20170926 Ver 1_401 Application_20170727

July 28, 2017
WK Dickson
Attn: Ward Marotti
616 Colonnade Dr
Charlotte, NC 28205
Subject: REQUEST FOR ADDITIONAL INFORMATION
Elkin Raw Water System Improvements
Dear Mr. Marotti:
ROY COOPER
MICHAEL S. REGAN
\.' l /1'1I
S. JAY ZIMMERMAN
1)1"',,„
DWR # 17-0926
Surry County
On July 27, 2017, the Division of Water Resources (Division) received your application
requesting a 401 Water Quality Certification from the Division for the subject project.
The Division has determined that your application is incomplete and cannot be
processed. The application is on -hold until all of the following information is
received:
Need More Fee
A review of the Pre -Construction Notification (PCN) Form indicates this
application is for _490_ linear feet of stream impacts. Pursuant to 143-215.3D
(e), a $570 permitting fee is required to process this application. Check #
009945 was applied; however, the remaining balance to remit is $330. Please
remit a check to DEQ-DWR, 1617 Mail Service Center, Raleigh, NC 27699-1617.
2. Need Agent Authorization Form
Page 10 of 10 of the Pre -Construction Notification (PCN) Form carries the
signature of John Holcomb. Pursuant to 15A NCAC 02H .0502(f) in order for Mr.
Holcomb to sign, the application package requires an agent authorization form
from the applicant. An example can be found online:
http://www.saw. usace.army.miI/Portals/59/docs/regulatory/regdocs/Permits/SAM
PLE AGENT AUTHORIZATION FORM.pdf. Please submit four (4) copies of
this documentation.
Pursuant to Title 15A NCAC 02H .0502(e) the applicant shall furnish all of the above
requested information for the proper consideration of the application. If all of the
State of North Carolina I Environmental Quality I Water Resources
1617 Mail Service Center I Raleigh, North Carolina 27699-1617
919 807 6300

Page 2 of 2
requested information is not received in writing at the address below within 30 calendar
days of receipt of this letter, the Division will be unable to process the application and it
will be returned. The return of this project will necessitate reapplication to the Division
for approval, including a complete application package and the appropriate fee.
Please be aware that you have no authorization under Section 401 of the Clean Water
Act for this activity and any work done within waters of the state may be a violation of
North Carolina General Statutes and Administrative Code.
Please contact Sheri Montalvo at 919-807-6303 or Sheri. montalvo(a�ncdenr.gov if you
have any questions or concerns.
Sincerely,
Karen Higgins, Supervisor
401 & Buffer Permitting Unit
cc: Town of Elkin, John Holcomb, 226 N. Bridge St., Elkin, NC 28621
USACE Raleigh Regulatory Field Office
DWR WSRO 401 files
DWR 401 & Buffer Permitting Unit
Filename: 170926EIkin RawWater(surry)_HOLD

�wI<
LETTER OF TRANSMITTAL WDICKSON
community infrastructure consultants
401 41' Street, SW, Suite 201
TO: NC DWR
Hickory, North Carolina 28602 828.327.6911 tel.
/ 0
170926
401 & Buffer Permitting Unit
512 North Salisbury Street
Raleigh, NC 27604
ATTENTION: Karen Higgins
DATE: July 26, 2017
RE: NC DWR 401 Permit Package
Elkin Raw Water System
Improvements
NC DWI CWSRF #WIF-1905
WKD Project #20160049.00.HI
We are sending via: ® Overnight UPS ❑ Regular Mail ❑ Pick-up
The following items: ❑ Correspondence ❑ Plans ❑ Specifications
❑ Hand Delivered
❑ Other as listed below:
COPIES
DATE
NO.
DESCRIPTION
2
7/26/17
1
Two (2) Sets of Full Size Color Drawings
2
7/26/17
2
Two (2) Sets of 11 x 17 Color Drawings
4
7/26/17
3
Four (4) Copies of PCN 401 Package with Support Documentation
1
7/26/17
4
Check for $240.00 to Payable to NC DEQ
THESE ARE TRANSMTITED as checked below:
❑ For Approval ❑ As Requested ❑ Approved as Submitted
® For Your Use ❑ For Review and Comment ❑ Approved as Noted
REMARKS:
11��—� � t I►VIE�n
❑ Forward to Subcontractor
COPY TO: Robert Fuller, Town of Elkin SIGNED: Ward Marotti, Senior Scientist/PM

\N AT F�
O Nii� Y
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
Page 1 of 10
PCN Form — Version 1.4 January 2009
Pre -Construction Notification (PCN) Form
A.
Applicant Information
1.
Processing
1a.
Type(s) of approval sought from the Corps:X❑
Section 404 Permit ❑ Section 10 Permit
1b.
Specify Nationwide Permit (NWP) number: 12 or General Permit (GP) number:
1c.
Has the NWP or GP number been verified by the Corps?
❑ Yes ❑X No
1 d.
Type(s) of approval sought from the DWQ (check all that apply):
❑X 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
1 e.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ
401 Certification:
❑ Yes ❑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 1h
below.
❑ Yes ❑X No
1 h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes NX No
2.
Project Information
2a.
Name of project:
Elkin Raw Water System Improvements
2b.
County:
Surry
2c.
Nearest municipality / town:
Elkin
2d.
Subdivision name:
2e.
NCDOT only, T.I.P. or state project no:
3.
Owner Information
3a.
Name(s) on Recorded Deed:
Worth Winebarger
3b.
Deed Book and Page No.
Book 804 Page 993
3c.
Responsible Party (for LLC if
applicable):
3d.
Street address:
15821 Elkin Highway 268
3e.
City, state, zip:
Elkin, NC 28621
3f.
Telephone no..-
o.:3g.
3g.
Fax no.:
3h.
Email address:
Page 1 of 10
PCN Form — Version 1.4 January 2009

4.
Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent ❑X Other, specify: Town of Elkin
4b.
Name:
John Holcomb, Town Manager
4c.
Business name
(if applicable):
Town of Elkin
4d.
Street address:
226 N. Bridge Street
4e. City, state, zip:
Elkin, NC 28621
4f.
Telephone no.:
336-835-9800
4g.
Fax no.:
4h.
Email address:
[e-mail]
S.
Agent/Consultant Information (if applicable)
5a.
Name:
Ward Marotti
5b.
Business name
(if applicable):
WK Dickson
5c.
Street address:
616 Colonnade Dr.
5d. City, state, zip:
Charlotte, NC 28205
5e. Telephone no.:
919-368-8043
5f.
Fax no.:
5g.
Email address:
[e-mail]
Page 2 of 10

B.
Project Information and Prior Project History
1.
Property Identification
1a.
Property identification no. (tax PIN or parcel ID):
008040993
1 b.
Site coordinates (in decimal degrees):
ILatitude: 36.260412 Longitude: -80.868305
1 c.
Property size:
13.78 acres
2.
Surface Waters
2a.
Name of nearest body of water to proposed project:
Elkin Creek
2b. Water Quality Classification of nearest receiving water:
C
2c.
River basin:
Yadkin Pee -Dee
3.
Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
See attached.
3b.
List the total estimated acreage of all existing wetlands on the property: 0.07
3c.
List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 800
3d. Explain the purpose of the proposed project:
See attached.
3e. Describe the overall project in detail, including the type of equipment to be used:
See attached.
4.
Jurisdictional Determinations
4a.
Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
roject includin all rior hases in the ast?
❑ Yes ❑X No ❑ Unknown
Comments: William Elliot (USAGE) visited the site on 5 October
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): Ward Marotti
Agency/Consultant Company: WK Dickson
Other:
4d.
If yes, list the dates of the Corps jurisdictional determinations or
State determinations and attach documentation.
5.
Project History
5a.
Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑ Yes ❑X No ❑ Unknown
5b.
If yes, explain in detail according to "help file" instructions.
6.
Future Project Plans
6a.
Is this a phased project?
❑ Yes ❑X No
6b.
If yes, explain.
Page 3 of 10
PCN Form — Version 1.4 January 2009

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑X Wetlands Q Streams — tributaries ❑ Buffers ❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
2b.
2c.
2d.
2e.
2f.
Wetland impact
Type of impact
Type of wetland
Forested
Type of jurisdiction
Area of
number
Corps (404,10) or
impact
Permanent (P) or
DWQ (401, other)
(acres)
Temporary T
W1 T
Excavation
Bottomland Hardwood Forest
No
Corps
0.07
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:
0.07
2h. Comments:
Temporary disturbance of an existing, maintained herbaceous wetland to install water line. Impact location is shown on drawing C2.2 and C3.2.
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.
3b.
3c.
3d.
3e.
3f.
3g.
Stream impact
Type of impact
Stream name
Perennial (PER) or
Type of
Average
Impact
number
intermittent (INT)?
jurisdiction
stream
length
Permanent (P) or
width
(linear
Temporary (T)
(feet)
feet)
S1 T
Excavation
Elkin Creek
PER
Corps
30
50
S2 T
No Impact
Elkin Creek
PER
Corps
30
0
S3 T
Excavation
Elkin Creek
PER
Corps
30
40
S4 P
Stabilization
Elkin Creek
PER
Corps
30
330
S5 P
Relocation
UT Elkin Creek
PER
Corps
5
70
S6 -
Choose one
-
-
3h. Total stream and tributary impacts
aso
3i. Comments:
Temporary impacts will result from installation of a raw water line. Permanent impacts will result from stabilization of Elkin Creek in the vicinity of (over)
an existing raw water line and the realignment of an unstable, actively eroding unnamed tributary.
Impact locations are shown on drawings C2.1, C2.3, C2.4, C3.1
Page 4 of 10
PCN Form — Version 1.4 January 2009

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then indivi ually list all open water impacts below.
4a.
Open water
impact number
Permanent (P) or
Temporary T
4b.
Name of waterbody
(if applicable)
4c.
Type of impact
4d.
Waterbody
type
4e.
Area of impact (acres)
01 -
Choose one
Choose
O2 -
Choose one
Choose
03 -
Choose one
Choose
04 -
Choose one
Choose
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, the complete the chart below.
5a.
Pond ID number
5b.
Proposed use or
purpose of pond
5c.
Wetland Impacts (acres)
5d.
Stream Impacts (feet)
5e.
Upland
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
P1
Choose one
P2
Choose one
5f. Total:
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation. then vou MUST fill out Section D of this form.
6a. Project is in which protected basin?
❑ Neuse ❑ Tar -Pamlico ❑ Catawba ❑ Randleman ❑ Other:
6b.
Buffer Impact
number —
Permanent (P) or
Temporary T
6c.
Reason for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1
impact
(square
feet)
6g.
Zone 2
impact
(square
feet
B1 -
Yes/No
B2 -
Yes/No
B3 -
Yes/No
B4 -
Yes/No
B5 -
Yes/No
B6 -
Yes/No
6h. Total Buffer Impacts:
6i. Comments:
Page 5 of 10

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Instead of installing an additional raw water line to convey raw water flows from the reservoir to the treatment plant, the existing, exposed raw water
line will be protected by stabilizing Elkin Creek using natural channel design techniques. This will minimize impacts, while simultaneously enhancing
and stabilizing an actively eroding reach that contributes significant sediment loads into the system. Following the project's erosion and sedimentation
control plan will minimize temporary water quality impacts to the maximum extent practicable.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Impacts will be minimized by following an approved erosion and sedimentation control plan, which was submitted to NCDEQ on 12 July 2017.
Additional impacts to Waters of the US were avoided by using the existing line, rather than replacing it.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
❑ Yes ❑X No
2b. If yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
2c. If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
❑Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type: Choose one
Type: Choose one
Type: Choose one
Quantity:
Quantity:
Quantity:
3c. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a. Approval letter from in -lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
Choose one
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f. Non -riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form — Version 1.4 January 2009

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

E.
Stormwater Management and Diffuse Flow Plan (required by DWQ)
1.
Diffuse Flow Plan
1a.
Does the project include or is it adjacent to protected riparian buffers identified
❑ Yes ❑X No
within one of the NC Riparian Buffer Protection Rules?
1 b.
If yes, then is a diffuse flow plan included? If no, explain why.
❑ Yes ❑ No
2.
Stormwater Management Plan
2a.
What is the overall percent imperviousness of this project?
0
2b.
Does this project require a Stormwater Management Plan?
❑ Yes ❑X No
2c.
If this project DOES NOT require a Stormwater Management Plan, explain why:
No
new impervious area will be added.
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?
Town of Elkin
❑ Phase 11
❑ NSW
3b.
Which of the following locally -implemented stormwater management programs
❑ USMP
apply (check all that apply):
❑ Water Supply Watershed
❑ Other:
3c.
Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑X No
attached?
4.
DWQ Stormwater Program Review
❑Coastal counties
❑HQW
4a.
Which of the following state -implemented stormwater management programs apply
❑ORW
(check all that apply):
❑Session Law 2006-246
[]Other:
4b.
Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
5.
DWQ 401 Unit Stormwater Review
5a.
Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes ❑ No
5b.
Have all of the 401 Unit submittal requirements been met?
❑ Yes ❑ No
Page 8 of 10
PCN Form — Version 1.4 January 2009

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the
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
❑X Yes
❑ 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
letter.)
Q Yes
❑ No
Comments: FONSI attached.
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
❑ Yes
Q No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after -the -fact permit application?
El Yes
❑X No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
❑Yes
Q No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
The project will not increase the water treatment plant's capacity and will, therefore, not support or result in additional development. As a result, no
cumulative impacts to water quality are anticipated.
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 additional wastewater flow volumes.
Page 9 of 10
PCN Form — Version 1.4 January 2009

S. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
❑ Yes ❑X No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
X❑Yes ❑ No
impacts?
5c. If yes, indicate the USFWS Field Office you have contacted.
Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
NHP element occurrences and USFWS scoping.
6. Essential Fish Habitat (Corps Requirement)
6a. WII 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?
Existing GIS data.
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
❑ Yes ❑X No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
SHPO scoping.
S. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain?
© Yes ❑ No
8b. If yes, explain how project meets FEMA requirements: See attached.
The project is concurrently seeking confirmation of a No Rise to existing flood elevations.
8c. What source(s) did you use to make the floodplain determination?
Project -specific modeling See attached
Jam! (tel. H�co.�e
4�t f
Applicant/Agent's Printed Name
ppiicant/Agent's Signature
Date
(Agent's signature is valid only if an authorization
letter from the applicant isprovided.)
Page 10 of 10

A-
P V K
WDICKSON
community infrastructure consultants
Pre -Construction Notification (PCN) Form:
Town of Elkin Raw Water Intake and Storage Improvements
B3a. Describe the existing conditions on the site and the general land use in the vicinity of the
project at the time of this application:
The proposed water line and bank stabilization areas are located within and adjacent to an
abandoned railroad bed, portions of which have been converted into a pedestrian and
bicycle path that parallels Elkin Creek. The wetland area to be impacted is under and
immediately adjacent to an NCDOT-maintained bridge and is dominated by herbaceous
vegetation and regularly maintained. Stream crossings and stabilization areas are
dominated by successional and mature bottomland hardwood forest.
B3d. Explain the purpose of the proposed project:
The project is needed to address deficiencies within the current raw water supply pumps at
Big Elkin Creek, raw water supply piping from the reservoir to the water treatment plant
and emergency raw water supply from the Yadkin River. Additionally, the project is to
replace the inoperable sluice gates within the reservoir intake structure to permit multilevel
withdrawal from the reservoir.
A "no -action" alternative will leave the current raw water piping subject to continued
erosion and undermining of the stream bank, potentially resulting in the failure of the raw
water supply piping. A failure of the raw water supply line would have catastrophic
consequences to the Town's ability to provide safe and reliable water to its citizens and
would impact the public health and welfare.
B3e. Describe the overall project in detail, including the type of equipment to be used:
The project's Engineering Report/ Environmental Information Document (ER/EID)
included an alternatives analysis, including the "No Action" alternative described above.
The selected alternative (Alternative 4) proposes the continued use of the existing 24" cast
iron raw water line with approximately 7001f of stream bank restoration/stabilization in
the areas of exposed pipe, including the installation of three J -hooks within the stream to
direct flows away from the stream bank, the construction of a new 12" emergency raw
water line to the reservoir, replacement of the Big Elkin Creek raw water pumps, controls
and valves, and replacement of the existing sluice gates in the outlet structure that are no
longer operable.

Elkin Raw Water Line and Bank Stabilization Improvements
25 July 2017
Page 2
The project will use normal construction equipment, including track hoes, bobcats and
dump trucks.
F8b.If yes, explain how project meets FEMA requirements:
The project has been designed to result in no changes to flood elevations. Initial modeling
results were provided to the North Carolina Department of Public Safety Division of
Emergency Management National Flood Insurance Program (NCNFIP) on 8 June 2017.
NCNFIP comments were received on 10 July 2017 (attached). Design was modified, per
these comments. Models were revised to reflect these design changes and were re-
submitted to NCNFIP on 26 July 2017.
F8c. What source(s) did you use to make the floodplain determination?
Project -specific modeling and NCNFIP review (see attached).
WD
ICKSON

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molls 0 250 500 1,
Existing Raw Water 000 � Emergency Raw Water Alignment i inch = 500 feet
In Feet

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Legend N Figure 5.2: Soils and Prime Farmland
Existing Raw Water Intake) Hook �E
l J
® s Elkin, NC
Existing Water Treatment Plant Farmland of Statewide Importance
Boulder Toe ® Prime Farmland
Emergency Raw Water Alignment
Existing Raw Water
Fsi_�FeD2
FeC2
0 500 1,000 2,000
Feet 1 inch = 500 feet

WETLAND DETERMINATION DATA FORM — Eastern Mountains and Piedmont Region
Project/Site: Elkin Water Line City/County: Surly Sampling Date: 5 Oct 2017
Applicant/Owner: Ek6n State: NC Sampling Point:_
Investigator(s): N.42rotti Section, Township, Range:
Landform (hillslope, terrace, etc.): floodplain Local relief (concave, convex, none): concave Slope
Subregion (LRR or MLRA): Lat: 36 9S0419 Long: -80.868305 Datum:
Soil Map Unit Name: NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes X No (If no, explain in Remarks.)
Are Vegetation Soil or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes X No
Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes -x— No Is the Sampled Area
Hydric Soil Present? Yes No within a Wetland? Yes No x
Wetland Hydrology Present? Yes No__X_
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required; check all that apply)
_ Surface Soil Cracks (136)
Surface Water (A1)
_ True Aquatic Plants (1314)
_ Sparsely Vegetated Concave Surface (138)
_ High Water Table (A2)
_ Hydrogen Sulfide Odor (Cl)
_ Drainage Patterns (B10)
Saturation (A3)
_ Oxidized Rhizospheres on Living Roots (C3)
_ Moss Trim Lines (B16)
_ 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 (134)
_ Other (Explain in Remarks)
_ Stunted or Stressed Plants (D1)
_ Iron Deposits (65)
_ Geomorphic Position (D2)
Inundation Visible on Aerial Imagery (B7)
_ Shallow Aquitard (D3)
_ Water -Stained Leaves (139)
_ Microtopographic Relief (D4)
Aquatic Fauna (1313)
_ FAC -Neutral Test (D5)
Field Observations:
Surface Water Present? Yes
No x Depth (inches):
Water Table Present? Yes
No X Depth (inches):
Saturation Present? Yes
No X Depth (inches):
Wetland Hydrology Present? Yes Nom_
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 (Four Strata) - Use scientific names of plants.
Tree Stratum (Plot size
1.
5.
6.
7.
50% of total cover:
Sapling/Shrub Stratum (Plot size: )
1.
2.
3.
4.
5.
6.
7.
8.
9.
50% of total cover:
Sampling Point:
Absolute Dominant Indicator Dominance Test worksheet:
% Cover Species? Status Number of Dominant Species
That Are OBL, FACW, or FAC: 3 (A)
= Total Cover
20% of total cover:
= Total Cover
20% of total cover:
Herb Stratum (Plot size: )
1. hinrim P-ffimim, y FAG
2.
3 ersecarla lapathifolia ?n FACV
Total Number of Dominant
Species Across All Strata: 3 (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: 1 nn (A/B)
Prevalence Index worksheet:
Total % Cover of:
Multiply by:
OBL species
x 1 =
FACW species
x 2 =
FAC species
x 3 =
FACU species
x 4 =
UPL species
x 5 =
Column Totals:
(A) (B)
Prevalence Index = B/A =
Hydrophytic Vegetation Indicators:
1 - Rapid Test for Hydrophytic Vegetation
_y, 2 - Dominance Test is >50%
_ 3 - Prevalence Index is s3.0'
4 - Morphological Adaptations' (Provide supporting
data in Remarks or on a separate sheet)
Problematic Hydrophytic Vegetation' (Explain)
'Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
4.
OBL Definitions of Four Vegetation Strata:
5. Carex lurida 15
6 Tree - Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
7. height.
9.
10.
11.
Woody Vine Stratum (Plot size
1.
2.
3.
4.
5.
= Total Cover
50% of total cover: 20% of total cover:
= Total Cover
50% of total cover: 20% of total cover:
(Include photo numbers here or on a separate sheet.)
Sapling/Shrub - Woody plants, excluding vines, less
than 3 in. DBH and greater than or equal to 3.28 ft (1
m) tall.
Herb -All herbaceous (non -woody) plants, regardless
of size, and woody plants less than 3.28 ft tall.
Woody vine - All woody vines greater than 3.28 ft in
Hydrophytic
Vegetation
Present? Yes No
US Army Corps of Engineers Eastern Mountains and Piedmont - Version 2.0

