLASS "B" �O
1. KEEP A MAXIMUM HEIGHT OF 2 FEET AT THE CENTER OF THE DAM. FILTER FABRIC FOUNDATION, 6" DEEP -$� p
GREATER NM G
2. KEEP THE CENTER OF THE CHECK DAM AT LEAST 91NCHES LOWER 2. KEEP THE CENTER STONE SECTION AT LEAST 91NCHES BELOW NATURAL S ^ N
THAN THE OUTER EDGES AT NATURAL GROUND ELEVATION. #3
GROUND LEVEL WHERE THE DAM ABUTS THE CHANNEL BANKS.
FILTER FABRIC 6 N
3. KEEP THE SIDE SLOPES OF THE DAM AT 2:1 OR FLATTER 3. EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP " "I
WATER FROM CUTTING AROUND THE ENDS OF THE CHECK DAM. 1 -III 8 M , y
4. ENSURE THAT THE MAXIMUM SPACING BETWEEN DAMS PLACES THE _ M rG
wo
TOE OF THE UPSTREAM DAM AT THE SAME ELEVATION AS THE 4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE jCA
TOP OF THE DOWNSTREAM DAM. TOP OF THE LOWER DAM IS THE SAME AS THE TOE ELEVATION OF THE I I—III-I I
5. STABILIZE OUTFLOW AREAS ALONG THE CHANNEL TO RESIST EROSION. UPPER DAM.
6. USE CLASS B RIPRAP 5. PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY CAPACITY OF PIPE CULVERTS
FLOW THAT COULD CAUSE EROSION.
8. KEY THE STONE INTO THE DITCH BANKS AND EXTEND IT BEYOND TOGETHER = BANK FULL FLOW
THE ABUTMENTS A MINIMUM OF 1.5 FEET TO AVOID WASHOUT FROM fiSTAAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM IS ELEVATION
OVERFLOW AROUND THE DAM. NOTE:
7. ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT
ENTRANCES BELOW THE CHECK DAMS, ARE NOT SUBJECT TO DAMAGE NCDENR APPROVAL IS REQUIRED
FILTER FABRIC, TYPE 2 OR BLOCKAGE FROM DISPLACED STONES. FOR ALL TEMPORARY STREAM
CLASS B RIP -RAP CROSSINGS
1.5'
DWQ APPROVAL DATE
I2Ft -.
q7 CLASS"B"ENTER NCDOT #5 OR#57 WASHED STONE4'TOV OO° oo cF°°o° 8 0�o o°o8oCLOSE UP OF o°°0goo ° ° oo 0 ° o o°c�o
CH CK DAM °o ° ° 00 0 0 ° °°o 0 0 00 p0 o0°Oo� 000000o
O0°0°p0°°°°000°°O0 °oo°000 o0°O oO00
OOO0O °o0 00 0 000p0 O°0 O 0 00 00 00p°FILTER FABRIC. TYPE 2 °° 0 0 000°°o00OO O O 0° °0 0 °0°0
0PURPOSE: TO REDUCE EROSION IN A CHIWNEL BY REDUCING°0°�° C0°O°°oO°� ° ° 0o O o s
( B I
L _ THE VELOCITY OF FLOW.ClP
11 �lI -Ill I17, 25' ' Ga d
CROSS-SECTION VIEW MINIMUM STREAM CHANNEL MINIM25UM
L=THE DISTANCE SUCH THAT POINTS
TOP OF BANK TOP OF BANK
A AND B ARE OF EQUAL ELEVATION t 5
W �
PLAN V-
PROFILE VIEW W"
CS =
3 STONE CHECK DAM tla TEMPORARY STREAM CROSSING
1 O SCALE: NTS 1 O SCALE: NTS SHEET OF
10 26

��- -
'FOR REPAIR OF SILT v o
�
No. 57 FAILURES, USE TREE PROTECTION AREA No. 57 WASHED STONE.
3h WATER COURSE BUFFER FOR ANCHOR WHEN SILT `+ 18"
PROTECTION FENCE 16" FENCE IS PROTECTING
DO NOT ENTER CATCH BASIN, v DO NOT ENTER 8' MAX. x
v WARNING SIGN DETAIL VARIABLE AS DIRECTED BY THE ENGINEER--�
WARNING SIGN DETAIL TPI
WARNING SIGN
8' MAX
VARIABLE AS DIRECTED BY THE ENGINEER ( i R
STEEL POST TREE PROTECTION AREA =
� MIN. 12-112 GA
WOVEN WIRE FABRIC i INTERMEDIATE
MIN. 10 GA. WIRES
WARNING SIGN A DO NOT ENTER
SILT FENCE GEOTEXTILE FABRIC I I LINE WIRES
WATER COURSE BUFFER
MIN. 70 GA.
DO NOT ENTNER NCE
9 N FILL SLOPE LINE WIRES >0<I MIN. 12-12 GA \ _ 00
"
L4ao
WIRES 00 /GRADEESS,i�y�9C/j'/�,�'
I' ? \ i _ _ _ _ _ _ _! .. ae slims-iCl
SILT FENCE FABRIC (2 035T24
IN TO SECOND=IUII=HIl1 =IIIII=IIIII-IIIII VIII-IIIII-III':i=11111=LII,-VIII=VIII=71111
=II!II=11 °—VIII=_VIII=VIII=VIII-illllj =IIIII=11' cnei2a� : s
. GRADE WIRE FROM TOP GRADE
— IIIII �` = IIIII B':FNc:NEE: +
Iilll
6" HEIM
MIN. COVER =IIIII=IIIII =IIIII=!1111=IIIII=IIIII=IIIII-!lil!=1161=!1111=IIIII-IIIII-IIIII=11111=11111-IIIII=IIIII=11111-111IF�IIIII =11111= l' -
N _ OVER SKIRT • _ ILII =� IIIII ILII
ILII - 6J ILII -- HIGH"�rENS,RESISTANT
ESTRENGTHT
EXTEND WIRE 6" MIN. INTO TRENCH STEEL POST
—WOVEN WIRE FABRIC = VIII POLY BARRICADE FABRIC (TYPICAL) m
AND ANCHOR SKIRT AS full
vn = .���I. Iii a
DIRECTED BY ENGINEER' — ILII WARNING SIGN
im
ORANGE UV RESISTANT
FRONT VIEW IIIII i� HIGH -'TENSILE STRENGTH
SIDE VIEW $ci I POLY BARRICADE FABRIC (TYPICAL)
G�
o ) FRONT VIEW
NOTES
1. WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL. NOTES
2. LETTERS TO BE 3" HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS DETAILED.
3. SIGNS SHALL BE PLACED AT 50' MAXIMUM INTERVALS. _
4. FOR WATERCOURSE BUFFER PROTECTION AREAS LESS THAN 200' IN PERIMETER, PROVIDE NO LESS THAN 1. WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL.
ONE SIGN PER PROTECTION AREA, 2. LETTERS TO BE 3" HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS DETAILED.
-MAXIMUM INTERVALS. ;d 3. SIGNS SHALL BE PLACED AT 50'
5. ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC. o
6. MAINTAIN WATERCOURSE4. PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER BUFFER PROTECTION FENCE THROUGHOUT DURATION OF PROJECT. -a '"
7. ADDITIONAL SIGNS MAY BE REQUIRED BY CITY OF RALEIGH INSPECTIONS THEREAFTER.
DEPARTMENT BASED ON ACTUAL FIELD CONDITIONS. w 5. ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC.
- 6. MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATION OF PROJECT.�.f
8. PLACE A SIGN AT EACH END OF LINEAR WATERCOURSE BUFFER PROTECTION AND 50' ON CENTER THEREAFTER. SIGNS MAYBE REQUIRED BY CITY OF RALEIGH INSPECTIONS
9. FOR CONDITIONS WHERE PRACTICE APPLIES; PLANNING CONSIDERATIONS ( HOWEVER FLOW SHALL NOT RUN PARALLEL 7. DADDIEPARTTIOMENNAL ASED ON ACTUAL FIELD CONDITIONS.