SOIL Sampling Point:
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type Loc Texture Remarks
0-16 7.5YR2.4/4 1 nn RI
'Type: C=Concentration, D=
Hydric Soil Indicators:
Histosol (Al)
Histic Epipedon (A2)
Black Histic (A3)
Hydrogen Sulfide (A4)
Stratified Layers (A5)
_ 2 cm Muck (A10) (LRR N)
Depleted Below Dark Surface (A11)
Thick Dark Surface (Al2)
Sandy Mucky Mineral (S1) (LRR N,
MLRA 147, 148)
Sandy Gleyed Matrix (S4)
Sandy Redox (S5)
_ Stripped Matrix (S6)
Type:
Depth (inches):
_ Dark Surface (S7)
Polyvalue Below Surface (S8) (MLRA 147, 148)
Thin Dark Surface (S9) (MLRA 147, 148)
Loamy Gleyed Matrix (F2)
Depleted Matrix (F3)
Redox Dark Surface (F6)
_ Depleted Dark Surface (F7)
_ Redox Depressions (F8)
_ Iron -Manganese Masses (F12) (LRR N,
MLRA 136)
_ Umbric Surface (F13) (MLRA 136, 122)
Piedmont Floodplain Soils (F19) (MLRA 148)
Red Parent Material (F21) (MLRA 127, 147)
Indicators for Problematic Hydric Soils":
2 cm Muck (A10) (MLRA 147)
_ Coast Prairie Redox (A16)
(MLRA 147, 148)
_ Piedmont Floodplain Soils (F19)
(MLRA 136, 147)
_ Very Shallow Dark Surface (TF12)
Other (Explain in Remarks)
3Indicators of hydrophytic vegetation and
wetland hydrology must be present,
unless disturbed or problematic.
Hydric Soil Present? Yes No X
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0

WETLAND DETERMINATION DATA FORM — Eastern Mountains and Piedmont Region
• Project/Site: Elkin Water Line City/County: Surry Sampling Date: 5 Oct 2017
Applicant/Owner: T.........r ten ii. State: NC Sampling Point:1A/��
Investigator(s): rntte Section, Township, Range:
Landform (hillslope, terrace, etc.): ffanrinlain Local relief (concave, convex, none): r nnrrava Slope
Subregion (LRR or MLRA): Lat: 36 960419 Long: -80.868305 Datum:
Soil Map Unit Name: NWI classification:
Are climatic / hydrologic conditions on the site typical for this time of year? Yes _X No (If no, explain in Remarks.)
Are Vegetation Soil or Hydrology significantly disturbed? Are "Normal Circumstances" present? Yes X No
Are Vegetation Soil or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS — Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present? Yes —x No Is the Sampled Area
Hydric Soil Present? Yes )f No within a Wetland? Yes X No
Wetland Hydrology Present? Yes . No
HYDROLOGY
Wetland Hydrology Indicators:
Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required: check all that apply)
_ Surface Soil Cracks (136)
_ Surface Water (Al)
_ True Aquatic Plants (614)
_ Sparsely Vegetated Concave Surface (138)
High Water Table (A2)
_ Hydrogen Sulfide Odor (Cl)
_ Drainage Patterns (1310)
_ Saturation (A3)
—)4 Oxidized Rhizospheres on Living Roots (C3)
_ Moss Trim Lines (B16)
_ Water Marks (61)
Presence of Reduced Iron (C4)
_ Dry -Season Water Table (C2)
_ Sediment Deposits (62)
_ 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 (64)
_ Other (Explain in Remarks)
_ Stunted or Stressed Plants (131)
Iron Deposits (135)
— Geomorphic Position (D2)
_ Inundation Visible on Aerial Imagery (137)
_ Shallow Aquitard (D3)
Water -Stained Leaves (89)
_ Microtopographic Relief (D4)
Aquatic Fauna (613)
_ FAC -Neutral Test (135)
Field Observations:
Surface Water Present? Yes No Depth (inches):
Water Table Present? Yes _ No
Depth (inches): 4
Saturation Present? Yes X No
Depth (inches):
Wetland Hydrology Present? Yes X 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 (Four Strata) — Use scientific names of plants.
Sampling Point:
Tree Stratum (Plot size: )
1.
2.
3•
4.
5.
6.
Absolute Dominant Indicator
% Cover Species? Status
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC: (A)
Total Number of Dominant
Species Across All Strata: 3 (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: 1 nn (A/B)
Prevalence Index worksheet:
7
= Total Cover
Total % Cover of: Multiply by:
50% of total cover:
20% of total cover:
OBL species x 1 =
Sapling/Shrub Stratum (Plot size: )
FACW species x 2 =
1
FAC species x 3 =
2
FACU species x 4 =
3
UPL species x 5 =
4
Column Totals: (A) (B)
5.
Prevalence Index = B/A =
6.
Hydrophytic Vegetation Indicators:
7.
_ 1 - Rapid Test for Hydrophytic Vegetation
8.
_X 2 -Dominance Test is >50%
9.
_ 3 - Prevalence Index is s3.0'
= Total Cover
4 - Morphological Adaptations' (Provide supporting
50% of total cover:
20% of total cover:
data in Remarks or on a separate sheet)
Herb Stratum (Plot size: )
_ Problematic Hydrophytic Vegetation (Explain)
1. h inm is P-ffusms
y
3. Persenaria lapaihifnlia 20 y FAG
4.
7.
8.
9.
10.
11.
= Total Cover
50% of total cover: 20% of total cover:
Woody Vine Stratum (Plot size: )
1.
2.
5.
= Total Cover
50% of total cover: 20% of total cover:
numbers here or on a separate sheet.)
'Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
Tree – Woody plants, excluding vines, 3 in. (7.6 cm) or
more in diameter at breast height (DBH), regardless of
height.
Sapling/Shrub – Woody plants, excluding vines, less
than 3 in. DBH and greater than or equal to 3.28 ft (1
m) tall.
Herb –All herbaceous (non -woody) plants, regardless
of size, and woody plants less than 3.28 ft tall.
Woody vine – All woody vines greater than 3.28 ft in
Hydrophytic
Vegetation
Present? Yes --X— No
US Army Corps of Engineers Eastern Mountains and Piedmont – Version 2.0

SOIL
Sampling Point:
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix
Redox Features
(inches) Color (moist) %
0-6 2.5YR2.5/1
Color (moist) % Tvoe Loc
Texture Remarks
100
6-18 10YR3/2 go
7.5YR3/4 20 D M
SL
'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 (A10) (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 (A11)
_ 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)
3Indicators 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):
Remarks:
Hydric Soil Present? Yes X No
US Army Corps of Engineers Eastern Mountains and Piedmont — Version 2.0

NC DWQ Stream Identification Form Version 4.11
Date:
5 October 2016
Project/Site: Elkin Water Line:
LIT Elkin Ck.
Latitude: 36.260412
Evaluator: Ward Marotti
County: Surry
Longitude: -80.868305
Total Points:
Stream Determination (circle one)
Other
Stream is at least intermittent 47.75
Ephemeral Intermittent erennia
e.g. Quad Name:
if >_ 19 or perennial if >_ 30*
2
3
A. Geomorphology (Subtotal = 26___)
Absent
Weak
Moderate
Strong
1a Continuity of channel bed and bank
0
1
2
1.5
2. Sinuosity of channel along thalweg
0
1
2
3
3. In -channel structure: ex. riffle -pool, step -pool,
ripple -pool sequence
0
1
O2
3
4. Particle size of stream substrate
0
1
2
3
5. Active/relict floodplain
0
1
2
3
6. Depositional bars or benches
0
1
2
3
7. Recent alluvial deposits
0
1
2
3
8. Headcuts
0
1
1 2
3
9. Grade control
0
0.5
1
Notes:
10. Natural valley
0
11. Second or greater order channel
No
= 0
Yes 3
Sketch:
a artificial ditches are not rated; see discussions in manual
B. Hvdroloqv (Subtotal = 12 )
12. Presence of Baseflow
0
1
2 03
13. Iron oxidizing bacteria
0
1
2 3
14. Leaf litter
1.5
1
0.5 0
15. Sediment on plants or debris
0
0.5
1
16. Organic debris lines or piles
0
0.5
1KLY
17. Soil -based evidence of high water table?
0
No = 0
Yes 3
C. Biology (Subtotal = 9.75 )
18. Fibrous roots in streambed
3
2
1
0
19. Rooted upland plants in streambed
3
2
1
0
20. Macrobenthos (note diversity and abundance)
0
1
2
3
21. Aquatic Mollusks
0
1
2
3
22. Fish
0
0.5
1
1.5
23. Crayfish
0
1
1.5
24. Amphibians
0
0.5
1
1.5
25. Algae
0
1 1
1.5
26. Wetland plants in streambed
FACW = O.
U5 OBL = 1.5 Other = 0
*perennial streams may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:

NC DWQ Stream Identification Form Version 4.11
Date:
5 October 2016
Project/Site: Elkin Water Line:
Elkin Ck
Latitude: 36.260412
Evaluator: Ward Marotti
County: Surry
Longitude: -80.868305
Total Points:
Stream Determination (circle one)
Other
Stream is at /east intermittent 54.25
Ephemeral Intermittent erennia
e.g. Quad Name:
if> 19 or perennial if 2: 30'
2
3
A. Geomorphology (Subtotal =_26 )
Absent
Weak
Moderate
Strong
1a Continuity of channel bed and bank
0
1
2
0
2. Sinuosity of channel along thalweg
0
1
2
3
3. In -channel structure: ex. riffle -pool, step -pool,
ripple -pool sequence
0
1
2
30
4. Particle size of stream substrate
0
1
2
3
5. Active/relict floodplain
0
1
2
3
6. Depositional bars or benches
0
1
2
3
7. Recent alluvial deposits
0
1
2
3
8. Headcuts
0
1
2
3
9. Grade control
0
0.5
1
Notes:
10. Natural valley
0
0.5
1
11. Second or greater order channel
No = 0
Yes
3
a artificial ditches are not rated; see discussions in manual
B. Hvdroloqv (Subtotal = 11.5 )
12. Presence of Baseflow
0
1
2 03
13. Iron oxidizing bacteria
0
1
2 3
14. Leaf litter
0
1
0.5 0
15. Sediment on plants or debris
0
0.5
1
16. Organic debris lines or piles
0
1 0.5
1
17. Soil -based evidence of high water table?
0
No = 0
Yes =U3
C. Biology (Subtotal = )
18. Fibrous roots in streambed
3
2
1
0
19. Rooted upland plants in streambed
3
2
1
0
20. Macrobenthos (note diversity and abundance)
0
1
2
3
21. Aquatic Mollusks
0
1
2
3
22. Fish
0
0.5
1
23. Crayfish
0
0.5
1
24. Amphibians
0
0.5
Cl)1.5
25. Algae
0
0.5
1
1.5
26. Wetland plants in streambed
FACW = O.
U5 OBL = 1.5 Other = 0
'perennial streams may also be identified using other methods. See p. 35 of manual.
Notes:
Sketch:

06;'North
Carolina Department of Public Safety
Emergency Management
Roy Cooper, Governor
Erik A. Hooks, Secretary
July 3, 2017
George H. Crater
Planning Director
P. O. Box 857
Elkin, NC 28621
Michael A. Sprayberry, Director
RECEIVED
07/10/2017
W.K. Dickson & Co., Inc.
Subject: No -Rise Certification for Elkin Raw Water System Improvements, Town of Elkin,
Sunt' County, North Carolina
Dear Mr. Crater:
The North Carolina Department of Public Safety Division of Emergency Management Risk
Management National Flood Insurance Program (NCNFIP) staff has reviewed the hydraulic
model and report for the Elkin Raw Water System improvements along Elkin Creek in the Town
of Elkin, Surry County. The certification is dated June 8, 2017. It was received in this office on
June 14, 2017.
As I understand from the documents provided, the applicant is proposing to perform stream
stabilization work in Elkin Creek to protect existing and proposed raw water infrastructure in the
Town. of Elkin.
The NCNFIP cannot concur with the No -Rise Certification based on the information in the report
provided. In accordance with the FEMA Region IV "Procedures for No -impact Certification For
Proposed Development in Regulatory Floodways", the NCNFIP review] identified the following
issues that will need to be resolved prior to concurrence:
1. The modeling shows grading at cross-section 9596, but the plans do not show grading
that far downstream. Also, since 9596 is the upstream bounding cross-section for C C
Camp Road, changing this cross-section will change the internal cross-section for the
bridge model. The plans do not indicate any proposed work under the C C Camp Road
bridge.
2. If the No -Rise is contingent on the cross-section modification at 9596, including internal
to the bridge, then work through the cross-section needs to be included on the
topographic work map and plans. If not, the model should be adjusted.
MAILING ADDRESS:
4218 Mail Service Center
Raleigh NC 27699-4218
www.ncem_org
r
An Equal Gpportuntly Employer
GTM OFFICE LOCATION:
4105 Reedy Creek Road
Raleigh, NC 27607
Telephone: [phone]
Far [phone]

George Crater
Page 2 of 2
July 3, 2017
If you have any questions or concerns with the items herein, please contact me at (.919) 825-
2300, by email at dan.brubaker@ncdps.g_ov or at the address shown on the footer of this
document.
Sincerely,
John D. Brubaker, P.E., CFM
NFIP Coordinator
Risk Management
cc: Milton Carpenter, Central Area Planner
WK Dickson & Co., Inc.
.,,Attn: Ebony Hagans, P.E.
720 Corporate Center Drive
Raleigh. NC 27607
File

FINDING OF NO SIGNIFICANT IMPACT
AND ENVIRONMENTAL ASSESSMENT
TOWN OF ELHIN
RAW WATER SYSTEM EMPROVEMENrS
RESPONSIBLE AGENCY: NORTH CAROLINA DEPARTMENT OF
ENVIRONMENTAL QUALITY
CONTACT: SETH ROBERTSON, P.E., CHIEF
STATE REVOLVING FUND SECTION
DIVISION OF WATER INFRASTRUCTURE
1633 MAIL. SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1633
[phone]
May 1, 2017

(This page.intendonally left blank)
0

I
FINDING OF NO SIGNIFICANT IMPACT
Article I, Chapter 113A of the North Carolina General Statutes requires an action to be subject to
the requirements of the North Carolina Environmenlai Policy Act (NCEPA) if it involves the
expenditure of public funds and if a potential impact is anticipated to the environment. The
project has been evaluated for compliance with the NCEPA and is determined to be a major
agency action, which will affect the environment.
Project AppHcant:
Project Description:
Project Number.
Project Cost:
Drinking water State
Revolving Loin F%md:
Lord Faods:
Town of Elkin, North Carolina
The project will include the following improvements to the Town's
drinking water infiastiucture: (1) restoration of approximately 700
linear feet (11) of stream bank; (2) 3,9001.f. of new IT' water main
to extend the existing emergency raw water line to the Town's
existing reservoir, (3) improvements to the existing reservoir outlet
structure; and (4) replacement of existing submersible raw water
pumps with three new vertical habine pumps, electrical controls,
valves, and pump intake sediment scour system.
WIF 1905
$1,724,152
$1,690,345
$33,807
The review process indicated that significant adverse environmental impacts should not occur if
mitigative measures are implemented, and an environmental impact statement will not be
requ ked The decision was based on information in the Engineering Report and reviews by
governmental agencies. The attached Environmental Assessment supports this action and
outlines mitigative measures that must be followed This Finding of No Significant Impact
(FONSI) completes the environmental review record, which is available for inspection at the
State Clearinghouse.
No administrative action will be taken on the proposed project for at least 30 days after
notification that the FONSI has been published in the North Carolina Environmental Bulletin.
Sincerely,
Seth Robertson, P.E., Chief
State Revolving Fund Section
Division of water Infrastructure

,,
v;

ENVIRONMENTAL ASSESSMENT
A. Proposed Facilities and Actions
The proposed project will make improvements to the Town of Elkin's raw water supply line
between the Town's reservoir and water treatment plant (WT?), the emergency raw water line
from the Yadkin River to the WTP, and the reservoir water intake pumps and outlet strictures.
Approximately 7.00 linear feet (11) of stream bank will be restored and stabilized along Elkin
Creek in endangered areas of the existing 24" raw water line. The existing emergency raw water
line, which currently runs from the Yadkin River directly to the WTP, will be extended with
3,9001.f. of 12" line to connect to the existing influent supply line going into the reservoir to
allow for pre -settling of the raw water prior to treatment. The existing submersible raw water
intake pumps will be replaced with three new vertical turbine pumps, electrical controls, valves,
and pump intake sediment scour system. At the outlet structure in the reservoir, sluice gates will
be replaced to facilitate optional water withdrawal from the reservoir at different levels.
F n�ding status: The estimated total cost for the project is $1,724,152. The Town is applying for
a Clean Water State Revolving Fund (CWSRF) loan of $1,690,345. The loan fee of $33,807 will
be covered by local funds.
B. Exli tEnvi onment
Tow 'ra by and Soils. Sury County is located in the Piedmont Physiographical Province.
Elevations in the project area range from approximately 970 feet to 1,000 feet above mean sea
level. The project area is located within the valley created by Elkin Creek and is in the
Metagraywacke, Amphibolite, and Kyanite Schist geologic unit composed primarily of
metasedimentary rock and amphibolite.
Soils in the project area include the occasionally flooded Colvard and Suches complex with zero
to three percent sloes, very rocky Devotion-Rhodhiss-Bannertown complex with forty to
ninety-five percent slopes, moderately eroded Fairview Sandy Clay Loam with fifteen to twenty-
five percent slopes, and stony Woolwine-Fairview-Westfield complex with fifteen to twenty-five
percent slopes.
Surface Water. The project area is located in the Upper Yadkin River Sub -Basin (HUC
03040101). Elkin Creek into and including the Elkin Reservoir is designated as WS -II, HQW,
and CA, and it is designated Class C below the reservoir.
Water Suvoly. The Town provides drinking water drawn from Elkin Creek immediately above
and within the project area.