mT B
WITH THE FENCE, AND DESIGN CRITERIA
10. END OF SILT FENCE NEEDS TO BE TURNED UPHILL G
11. SEE N.C. STATE DENR PRACTICE 8 SPECIFICATION SEDIMENTS FENCE SECTION.
FOR CONDITIONS WHERE PRACTICE APPLIES; PLANNING CONSIDERATIONS. SIDE VIEWN
NOTE: FOR TREE PROTECTION ONLY Z ^ f
SILT FENCE/WATER COURSE BUFFER PROTECTION FENCE (_2 ),TREE PROTECTION FENCE /CONSTRUCTION SAFETY FENCE
WALE: XTS
1 SCALE: MS
a�
WOOD MA CLASS B STON � ,^
24" X 12"
I—I
fGRLOSED
OF RALEIGH I-j�I_— CHANNELSO
E E NWAY SLOPE VARIES 'I I IJ CROSS SECTION ( m
CLASS B STONE RAMbI
0�(/,0 s
0� WO OSEE NOME WIDTH
OMINIMUM
g
O
WOOD MA p�
TYPE III BARRICADE (NCDOT 1145.01 NOTE: STREAM CHANNEL PIAN VIEW
ROADWAY STANDARD DRAWING) 1. CONSTRUCT STREAM CROSSING WHEN FLOW IS LOW.;
2. HAVE ALL NECESSARY MATERIALS AND EQUIPMENT ON-SITE BEFORE WORK BEGINS. W
3. MINIMIZE CLEARING AND EXCAVATION OF STREAMBANKS. DO NOT EXCAVATE CHANNEL BOTTOM. c
4. UNE STREAMBANK AND ACCESS RAMP AREA WITH NON -WOVEN FILTER FABRIC. A d a
5. INSTALL STREAM CROSSING AT RIGHT ANGLE TO THE FLOW, a 11
6. MAINTAIN CROSSING SO THAT RUNOFF IN THE CONSTRUCTION ROAD DOES NOT ENTER EXISTING CHANNEL WWWi
PEDESTRIAN BARRICADE BY INSTALLING SILT FENCE ON ALL FOUR CORNERS ADJACENT TO THE STREAM. SEE SILT FENCE DETAIL W
7. STABILIZE AN ACCESS RAMP OF CLASS B STONE TO THE EDGE OF THE MUD MAT. Z
SCALE: NTS S. THE WOOD MAT SHALL BE OF SUFFICIENT SIZE AND WIDTH TO SUPPORT THE LARGEST (s�"
VEHICLE CROSSING THE CHANNEL e
9. CONTRACTOR SHALL DETERMINE AN APPROPRIATE RAMP ANGLE ACCORDING TO
EQUIPMENT UTILIZED, RECOMMENDED AT AS: 1 SLOPE.
TEMPORARY STREAM CROSSING -WOOD MAT SHEET of
1 SCALE: NTS 11 26

FINISHED GRADE OF
MULCH PATH (SEE DETAIL
30' RCP THIS SHEET)
EXISTING SANITARY FINISHED GRADE 4" TRIPLE SHREDDED MULCH F
SEWER LINE 8" DIP NO COMPACTION /^ ELEVATION _
ZONE BACKFILL WITH COMPACTED
3 FT. NATIVE FILL TO 95% MAX
SUPPORT SANITARY SEWER PROCTOR I I '=-� I I - LL III=I
11—� T� . .
LINE WITH #67 STONE
. APPROVED NATIVE
FILL MATERIAL TO Y 1 =y~ y - c m
95% MAX PROCTOR
GRADE TO DRAIN
TOWARDS PROPOSED .�— , L I `� f -fl -I IBJ 1 0
SELECT BACKFILL CLASS III
OR CLASS 11
OQ O OQ CHANNEL (SEE PLANS FULLY COM PACT HAUNCH
O(\`��J VO O� �7 FOR SPOT ELEVATIONS)
/1OO _0 �/'1 -^ ZONEOCKFILL SELECT LOOSLEMATERIAL
PLACED SELECT •,.. ••.••u,,,
(„�„J VL/ �,J BACKFILL MATERIAL CLASS II
O O O O O °D SECTION A -A'
I I-11 III -I I -1�h 11%1 -1 I I_I I I I! -I I f- I I -I I �I I -1 ! I
-1 I _-18,'-S-� � �-1 I1 <I-1 I I�T� I IaI I, I I 1-I 1 I. - I I� , " FLOW ; 6/18/2019
—� I 1 I^111' � FNCINEEpr•k '
BOTTOM OF •'•R...N•Y•0
EXISTING CHANNEL 30" RCP EXISTING CHANNEL
CLASS BRIP-RAP SLOPE q Yet
-A' FINISHED GRADE OF A
GRADE TO DRAIN MULCH PATH (SEE DETAIL PS
AND INLET PROTECTION
SECTION A v�1•
TOWARDS PROPOSED --ti^
CHANNEL (SEE PLANS � • THIS SHEET) U�M
FOR SPOT ELEVATIONS) -- _
A A
BACKFILL WITH COMPACTED -
NATIVE FILL TO95%MAX
c
PROCTOR
w
#67 STONE TO I a C
SUPPORT SANITARY
SEWER UNE
o z '
CLASS B RIP -RAP
< AT OUTLET V N
EXI5TING SANITARY r , • , LTA
SEWER LINE 8"DIP ) of Y,,-6 .I0
_I.\ }(—I`i'1 1F I} -i• }L-I,�,'1
-y PROFILE VIEW Ar
r` r �'} r }� ,1 r GREENWAY STREAM CROSSING
SCALE: NTS
�1 }
GRASS SWALE 8 m
(-I . L •�`I �' f^I , �-- •(^ �' moi _ / ON UPHILL SIDE
2% MIN. G A
}^r'}r,'}� } ,� }�Nr }� CR SSSLOPE
�, r �,-,--; �,cl
r� "I ` ., `^ rte'
�`� `= r"` r �� I� ;^.� �: r. EXISTING GROUND 4" TRIPLE SHREDDED MULCH
m m
Q. 3 MULCH PATH �$
1 2 SCALE: NTS
STABILIZE EXCAVATED MATERIAL
a 1
TYPE 2 FILTER FABRIC W
O X
OFFSITE CLEAN WATER —► A V r:
2:1 �� $
Wd
PROFILE VIEW 1' MIN. z -
W �.