C. Ex sdue Wastewater FacMes
The Town's water system has 2,064 service connections, approximately 75% of which are
residential meters. The Town also supplies wholesale water to Sung County and the Town of
Ronda The Town's WTP has a permitted capacity of 3.0 MGD. The water system also includes
a raw water intake pumping station on Elkin Creek; a 63 million gallon reservoir with influent
and intake stiuchm; approximately 4,000 11 of 24" raw water supply piping for conveyance of
raw water from the reservoir to the WTP; an emergency 12" raw water line from the Yadkin
River to the WTP for standby service during drought conditions; a finished water distribution
system with a 1 million gallon clearwell storage and elevated tank storage in each of the three
pressure zones providing a total of 2.9 million gallons of storage; and approximately 55 miles of
water mains ranging from 1" to 8" of asbestos cement, PVC, and cast iron for distribution of
finished drinking water. Original portions of the water system serving the downtown area were
installed in the 1920s. The raw water pumping station, reservoir, raw water supply line, and
WTP were constructed in the mid-1960s with the emergency line added in 2004. The pumps at
the raw water intake pump station were replaced in the mid-1980s.
D. Need for Proposed Facilities and Accton
Erosion of the stream bank has resulted in exposure and undermining of sections of the raw
water supply line along Elkin Creek, which puts the line at risk of compromise. The existing
pumps at the raw water intake pump station have operational, maintenance, and performance
issues, and the valves and piping are showing signs of severe corrosion. The reservoir outlet
shucture sluice gates for changing the intake water level are inoperable. The emergency raw
water line from the Yadkin River frequently has turbidity levels that exceed the treatment
capabilities of the plant without pre -settling. The project will address these problems to ensure
the Town's ability to continue to provide safe water.
E. Alternatives Analysis
No -Action Alternative: The No -Action Alternative would leave the raw water subject to
continued undermining, potentially resulting in failure of the line, with catastrophic
consequences to the Town's ability to provide safe water to the community.
Alternative 1— Complete Replacement and Relocation of 4.000 l.f. of the Raw Water Line: This
alternative would replace approximately 4,0001.f. of the existing 24" cast iron raw water supply
line with ductile iron pipe and relocating the line away from the areas subject to erosion and
undermining. Ibis alternative would also include a 3,90011 extension of the emergency raw
water line from the Yadkin River to the reservoir to allow for pre -settling, replacement of raw
water intake pumps, controls, and valves, and replacement of the reservoir outlet sluice gates.
This alternative was rejected because of the environmental impact that would result from right of
way clearing and six stream crossings to relocate the raw water line and because of the high
capital and present worth costs.
2

Alternative 2 — Replacement and Relocation of 1,7001.f. of the Raw Water Line: This
alternative is similar to Alternative 1 but would replace and relocate a shorter segment of the
water line (1,7001.f.) that is most at -risk of failure. lace Alternative 1, this alternative would also
include the extension of the emergency raw water line, new intake pumps, and replacement of
the reservoir outlet sluice gates. The proposed alignment of this alternative presented topography
constraints to permit gravity flow, construction constraints associated with the Highway 286
bridge, and environmental impacts associated with clearing and three stream crossings to
relocate the raw water line. This alternative was rejected because of these constraints,
environmental impacts, and higher capital and present worth costs.
Alternative 3 — New 4.000 U. Raw Water Line and Conversion of Existing Line: This alternative
would construct a new 4,000 Lf. ductile iron raw water line and convert the existing cast iron raw
water line into an emergency raw water line by reversing the flow direction and connections to
the existing emergency raw water line from the Yadkin River. This alternative would include
stream bank restoration, new intake pumps, and replacement of reservoir outlet sluice gates. This
altemative has similar environmental impacts as the Preferred Alternative including four stream
crossings and clearing for the new line; however, this alternative was rejected due to higher
capital and present worth costs.
Alternative 4 — Continued use of &jgfing Raw Water Line: This alternative will include
restoration of approximately 7001.E of stream bank in areas of exposed pipe and installation of
J -hook boulder in the stream to divert water and stabilize the stream bank in areas at risk of
erosion to allow continued use of the existing raw water line. Lilce Alternatives 1 and 2, this
alternative will also include the. extension of the emergency raw water line, new intake pumps,
and replacement of the reservoir outlet sluice gates. This altemative is preferred because of the
favorable environmental impacts achieved by stabilizing the sheam bank to avoid the
construction impacts associated with relocating the line and lower capital and present worth
costs.
F. Environmental Conseauenaes and NMijmdve Measures
TopogWI and Soils: Some temporary changes in topography are expected from construction
activities to stabilize the stream bank, the emergency raw water line extension, replacement of
existing sluice gates, and installation of the new raw water pumps. These construction areas will
be returned to pre -construction elevation and slope upon completion of construction. Minor
permanent changes to topography are anticipated from installation of a j -hook to redirect flows
away from the existing raw water line. Permanent impaM to the 100 -year floodplain or
floodway are not expected. A no -rise study will be conducted and if the results indicate that the
initial design will impact the Elkin Creek floodway, design modifications will be implemented to
offset impacts to obtain a No -Rise Certification. Applicable floodplain development permits will
be obtained from the Town of Elkin.
3

Land Use: No permanent direct impacts to land use are anticipated. Temporary impacts to. Town
greenways will occur during construction, but the construction site will be restored to existing
conditions and use for greenways and trails following construction.
Wetlands: Construction of the emergency raw water line will include two wetlands dossing
with less than 0.10 acre of temporary impacts. Disturbed areas will be returned to original slope
and contour and will be replanted with native vegetation. Construction will be in accordance
with a NCDENR approved and county -approved erosion and sedimentation control plan and
other provisions of the Sedimentation Pollution Control Act of 1973 to minimize impacts from
erosion and sedimentation. The U.S. Army Corps of Engineers was consulted and did not object
to the project (August 11, 2016).
1mMortant Farmlands: There will be no net loss of important farmlands. Silt fences will be used
during construction, tion, and following consmiction, soil will be backfilled and returned to
preconstruction slope and contour. Land that will be disturbed is not currently in agricultural
use.
Public Lands and Scenic. Recreational. and State Natural Areas: There will be no negative
permanent impacts to public lands or scenic, recreational, or state natural areas. The project will
improve long term water quality and aquatic habitat in Elkin Creek, which will benefit area
1adm•
Cultural Resources: Ina memorandum dated August 29, 2016, (No. ER 16-1400, the North
Carolina State Historic Preservation Office (SIPO) stated that no historic resources are likely to
be affected by the project.
Air QMdftr. Temporary impacts to ait quality including increased dust and vehicle exhaust
emissions may occur during construction activities. Proper vehicle maintenance and emission
control devices will reduce these impacts. No pert impacts are expected.
Noise Levels: There will be a temporary increase in noise related to construction equipment
during weekday working hours. Weekend and after-hours construction work is not anticipated.
There will be no permanent impacts to noise levels once construction is complete.
Water Resources: There is the potential for temporary impacts due to erosion and sedimentation
during construction, including four stream crossings. Two crossings will be open M one will be
jack and bore, and one will be installed in existing fill over an existing culvert. Stream bank
stabilization will utilize natural channel design methods to restore the banks to their pre -erosion
condition and J -hooks to divert flow away from sensitive areas of the streambank. To minimize
construction impacts; all construction will be in accordance with a NCDENR approved and
county -approved erosion and sedimentation control plan and other provisions of the
Sedimentation Pollution Control Act of 1973. Long term impacts will be positive with the
restoration and stabilization of the stream banks resulting in improved water quality and aquatic
habitat in Elkin Creek.

Forest Resources: Impacts to forest resources are not expected to be significant. Much of the
alignment will use maintained greenways and easements. Where clearing is required,
permanently maintained corridor widths will be limited to approximately 15 feet, and areas that
do not require maintenance will be allowed to return to their natural conditions following
construction.
Shellfish or Fish and Their Habitats: Net impacts to shellfish, fish, and their habitats are
expected to be positive. Construction impacts will be minimized through adherence to a
NCDENR-approved and county -approved erosion and sedimentation control plan and other
provisions of the Sedimentation Pollution Control Act of 1973. Restoration and stabilization of
the stream bank will improve water quality and aquatic habitat in Elkin Creek.
Wildlife and Natural Vel: Impacts to wildlife and natural vegetation will be temporary
due to construction activities. Much of the construction will take place within or adjacent to
existing maintained rights of way and trails with very limited, temporary impacts to habitats.
Introduction of Toxic Substances: Introduction of toxic substances from construction activities
is possible from vehicle fluids. Such impacts will be minimized by proper vehicle maintenance
and proper collection of and disposal of fluids.
The U.S. Fish and Wildlife Service reviewed the proposed project and concluded that the
requiremeafs of Section 7(aX2) of the Endangered Species Act have been fulfilled (September
15, 2015, Log No. 4246-382). The North Carolina Wildlife Resources Commission, Natural
Heritage Program, and DWR Winston-Salem Regional Office, and U.S. Army Corps of
Engineers concur with the proposed project. The North Carolina Department of Cultural and
Natural Resources is not aware of any properties of architectural, historical, or archaeological
significance that would be affected by the project.
G. Public Parddnadon, Sources Consulted
A public meeting was held on February 13, 2017 including a presentation about the meeting.
There were no objections to the project. The current user charge for a typical customer is $73.75
per month for 5,000 gallons for sewer and water combined The proposed project is expected to
cause an increase of $10.06 ger month for a total of $83.81.
Sources consulted about this project for information or concurrence included
1) Town of Elkin
2) North Carolina Department of Environmental Quality
-Wildlife Resources Commission
-Natural Heritage Program
-DEQ Winston-Salem Regional Office
-Division of Air Quality
-Division of Water Resources
-Division of Forest Resources
-Division of Environmental Assistance and Customer Service
-Division of Waste Management
5

n � i
3) North Carolina Department of Cultural and Natural Resources
4) North Carolina State Clearinghouse
5) North Carolina Department of Public Safety
6) U.S. Fish and Wildlife Service
7) U.S. Army Corps of Engineers
6

Elkin Creek
Raw Water
Intake
Legend
Water -Treatment Plant
Water Booster Pump Station
Water7ank
aMlerintake
Proposed Emergency Raw Water Line Fact:
Existing Raw Water Lines
— — Existing water Lines
-•---- Stream/River
— Roads
Boundary
Raw Water
Intake Reservoir
Proposed Stream Bank
Restoration
Proposed 3,900 LF
12" Emergency Raw Water
Line Extension
Raw Water Line I'mprove,m�e�ni is
Figure HA AIternati''ve 4
Elkin, N
July, 2014
1LO> t
WCalCI'SO1-.1;
%.r Y:nn:.".:
Existing 12"
Emergency
Raw Water Line
�eM
la�]-
a M sw 7�0