Q SEWER LINE STABILIZATION 1' MIN,'
12 SCALE: NTS-- J"� CLEAN WATER DIVERSION DITCH SHEET OF
1 2 SCALE: NTS 12 26

TOP OF BANK
STONE IMPERVIOUS DIKE
PLAN VIEW
STRUCTURAL STONE,
CLASS
IMENT CONTROL STONE
STONE)
31 MIN,
TOP OF BANK 2'-0" MIN.
nIMPERMOUS
—~�—
FLOWFLOW
1'-6" MIN. —�MIN
SEDIMENT CONTROL
STONE(#57 STONE)CTURALSTONE,
SI
FABRIC
STREAM BED
STONE IMPERVIOUS DIKE
CROSS SECTION
SECURE IMPERVIOUS FABRIC
UNDER TOP LAYER OF SANDBAGS
IMPERVIOUS
FABRIC 7
CLASS
STONE —7l -
FLOW 13' MIN.
CHANNELBOTTOM - L SECURE IMPERVIOUS
FABRIC WITH CLASS B STONE
SANDBAG IMPERVIOUS
DIKE PROFILE
STONE IMPERVIOUS DIKE
PROFILE
SANDBAGS
PROPOSED CHANNEL
3' MIN.
CHANNEL
SANDBAG IMPERVIOUS DIKE
CROSS SECTION
NOTES:
1. THE STRUCTURE SHALL BE USED FOR DIVERTING
AND PUMPING ONLY. THE STRUCTURE SHALL BE
RELOCATED OR REMOVED ONCE PUMPINGIDIVERTING
IS COMPLETE.
2. EITHER TYPE OF IMPERVIOUS DIKE (SANDBAG OR STONE)
MAY BE USED. 13
1 IMPERVIOUS DIKE
SCALE: NTS
• F
s:is<rs°a�or'["Pi�i:::i:iiilii "•n°ralRw$ • �
• • [�ba0'Mam o I' a, •
• • • • e�Wanenaiei � 2�q[aawiawa�.
6NEYY•pTP[., i ' i :rcttkPlRµi!&W9W. .:�:':.
BURY WIRE FENCE
STEEL POST SET HARDWARE CLOTH
MAX 7 APART MIN
71NTO SOLID GROUND
BURY WIRE FENCE,
FILTER FABRIC,
FRONT VIEW AND HARDWARE
CLOTH IN TRENCH.
NOTES:
1. REMOVE SEDIMENT WHEN HALF OF STONE OUTLET IS COVERED.
2. REPLACE STONE AS NEEDED TO ENSURE DEWATERING.
X FILTER FABRIC
APRON ON GROUND
BURY 6" UPPER EDGE OF
FILTER FABRIC APRON IN
TRENCH
SECTION VIEW
Special Stilling Basin
(Lay Flat)
Existing Terrain
15.0' to 20.0'
Filter Fabric
Stream Bank
e' of Sediment control Stone
Note= Provide Stabilized Outlet to Streambank
,/2SPECIAL STILLING BASIN Not To Scale
1 3 SCALE: NTS
IMPERVIOUS DIKE (SAND BAG TYPE SHOWN)
- PROPOSED 24" CPP
ci
a
25(Y MAX
PROPOSED 24" CPP
FLOW
CHANNEL
EXISTING BOTTOM
CHANNEL
DIVERSION CROSS SECTION DIVERSION_ PROFILE
NOTE:
PIPE MUST HAVE POSITIVE DRAINAGE WHEN USING
DIVERSION (0.3% TO 2.D% PIPE SLOPE IS RECOMMENDED)
(BASEFLOI/h NOTE:
NOTE: CHANNEL SHALL BE MATTED WITH COIR FIBER MATTING (SEE DETAIL)
SEE CONSTRUCTION SEQUENCE C1-C4 PRIOR TO THE CLOSE OF EACH WORK DAY.