v
ELKIN RAW WATER SYSTEM
LEGEND
PROPERTY BOUNDARY
—R/W—
RIGHT—OF—WAY
Sheat Number
—SeACK—
SETBACK
— -
-PE—
PERMANENT EASEMENT
— PE —
TcE
TEMP. CONSTRUCTION EASEMENT
—TCE—
G4
LIMITS OF DISTURBANCE
—L00-
--srr—
PERMANENT DRAINAGE EASEMENT
—PDE -
100—
INDEX CONTOUR
—1-
- — — —
INTERVAL CONTOUR
96
c — —
STORM DRAINAGE PIPE
RESERVOIR INTAKE STRUCTURE PLAN 6 SECTIONS
0m
STORM DRAINAGE STRUCTURE
CIS
Q
STORM DRAINAGE MANHOLE
E1.1
— -
HYDROLOGIC FEATURE
-
-WBD—
WETLANDS BOUNDARY
EIA
X—
FENCE
—X
— — — - — — —
BOTTOM OF BANK
—BB—
---Te---
TOP OF BANK
—TB-
-
DITCH LINE
PLAN AND PROFILE - STA 30+00 TO STA. 36+87
— — — - — — —
OVERHEAD WIRE
—OW—
I!
POWER POLE
f
j�
LIGHT POLE
x
F
GUY WIRE
C3.2
.irrrwwrwr.
SHRUB LINE
DETAILS
-�
TREE LINE
— — — - — — —
WATER LINE
—W—
%
GATE VALVE
N
AIR RELEASE VALVE
�-
FIRE HYDRANT
-"rT
PERMANENT DIVERSION DITCH
�--
TEMPORARY DIVERSION DITCH
TEMPORARY SILT SILT FENCE
j'
TREE
O
SHRUB
0
SOIL BORE
e1 OO
ear x
SPOT ELEVATION
ELEV X
CHECK DAM
INLET PROTECTION
RIP—RAP
TEMPORARY SEEDING
rs
PERMANENT SEEDING
PS
TEMPORARY STREAM CROSSING
IMPROVEMENTS
FOR THE
TOWN OF ELKIN
NORTH CAROLINA
JUNE 2017
DWI DWSRF # WIF-1905
LOCATION MAP
NOT TO SCALE
Note: Labels indicating permit
locations were added after plans
were sealed.
JUL 2 7 2017 10
NOTICE TO CONTRACTOR
1) THE CONTRACTOR SHALL FIELD VERIFY THE ONSITE T.B.M. W( EXISTING
ELEVATIONS. THE CONTRACTOR SHALL IMMEDIATELY CONTACT W.K.
DICKSON 8 CO., INC. @ 828-327-6911 IF ANY DISCREPANCIES ARE
FOUND IN ELEVATIONS SHOWN. SURVEY INFORMATION DATED
NOVEMBER AND DECEMBER 2016 PROVIDED BY FOOTHILLS FORESTRY
AND SURVEYING. 1106 NORTH BRIDGE STREET ELKIN, NORTH CAROLINA
285210 TELEPHONE [phone].
2) PRIOR TO CONSTRUCTION, DIGGING, OR EXCAVATION THE
CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UNDERGROUND
UTILITIES (PUBLIC OR PRIVATE) THAT MAY EXIST AND CROSS
THROUGH THE AREA(S) OF CONSTRUCTION, WHETHER INDICATED ON
THE PLANS OR NOT. CALL "811"A MINIMUM OF 72 HOURS PRIOR TO
DIGGING OR EXCAVATING. REPAIRS TO ANY UTILITY DAMAGED
RESULTING FROM CONSTRUCTION ACTIVITIES SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR.
� 811
VKnow what's below.
Call before you dig
DD CKSON
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4014TH
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HICKORY, NORTH CAROLINA 28602
0)82832711
0)82&327-9164
WWW.WKDICKSON.COM
NC LICENSE NO.F-0374
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20160049.02.HI
Sheet List Table
Sheat Number
Sheet Title
GENERAL
G1
COVER
G2
GENERAL ACCESS LOCATION PLAN
G3
GENERAL EROSION CONTROL DETAILS
G4
GENERAL EROSION CONTROL DETAILS
DIVISION 1 -RAW WATER INTAKE AND RESERVOIR INTAKE IMPROVEMENTS
C1.1
RESERVOIR SITE PLAN
C1.2
DEMOLITION PLAN
C1.3
PROPOSED RESERVOIR PUMP STATION PLAN AND SECTION
01.4
RESERVOIR PUMP STATION PLAN AND SECTION - ELEV 931.0'
Cls
RESERVOIR PUMP STATION PLAN - ELEV 925.D
CIA
RESERVOIR INTAKE STRUCTURE PLAN 6 SECTIONS
C1.7
RESERVOIR PUMP STATION FLUSHING SYSTEM
CIS
RESERVOIR PUMP STATION FLUSHING SYSTEM DETAILS
DIVISION 1 -RAW WATER INTAKE AND RESERVOIR INTAKE IMPROVEMENTS:
ELECTRICAL
E1.1
ELECTRICAL SYMBOLS AND DETAILS
151.2
PUMP STATION ELECTRICAL PLAN AND DIAGRAMS
E1.3
ELECTRICAL DETAILS
EIA
ELECTRICAL PLANS AND ELEVATIONS-DEMOURION
ElZ
EQUIPMENT ELEVATIONS AND DETAILS
DIVISION 2 -EMERGENCY RAW WATER UNE EXTENSION
C2.1
PLAN AND PROFILE- STA. 0+00 TO STA. 10+•00
C2.2
PLAN AND PROFILE - STA 10'00 TO STA 20~00
C2.3
C2A
PLAN AND PROFILE - STA 30+00 TO STA. 36+87
C2.5
RAW WATER UNE DETAILS
C2.6
RAW WATER LINE DETAILS
C2.7
RAW WATER LINE DETAILS
C2.8
STREAM CROSSING DETAILS
DIVISION 3 -EX. RAW WL PROTECTION WITH STREAM BANK STABILVATON
C3.1
CREEK RESTORATION - PLAN AND PROFILE
C3.2
TRIBUTARY RELOCATION -NEW CHANNEL
03,3
DETAILS
C3.4
DETAILS
NOTICE TO CONTRACTOR
1) THE CONTRACTOR SHALL FIELD VERIFY THE ONSITE T.B.M. W( EXISTING
ELEVATIONS. THE CONTRACTOR SHALL IMMEDIATELY CONTACT W.K.
DICKSON 8 CO., INC. @ 828-327-6911 IF ANY DISCREPANCIES ARE
FOUND IN ELEVATIONS SHOWN. SURVEY INFORMATION DATED
NOVEMBER AND DECEMBER 2016 PROVIDED BY FOOTHILLS FORESTRY
AND SURVEYING. 1106 NORTH BRIDGE STREET ELKIN, NORTH CAROLINA
285210 TELEPHONE [phone].
2) PRIOR TO CONSTRUCTION, DIGGING, OR EXCAVATION THE
CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UNDERGROUND
UTILITIES (PUBLIC OR PRIVATE) THAT MAY EXIST AND CROSS
THROUGH THE AREA(S) OF CONSTRUCTION, WHETHER INDICATED ON
THE PLANS OR NOT. CALL "811"A MINIMUM OF 72 HOURS PRIOR TO
DIGGING OR EXCAVATING. REPAIRS TO ANY UTILITY DAMAGED
RESULTING FROM CONSTRUCTION ACTIVITIES SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR.
� 811
VKnow what's below.
Call before you dig
DD CKSON
uni+ inlresVudure —0-
4014TH
nsWtents4014TH STREET SW
HICKORY, NORTH CAROLINA 28602
0)82832711
0)82&327-9164
WWW.WKDICKSON.COM
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401 4TH STREET SW
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401 4TH STREET SW
HICKORY, NORTH CAROLINA 28802
(t)828327-6911
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WWW.WKDICKSON.COM
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STEEL POST
FABRIC
/-FILTER IIIER. WIDTH
�T
CLASS A STONE 1
FT HEIGHT, i FT.
BEYOND EDGES
STEEL POST
GRADE (MAX.)
8 FT. MAX. SPACING WITH
WIRE SUPPORT FENCE
FiL=
9' MAX (RE
STORAGE
19 GAUGE HARDWARE CLOTH
W/ 1/4' MESH OPENING
HEIGHT
QJGE HARDWARE CLOTI
4' MESH OPENING
RUN OFF
NOTES:
EROSION CONTROL MATTING MUST -
� CONTROL
MEET OR EXCEED THE FOLLOWING REQUIREMENTS:
1 PCT AND REPAIR FENCE R H STORM EVENT AND REMOVE
.INS E AFTER EACH
WASHED STONE ON
UPSTREAM FACE 2OEM,
_
8,
SEDIMENT WHEN DEPOSITS REACH 3D% OF FENCE HEIGHT.
2. REMOVED SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT
I�I�yy1I
z 1I ' I
I
CONTRIBUTE SEDIMENT OFFSITE AND CAN BE PERMANENTLY STABILIZED.
3. SILT FENCE SHALL BE PLACED ON SLOPE CONTOURS TO MAXIMIZE PONDING
y
1 -1 �L,
EFFICIENCY.
L
ROCK SECTION DETAIL
TRENCH WITH GRAVEL
SILT FENCE - WIRE & STONE REINFORCED OUTLET
NOT TO SCALE
WIRE FABRIC
FILTER FABRIC
;TART NEW
ROLLNC m
MOT, OVERW
�II'
FIGURE 2
FIGURE 1 INTERMITTENT CHECK •
ANCHORINTITIAL BEGINING OF
ROLL upsTREA�­�ST— AT
TRENCH STAKE AT EMBANWENT �
VINTERVALS
Eil
I"
"�V�
� GROXISTING
UND 3
N LINE D AREA GE
4'� ANCHOR FABRIC
ASSHOWN F`0�
BOTTOM SECTION
STRANTOP AND
GA., TY0 VARIABLE AS DIRECTED BY THE ENGINEANCHOR
B' MAXI ' A A
OA, TVP.
STAY WIRES, ANCHOR WIRE FABRIC TO
12'SPACING STEEL POST WITH MIN, 4
MIN. 14 GA FENCING STAPLES PER POST
CATCH BASIN 19 GAUGE HARDWARE CLOTH
PLAN W/1/4'MESH OPENING.
rn N SECURELY
STEEL POST 4' MAX SPACING BETWEEN POSTS.
ANCHOR _ _
FABRIC TO z N0.5 WASHED
w WIRE WITH f / FILTER STONE
Z 2 lo�WIRE TIES
FL--O-W� Fes- LOW
MAX WIRE FILTER FABRIC TO BE �.y� 4
F FABRIC MESH POLYPROPYLENE NYLON, TIT g
OPENING SIZE POLYESTER OR POLY- N w
LI = 36 SQ. IN. ETHYLENE YARN OF LJ 34' ANCHOR FABRIC MESH
MANUFACTURER TO BE IN 16' OF NO, 5
APPROVED BY ENGINEER WASHED STONE
CI C\/ATIlIAI
NOTES:
1. THE CONTRACTOR SHALL MAINTAIN ALL SILT FENCING BY REMOVING AND
DISPOSING OF SILT ACCUMULATIONS AS DIRECTED BY THE ENGINEER. FILTER
FABRIC SHALL BE REPLACED WHEN IT HAS DETERIORATED TO SUCH EXTENT
THAT IT REDUCES THE EFFECTIVENESS OF THE SILT FENCE.
2. FILTER FABRIC SHALL HAVE A MINIMUM TENSILE STRENGTH (0 20% MAX.
ELONGATION) OF 3018sILIN. IN.. WIRE FABRIC REQUIRED.
3. IF EXTRA STRENGTH FABRIC IS UTILIZED (MIN. TENSILE STRENGTH = 50
IDs/LJN. IN. @ MAX. 20% ELONGATION), WIRE FABRIC IS OPTIONAL, MAXIMUM
POST SPACING = 6 FEET.
4. POSTS SHALL BE 1.33 blLF STEEL UNLESS OTHERWISE APPROVED BY
ENGINEER.
TEMPORARY SILT FENCE
NOT TO SCALE
SECTION A -A
NOTES:
i. SEDIMENT SHALL BE REMOVED AND TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN
THE SEDIMENT HAS ACCUMULATED TO IM THE DESIGN DEPTH OF THE TRAP. REMOVED
SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A MANNER THAT IT
WILL NOT ERODE.
2. THE STRUCTURE SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED.
3. CONSTRUCTION OPERATIONS SHALL BE CARRIED OUT IN SUCH A MANNER THAT EROSION
AND WATER POLLUTION SHALL BE MINIMIZED.
4. THE SEDIMENT TRAP SHALL BE REMOVED AND THE AREA STABILIZED WHEN THE
REMAINING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
TEMPORARY CATCH BASIN SEDIMENT TRAP
NOT TO SCALE
ADO!
INSTALLATION NOTES
SITE PREPARATION
GRADE AND COMPACT AREA.
REMOVE ALL ROCKS, CLODS, VEGETATION, AND OBSTRUCTIONS SO THAT MATTING WILL
HAVE DIRECT CONTACT WITH THE SOIL
PREPARE SEEDBED BY LOOSENING 3 TO 4 INCHES OF TOPSOIL ABOVE FINAL GRADE
TEST SOILS FOR ANY NUTRIENT DEFICIENCIES AND SUBMIT SOIL TEST RESULTS TO THE
CITY. APPLY ANY TREATMENT SUCH AS UME OR FERTILIZERS TO THE SOIL IF NEEDED.
DO NOT MULCH AREAS WHERE MAT IS TO BE INSTALLED.
SEEDING
APPLY SEED TO SOIL BEFORE PLACING MATTING.
WHEN USING PERMANENT LINER, APPLY ADDITIONAL SEED AFTER INSTALLATION AND
FILL MAT WITH SOIL
INSTALLATION
OVERLAP ADJACENT MATS 3' AND ANCHOR EVERY 18' ACROSS THE OVERLAP.
THE HIGHER ELEVATION MAT SHOULD BE PLACED OVER THE LOWER ELEVATION MAT_
EDGES SHOULD BE SHINGLED AWAY FROM THE FLOW OF WATER.
LAY MAT LOOSE TO ALLOW CONTACT WITH SOIL.
DO NOT STRETCH TIGHT.
ANCHOR MAT USING BIODEGRADABLE STAKES OR PINS.
EXCAVATE INITIAL ANCHOR TRENCH 1rW ACROSS THE EMBANKMENT AT THE LOWER
END OF THE PROJECT AS SHOWN ON SHEET 5. SEE FIGURE 1 FOR INITIAL ANCHOR TRENCH.
PLACE 6' x 6' CHECK SLOTS AT 30' INTERVALS ALONG THE EMBANKMENT AND WEIR.
SEE FIGURE 2.
CUT 4' x 4' TRENCH ALONG TOP OF BANK FOR MAT TERMINATION. EXTEND MAT TOTE
EDGE OF THE ASPHALT OR 2 TO 3 FEET ABOVE THE CREST IF POSSIBLE.
BEGINNING AT THE CENTER OF THE EMBANKMENT AT THE DOWNSTREAM END OF THE
AREA TO BE LINED, PLACE THE END OF THE ROLL IN ANCHOR TRENCH AND SECURE WITH
BIODEGRADABLE STAKES OR PINS. SEE FIGURE 1.
PLACE ADJACENT ROLLS IN THE ANCHOR TRENCH WITH A MINIMUM OF W OVERLAP.
SECURE WITH BIODEGRADABLE STAKES OR PINES. BACKFILL ANCHOR TRENCH, AND
COMPACT SOIL
UNROLL MAT OVER COMPACTED ANCHOR TRENCH, STOP AT NEXT CHECK SLOT OR
TERMINAL ANCHOR
UNROLL ADJACENT ROLLS IN SAME MANNER, WITH A MINIMUM OF 3' OF OVERLAP.
STAPLE AT 18' INTERVALS ALONG OVERLAP.
FOLD AND SECURE MAT ROLLS TIGHTLY INTO CHECK SLOTS. LAY MAT N CHECK SLOT,
FOLD BACK AGAINST ITSELF, ANCHOR THROUGH BOTH LAYERS, BACKFILL AND COMPACT
SOIL. CONTINUE ROLLING MAP UPSTREAM. SEE FIGURE 2.
BEGIN NEW ROLLS IN CHECK SLOT, AND OVERLAP ENDS MpBMUM OF 1'.
SEE FIGURE 4 FOR TERMINATION AT UPSTREAM END.
MAINTENANCE
INSPECT ROLLED EROSION CONTROL PRODUCTS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (12 INCH OR GREATER) RAIN FALL EVENT REPAIR IMMEDIATELY)
GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED. AND EROSION MUST NOT OCCUR
BENEATH THE RECP.
ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE
GROUND SHALL BE REPAIRED AND STAPLED.
IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE
FIXED AND THE ERODED AREA PROTECTED.
MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUND COVER IS ESTABLISHED.
CARRYCIASSBSTONE V 2' NCD.O.T. CLASS
EROSION CONTROL MATTING MUST -
� CONTROL
MEET OR EXCEED THE FOLLOWING REQUIREMENTS:
FIGURE
WASHED STONE ON
UPSTREAM FACE 2OEM,
TOP OF BANK
100%COCONUT FIBER (COIR) TWINE WOVEN INTO A HIGH STRENGTH MATRIX. 8 _
THICKNESS -0.351N, MINIMUM.
TERMINATION
TENSILE STRENGTH - 1740 LBIFf MINIMUM
SHEAR STRESS -4.5LBSSOFT FIGURE4
FLOW VELOCITY- OBSERVED 12 FT/SEC
WEIGHT-2302ISY TERMINAL ANCHOR TRENCH
SIZE-9.84FT X 185 FT (180 SY)
'C -FACTOR -0.002
OPEN AREA (MEASURED) -46%
SLOPES -UP TO A MAXIMUM OF 1:1
EROSION CONTROL MATTING INSTALLATION
NOT TO SCALE
"�V�
� GROXISTING
UND 3
N LINE D AREA GE
4'� ANCHOR FABRIC
ASSHOWN F`0�
BOTTOM SECTION
STRANTOP AND
GA., TY0 VARIABLE AS DIRECTED BY THE ENGINEANCHOR
B' MAXI ' A A
OA, TVP.
STAY WIRES, ANCHOR WIRE FABRIC TO
12'SPACING STEEL POST WITH MIN, 4
MIN. 14 GA FENCING STAPLES PER POST
CATCH BASIN 19 GAUGE HARDWARE CLOTH
PLAN W/1/4'MESH OPENING.
rn N SECURELY
STEEL POST 4' MAX SPACING BETWEEN POSTS.
ANCHOR _ _
FABRIC TO z N0.5 WASHED
w WIRE WITH f / FILTER STONE
Z 2 lo�WIRE TIES
FL--O-W� Fes- LOW
MAX WIRE FILTER FABRIC TO BE �.y� 4
F FABRIC MESH POLYPROPYLENE NYLON, TIT g
OPENING SIZE POLYESTER OR POLY- N w
LI = 36 SQ. IN. ETHYLENE YARN OF LJ 34' ANCHOR FABRIC MESH
MANUFACTURER TO BE IN 16' OF NO, 5
APPROVED BY ENGINEER WASHED STONE
CI C\/ATIlIAI
NOTES:
1. THE CONTRACTOR SHALL MAINTAIN ALL SILT FENCING BY REMOVING AND
DISPOSING OF SILT ACCUMULATIONS AS DIRECTED BY THE ENGINEER. FILTER
FABRIC SHALL BE REPLACED WHEN IT HAS DETERIORATED TO SUCH EXTENT
THAT IT REDUCES THE EFFECTIVENESS OF THE SILT FENCE.
2. FILTER FABRIC SHALL HAVE A MINIMUM TENSILE STRENGTH (0 20% MAX.
ELONGATION) OF 3018sILIN. IN.. WIRE FABRIC REQUIRED.
3. IF EXTRA STRENGTH FABRIC IS UTILIZED (MIN. TENSILE STRENGTH = 50
IDs/LJN. IN. @ MAX. 20% ELONGATION), WIRE FABRIC IS OPTIONAL, MAXIMUM
POST SPACING = 6 FEET.
4. POSTS SHALL BE 1.33 blLF STEEL UNLESS OTHERWISE APPROVED BY
ENGINEER.
TEMPORARY SILT FENCE
NOT TO SCALE
SECTION A -A
NOTES:
i. SEDIMENT SHALL BE REMOVED AND TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN
THE SEDIMENT HAS ACCUMULATED TO IM THE DESIGN DEPTH OF THE TRAP. REMOVED
SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A MANNER THAT IT
WILL NOT ERODE.
2. THE STRUCTURE SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED.
3. CONSTRUCTION OPERATIONS SHALL BE CARRIED OUT IN SUCH A MANNER THAT EROSION
AND WATER POLLUTION SHALL BE MINIMIZED.
4. THE SEDIMENT TRAP SHALL BE REMOVED AND THE AREA STABILIZED WHEN THE
REMAINING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
TEMPORARY CATCH BASIN SEDIMENT TRAP
NOT TO SCALE
ADO!
INSTALLATION NOTES
SITE PREPARATION
GRADE AND COMPACT AREA.
REMOVE ALL ROCKS, CLODS, VEGETATION, AND OBSTRUCTIONS SO THAT MATTING WILL
HAVE DIRECT CONTACT WITH THE SOIL
PREPARE SEEDBED BY LOOSENING 3 TO 4 INCHES OF TOPSOIL ABOVE FINAL GRADE
TEST SOILS FOR ANY NUTRIENT DEFICIENCIES AND SUBMIT SOIL TEST RESULTS TO THE
CITY. APPLY ANY TREATMENT SUCH AS UME OR FERTILIZERS TO THE SOIL IF NEEDED.
DO NOT MULCH AREAS WHERE MAT IS TO BE INSTALLED.
SEEDING
APPLY SEED TO SOIL BEFORE PLACING MATTING.
WHEN USING PERMANENT LINER, APPLY ADDITIONAL SEED AFTER INSTALLATION AND
FILL MAT WITH SOIL
INSTALLATION
OVERLAP ADJACENT MATS 3' AND ANCHOR EVERY 18' ACROSS THE OVERLAP.
THE HIGHER ELEVATION MAT SHOULD BE PLACED OVER THE LOWER ELEVATION MAT_
EDGES SHOULD BE SHINGLED AWAY FROM THE FLOW OF WATER.
LAY MAT LOOSE TO ALLOW CONTACT WITH SOIL.
DO NOT STRETCH TIGHT.
ANCHOR MAT USING BIODEGRADABLE STAKES OR PINS.
EXCAVATE INITIAL ANCHOR TRENCH 1rW ACROSS THE EMBANKMENT AT THE LOWER
END OF THE PROJECT AS SHOWN ON SHEET 5. SEE FIGURE 1 FOR INITIAL ANCHOR TRENCH.
PLACE 6' x 6' CHECK SLOTS AT 30' INTERVALS ALONG THE EMBANKMENT AND WEIR.
SEE FIGURE 2.
CUT 4' x 4' TRENCH ALONG TOP OF BANK FOR MAT TERMINATION. EXTEND MAT TOTE
EDGE OF THE ASPHALT OR 2 TO 3 FEET ABOVE THE CREST IF POSSIBLE.
BEGINNING AT THE CENTER OF THE EMBANKMENT AT THE DOWNSTREAM END OF THE
AREA TO BE LINED, PLACE THE END OF THE ROLL IN ANCHOR TRENCH AND SECURE WITH
BIODEGRADABLE STAKES OR PINS. SEE FIGURE 1.
PLACE ADJACENT ROLLS IN THE ANCHOR TRENCH WITH A MINIMUM OF W OVERLAP.
SECURE WITH BIODEGRADABLE STAKES OR PINES. BACKFILL ANCHOR TRENCH, AND
COMPACT SOIL
UNROLL MAT OVER COMPACTED ANCHOR TRENCH, STOP AT NEXT CHECK SLOT OR
TERMINAL ANCHOR
UNROLL ADJACENT ROLLS IN SAME MANNER, WITH A MINIMUM OF 3' OF OVERLAP.
STAPLE AT 18' INTERVALS ALONG OVERLAP.
FOLD AND SECURE MAT ROLLS TIGHTLY INTO CHECK SLOTS. LAY MAT N CHECK SLOT,
FOLD BACK AGAINST ITSELF, ANCHOR THROUGH BOTH LAYERS, BACKFILL AND COMPACT
SOIL. CONTINUE ROLLING MAP UPSTREAM. SEE FIGURE 2.
BEGIN NEW ROLLS IN CHECK SLOT, AND OVERLAP ENDS MpBMUM OF 1'.
SEE FIGURE 4 FOR TERMINATION AT UPSTREAM END.
MAINTENANCE
INSPECT ROLLED EROSION CONTROL PRODUCTS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (12 INCH OR GREATER) RAIN FALL EVENT REPAIR IMMEDIATELY)
GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED. AND EROSION MUST NOT OCCUR
BENEATH THE RECP.
ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE
GROUND SHALL BE REPAIRED AND STAPLED.
IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE
FIXED AND THE ERODED AREA PROTECTED.
MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUND COVER IS ESTABLISHED.
CARRYCIASSBSTONE V 2' NCD.O.T. CLASS
UP SIDES OF SPILLWAY MN MN.
� CONTROL
N.C.D.O,T, NO. 57
WASHED STONE ON
UPSTREAM FACE 2OEM,
VANES WH
OF
�1
mK)
FLOW `
1' VARIES WITH
FILTER FABRIC MIN. DEPTH OF DRCH
SECTION B -B
ti? 2' MN. N.C.D.O.T. CLASS 8
EROSION CONTROL
STONE
2
17
9
FILTER FABRIC
Y MN.
SECTION A -A
STONE CHECK DAM
MAINTENANCE FOR ALL CHECK DAMS:
INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RUNOFF EVENT.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM
HIGH FLOWS AROUND THE EDGES OF THE DAM, CORRECT ALL DAMAGE IMMEDIATELY. IF
SIGNIFICANT EROSION OCCURS BETWEEN DAMS, INSTALL A PROTECTIVE RIP -RAP LINER IN
THAT PORTION OF THE CHANNEL. REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS
NEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN
THROUGH THE FIBER CHECK DAM, AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT
OVER THE DAM. CHECK DAM SHALL BE CLEANED OUT WHEN 5D% OF STORAGE CAPACITY HAS
BEEN FILLED IN WITH SEDIMENT.
DWK
DICKSON
unit inhaslructure consullents
401 4TH STREET SW
SUITE 201
HICKORY, NORTH CAROLINA 25602
(1)62&327$911
(QB28-327-9164
WWW,WKDICKSON.COM
NC LICENSE NDT-0374
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PROJ. MGR.: CRF
DESIGN BY: CRF
DRAWN BY: CH/RJL
PROJ. DATE: JUNE 2017
DRAWING NUMBER:
G3 OF 29
WKD PROJ. NO.:
20160049.00.HI