M
r'nd
s
v
C..;
77
�I
9
4 PUMP-AROUND/PIPE DIVERSION SHEET OF
ENT CONTROL FENCE 13 - SCALE: NTS
SCALE: NTS 1 13 26
m
M
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®
z
M
,.PIN CaR
pF r$S�
M
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�
y:p
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U
lao.o6
v
25(Y MAX
PROPOSED 24" CPP
FLOW
CHANNEL
EXISTING BOTTOM
CHANNEL
DIVERSION CROSS SECTION DIVERSION_ PROFILE
NOTE:
PIPE MUST HAVE POSITIVE DRAINAGE WHEN USING
DIVERSION (0.3% TO 2.D% PIPE SLOPE IS RECOMMENDED)
(BASEFLOI/h NOTE:
NOTE: CHANNEL SHALL BE MATTED WITH COIR FIBER MATTING (SEE DETAIL)
SEE CONSTRUCTION SEQUENCE C1-C4 PRIOR TO THE CLOSE OF EACH WORK DAY.
M
r'nd
s
v
C..;
77
�I
9
4 PUMP-AROUND/PIPE DIVERSION SHEET OF
ENT CONTROL FENCE 13 - SCALE: NTS
SCALE: NTS 1 13 26

FN HAE?5E
Lj AXTyTSJ
1- Ewr • 6y :.
J'� �•E. rr Z I-
' APD SPMIAk
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BRANDY WOOD CT H o 75p9
aB uT2I .0 ;T NAD 83
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AI "vq Wiit'fCKAO h 6
Y \ .: T D TAYLOR 10.23' ♦ S - //p
♦ r X Fuq 1!07350751 , `• t ; "er. zNNr c -rlkwa / GRAPHIC SCALE
Y ('
r.P 7 \+ \ w vu r,. 5 _ Err °Lsr E1P aESSE REN- • 'ru �m 40 011 120
11G 915 NYNiU 7 TAX PN 17013 as
1 gs. DD 19261 PG so R�
CP % BN 1911 PO ^_Ti <
SS /r \1711 �y 4'r P
t E 7. LWIA NFa _ Y'l L PEAU., _ f xu V LOCI, k" a / � y6"sts. DISTURBED AREA = 2.0 ACRES
a PIN :70i2S. i8l T %PIN I]UitS%98 IAk FIN 1 w-'!
5/\" F
J x993 Yl: 0'6 B 9906 ° 1^ UO PL [721
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1'1T'W
E=2102812.653 f. r•5' 1.'
Y h
EP i
ELEV.-336.5Y as TURK � ,.6s.99� 10Tau BL '01LIMITS OF DISTURBANCE
REB AR WITH CAP •+
N=775810.69 .6 / i 1 I � '�\ \ � � ♦ % � �. _...,_, L ZB_�.,_ 7 ?8.., _ 1 •05,r1:—� rP r .e ^� � `.
ELEV.=33.98 �r
F1EV: 330.38. �� �, 1 X11: :, \ /\ -,� , . : -.. .•i:' 'Y CC
rCONSTRUCTION RE8AP WITN CAP
a ENTRANCE y.
1 C.r
BL 102 . \ (.l / ) , , hjl'�? �?'• �F �... -� kip , `\�. -
i
_ N.7T5685:T6 i"'' \ \ �' S.
.. - _
/(
2r � �.� E=210279532 1 � }y2• �' r' .. 1 .., ,. ,_ ,\
%.r. r.. .. Sza1L'PT•TII_ 32osT.
- ] . -
• RERAR WITN �
(( s
\TEMPORARY STREAM F y GIFT OF (ipLEl� ❑
s - CROSSING
1 y TAX F56 IiU73J P7
- ti _ •ti.w9• T m Ta;,!' Bz I-� 08 564e
� SILT FENCE. (TYP) BL 103��_ •� � �\t\ Bah 1975 PG 77 'G W
N=7759627 - 2 J ♦ �� W
l � r az
" . ^� art iNCP AREA 1 E=202716.'8 TREE REMOVAL
y - �:1 \ +t EIEV,=320JT6 AT DIRECTION
;`•ir aEeTpR mN CAP, OF ENGINEER
"F'K'y
Q�
317. s.. v
T3 CONSTRUCTION
SAFETY' FENCE "P.)