EROSION CONTROL SEQUENCE OF CONSTRUCTION NOTES
1. SCHEDULE A PRECONSTRUCTION CONFERENCE ON-SITE WITH THE
EROSION CONTROL INSPECTOR FROM THE WINSTON-SALEM REGIONAL
OFFICE OF THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND
NATURAL RESOURCES (NCDENR, 336-776-9600), AND THE ENGINEER'S
REPRESENTATIVE.
2. BEFORE INITIATION OF CONSTRUCTION, INSTALL PERIMETER EROSION
CONTROL MEASURES SHOWN ON THE PLANS INCLUDING SILT FENCE
AND STONE OUTLETS AT CREEK CROSSINGS ALONG WITH ANY
REQUESTED BY THE NCDENR INSPECTOR RESULTING FROM THE
PRECONSTRUCTION MEETING. CLEARING AREAS ONLY AS NEEDED TO
INSTALL THE DEVICES. OWNER SHALL PERFORM SELF INSPECTION
AFTER PERIMETER CONTROLS (SILT FENCE, CONSTRUCTION
ENTRANCES, ETC.) ARE INSTALLED.
3. INSTALL WATER MAIN. EROSION CONTROL DETAILS ARE SHOWN ON THE
DRAWINGS AND STRUCTURE LOCATIONS ARE DEFINED IN THE PLAN
VIEWS.
4. REMOVEIREINSTALL SILT FENCE AND STONE OUTLETS DAILY AS
REQUIRED TO FACILITATE CONSTRUCTION AT CREEK CROSSINGS
INSTALLED BY DIRECT BURY.
5. MAINTENANCE OF EROSION CONTROL DEVICES IS THE CONTRACTOR'S
RESPONSIBILITY. AFTER EACH RAIN STORM THE DEVICES SHALL BE
INSPECTED FOR DAMAGE AND REPAIRS MADE AS NEEDED. ANY SILT
ACCUMULATION SHALL BE REMOVED IMMEDIATEDLY AND DISPOSED OF
PROPERLY.
6. RESEED AND MULCH DISTURBED AREAS AS GRADING IS COMPLETED
ALONG ALL CONSTRUCTION. ALL DISTURBED AREAS MUST BE
VEGETATED OR OTHERWISE STABILIZED WITHIN THE NUMBER OF DAYS
NOTED IN THE GROUND COVER SCHEDULE AFTER BEING DISTURBED.
THE CONTRACTOR SHALL UTILIZE THE SEEDING AND MULCHING
SCHEDULES NOTED ON THE DRAWINGS. NO MORE THAN 1,000 LF OF
ROAD SHOULDER SHALL BE DISTURBED PRIOR TO CLEANING/SEEDING.
A. ALL LOCATIONS DISTURBED DURING CONSTRUCTION WILL BE
RESTORED ACCORDING TO THE PERMANENT SEEDING SCHEDULE AS
SHOWN ON THE PLANS.
B. IF THE WATER AND/OR SEWER LINE IS LOCATED WITHIN AN EXISTING
DITCH LINE, AND THE CHANNEL VELOCITY EXCEEDS 2 FTJSEC..
TEMPORARY CHANNEL LINERS (JUTE NET, STRAW WITH NET,
FIBERGLASS ROVING, GEOTEXTILE FABRIC, ETC.) SHALL BE USED AS
SHOWN ON THE PLANS AND AS DIRECTED BY THE ENGINEER. THESE
DITCH LINES WILL BE RESTORED ACCORDING TO THE PERMANENT
SEEDING SCHEDULE AS SHOWN ON THE PLANS.
7. AFTER COMPLETE STABILIZATION OF DISTURBED AREAS AND AS
DIRECTED BY THE ENGINEER, REMOVE EROSION CONTROL DEVICES
FROM THE SITE.
EROSION CONTROL DEVICE MAINTENANCE NOTES:
1. THE CONTRACTOR IS RESPONSIBLE FOR THE MAINTENANCE AND
REPAIR OF THE EROSION CONTROL DEVICES UNTIL CONSTRUCTION IS
COMPLETE.
2. ALL EROSION AND SEDIMENT CONTROL DEVICES SHALL BE CHECKED
FOR STABILITY AND OPERATION FOLLOWING EVERY RUNOFF
PRODUCING RAINFALL BUT IN NO CASE LESS THAN ONCE PER WEEK
3. ANY NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO MAINTAIN ALL
PRACTICES AS DESIGNED.
4. SEDIMENT IS TO BE BE REMOVED FROM THE SEDIMENT TRAPS, BASINS
AND INLET PROTECTION DEVICES WHEN STORAGE CAPACITY HAS
BEEN APPROXIMATELY 60% FILLED.
5. GRAVEL IS TO BE CLEANED AND/OR REPLACED WHEN THE SEDIMENT
POOL NO LONGER DRAINS PROPERLY.
B. SEDIMENT IS TO BE REMOVED FROM BEHIND SILT FENCE WHEN IT
BECOMES APPROXIMATELY 0.50' DEEP AT THE FEND. THE SILT
FENCE IS TO BE REPAIRED AS NECESSARY TO MAINTAIN A BARRIER.
7. PERMANENT GROUND COVER MUST BE ESTABLISHED WITHIN THE
PROPOSED DITCHES AND CHANNELS.
B. ALL DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED
AS NEEDED IN ACCORDANCE WITH THE SPECIFICATIONS.
9. ADDITIONAL MECHANICAL MEASURES WILL BE REQUIRED IF
VEGETATIVE COVER CANNOT BE ESTABLISHED AS PROPOSED.
10. CONTRACTOR SHALL MAINTAIN A RAIN GAUGE ON SITE AND PROVIDE
WEEKLY/POST RAINFALL INSPECTION REPORTS TO THE OWNER IN
ACCORDANCE WITH NCDLR REQUIREMENTS.
WATER LINE DATA TABLE
TOTAL PROJECT/DISTURBED AREA 3.76 ACRES
A
TEMPORARY SEEDING SCHEDULE — LATE WINTER /EARLY SPRING
Seeding Mixture
Species Rate (Ib/—S)
Japanese Millet 20
Winter Wheat / Rye 40
Seeding dotes
Mountains - Above 2500 ft: Feb. 15 -May 15
Below 2500 ft: Feb. 1 -Noy 1
Piedmont - Jan. 1 -May 1
Coastal Plain - Dec.1-Apr. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 Ib/acre ground agricultural
limestone and 750 Ib/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 Ib/ocre straw. Anchor straw by tacking with asphalt, netting or o
mulch anchoring tool. A disk with blades set nearly straight can be used as
a mulch anchoring tool.
Maintenance
Refertilize If growth is not fully adequate. Reseed, refertilize and mulch Im-
mediately following erosion or other damage.
TEMPORARY SEEDING SCHEDULE — SUMMER
Seeding mixture
Species Rate (Ib/acre)
Browntop millet 40
Seeding dates
Mountains - May 15 -Aug. 15
Piedmont - May 1 -Aug. 15
Coastal Plain - Apr. 15 -Aug. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 m/ocre ground
agricultural limestone and 750 Ib/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 Ib/acre straw. Anchor straw by tacking with asphalt,
netting or a mulch anchoring tool. A disk with blades set nearly
straight can be used as an onchoOng tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, fertilize and mulch
immediately following erosion or other damage.
TEMPORARY SEEDING SCHEDULE — FALL
Seeding mixture
Species Rate (Ib/ocre)
Japanese Millet 20
Winter Wheat / Rye 40
Seeding dates
Mountains - Aug. 15 -Dec. 15
Coastal Plain and Piedmont - Aug. 15 -Dec. 30
Soil amendments
Follow soil tests or apply 2,000 Ib/acre ground agricultural li ne-
stone and 1,000 Ib/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 Ib/acre straw. Anchor straw by tacking with asphalt,
netting or a mulch anchoring tool. A disk with blades set nearly
straight can be used as a mulch anchoring tool.
Maintenance
Repair and refertilize eorried areas immediately. Topdress with
50 lb /acre of nitrogen in arch. If it is necessary to extend
temporary cover beyond June 15, overseed with 50 Ib/acre Kobe
(Piedmont and Coastal Plain) or Korean (Mountains) lespedeza in
late February or early March.
PERMANENT SEEDING SCHEDULE -MIXTURE k1M
Seeding Mixture
Grass Rate (Ib/acre)
Broomsedge (Andropogon virginicus) 5
Eastern Gomma grass (Tripsocum dactyloides) 4
Little Bluestem (Schizacharium scoporium) 4
Switch grass (panicum virgatum) 5
Herb
Black Eyed Susan (Rudbeckia hirta) 0.5
Butterfly Weed (Asclepias tuberose) 2
Purple Coneflower (Echinaceo purpurea) 2
Clasping Coneflower (Rudbeckia amplexicaulis) 1
Blonketflower (Gaillordia aristata) 2
Blazing Star (Liotris spicato) 2
Giant Sunflower (Helianthus giganteus) 2
Annual Sunflower (Helianthus annuus 1
Tickseed Sunflower (Bidens bipinr 2
Bee Balm (Monardo fistulosa) 1
Seeding note
After Aug. 1, use unscorified seed for sericea lespedeza.
Nurse plants
Between May 1 and Aug. 15 add 10 ib/acre German millet or 15 Ib/ocre
Sudangrass. Prior to May 1 or after Aug. 15, add 40 Ib/acre rye (grain). It
may be beneficial to plant the grosses in late summer and overseed the
lespedezos in March.
Seeding dates
Best Possible
Below 2500 ft: Aug. 15 -Sept. 1 July 25 -Sept. 15
Mar. 1 -Apr. 1 Mar. 1 -May 10
Above 2500 ft: July 25 -Aug. 15 July 15 -Aug. 30
Mor. 20 -Apr. 20 Mar. 5 -May 15
Complete seeding earlier in the fall, and start later in spring on north and
east facing slopes.
Soil amendments
Apply lime and fertilizer according to soil tests, or apply 4,000 Ib/acre ground
agricultural limestone and 1,000 Ib/acre 5-10-10 fertilizer.
Mulch
Apply 4,000-5,000 Ib/ave grain straw or equivalent cover of another suitable
mulching material. Anchor mulch by locking with asphalt, roving or netting.
Netting is the preferred anchoring method on steep slopes.
Maintenance
Mow no more than once a year. Refertflize in the second year unless growth
is fully adequate. Reseed, fertilize and mulch damaged areas Immediately.
1. GROUND COVER- WHEREVER LAND DISTURBING ACTIVITY IS
UNDERTAKEN ON A TRACT COMPRISING MORE THAN ONE (1) ACRE, A
GROUND COVER SUFFICIENT TO RESTRAIN EROSION MUST BE
PLANTED OR PROVIDED PER THE GROUND COVER SCHEDULE SHOWN
ON THIS SHEET.
2. GRADED SLOPES AND FILLS - PER THE GROUND COVER SCHEDULE
SHOWN HERE, OR AT THE COMPLETION OF ANY PHASE OF GRADING,
WHICHEVER PERIOD IS SHORTER, SLOPES SHALL BE PLANTED OR
OTHERWISE PROVIDED WITH GROUND COVER, DEVICES, OR
STRUCTURES SUFFICIENT TO RESTRAIN EROSION.
SIDE BRANCH
REMOV OAT COIR
1LId{I7PAL-�I Imo'— MATTI
GROUND COVER SCHEDULE
SITE AREA DESCRIPTION
STABILIZATION TIME FRAME
STABILIZATION TIME FRAME EXCEPTIONS
PERIMETER DIKES.
SWALES, DITCHES AND SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HOW( ZONES
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE
SLOPES STEEPER THAN 3:1
7 DAYS
NOT STEEPER THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER
THAN 50 FEET IN LENGTH
ALL OTHER AREAS WITH
__I
NON (EXCEPT FOR PERIMETERS
SLOPES FLATTER THAN 4:1
14 DAYS
AND HWO ZONES
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REMOV OAT COIR
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END
ON O 1.5'
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45 DEGREE
TAPERED BUTT
END
SECTION VIEW
LIVE STOUT STAKES SHALL
BE SPACED 2 FEET APART.
1. PER THE GROUND COVER SCHEDULE SHOWN HERE, OR AT THE
COMPLETION OF ANY PHASE OF GRADING, WHICHEVER PERIOD IS
SHORTER, DISTURBED AREAS SHALL BE PLANTED OR OTHERWISE
PROVIDED WITH GROUND COVER, DEVICES, OR STRUCTURES
SUFFICIENT TO RESTRAIN EROSION.
DETAIL
LNE STAKES SHOULD BE 23 FEET
LONG. ADDITIONALLY. THE STAKES
FIBER SHOULD HAVE A DIAMETER OF 0.75 TO
21NCHES
LIVE STAKE
NOT TO SCALE
PLANT LIST
LIVE STAKE SPECIES
SCIENTIFIC NAME COMMONNAME PERCENT
swix.o .. Silky Weow SD%
Comus Bmomum Silky Dogwood 25%
Viburnum dkniBlum Arrowwood 15%
Sambucus Cenadenis Eld.A ,,y 10%
ALL PLANTING AREAS
COIR FIBER FABRIC MAT NOT BE CUT WITH PLANTING IMPLEMENTS. THE
SMALLEST OPENING NECESSARY TO ACCOMMODATE EACH PLANT SMALL BE
CUT INTO THE FABRIC USING A SHARP KNIFE OR SHEARS.
ER PLANT SPACING
PLANTS SHALL BE INSTALLED IN STAGGERED ROWS. PLANT SPACING SHALL BE
APPROXIMATELY TWO FEET (20) BETWEEN PLANTS IN THE SAME ROW. ROWS
SHALL BE STAGGERED SUCH THAT ROWS ARE APPROXIMATELY TWO FEET
(210 APART. CONTRACTOR REWIRED TO USE COMBINATION OF A.I. PLANT
SPECIES.
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EXISTING
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EXISTING RESERVOIR INTAKE
STURCTURE IMPROVEMENTS
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SCALE: 1" = 25'
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PROD. MGR.: CRF
DESIGN 8Y: CH
DRAWN BY: ICH
PROD. DATE: I JUNE 2017
DRAWING NUMBER:
C2.3 OF 29
WKD PROJ. NO.:
20160049.00.H1