m \\ k
toP= 4
, FOOT
_
FLOW--. .. , �::;£ � .. � / �... '.•. — _. `t.Ti�� \ � 'I .�N.7751�9 72p�q' - .. 9\0.4 \ ♦ ^J F-,
,
20265&2 'Cx-
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:i- • �,, IMPERVIOUS DII((� �`. _ _ .... _..- --: . _ :. - L,�- ... xEBM � � � is•1
~ �\O 57
., cp
"P,� - _ W17i1 GIP
'. ' 1. m
__ .. 1�M1
1
- . T SILT -
FENCE (fYPj_._ ' L• -,:.. _r _ _....._
az
/T
13L '4014
.r
0
r -fl'.. ,r .... ... 2.��.. -- .. / ♦;i N.775392.78 2 `\.• .11177_ ,-.
t�
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SPECIAL SEDIMENT CONTROL FENCP'--- ELEv m1zJr y. -fir _ �-�a�� / $
'� Vee
' Cif of RALEI..w g1STONE CHECK DAM _ _ JPS
_ - ;Ay PIN 1]07. r PUCE SLOPE bi
118 z9q, vl. 45 10 .. - - -- DRAINS AS
o
� NEEDED LIMITS OF
8.M 1'16' fvb!9
DISTURBANCE
4 CLEAN WATER DIVERSION DITCH q, - -•\--t- -; 7- _
�riz
NOTE: SEE DETAIL e FOR PUMPAROUND OPERATION.
I N35'S`i 09'E SERO' Iv
R ({
Hul'J655'W c.9.5T. N;12 _7'0'YW 18T.0 n'
r( noc-in"Z;'F
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Ed. ing Iron Pin TOTAL,
. I ��=7.9'9.
f" S
EisPng Right of Way Une --'--- 41ERMAL " uil ev �`• \ "i.,l ."q'SAKf E 3?.C.!' NC4<^•f•W zrJ7' 10s
BR(NOA NC%EWlQN WEBS _ ' _ Aw` SCo(q `P
�`. \ S OR.cIVAGE ucx aD7 +9':q•E O §
Fisting Fasaneid lirw --'e— :7'.� �^TAk PIN 171.72591; 2 f., 9q• V
0cp
t
s �.
A F
Ei.6^g Edge of rg. rn.m ' ! � 1� �\ _. _ x]
----- � fN 19]9 P4 ?59 CE
St— or Body of wawa -" � 7. I _ �
S.. .'y Sew& M nhole • LIMITS OF ® IMPERVIOUS DIKE w: w a NANCY n .wrteR I� _ - __ -r _ N F•9 1
El
UG Sar�irory Sewer Lina DISTURBANCE Yp TA% PP: RG7253989 M I JEPrREI WILIANS
_ Z I 'AX YIN 17.729599_
Eusfing Neuse BvRer Zone 1 —BZ T— 20 STONE CHECK DAM P. Irs9 x ,�: k:' = I O
(3g� :C la Q j , DH 27',5 M652
Fisting Neuse Buller Zone 2 tk� A14'I'F:VEW /. Fi.rNN I 8M NTP, PO ei2
Rd! —BZ 2— TEMPORARY SILT FENCE
/// JAMES' A h xATNERPiE J lg:RItAY - TA% PIN-.l15:P.iu
ftis Lo W.n O STREAM CROSSING `\ \ / i vx P1w norzs3zoe - DB 4277 i`9 19re 1 W a
t 0711 P6 21 fill 1919 Ff i. :9 I v
EuGing ,Ninon pip.
r"^o - .1978 PG 6?2
Ei: ng Tree tin. 1' SPECIAL SEDIMENT gln �'+6w ^'8 '�'o- a..,---�,^, I•c-_,
O3 IMPERVIOUS DIKE LABEL CONTROL FENCE ` PE7ER D.ilAig h FRAw;>.wA L u.SE <' ?"; I 1 n
E..fi TM.— ine - - - - - \\ tax PIN R0r152351 `p �-,%'
EAiswng Nunes contour - - - - - TREE PROTECTION FENCE cwD,-.-c(r CLEAN WATER \ ' 'ne S12T Nc '0 'oF 'y, i• SNE6T OF
L``yNMI nJTB PC f,I 1 yr5'�
DIVERSION 1 DITCH m � _ J�b�\ ^ \ � Inn I .2
14 26
r

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Lj
N
AD 83
Db 21
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i
GRAPHIC SCALE
P
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El
N=776057.629
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E=2102813.N
ELEV.-330.38'
ELEV,336.53'
W 6 -lot
FEBAR WITH CAP -1 zu
%
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15 26
A

HEALING IN DIBBLE PLANTING METHOD
1. LOCATE A HEALING -IN SITE IN A SHADY, WELL USING THE KBC PLANTING BAR
PROTECTED AREA.
2. EXCAVATE A FLAT BOTTOM TRENCH
300 MM DEEP AND PROVIDE DRAINAGE.
u
� �II
r
2 inch
b
L
I
i
1. INSERT PLANTING BAR 2. REMOVE PLANTING BAR 3. INSERT PLANTING BAR
AS SHOWN AND PULL HANDLE AND PLACE SEEDLING AT 50 MM TOWARD PLANTER
3. BACKFILL THE TRENCH WITH 50 MM OF WELL TOWARD PLANTER. CORRECT DEPTH. FROM SEEDLING.
ROTTED SAWDUST. PLACE A 50 MM LAYER OF
WELL ROTTED SAWDUST AT A SLOPING ANGLE
AT ONE END OF THE TRENCH.
\ I
nN
4. PLACE A SINGLE LAYER OF PLANTS
AGAINST THE SLOPING END SO THAT
THE ROOT COLLAR IS AT GROUND LEVEL.
5. PUSH HANDLE FORWARD 6 LEAVE COMPACTION
4. PULL HANDLE ARD ER BAR FIRMING SOIL AT TOP. HOLE OPEN. WATER
1 SOIL AT BOTTOM., FIRMING THOROUGHLY.
PLANTING NOTES:
PLANTING BAG I�
DURING PLANTING, SEEDLINGS
SHALL BE KEPT IN A MOIST
CANVAS BAG OR SIMILAR
5. PLACE A 50 MM LAYER OF WELL ROTTED CONTAINER TO PREVENT THE
Scientific Name
Common Name
LS
BR
Contalnerl Plug Seed %,
Remarks
DDDD
SEEDING NOTES:
Carya glabra
Pignut hickory
KBC PLANTING BAR
100
gCarya
1. IF SOIL TESTS ARE PERFORMED, APPLY LIME ACCORDING TO RECOMMENDATIONS. SOILS
ovata
Shagbark hickory
CROSS SECTION, AND SHALL
100
a
TREES
Quercus faicata
Southern red oak
100 MM WIDE AND
100
p
(Bare Root)
Ulmus americana
American elm
100
Bare root 1/0 seedlings
randomly on 8 -ft centers.
Z¢
Celtis laevigata
Sugarberry
100
placed
z
Fagus grandifolia
American beech
100
W
ga
4. THE FERTILIZER MIX IS TO BE 4-12-12
Prunus serotinaBlack
cherry100
m
PRUNED, IF NECESSARY, SO THAT
NO ROOTS EXTEND MORE THAN
250 MM BELOW THE
5. FERTILIZATION RATE FOR TEMPORARY WINTER SEED IS 500 POUNDS PER ACRE.
p
SHRUBS
Ilex decidua
Possumhaw
6. REPEAT LAYERS PLANTS AND SAWDUST
ROOT COLLAR.
25
x �
Randomly between trees
o
(Bane Root)
Viburnum nudum
Possum -haw
25
place
in groups of 3, 5, or 7 on 3 -ft
BARE ROOT PLANTING DETAILS
6. TEMPORARY SEEDED AREAS ARE TO BE STRAW MULCHED AT A RATE OF 4000 POUNDS
Vaccinium corymbosum
Highbush blueberry
PER ACRE.
25
centers as directed by engineer.
Y
SEEDLING/LINER BAREROOT PLANTING DETAIL
Comus amomum
Silky dogwood
215
One stake per 3 linear feet in
Z p
Q —
LIVE STAKES
Viburnum dentatum
Arrowwood
215
IV -2..
rows spaced one foot apart.
canadensis
Elderberry
215
PDOISJ rows, outside bend
Only.
Rifles -2 rows, both banks.
W LU
Salix sericea
Silky willow
215
Randomly distributed.
I.- LU
PLUGS
Juncus coriacious
Rush
LATERAL BUD
GROUNDO
BARK RIDGE :h
535
Plugs at baseflow elevation on 1-
SIDE BRANCH REMOVED O_
Juncus effusus
Soft rush
AT SLIGHT ANGLE /) x
BRANCH COLLAR ---{lu
PLANTING SCHEDULEglVe
535
ft centers in riffle sections.