CROSS OVER EX. 24" RAW WATER LINE RESTORE EXISTING WOOD
SEE PROFILE. (CONTRACTOR TO FIELD R PIN 4951.09-06-6955 BENCH AND SEATING AREA
VERIFY DEPTH AND LOCATION OF EXISTING Clerks R Forcer TO ORIGINAL CONDITIONS -
RAW WATER LINE) RESTORE GREENWAY PATH RB 1350 PG 28 STA 34+05* r
STA 31+65* TO ORIGINAL CONDITIONS. DEFLECT PIPE
PROPOSED RJ MJ 45' BEND SEE DETAIL DWG. C2.5 N:918837.19 qb
/ N:917053.11 \ E:145081fi.05
E:1450509.99
--xlx---__. xM Aaoar:ct
DO NOT DISTURB
/ \ CONCRETE STRUCTURE - - --w/'''-/
STA. 32+13i
IN TRAIL TEND RESTRAINED JOINT PIPE
w. - - _ __ FE — PE 1 -PE- PEP
IR \ 3' 33-00 1
OCATION)
+00
r
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is-_"-
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- -
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25'
i `PROPOSED TEMPORARY SILT 1(r
EX 100 YR FLfMO PWN FENCE, TYP. STA. 34+34*
APPROX. LOCATION) BEGIN RESTRAINED JOINT PIPE
( _.. _- SEE DETAIL DWG. 6-3 _- _
I -
_ _.. STA 31+501 �^/
L�If
PROPOSED RJ MJ 45" BEND &ry 20'
N:917057.64 _ - ''Pp APPROX. LOCATION EXISTING 24 -
E:1450496�58 ALUM SLUDGE PIPE (FIE D VERIFY
- -
_
EX 24" RAW WATER LINE
LOCATION AND DEPTH)
STA. 31+022 - = -
STA. 35+35* STA 35+48*
DEFLECT PIPE-- —PROPOSED RJ 90' MJ BEND
N:918719.39 N916708.31
E:1450870.72 E:1450675AO
GL FUWrc TraM1m nL�nn _ -.. -- -
• _ - It1 - Duko Power 6-p E8 RIY4
n�..L ti ti `�T' l�4'eace sNe ai GLl
nix -----
r Stream Impact
`6N 49511 C511B9
_ �RB 10155 PGPG 932
PROPOSED STONE OUTLET, TYP.
s > _ SEE DETAIL DWG. G3
PROPOSED STREAM CROSSING #3,
SEE DETAIL DWG. C2.8
=STA 36+68±
'PROPOSED RJ 22.5' W BEND
N:916656.06 `.
(APPROX. L BEGIN RESTRAINED JOINT PIPE .--- —ss 19 X E:1450569.75
_ J—�`,._n��_ w�J-r-- x
---w IN 4951 09-08-36-4 l l
1 \ \ 1
(Wafer rli lPlanr S")
DS 271 PG 544
447 PG 1273
�( EX. 100 YR FLOOD PLAIN
aafP (APPRO%. LOCATION) \-'ter- STA 36+763.\ 11 \ 1 STA. 36+88±
PIN 494112.974299\ X\faonr ,a-' 1 1
.lances 1- Pe97- 10p1A----`^tea 140`1*' \ ` y. PROPOSED 3' SINGLE BODY �1 PROPOSED 16ALVE 12" TEE
— 93 a� - COMBINATION AIR VALVE k `\ W712' GATE VALVE' -
_6r,_
RB 14114 PG 978 ; 1qb4a`\ SEE DETAIL DWG. C2.7 \ ` END RESTRAINED JOINTPIPE
is wm wan a49a al c,aau �)``
and moa W<Of01 \ ` 1 II
WATER
TREATMENT I s 1
PIN 4951.09-0636-411 PLANT
\ Town o/ E1Wn fffl
(Waun Filler P/enl Sile) + } s EX. 16" WATER UNE 111
\ RB 4471 PG PG 273 \ \\ (APPROX LOCATION) 11
I \` CONTRACTOR TO
VERIFY AT
INERSECTION W/ N�1
1 WATER LINE
920
STA 31+49* STA -
PROP. RJ 45' MJ BEND PROP. RJ 45' MJ BEND
W
W �
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915 g WaW3
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L 0 0 L OD '+a�a+m�m amL �m am+d R4I'M c�
M0. y0.> y6> In1 y > y6 y U3y y
910
AND
905
895
VERTICAL SEPARATION OF PROPOSED
D.I.P. WATER LINE FROM
EXISTING UTILITIES, UNLESS
880 OTHERWISE NOTED, SHALL BE:
SANITARY SEWER- 18" MIN.
STORM PIPING -18" MIN.
GAS PIPING -12" MIN.
D 12' DIP EMERGI
RAW WATER
3' MIN. COVER UN
30+50 31+00 31+50 32+00 32+50 33+00 33+50 34+00
ALUM SLUDGE PIPE
ITRACTOR TO REL)
FY LOCATION AND
GRAPHIC SCALE
40' 0 40' W.
HORIZONTAL
4- 0 4' 6
VERTICAL
NOTE:
PROPOSED EASEMENT LIMITS ARE GOVERNED
BY THE PROPOSED 12' EMERGENCY RAW
WATER LINE AT DEFLECTIONS AND BENDS
WHERE COORDINATES ARE PROVIDED UNLESS
OTHERWISE NOTED.
PROPOSED STREAM CROSSING #3,
SEE DETAIL DWG. C2.8
34+50 35+00 35+50 36+00 36+50 37+00 37+50
905
885
880
875
�DICKSON
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401 4TH STREET SW
SUITE 201
HICKORY, NORTH CAROLINA 28602
(t)828.32711
(WB327-9164
WWW.WKDICKSON.COM
NC LICENSE NOY-0374
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SEWER (UNDER)
10'-0•
WATER (OVER)
WATER -SEWER
WATER F
b SEE
WATER
SEWERNOTE SEWER
7-0• y
k � SEE NOTE
�
NOTE: SEWER
WATER
WATER
SEWER
WHEN WATER MAIN IS ABOVE SEWER, BUT WITH LESS THAN IT CLEARANCE, OR WHEN THE SEWER IS
ABOVE THE WATER MAIN, BOTH THE WATER MAIN AND THE SEWER LINE SHALL BE CONSTRUCTED OF
FERROUS MATERIALS WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A MINIMUM LATERAL
DISTANCE, MEASURED AT RIGHT ANGLES TO THE SEWER, OF 10 FEET ON EACH SIDE OF THE CROSSING.
RELATION OF WATER MAINS
TO SEWER MAINS
NOT TO SCALE
}
UNDISTURBED
SOIL (TYP.)
{ A
A
PLAN -BENDS
45'
m
m
18' MW: 1P DIA. OR LESS
24• MINA 7DIA. OR GREATER
SECTION X -X
BENDS & TEES
X
A A
X
PLAN -TEES
18* MIN. I I--24'B•MIN..
IT DIA, I 12 6 UP
6 LESS _
Aff
r
U �
C�PLAN
D•ELEVATION
PLAN & ELEVATION
PLUGS
�0000a0000000
2000 PSF SOIL (SAND S GRAVEL WITH CLAY)
NOTES:
1. BASED ON 200 PSI STATIC PRESSURE PLUS AW WA WATER HAMMER ALLOWANCE.
2. ALL BEARING SURFACES TO BE CARRIED TO UNDISTURBED GROUND.
3. THRUST BLOCKS TO BE USED AT ALL LINES OPERATING UNDER PRESSURE.
4. KEEP ALL PIPING JOINTS CLEAR OF CONCRETE THRUST BLOCKS.
THRUST BLOCKING DETAIL
NOT TO SCALE
WATER MAIN
OR SAN RARY J STORM SEWER
-
SEWER MAIN
WATER MAIN
'— STORM SEWER OR SANITARY
SEWER MAIN
NOTE:
WHEN A WATER MAIN OR SANITARY SEWER MAIN CROSSES OVER OR UNDER A STORM SEWER
AND CONDITIONS PREVENT THE REQUIRED 1B• MIN VERTICAL SEPARATION, THE WATER MAIN
ORB ITARY SEWER MAIN SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE WITH JOINTS
EQUIVALENT TO WATER MAIN STANDARDS FOR A MINIMUM DISTANCE OF 10 FEET ON EACH SIDE
OF THE POINT OF CROSSING.
RELATION OF WATER & SEWER MAINS
TO STORM SEWERS
NOT TO SCALE
WIDTH VARIES
4 -THICK
MECHANICALLY
COMPACTED BACKFILL,
8' LAYERS. 95% STANDARD
PROCTOR (PASHTO T-99)
UNDISTURBED
1r IT
TYPE 4
PIPE BEDDED IN SAND, GRAVEL, OR CRUSHED STONE
TO A DEPTH OF 118 PIPE DIAMETER, 4- MINIMUM WITH
BACKFILL COMPACTED TO TOP OF PIPE.
(APPROXIMATELY W PERCENT STANDARD PROCTOR.
AASHTO T-98)
TYPE 3
PIPE BEDDED IN 4• MINIMUM LOOSE SOIL WITH BACKFILL
LIGHTLY CONSOLIDATED TO TOP OF PIPE (LOOSE SOIL IS
DEFINED AS NATIVE SOIL EXCAVATED FROM THE TRENCH,
FREE OF ROCK, ORGANIC MATERIAL, FOREIGN MATERIALS
AND FROZEN EARTH.)
a
TYPE 5
PIPE BEDDED TO IT'S CENTERUNE IN COMPACTED GRANULAR
MATERIAL, 4' MINIMUM UNDER PIPE. COMPACTED GRANULAR
OR SELECT MATERIAL TO TOP OF PIPE. (APPROXIMATELY 90
PERCENT STANDARD PROCTOR, AASTO TAB)
(SELECT MATERIAL G DEFINED AS NATIVE SOIL EXCAVATED
FROM THE TRENCH. FREE OF ROCKS, ORGANIC MATERIAL,
FOREIGN MATERIALS AND FROZEN EARTH)
NOTES:
1. TYPE 2 AND TYPE 3 SHALL BE THE SELECTED EMBEDMENT CONDITION FOR ALL DUCTILE IRON MAIN 144NCH AND
URGER UNLESS ACTUAL LAYING CONDITIONS REQUIRE MORE STRINGENT (TYPE 4 OR 5) EMBEDMENT.
2 CONSIDERATION OF THE PIPE -ZONE EMBEDMENT CONDITIONS INCLUDED IN THIS FIGURE MAY BE INFLUENCE BY
FACTORS OTHER THAN PIPE STRENGTH. FOR ADDITIONAL INFORMATION ON PIPE BEDDING AND BACKFILL, SEE
ANSIIAWWAC000.
3. TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BETAKEN FROM THE INSIDE FACE OF THE
SHORING AND BRACING.
4. NO ROCKS OR BOULDERS 4' OR LARGER TO BE USED IN INITULL BACKFILL.
5. ALL BACKFILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL.
S. BACKFILL SHALL BE TAMPED IN S' LIFTS IN TRAFFIC AREAS, 12' IN NON -TRAFFIC AREAS.
7. ACHIEVE 80% COMPACTION IN NON -TRAFFIC AREAS. AND OVA COMPACTION IN TRAFFIC AREAS.
8. IF IN EASEMENT 4' TOPSOIL, ANO 12' CLEAN SELECT FILL IS R 110K ED
9. NO BOULDERS B' IN DIAMETER OR GREATER ALLOWED IN FINAL BACKFILL.
TYPICAL DUCTILE IRON MAIN
EMBEDMENT DETAIL
NOT TO SCALE
CRUSHED STONE
tGRAOE TO DRAIN
MIN
17
jEMBEDMENTZONE
1•— VARIES
TYPICAL TRENCH BACKFILL GRAVEL
GREENWAY TRAIL REPAIR
NOT TO SCALE
yp.
�- BOTTOM OF EXCAVATION
(SEE NOTE 3 BELOW)
NOTES:
1. BACKFILL TO 95% OF MAXIMUM DENSITY WHERE EXCAVATIONS CUT
THROUGH PAVEMENTS. CURBS. DRIVEWAYS AND SIDEWALKS, AND
UNDER OR ADJACENT TO STRUCTURES.
2. STONE TO BE SIZE 117 701-1/2', WELL TAMPED.
3. STONE IS REWIRED TO B• BELOW PIPE WHERE WET CONDITIONS
OR ROCK IS ENCOUNTERED, ONLY AS DIRECTED.
4. HANG SHAPE TRENCH BOTTOM FOR LOWER QUADRANT OF PIPE
AND BELLS.
5. PROVIDE MINIMUM Y'COVER OVER PIPE.
CARRIER
PIPE
STANDARD WATER LIN_ E TRENCH
NOT TO SCALE
MUr RESTORE GRADE TO ORIGINAL
-0'MIT / GROUND SURFACE ELEVATION.
SEE NOTE 3 (VARIES WITH PIPE
BACKFILL CLASS)
NOTE 2
7TE1
NON -WOVEN ' 1
GEOTI.
EXTI
FABRIC
FILTER
NOTES:
1, S' DEEP NO. 57 STONE OR EQUAL WRAPPED IN NON -WOVEN GEOTEXTILE
FILTER FABRIC LIGHTLY COMPACTED. OVERLAP FABRIC By MINIMUM ONE
PIPE O.D.
2, 4- DEEP NO. 57 STONE OR EQUAL LIGHTLY COMPACTED PIPE BEDDING,
3. GENERALBACKFILL COMPACTED T09D% STANDARD PROCTOR DENSITY IN
6- MAXIMUM LIFTS.
TYPICAL TRENCH BACKFILL
UNSUITABLE SUBGRADE
NOT TO SCALE
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401 4TH STREET SW
SUITE 201
HICKORY, NORTH CAROLINA 28602
0)828.327-6911
(0628.327-9164
WW.
W WKDICKSON.COM
NC LICENSE NO.F-0374
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PROFESSIONAL SEAL
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PROJ. MGR.: ' CRF
DESIGN BY: CRF
DRAWN BY: CH/RJL
PROJ. DATE: I JUNE 2017
DRAWING NUMBER:
C2.5 OF 29
WKD PROJ. NO.:
20160049.00.1-11
2000 PSF SOIL (SAND S GRAVEL WITH CLAY)
NOTES:
1. BASED ON 200 PSI STATIC PRESSURE PLUS AW WA WATER HAMMER ALLOWANCE.
2. ALL BEARING SURFACES TO BE CARRIED TO UNDISTURBED GROUND.
3. THRUST BLOCKS TO BE USED AT ALL LINES OPERATING UNDER PRESSURE.
4. KEEP ALL PIPING JOINTS CLEAR OF CONCRETE THRUST BLOCKS.
THRUST BLOCKING DETAIL
NOT TO SCALE
WATER MAIN
OR SAN RARY J STORM SEWER
-
SEWER MAIN
WATER MAIN
'— STORM SEWER OR SANITARY
SEWER MAIN
NOTE:
WHEN A WATER MAIN OR SANITARY SEWER MAIN CROSSES OVER OR UNDER A STORM SEWER
AND CONDITIONS PREVENT THE REQUIRED 1B• MIN VERTICAL SEPARATION, THE WATER MAIN
ORB ITARY SEWER MAIN SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE WITH JOINTS
EQUIVALENT TO WATER MAIN STANDARDS FOR A MINIMUM DISTANCE OF 10 FEET ON EACH SIDE
OF THE POINT OF CROSSING.
RELATION OF WATER & SEWER MAINS
TO STORM SEWERS
NOT TO SCALE
WIDTH VARIES
4 -THICK
MECHANICALLY
COMPACTED BACKFILL,
8' LAYERS. 95% STANDARD
PROCTOR (PASHTO T-99)
UNDISTURBED
1r IT
TYPE 4
PIPE BEDDED IN SAND, GRAVEL, OR CRUSHED STONE
TO A DEPTH OF 118 PIPE DIAMETER, 4- MINIMUM WITH
BACKFILL COMPACTED TO TOP OF PIPE.
(APPROXIMATELY W PERCENT STANDARD PROCTOR.
AASHTO T-98)
TYPE 3
PIPE BEDDED IN 4• MINIMUM LOOSE SOIL WITH BACKFILL
LIGHTLY CONSOLIDATED TO TOP OF PIPE (LOOSE SOIL IS
DEFINED AS NATIVE SOIL EXCAVATED FROM THE TRENCH,
FREE OF ROCK, ORGANIC MATERIAL, FOREIGN MATERIALS
AND FROZEN EARTH.)
a
TYPE 5
PIPE BEDDED TO IT'S CENTERUNE IN COMPACTED GRANULAR
MATERIAL, 4' MINIMUM UNDER PIPE. COMPACTED GRANULAR
OR SELECT MATERIAL TO TOP OF PIPE. (APPROXIMATELY 90
PERCENT STANDARD PROCTOR, AASTO TAB)
(SELECT MATERIAL G DEFINED AS NATIVE SOIL EXCAVATED
FROM THE TRENCH. FREE OF ROCKS, ORGANIC MATERIAL,
FOREIGN MATERIALS AND FROZEN EARTH)
NOTES:
1. TYPE 2 AND TYPE 3 SHALL BE THE SELECTED EMBEDMENT CONDITION FOR ALL DUCTILE IRON MAIN 144NCH AND
URGER UNLESS ACTUAL LAYING CONDITIONS REQUIRE MORE STRINGENT (TYPE 4 OR 5) EMBEDMENT.
2 CONSIDERATION OF THE PIPE -ZONE EMBEDMENT CONDITIONS INCLUDED IN THIS FIGURE MAY BE INFLUENCE BY
FACTORS OTHER THAN PIPE STRENGTH. FOR ADDITIONAL INFORMATION ON PIPE BEDDING AND BACKFILL, SEE
ANSIIAWWAC000.
3. TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BETAKEN FROM THE INSIDE FACE OF THE
SHORING AND BRACING.
4. NO ROCKS OR BOULDERS 4' OR LARGER TO BE USED IN INITULL BACKFILL.
5. ALL BACKFILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL.
S. BACKFILL SHALL BE TAMPED IN S' LIFTS IN TRAFFIC AREAS, 12' IN NON -TRAFFIC AREAS.
7. ACHIEVE 80% COMPACTION IN NON -TRAFFIC AREAS. AND OVA COMPACTION IN TRAFFIC AREAS.
8. IF IN EASEMENT 4' TOPSOIL, ANO 12' CLEAN SELECT FILL IS R 110K ED
9. NO BOULDERS B' IN DIAMETER OR GREATER ALLOWED IN FINAL BACKFILL.
TYPICAL DUCTILE IRON MAIN
EMBEDMENT DETAIL
NOT TO SCALE
CRUSHED STONE
tGRAOE TO DRAIN
MIN
17
jEMBEDMENTZONE
1•— VARIES
TYPICAL TRENCH BACKFILL GRAVEL
GREENWAY TRAIL REPAIR
NOT TO SCALE
yp.
�- BOTTOM OF EXCAVATION
(SEE NOTE 3 BELOW)
NOTES:
1. BACKFILL TO 95% OF MAXIMUM DENSITY WHERE EXCAVATIONS CUT
THROUGH PAVEMENTS. CURBS. DRIVEWAYS AND SIDEWALKS, AND
UNDER OR ADJACENT TO STRUCTURES.
2. STONE TO BE SIZE 117 701-1/2', WELL TAMPED.
3. STONE IS REWIRED TO B• BELOW PIPE WHERE WET CONDITIONS
OR ROCK IS ENCOUNTERED, ONLY AS DIRECTED.
4. HANG SHAPE TRENCH BOTTOM FOR LOWER QUADRANT OF PIPE
AND BELLS.
5. PROVIDE MINIMUM Y'COVER OVER PIPE.
CARRIER
PIPE
STANDARD WATER LIN_ E TRENCH
NOT TO SCALE
MUr RESTORE GRADE TO ORIGINAL
-0'MIT / GROUND SURFACE ELEVATION.
SEE NOTE 3 (VARIES WITH PIPE
BACKFILL CLASS)
NOTE 2
7TE1
NON -WOVEN ' 1
GEOTI.
EXTI
FABRIC
FILTER
NOTES:
1, S' DEEP NO. 57 STONE OR EQUAL WRAPPED IN NON -WOVEN GEOTEXTILE
FILTER FABRIC LIGHTLY COMPACTED. OVERLAP FABRIC By MINIMUM ONE
PIPE O.D.
2, 4- DEEP NO. 57 STONE OR EQUAL LIGHTLY COMPACTED PIPE BEDDING,
3. GENERALBACKFILL COMPACTED T09D% STANDARD PROCTOR DENSITY IN
6- MAXIMUM LIFTS.
TYPICAL TRENCH BACKFILL
UNSUITABLE SUBGRADE
NOT TO SCALE
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i Ini—i—tum Wnsdwnm
401 4TH STREET SW
SUITE 201
HICKORY, NORTH CAROLINA 28602
0)828.327-6911
(0628.327-9164
WW.
W WKDICKSON.COM
NC LICENSE NO.F-0374
nHAO�ce
PROFESSIONAL SEAL
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PROJ. MGR.: ' CRF
DESIGN BY: CRF
DRAWN BY: CH/RJL
PROJ. DATE: I JUNE 2017
DRAWING NUMBER:
C2.5 OF 29
WKD PROJ. NO.:
20160049.00.1-11

NOTES:
1. SEE PLANS AND SPECIFICATIONS FOR HOPE PIPE SIZE AND PRESSURE RATING.
2. CONTRACTOR SHALL ALLOW SUFFICIENT TIME FOR HOPE PIPE TO REBOUND AFTER
PULLING PIPE THROUGH BORE.
::ITTIT:%:%:O-I IZ:!
RESTRAINED JOINT RESTRAINED JOINT
FOR NEXT (5) JOINTS CREEK BE"
FOR NEXT (5) JOINTS
HDPE TO DIP FLANGE ADAPTER
RESTRAINED RETAINING GLAND -
DUCTILE IRON GLAND RING
IW MIN. HOPE PIPE WATER LINE
DUCTILE IRON HDPE PIPE
PIPE OR PVC PIPE
S.S. REINFORCED SUPPORT RING
FLANGE ADAPTER DETAIL
CREEK CROSSING - HDPE HORIZONTAL DIRECTIONAL BORE
NOT TO SCALE
24•
A
PAVEMENT
WATER
PLAN
QF('TIf1N 0-0
A
i' CHAMFER ALL SIDES
;.•
CLASS A CONCRETE AIR
ENTRAINED 3500 P.S.1
STANDARD VALVE BOX PROTECTOR
NOTTO MSCALE
THE ABOVE VALUES ARE BASED ON THE FOLLOWING DESIGN PARAMETERS, ANY VARIATION IN THESE
DESIGN PARAMETERS DIRECTLY EFFECTS THE LENGTH OF REQUIRED RESTRAINED JOINT PIPE:
-FLAT BOTOM TRENCH. BACKFILL LIGHTLY CONSOLIDATED TO CENTERLINE OF PIPE (WORST CASE)
-CLAY OF MEDIUM TO LOW PLASTICITY, LIQUID LIMIT <50, <25% COARSE PARTICLES (CL -ML)
-LAYING CONDITION: TYPE 2
SAFETY FACTOR: 1.5
SOIL DESIGNATION: CLAY 1
-DESIGN PRESSURE: 200 psl
-DEPTH OF COVER: 3 FEET
-TYPE OF PIPE: DUCTILE IRON
PROTECTOR,
VALVE BOXUNWSULATED STUSOUTTRACE WIRE
TYPICAL COPPER TRACE TO TOP OF VALVE BOX
WIRE. TYPICAL (2 PER BOX, TYPJ
WATERLINE N N WATERLINE
GATE VALVE
SECTION/ELEVATION
WATER LINE TRACE WIRE DETAIL
NOT TO SCALE
RESTRAINED JOINT TABLE
NOTES:
1. THE LENGTH OF RESTRAINED JOINT PIPE (FLIP) ON THE BRANCH OF A
TEE ASSUMES A MINIMUM OF 10 -FEET OF JOINTLESS PIPE ON EACH SIDE
OF THE RUN.
2. ALL RESTRAINED LENGTHS (FT) REQUIRED EACH SIDE OF FITTING.
3THIS TABLE SHALL BE USED TO DETERMINE THE LENGTH OF FLIP IF
FIELD CONDITIONS REQUIRE ADDITIONAL FITTINGS. SHOULD A CONFLICT
EXIST BETWEEN THE PLAN DRAWINGS AND THIS TABLE. THE MORE
STRINGENT SHALL GOVERN.
NOT IN
PAVEMENT
IN PAVEMENT
TYPE OF FITTING
TRACER ASPHALT
VALVE BOX
WIRE LOOP THICKNESS
AND COVER
(VARIES)
COMBINED VERTICAL OFFSET (UNDER OBJECT)
COMBINED VERTICAL OFFSET (OVER OBJECT)
ENTIRE PIPELINE
24' x 24" x 8" (MIN.)
CONCRETE PAD OR
AS DIRECTED BY
ENGINEER
BLUE INSULATED 14 GA
COPPER TRACER WIRE
TAPED TO PPE ENTIRE
PIPELINE MIN 10 FT SPACING
NOTES:
HORIZONTAL
THE PROPOSED DW RAW
WATER LINE.
VERTICAL UP BEND
VERTICAL DOWN BEND
Li
fL
POLY
90' BEND
45° BEND
22-12' BEND
11-1N' BEND
DEAD
90° BEND 45' BEND
22-112° BEND
11-1/4' BEND
90' BEND
45' BEND
22.1/2' BEND
11-114' BEND
90' BEND
45° BEND
22-1/2' BEND 11-114' BEND
90' BEND
45' BEND
22.1/2' BEND
11.114° BEND
NOM. SIZE
WRAPPED
HORIZ)
(HORZ)
(HORIZ)
TEE
(HORIZ)END
(VERT) (VERT
(VERT)
ER
(VERT)
(VERT)
(VERT)
(VERT)
(VERT)
(VERT)
(VERT) VERT)
(VERT)
(VERT)
(VERT)
(VERT)
NO
114
48
23
12 78
SO
114 48
23
12
159
BB
32
16
127
58 27
90
41
18
1T
YES 146 61 29 15 111 114 146 81
28 15 227 94 45 23
183 85 40
118
53
24
THE ABOVE VALUES ARE BASED ON THE FOLLOWING DESIGN PARAMETERS, ANY VARIATION IN THESE
DESIGN PARAMETERS DIRECTLY EFFECTS THE LENGTH OF REQUIRED RESTRAINED JOINT PIPE:
-FLAT BOTOM TRENCH. BACKFILL LIGHTLY CONSOLIDATED TO CENTERLINE OF PIPE (WORST CASE)
-CLAY OF MEDIUM TO LOW PLASTICITY, LIQUID LIMIT <50, <25% COARSE PARTICLES (CL -ML)
-LAYING CONDITION: TYPE 2
SAFETY FACTOR: 1.5
SOIL DESIGNATION: CLAY 1
-DESIGN PRESSURE: 200 psl
-DEPTH OF COVER: 3 FEET
-TYPE OF PIPE: DUCTILE IRON
PROTECTOR,
VALVE BOXUNWSULATED STUSOUTTRACE WIRE
TYPICAL COPPER TRACE TO TOP OF VALVE BOX
WIRE. TYPICAL (2 PER BOX, TYPJ
WATERLINE N N WATERLINE
GATE VALVE
SECTION/ELEVATION
WATER LINE TRACE WIRE DETAIL
NOT TO SCALE
RESTRAINED JOINT TABLE
NOTES:
1. THE LENGTH OF RESTRAINED JOINT PIPE (FLIP) ON THE BRANCH OF A
TEE ASSUMES A MINIMUM OF 10 -FEET OF JOINTLESS PIPE ON EACH SIDE
OF THE RUN.
2. ALL RESTRAINED LENGTHS (FT) REQUIRED EACH SIDE OF FITTING.
3THIS TABLE SHALL BE USED TO DETERMINE THE LENGTH OF FLIP IF
FIELD CONDITIONS REQUIRE ADDITIONAL FITTINGS. SHOULD A CONFLICT
EXIST BETWEEN THE PLAN DRAWINGS AND THIS TABLE. THE MORE
STRINGENT SHALL GOVERN.
NOT IN
PAVEMENT
IN PAVEMENT
CAST IRON
TRACER ASPHALT
VALVE BOX
WIRE LOOP THICKNESS
AND COVER
(VARIES)
MARKER TAPE
ENTIRE PIPELINE
24' x 24" x 8" (MIN.)
CONCRETE PAD OR
AS DIRECTED BY
ENGINEER
BLUE INSULATED 14 GA
COPPER TRACER WIRE
TAPED TO PPE ENTIRE
PIPELINE MIN 10 FT SPACING
NOTES:
1, TRACER WIRE SHALL BE PLACED ALONG THE ENTIRE LENGTH OF
THE PROPOSED DW RAW
WATER LINE.
TRACER WIRE IN VALVE BOX
NOT TO SCALE
7�N
WATER
5.75"
DROP LID
p. 5.314'
7yg" Hi
IIS--I-II BOTTOM SECTION
1/4•
3118' I
8.125" I e"
TOP SECTION �•��j
9.1rz• 10-v4.
NOTES:
1. LID CASTING TO BE TYLER MANUFACTURE NO. 6850-SERIES.
5-114- DROP LID OR APPROVED EQUAL.
2. BODY CASTING TO BE TYLER MANUFACTURE NO.6955•SERIES,
5-1/4' SHAFT, SLIP OR SCREW TYPE, OR APPROVED EQUAL.
3. THIS VALVE BOX ACCOMODATES 4• THRU 12' VALVES.
STANDARD THREE PIECE VALVE BOX
NOT L
WK CKSON
unit Inllest—l—co05ulleft
401 4TH STREET SW
SUITE 201
HICKORY, NORTH CAROLINA 28602
8)828-327-6911
(n828327-9164
W W W. WKDiCKSON.COM
NC LICENSE NO.F-0374
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PROD. MGR.: CRF
DESIGNBY: CRF
DRAWN BY: &lRJL
PROD. DATE: JUNE 2017
DRAWING NUMBER:
C2.6 OF 29
WKD PROJ. NO.:
20160049.00. HI