LOW SEASONAL
Panicum virgatum
Switchgrass
J
15
Elymus virginicus
Virginia wild rye15
45 -TAPER
W
W
BUTT END
Agrostis stoloniferaCreeping
bentgrass,
LIVE STAKE
10
Rudbeckia hida
Black-eyed Susan
SCALE: NTS
10
26
Coreopsis lanceolata
Coreo sis
10
PERMANENT SEED MIXPanicum
clandestinum
Deerto ue
10
Apply at 201bs/acre
Sorgastrum nutans
Indian grass
5
Juncus effusus
Soft rush
5
Echinochloa muncata
Awned barnyard grass
5
Andropogon gerardii
Big bluestem
5
Schizachynum scoparium
Little bluestem
5
Tnpsacum dactyloides
Gamma
5
TEMPORARYSEED MIX -
Hordeum sp.
Barley
100
Winter -Apply at 30 lbs/acre to
WINTER
Secale cereale
Abruzzi Winterrye
100
all disturbed areas in Zones 1-2.
Eitherspecies.
TEMPORARYSEED MIX-
Panicum ramosum
Brown -top millet
100
Summer - Apply at 30 lbs/acre
SUMMER
Pennisetum glaucum
pearl millet
100
to all disturbed areas in Zones 1-
2. Eittler species.
CANVAS BAG OR SIMILAR
5. PLACE A 50 MM LAYER OF WELL ROTTED CONTAINER TO PREVENT THE
SAWDUST OVER THE ROOTS MAINTAINNy� ROOT SYSTEMS FROM DRYING.
ASLOPING ANGLE. YY' �/
a
DDDD
SEEDING NOTES:
a
KBC PLANTING BAR
PLANTING BAR SHALL HAVE A
BLADE WITH A TRIANGULAR
1. IF SOIL TESTS ARE PERFORMED, APPLY LIME ACCORDING TO RECOMMENDATIONS. SOILS
CROSS SECTION, AND SHALL
WITHA H OF 6 OR HIGHER DO NOT NEED LIME.
P
BE 300 MM LONG,
100 MM WIDE AND
2. USE JUTE/EXCELSIOR MATTING TO COVER THE BOTTOM OF GRASS -LINED CHANNELS.
25 MM THICK AT CENTER.
3. GRAIN STRAW SHOULD BE USED ON CHANNEL SIDE SLOPES ABOVE THE HIGHEST
CALCULATED DEPTH OF FLOW.
°
ROOT PRUNING
W
ALL SEEDLINGS SHALL BE ROOT
4. THE FERTILIZER MIX IS TO BE 4-12-12
m
PRUNED, IF NECESSARY, SO THAT
NO ROOTS EXTEND MORE THAN
250 MM BELOW THE
5. FERTILIZATION RATE FOR TEMPORARY WINTER SEED IS 500 POUNDS PER ACRE.
N
6. REPEAT LAYERS PLANTS AND SAWDUST
ROOT COLLAR.
FERTILIZATION RATE FOR TEMPORARY SUMMER SEED IS 2000 POUNDS PER ACRE.
x �
r
AS NECESSARY AND WATER THOROUGHLY.
BARE ROOT PLANTING DETAILS
6. TEMPORARY SEEDED AREAS ARE TO BE STRAW MULCHED AT A RATE OF 4000 POUNDS
PER ACRE.
SEEDLING/LINER BAREROOT PLANTING DETAIL
7. REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH
IMMEDIATE FOLLOWING EROSION OR OTHER DAMAGE.
R
Q
o
IV -2..
FLAT TDP END M=1/5L
TERMINAL BUD
SCAR
s
LATERAL BUD
GROUNDO
BARK RIDGE :h
:x
SIDE BRANCH REMOVED O_
AT SLIGHT ANGLE /) x
BRANCH COLLAR ---{lu
PLANTING SCHEDULEglVe
~
P
LOW SEASONAL
J
�
g•
45 -TAPER
W
W
BUTT END
LIVE STAKE
SHEET
OF
SCALE: NTS
17
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dOBNO
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CROSS SECTIONS
99131
dOBNO
HORIZSCAIE 1- = 5'
YERT.SCALE ' s 5
Crabtree Creek Stream Reatorationl%bM ation
Sawmill Rd Site
City of Raleigh
,t t
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N. DATE DESCRIPTION
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1 6-16-2014 FINAL IO%SE7
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No
CROSS SECTIONS
99131
dOBNO
HORIZSCAIE 1- = 5'
YERT.SCALE ' s 5
Crabtree Creek Stream Reatorationl%bM ation
Sawmill Rd Site
City of Raleigh
,t t
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6/16/2014
DATB
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