TYP
KEY IN MATTING PER
MANUFACTURFAS
WSTNUCTKINS-
LIVE STAIQ PIANTWGS BEE DETAIL DWG. GI
– COIR FIBER M1WTTING
I4Wym')
COIR FIBER ROLL TO BE MELD IN
PUCE WITH WOODEN STARES
PER MANUFACTURERS
NSTRUGTKINS
GRAVEL SUBSTRATE
50180 MO( OF N SRU SOIL ANO k 5 STONE
FLOW
B
NOTE:
PRIORT0 ANY LAND DISTURBING ACTIVITIES. CONTRACTOR SHALL
CLEARLY MARK WITH ORANGE FABRIC FENCING ALL WETLANDS,
STREAMS, SURFACE WATERS, AND RIPARIAN BUFFERS LOCATED ON
THE PROJECT SITE WHERE IMPACTS ARE NOT ALLOWED.
A
GRADE CONTROL ROCK
50/50 MIX CLASS B / 1 RIP RAP
j, STOP Of BWK I
zj WIDTH OF DISTURBANCE
�aLL.
SEE aTREAM BED CONTROL DETAIL LIMBED TO 16'
Y1: MATCH ExISTING STREAM BE GRADE A
M
STREAM BED CONTROL -PLAN VIEW
CREEK CROSSING STABILIZATION EROSIONCONTROLMATTING — EROSION CONTROL MATTING
MATCH EXISTING CHANNEL FULLBANK WIDTH (SEE—ILSHEETOJ
IWMI NOT TO SCALE - (SEE DETAIL SHEET G3) )
L.l BANKFULL ELEVATION
ISM. INVERT SET AT PROFILE
DEFLECTION SEW CONSTRUCTED GRADE
NOTES: FROM SALVAGED RIVER BED
BOULDERS
1) CONTRACTOR SHALL FOLLOW CONSTRUCTION
SEQUENCE AS NOTSOON CONTRACT DRAWINGS,
2) EXCAVATION SPOIL 15 TO BE LOCATED OUTSIDE PLAN NCOOT F5 OR #67 FB.TER�� 2.0
OF 100 YEAR FLOODWAY. WASHED STONED FABRIC•
(C MIR) GRAVEL SUBSTRATE GRADE CONTROL ROC(
I Yd• 2.N CAPACITY OF PIPE CULVERT 50/50 MIX OFIN SITU SOIL 60/50 MIX CUSS B/1 RP RAP
POLY ETHYLENE MEMBRANE ON ' tO YEAR STORM ANDBS STONE
FACE 20 MIL THICK I LEVEL WITH TOP OF BMa(
OR AS NECESSARY CLASS 11 EROSION STONE STREAM BEO CONTROL • SECTION A -A
•yjpp _ _ BANKFULL ELEVATION
O((7'•• 0 1 �� – – TOP OF RIFFLE ROW SOTTOMOFRIFFLE
(MATCH EXISTING ELEV.) (MATCH EXISTING ELEV.)
n •a ,p •a T�� �– —
SLOPE VARIES FOESIGSURFACEED
•9 p
CLAS RIP RAP. NJ BARRIER –
�O to
OR GiJ OR OTHER APPROVED MATERIAL –
$�p D •p ELEVATION
R� •p B r/ 25 LF OF 30' HDPE PIPE
FLOW
1. M
P
' I7 sa SEELPROFILE FOR NCOOT p5011tl57 I ` I TCN EXISTING GRADE
ELEVATION WASHED STONED CUSS II EROSION STORE FILTER
P A FABRIC GRAVEL SUBSTRATE
Y W I W MBX GF N SRU SOK GRADE CONTROL ROCK
—_ -- AND 45 STONE 50150 MOX CLASS B /1 RIP RAP
SANDBAGS. C1A531 qIP RPP IV -15' STREAM BED CONTROL - PROFILE B -B
OR OTHER NONSROUIBLE
MATERIAL
SYWHETICFlLTERFABRIC SECTION A �G:.F
STREAM BEN COCALE DETAIL
25'MIN, 25'MIN.COFFER DAM — HORSESHOE BANK J�"""EL OP OF BANK
MATCH EXISTING GRADE PLAN
NOT TO SCALE
PROPOSED CREEK CROSSING
(TEMPORARY)
NOT TO SCALE
CHANNEL SEEDING
TEMPORARY SEED MIX
UTE WINTERIEARLY SPRING
AYE (GRAIN) 0 120 LB/ACRE
SUMMER
CONSTRUCTION NOTESNOTES:
-GERMAN MILLET 040 LB/ACRE 1. INSTALL EROSION CONTROL MEASURES AND TREE
SUDANGRASS 050 L&ACRE (AS A SUBSTITUTE) PROTECTION AS SHOWN ON PLAN. THE CONTRACTOR MAY
MODIFY OR RELOCATE EROSION CONTROL MEASURES TO
MAKEADJUSTMENTS FOR UNFORESEEN FIELD
ROpp FALL CONDITIONS. ALL RELOCATION SHALL HAVE THE
-RYE (GRAIN) 0120 LBIACRE APP2, CLEARR AND GRUB AREAOVAL OF THE OF ALL TRASH ANO
EXOTICINVASIVE VEGETATION.
/ PERMANENT RIPARIAN SEED MIX (IDEALLY PUNTED EITHER 3. STABILIZE GRADED BANKS WITH SEED AND MULCH.
LSTONESIZE
GATE- AUG -SEPT OR MAR -APR) 4. INSTALL COIR FIBER MAT PER MANUFACTURER'S
S' AEOTOP 0 7 LSIACRE INSTRUCTION,
-SWITCH GRASS 050 LBIACRE 5. INSTALL PLANTSAS DESCRIBED IN PUNTING NOTES ON
DWG. G4.
SEDGE ® 10 LSIACRE
"THICK RICE CUTGRASS 0 20 LB/ACRE
MINIMUM
L GE TEXTILE FABRIC INSTALLED
MAINTENANCE: UNDER CONSTRUCTION ENTRANCE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE
CONSTRUCTION SITE, THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 24NCH STONE. AFTER EACH
RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY.
IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC
ROADWAYS.
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
NOT TO SCALE
NOTE:
ALTERNATIVE SPECIES MAY BE USED UPON APPROVAL BY
THE ENGINEER,
STREAM STABILIZATION NOTES
NOT TO SCALE
DWK
DICKSON
mmmunitvhastluc mp h nW
401 4TH STREET SW
SUITE 201
HICKORY, NORTH CAROLINA 286G2
p1e28-327$911
(0828-327-9164
W W W.WKDICKSON.COM
NC LICENSE NO.F-0374
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PROJ. MGR.: CRF
DESIGN BY: CRF
DRAWN BY: CHIRJL
PROD. DATE: JUNE 2017
DRAWING NUMBER:
C2.8 OF 29
WKD PROJ. NO.:
20160049.00.HI
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941.08-99-4023
' ^ - - \\\ \�\� \ \ , Town of Elkin
_ - - _ - --5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM UNNAMED TRIBUTARY CHANNEL EXCAVATION AND
_ STABILIZATION SHALL BE PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES
'zC{7* \ \\ \\�\�\\� \� \\\� = \ \ - RB 1460 PG 942 POSITIVE DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. DISTURBED BANKS ARE TO BE STABILIZED WITH SEEDING, MATTING AND LIVE STAKES PER "CREEK CROSSING STABILIZATION"
\�\ \\ = = \� \ \\ \\'=_ _ �` / // DETAIL AND STREAM STABILIZATION NOTES" ON DRAWING C2.8. DISTURBED AREAS BEYOND THE BANKS ARE TO BE
�_ ` = = ` = _ 85p� / / / i STABILIZED WITH SEEDING PER 'TEMPORARY SEEDING SCHEDULE" AND "PERMANENT SEEDING SCHEDULE" ON DRAWING G4.
926.85`
�_-
\\ \ � �-------� \•9 \ - -^``\ -^^�^ -_^\__ _-_� �- �-/CST AREK 0/1�'
PROPOSED 32 LFt BOI]LDEf� \ \ \^\,.a\ \\� `�� -__� �;�
58RFBAR \ \ \\\� ( \ TOE PROTECTION #3 W/ROOT WAD. \ \ \ -- __-'-��^----__--// -\926
/ \ \ \ \ / v \ BOULDER SIZE 4'x3'x2' HIGH, ^ -Z'- ^ ^� _ _ --� �; ^� \ = / i / / / / /.85
- \\\ ^ ^ ^ - _= ^ � ^ ^ ^ ^ ^ / / / ' x %r! / \
SEE QETAIL C3.4 \ \ i / / / / / / r A/ /�
\,\\\v� ^\� - ^_= Stream Impact S5 sxzs.es/ �
\\ \ TOP 920:5 -
00 \ A\\ INV 918.5 /� 4p5 ,- \\ `\ \\ \\ = \ `•-:- /i// �'� - - - - / // OOJ 928.85
'�ROF'OBED ROCK J -HOOK #1 /
<� \ \ \TOP 920.5 \ \ •COO \ x �\ \ \�\ TOTAL: NE LF
9173 _ OPOSED R
KJ -6.00%
\^�\\ RMDETAIL84 L� SLOPE
ARM VANE: LF 8.00%SLOP
/
SFS DETAIL 4
925
\ Ex. 24" RA'i/\ .`w\ \\ '_ \\\\\\\ \\ \ \\ \
WATER LINE \ \�-' \ \ \ \ - -
3y \\\ \ ^-- TOTAL:
98 ROCK,(-HOOKi
^�\ \\ \\\\ `\\\ \\ / (\ 75� \ �- ---__� -ARM VANE:7 F@6.00%SLOPE^ 'L00 Y�/3i/sy/` // y\0r// //� �i�` /;'•
\^ ZO SEE D AIL C3.
TOP
-FT
LOD
LID
`B�ioLWA6, TVR \\�
�
�(O0 \\ \K•` \\\ ^^-/ .w \ \\ ` �\ �` \ \ 912.
PROPOSED 72 LFt BOULDER \,,
J ^11V
TOE PROTECTION #2 W/ROOT WAD '-'-Z
_ _ __ - _ _ -_
BOULDER SIZE 4'x3'x2'HIGH --'--- --
i \ \ \\ \ \ \ LL \ \ \W SEE DETAIL C3.4
PROVIDE ADDITIONAL TIER OF
\ \ \ \ BOULDERS UNDER J -HOOK AT
\ \ \\ TRIBUTARY OUTFALL IO FEET
g3
O EACH SIDE OFCENTERLINE (20-
\\\\\ FEET TOTAL)
SL OF 'bSED hT' EME�GENFV \ \ \ \ \ \ ` \ COD \ \ \ PROPOSED CHANNEL
ROV WATERLINE \ \ \ \ Op \ `\ \ REALIGNMENT
\ \\ \ \\ 9g0\4DIVISI9N 2)\\\ \ \ \\ \\\\\ \ \ ^ \ \\ L \�SYE DRAWING C3.3
LOD
PROPOSED
111111
PROPOSED CHANNELyLUG,
\ \ \ \ \ \ \ \ \ I SEE DETAIL C3.6 /\ /
BIG ELKIN CREEK RESTORATION >/L+
SCALE: 1"=20'
925
920
915
910
905
EX 24" RAW /
WATER LINE
/CSC1 E
7:7-
LODD
SEB All. C3.5 /
Stream Impact S2
NACIEU TTARY
00
ELKIN CREEK
1r Ld0 A / //A
NOTES'
PROPOSED ROCK J -HOOK #3
- -50 -
EXISTING CONTOUR MINOR --
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
^�� ^ \�� ` _ _-_--__r__ _ �_ ^-� �� �^
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE AND.'OR STAGING AREAS LOCATED ON-SITE.
SEE DETAIL Q3.4
- 3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT FOR UNNAMED TRIBUTARY SHALL BE MODIFIED AT THE END OF
TOP 920.5
EACH DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
97S
D
TOP 920.5
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
PROPOSED CHANNEL PLUG
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
P/N4 AREA OF THE TREES TO BE SAVED.
941.08-99-4023
' ^ - - \\\ \�\� \ \ , Town of Elkin
_ - - _ - --5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM UNNAMED TRIBUTARY CHANNEL EXCAVATION AND
_ STABILIZATION SHALL BE PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES
'zC{7* \ \\ \\�\�\\� \� \\\� = \ \ - RB 1460 PG 942 POSITIVE DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. DISTURBED BANKS ARE TO BE STABILIZED WITH SEEDING, MATTING AND LIVE STAKES PER "CREEK CROSSING STABILIZATION"
\�\ \\ = = \� \ \\ \\'=_ _ �` / // DETAIL AND STREAM STABILIZATION NOTES" ON DRAWING C2.8. DISTURBED AREAS BEYOND THE BANKS ARE TO BE
�_ ` = = ` = _ 85p� / / / i STABILIZED WITH SEEDING PER 'TEMPORARY SEEDING SCHEDULE" AND "PERMANENT SEEDING SCHEDULE" ON DRAWING G4.
926.85`
�_-
\\ \ � �-------� \•9 \ - -^``\ -^^�^ -_^\__ _-_� �- �-/CST AREK 0/1�'
PROPOSED 32 LFt BOI]LDEf� \ \ \^\,.a\ \\� `�� -__� �;�
58RFBAR \ \ \\\� ( \ TOE PROTECTION #3 W/ROOT WAD. \ \ \ -- __-'-��^----__--// -\926
/ \ \ \ \ / v \ BOULDER SIZE 4'x3'x2' HIGH, ^ -Z'- ^ ^� _ _ --� �; ^� \ = / i / / / / /.85
- \\\ ^ ^ ^ - _= ^ � ^ ^ ^ ^ ^ / / / ' x %r! / \
SEE QETAIL C3.4 \ \ i / / / / / / r A/ /�
\,\\\v� ^\� - ^_= Stream Impact S5 sxzs.es/ �
\\ \ TOP 920:5 -
00 \ A\\ INV 918.5 /� 4p5 ,- \\ `\ \\ \\ = \ `•-:- /i// �'� - - - - / // OOJ 928.85
'�ROF'OBED ROCK J -HOOK #1 /
<� \ \ \TOP 920.5 \ \ •COO \ x �\ \ \�\ TOTAL: NE LF
9173 _ OPOSED R
KJ -6.00%
\^�\\ RMDETAIL84 L� SLOPE
ARM VANE: LF 8.00%SLOP
/
SFS DETAIL 4
925
\ Ex. 24" RA'i/\ .`w\ \\ '_ \\\\\\\ \\ \ \\ \
WATER LINE \ \�-' \ \ \ \ - -
3y \\\ \ ^-- TOTAL:
98 ROCK,(-HOOKi
^�\ \\ \\\\ `\\\ \\ / (\ 75� \ �- ---__� -ARM VANE:7 F@6.00%SLOPE^ 'L00 Y�/3i/sy/` // y\0r// //� �i�` /;'•
\^ ZO SEE D AIL C3.
TOP
-FT
LOD
LID
`B�ioLWA6, TVR \\�
�
�(O0 \\ \K•` \\\ ^^-/ .w \ \\ ` �\ �` \ \ 912.
PROPOSED 72 LFt BOULDER \,,
J ^11V
TOE PROTECTION #2 W/ROOT WAD '-'-Z
_ _ __ - _ _ -_
BOULDER SIZE 4'x3'x2'HIGH --'--- --
i \ \ \\ \ \ \ LL \ \ \W SEE DETAIL C3.4
PROVIDE ADDITIONAL TIER OF
\ \ \ \ BOULDERS UNDER J -HOOK AT
\ \ \\ TRIBUTARY OUTFALL IO FEET
g3
O EACH SIDE OFCENTERLINE (20-
\\\\\ FEET TOTAL)
SL OF 'bSED hT' EME�GENFV \ \ \ \ \ \ ` \ COD \ \ \ PROPOSED CHANNEL
ROV WATERLINE \ \ \ \ Op \ `\ \ REALIGNMENT
\ \\ \ \\ 9g0\4DIVISI9N 2)\\\ \ \ \\ \\\\\ \ \ ^ \ \\ L \�SYE DRAWING C3.3
LOD
PROPOSED
111111
PROPOSED CHANNELyLUG,
\ \ \ \ \ \ \ \ \ I SEE DETAIL C3.6 /\ /
BIG ELKIN CREEK RESTORATION >/L+
SCALE: 1"=20'
925
920
915
910
905
EX 24" RAW /
WATER LINE
/CSC1 E
7:7-
LODD
SEB All. C3.5 /
Stream Impact S2
NACIEU TTARY
00
ELKIN CREEK
1r Ld0 A / //A
I
PROFILE SCALE:
HORIZONTAL: 1"=40' j
VERTICAL: 1"=4'
17+00 16+00 15+00
913.
�Dii/iii i
V811.8 iGi/ice ii � ILL AREA 0. 0' �
-IiA
A. 911.1
y 'i9"/'� / / X
i 'PROPOS 12" EMERGENCY
RA TER LINE /
SION 2) / /
PROTECTION
D 100 LFyBOUJ.DER /
PROTECJION #1
BOl1LDE"IZE 4' 'HIGH, /
E,DETAIL C814 /
/ / LEGEND
PROP"
ED J -HOOK #2
72 LF a 6.00%SLOPE
SEE DETAIL C3.4
PROPOSED ROCK J -HOOK #1
TOP 919.6 83 LF@6.00%SLOPE
TOP 919.7 � SEE DETAIL C3.4
�= TOP 919.6
TOP 919.1
PROPOSED GRADE
------ \� (BIG ELKIN CREEK)
INV 913.8
INV- 911.7 -
PROPOSED 100 LFt BOULDER J
TOE PROTECTION #1
BOULDER SIZE 4'x35(2' HIGH,
SEE DETAIL C3.4
`- INV 911.1
INV 911.6
925
920
915
910
905
LIMITS OF DISTURBANCE
- LOD LOD -
PROPOSED ROCK J -HOOK #3
- -50 -
EXISTING CONTOUR MINOR --
72 LF @ 6.00% SLOPE
- ' -
LU
SEE DETAIL Q3.4
j
TOP 920.5
x 2.055
TOP 920 9'
D
TOP 920.5
z
PROPOSED CHANNEL PLUG
a
(SEE DETAIL DWG C3.5)
'
EXISTING CR`RE K
(BIG ELKIN CREEK)
Q
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W Z
INV 918.5
O
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W
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a
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PROPOSED 32 LF3 BOULDER
T PROTECTION #3;
BLDER SIZE 4'XNX2' HIGH,
Z
PROPOSED 72 LFt BOULDER
- TOE PROTECTION #2;
SEE DETAIL C3 4 -..
_ -_-
- BOULDER SI F 4 X32' HIGH
U
SEE DETAIL C3.4
I
PROFILE SCALE:
HORIZONTAL: 1"=40' j
VERTICAL: 1"=4'
17+00 16+00 15+00
913.
�Dii/iii i
V811.8 iGi/ice ii � ILL AREA 0. 0' �
-IiA
A. 911.1
y 'i9"/'� / / X
i 'PROPOS 12" EMERGENCY
RA TER LINE /
SION 2) / /
PROTECTION
D 100 LFyBOUJ.DER /
PROTECJION #1
BOl1LDE"IZE 4' 'HIGH, /
E,DETAIL C814 /
/ / LEGEND
PROP"
ED J -HOOK #2
72 LF a 6.00%SLOPE
SEE DETAIL C3.4
PROPOSED ROCK J -HOOK #1
TOP 919.6 83 LF@6.00%SLOPE
TOP 919.7 � SEE DETAIL C3.4
�= TOP 919.6
TOP 919.1
PROPOSED GRADE
------ \� (BIG ELKIN CREEK)
INV 913.8
INV- 911.7 -
PROPOSED 100 LFt BOULDER J
TOE PROTECTION #1
BOULDER SIZE 4'x35(2' HIGH,
SEE DETAIL C3.4
`- INV 911.1
INV 911.6
925
920
915
910
905
LIMITS OF DISTURBANCE
- LOD LOD -
EXISTING CONTOUR MAJOR
- -50 -
EXISTING CONTOUR MINOR --
-- -- --- 46 - -- -
PROPOSED CONTOUR MAJOR
LU
PROPOSED CONTOUR MINOR
y�
PROPOSED SPOT SHOT
x 2.055
PROPOSED CENTERLINE OF
D
CHANNEL
z
PROPOSED CHANNEL PLUG
a
(SEE DETAIL DWG C3.5)
z
LOG SILL
(SEE DETAIL DWG C3.5)
LOG SILL (PROFILE)
J -HOOK VANE STRUCTURE
LU
(PROFILE)
LL
BOULDER
a
ROOT WAD
D
�DICKSON
401 4TH STREET SW
SUITE 201
HICKORY, NORTH CAROLINA 28602
tt)W8327-6911
(Q828327-9164
W W W.WKDICKSON.COM
NO LICENSE NO.F-0374
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PR. DATE: JUNE 2017
DRAWING NUMBER:
C3.1 OF 29
WKD PROJ. NO.:
20160049.00.H1

NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
\ 2. ALL EXCAVATED MATERIAL MUST BE PLACED :NITHIN DESIGNATED STOCKPILE AND/OR STAGING AREAS LOCATED ONSITE.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT FOR UNNAMED TRIBUTARY SHALL BE MODIFIED AT THE END OF
EACH DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
5. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM UNNAMED TRIBUTARY CHANNEL EXCAVATION AND
STABILIZATION SHALL BE PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES
\ POSITIVE DRAINAGE TOWARDS THE PROPOSED CHANNEL
6. DISTURBED BANKS ARE TO BE STABILIZED WITH SEEDING, MATTING AND LIVE STAKES PER "CREEK CROSSING STABILIZATION"
DETAIL AND "STREAM STABILIZATION NOTES" ON DRAWING C2.8. DISTURBED AREAS BEYOND THE BANKS ARE TO BE
STABILIZED WITH SEEDING PER "TEMPORARY SEEDING SCHEDULE" AND "PERMANENT SEEDING SCHEDULE" ON DRAWING G4.
-- - - - - - - - - - - - -
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BIG ELKIN CREEK RESTORATION
SCALE: 1"=20'
LIMITS OF DISTURBANCE
— LOD LOD —
EXISTING CONTOUR MAJOR —
— — 50 — — —
EXISTING CONTOUR MINOR —
— --- — — 46
PROPOSED CONTOUR MAJOR
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PROPOSED CONTOUR MINOR
PROPOSED SPOT SHOT
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PROPOSED CENTERLINE OF
CHANNEL
PROPOSED CHANNEL PLUG
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LOG SILL
(SEE DETAIL DWG C3.5)
LOG SILL (PROFILE)
J -HOOK VANE STRUCTURE
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DESIGN BY: CRF
DRAWN BY: CH/RJL
FRQI. DATE: JUNE 2017
DRAWING NUMBER:
C3.2 OF 29
WKD PROJ. Ni
20160049.00.H1

-PROPOSED BIG ELKIN
•4.4. r �
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/PROPOSED LOG SILL,
SEE DETAIL DWG. C .5
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UNNAMED TRIBUTARY TO BIG ELKIN CREEK
RE -ALIGNMENT
SCALE: 1"=10'
PROPOSED GRADE, TYP..r EXISTING GRADE, TYP. —
— L
VARIES 2:1 I 2:1
1
TYPICAL CHANNEL CROSS SECTION
UNNAMED TRIBUTARY TO BIG ELKIN CREEK
SCALE: HORIZ. 1"=20'
VERT. 1"=2'
NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE ANDIOR STAGING AREAS LOCATED ONSITE.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT FOR UNNAMED TRIBUTARY SHALL BE MODIFIED AT THE END OF
EACH DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
S. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM UNNAMED TRIBUTARY CHANNEL EXCAVATION AND
STABILIZATION SHALL BE PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES
POSITIVE DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. DISTURBED BANKS ARE TO BE STABILIZED WITH SEEDING. MATTING AND LIVE STAKES PER'CREEK CROSSING STABILIZATION'
DETAIL AND *STREAM STABILIZATION NOTES' ON DRAWING C2.8. DISTURBED AREAS BEYOND THE BANKS ARE TO BE
STABILIZED WITH SEEDING PER 'TEMPORARY SEEDING SCHEDULE' AND'PERMANENT SEEDING SCHEDULE' ON DRAWING G4.
LEGEND
H
LIMITS OF DISTURBANCE
— LOD LOD
EXISTING CONTOUR MAJOR —
930
EXISTING CONTOUR MINOR --
-- -- - - 46 - - - - -
PROPOSED CONTOUR MAJOR
930
PROPOSED CONTOUR MINOR
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EXISTING UNNAME6 TRIBUTARY
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NOTES:
1. IN GENERAL, STREAM CONSTRUCTION SHALL PROCEED FROM AN UPSTREAM TO DOWNSTREAM DIRECTION.
2. ALL EXCAVATED MATERIAL MUST BE PLACED WITHIN DESIGNATED STOCKPILE ANDIOR STAGING AREAS LOCATED ONSITE.
3. ALL IMPERVIOUS DIKES AND BYPASS PUMPING EQUIPMENT FOR UNNAMED TRIBUTARY SHALL BE MODIFIED AT THE END OF
EACH DAY TO RESTORE NORMAL FLOW BACK TO THE CHANNEL.
4. CONTRACTOR SHALL NOT COMPACT SOIL AROUND ROOTS OR TREES TO REMAIN, AND SHALL NOT DAMAGE SUCH TREES IN
ANY WAY. EXCAVATED OR OTHER MATERIAL SHALL NOT BE PLACED, PILED OR STORED WITHIN THE CRITICAL ROOT ZONE
AREA OF THE TREES TO BE SAVED.
S. UNLESS NOTED OTHERWISE, FILL MATERIAL GENERATED FROM UNNAMED TRIBUTARY CHANNEL EXCAVATION AND
STABILIZATION SHALL BE PLACED INSIDE THE EXISTING CHANNEL TO BE ABANDONED AT AN ELEVATION THAT PROVIDES
POSITIVE DRAINAGE TOWARDS THE PROPOSED CHANNEL.
6. DISTURBED BANKS ARE TO BE STABILIZED WITH SEEDING. MATTING AND LIVE STAKES PER'CREEK CROSSING STABILIZATION'
DETAIL AND *STREAM STABILIZATION NOTES' ON DRAWING C2.8. DISTURBED AREAS BEYOND THE BANKS ARE TO BE
STABILIZED WITH SEEDING PER 'TEMPORARY SEEDING SCHEDULE' AND'PERMANENT SEEDING SCHEDULE' ON DRAWING G4.
LEGEND
H
LIMITS OF DISTURBANCE
— LOD LOD
EXISTING CONTOUR MAJOR —
— —50 — — —
EXISTING CONTOUR MINOR --
-- -- - - 46 - - - - -
PROPOSED CONTOUR MAJOR
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PROJ. DATE:
DRAWING NUMBER
JUNE 2017
C3.3
OF 29
20160049.00.H1

ROOT WAD, TYP.
RES I FLOW
(STRUCTUR SKF EXISTING
BASALRES ER OF EANKLING
CONSTRUCTION NOTE: 10-M INCHES STABLE FILL FACE
TOPSOIL DEPTH SHALL BE SUFFICIENT T /
IE
BOULDERS SHALL BE ROTATED INTO THE O (COMPACTED TO 95%, EXCEPT FOR
BANK DURING PLACEMENT SUCH THAT THE „ SUPPORT STASILIZING VEGETATION THE TOP 6, PER THE STANDARD
HEADER BLOCKS OVERLAP THE FOOTER PROCTOR TEST) BANKFULL BMKFULL
BLOCKS BY A MINIMUM OF 31NCS (BCM) d LEAVE 1' - T
BOULDERS SHALL BE BLOCKY GEOTEXTILE TO PREVENT PUMPING LIMITS
IN SHAPE(APPROX. 4Y312') 1'0 OF FINES. TYP (VARIES) GAPS ON
AND HAVE NO MORE
BTHAN A / TOP DYER
• BATTER (SETBACK) DRAINING BACKFILL
— STRE / COMPOSED OF GRAVEL
(MAX OF 5%FINES)
_ EXISTING 24V 20'
RAW WATER LINE
MIN BACKFILL BEHIND
CHANNEL BFO PIPE (WHERE PIPE IS WITHIN
J INCH OVERLAP W FILL AREA)
CURVED REACHES EXISTING TOE CLASS A RIP RAP 8' MIN BAC
PROPOSED TOE 'S I, S KFILL BENEATH
FLOW BOTTOM BOULDER AND
EXISTING PIPE A A.
PLAN VIEW SECTION VIEW VARIES
NOTES (SEE PUN VIE"
1. TOP OF BOULDER WALL SWILL BE A MI 1-1 :J=
18' ABOVE CHANNEL BED ELEVATION
2 FOOTER WIELDER SHALL BE SET 18" BELOW
CHANNEL BED.
BOULDER TOE PROTECTION
NOT TO SCALE
LIMITSlTs
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NOTE&.
1.EXCAVATION SHALL BE PERFORMED ONLY IN DRY AND/OR ISOLATED SECTIONS OF CHANNEL
2. IMPERVIOUS DIKES SHOULD BE USED TO ISOLATE WORK AREAS FROM STREAM FLOW.
3. THE CONTRACTOR SHALL NOT DISTURB MORE AREA THAN CAN BE STABILIZED IN ONE WORKING DAY. A MAXIMUM OF
200 FEET MAY BE DISTURBED AT ANY ONE TIME.
4, THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING PUMP SIZE SUFFICIENT TO PUMP BASE FLOW.
5. DIKE MUST BE CONSTRUCTED OF NON -ERODIBLE MATERIALS SUCH AS SANDBAGS.
BEQUENCE OF CONSTRUCTION FOR TYPICAL PUMP AROUND
1. INSTALL STILLING BASIN AND STABILIZED OUTFALL USING CLASS A RIP RAP TO A DEPTH OF 1Y AT THE DOWNSTREAM
END OF THE DESIGNATED PROJECT WORKING AREA.
2. THE CONTRACTOR SHALL INSTALL THE PUMP AROUND PUMP AND THE TEMPORARY PIPING THAT WALL CONVEY THE
BASE FLOW FROM UPSTREAM OF THE WORK AREA TO THE STABILIZED OUTFALL.
3. INSTALL UPSTREAM IMPERVIOUS DIKE AND BEGIN PUMPING OPERATIONS FOR STREAM DIVERSION.
4. INSTALL THE DOWNSTREAM IMPERVIOUS DIKE AND DEWATERING PUMPING APPARATUS IF NEEDED TO DEWATER THE
ENTRAPPED AREA. THE PUMP AND HOSE FOR THIS PURPOSE SHALL BE OF SUFFICIENT SIZE TO DEWATER THE WORK
AREA. THIS WATER WALLALSO BE PUMPED TO M OUTFALL STABILIZED WITH CLASS A RIP RAP,
5. THE CONTRACTOR SHALL EXCAVATE ANY ACCUMULATED SILT AND DEWATER BEFORE REMOVAL OF THE IMPERVIOUS
DIKE. WHEN DEWATERING AREA, ALL DIRTY WA R MUST BE PUMPED THROUGH A SILT BAG. REMOVE IMPERVIOUS
DIKES. PUMPS. AND TEMPORARY FLEXIBLE HOSEIPIPING STARTING WITH THE DOWNSTREAM DIKE FIRST.
B. ONCE THE WORKING AREA IS COMPLETED, REMOVE ALL RIP RAP AND IMPERVIOUS DIKES AND STABILIZE DISTURBED
AREAS WITH SEED AND MULCH.
7. ALL WORK IN CHANNEL MUST BE COMPLETED BEFORE REMOVING IMPERVIOUS DIKE.
FLOW
6
/INTAKE HOSE
15 -CLASS
A STONE
PUMPAROUND
9 PUMP
II
PUMP
SANDBAG -
IMPERVIOUS DIKE
IMPERVIOUS DIKE
DISCHARGE HOSE
CLASS A
STONE
NOTE: HOSE SHOULD BE
KEPT OUTSIDE OF WORK
SILT BAG AREA
LOCATION
STABILIZED OUTFALL FILTER FABRIC
15'DEPTH OF CLASS
STONE M(e.2.11CU552)
15'TOW
OUTFALL CUSS
A STONE
L -FILTER FABRIC LB' OF CLASS A
(BM.2.11 CLASS 2) STONE
EXISTING
CHANNEL
SILT BAG PROFILE
PUMP AROUND & DEWATERING DETAIL
NOTES FOR ALL VANE STRUCTURES.
1. THE J -HOOK VANE SHALL BE CONSTRUCTED WITH FLAT SIDED BOULDERS OF A SIZE (LENGTH, WIDTH AND DEPTH) AS
SPECIFIED BY THE ENGINEER. BOULDERS MUST BE AT LEAST 4lXa',
2. FILTER FABRIC OF A TYPE AND SIZE SPECIFIED BY THE ENGINEER SHALL MUSED TO SEK THE GAPS BETWEEN THE
BOULDERS AND UNDER THE COARSE BACKFILL MATERIAL OF THE VANE ARM. THERE SHALL BE NO FILTER FABRIC
VISIBLE IN THE FINISHED WORK, EDGES SWILLL L BE FOLDED, TUCKED OR TRIMMED AS NEEDED. INSTALL, FILTER FABRIC
FOR DRAINAGE BEGINNING AT THE MIDDLE OF THE HEADER ROCKS AND EXTEND DDW WVARD TO THE DEPTH OF THE
BOTTOM FOOTER ROCK, AND THEN UPSTREAM TO A MINIMUM OF TEN FEET.
3, COARSE BACKFILL OF THE BOULDER J -NOOK VANE ARM SHALL BE OF TYPE, SIZE, AND GRADATKRI AS SPECIFIED BY
THE DESIGNER. COARSE BACKFILL SHALL BE PLACED TO A THICKNESS EQUAL TO THE DEPTH OF THE HEADER AND
FOOTER BOULDERS AND SHALL EXTEND OUT FROM THE VANE ARMS TO THE STREAM BANK.
1. USE NATURAL STONE CLASS 1 TO FILL GAPS ON UPSTREAM SIDE OF BOULDERS, AND NATURAL STONE CLASS A TO FILL
GAPS ON UPSTREAM SIDE OF NATURAL STONE CLASS 1.
5. BOULDER }HOOK VANES SHALL BE BUILT TYPICALLY AS FOLLOWS:
A. OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE HEADER AND FOOTER
BOULDERS
B. PLACE FOOTER BOULDERS FOR THE HOOK, THE VANE MM. AND FLOODPLAIN SILL. THERE SHALL BE NO GMS
SETWEEN BOULDERS.
C. INSTAL FILTER FABRIC.
D. PLACE COARSE BACKFILL BEHIND THE FOOTER BOULDERS.
E. INSTALL HEADER BOULDERS ON THIS HOOK, VME ARM AHO FLOODPLAIN SILL ON TOP OF AND SET SLIGHTLY BACK
FROM THE FOOTER BOULDERS (SUCH THAT PMT OF THE HEADER BOULDER IS RESTING ON THE COARSE BACKFILLJ.
HEADER BOULDERS SHALL SPM THE SEAMS OF THE FOOTER BOULDERS. THERE SHALL BE NO GAPS SETWEEN
BOULDERS THE SLOPE OF THE VANE ARM IS MEASURED ALONG THE VANE MM WHICH IS INSTALLED AT M ANGI-E TO
THE STREAM BANK AND PROFILE.
F. PLACE COARSE BACKFILL BEHIND HEADER BOULDERS ENSURING THAT MY VOIDS BETWEEN THE BOULDERS ARE
FILLED.
S. AFTER ALLSTONE HAS BEEN PLACEO, FILL IN THE UPSTREAM SIDE OF THE STRUCTURE.
7. IF MY EROSION CONTROL MATTING IS SPECIFIED FOR USE IN THE VICINITY OF THE VANE MM INTERCEPT POINTS MD
FLOODPLAIN SILLS THE MATTING EDGES SFALL BE NEATLY SECURED MOUND THE BOULDERS.
FLOW
X10 (SEE
BANKFULL
PLAN VIEW
BANKFULL
(SEE NOTE 3) X1 -RIGHT OR LEFT
INTERCEPT
CONTROL
POINT ELEVATION
VARIES
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POINT ELEVATION
(SEE NOTE 2)
SECTION B- B'
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POOLCONTR m.T
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PROJ. DATE: JUNE 2017
DRAWING NUMBER:
C3.4 OF 29
WKD PROJ. NO.:
20160049.00.1-11

A,r
CROSS SECTION B - B'
LOG SILL
NOT TO SCALE
NOTES.
1. A LOU SILL MAY BE USED ALONE OR IN COMBINATION WITH A CONSTRUCTED RIFFLE.
2. THE USE OF LOGS IN THE STREAM BED SHALL BE UNITED TO PERENNIAL WATERBOOIES ONLY.
3. AN ELEVATION CONTROL POINT SMALL BE DESIGNATED AT THE CENTER OF THE SILL TO
ESTABLISH PART OF THE PROFILE. POOL ELEVATION CONTROL POINTS OR EXCAVATION TO A
SPECIFIEO MAXIMUM POOL DEPTH SHALL BE DESIGNATED TO ESTABLISH THE REMAINMG
PROFILE. SURVEY OF CONTROL POINTS SHALL BE REQUIRED TO ESTABLISH ACCURATE
INSTALLATION SMTHIN THE TOLERANCE SPECIFIED BY THE DESIGNER.
4. NO PART OF THE SILL SHALL BE PLACED ABOVE THE ELEVATION OF THE STREAM BED.
5. IF PLANS DESIGNATE TME USE OF MULTIPLE LOG SILLS A TABLE OF ALL STATION LOCATIONS
AND CONTROL PoINT ELEVATIONS SHALL BE PROVIDED IN THIS DETAIL OR PROVIDED
ELSEWHERE IN THE PLANS AND REFERENCED HEREIN.
6, TYPICAL RIFFLE AND POOL CROSS SECTIONS SMALL BE PROVIDED ELSEWHERE IN THE PLANS
TO ESTABLISH THE DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE LOG SILLS ARE TO
BEINSTALLED.
T LOGS SHALL BE OF A LENGTH AND DIAMETER SPECIFIED BY THE DESIGNER AND BE RELATIVELY
STRAIGHT HARDWOOD, RECENTLY HARVESTED. THE LENGTH OF THE SILL EMBEDDED INTO
EACH BANK SHALL EQUAL OR EXCEED THE WIDTH OF THE CHANNEL
S. A SINGLE LOG MAY BE USED IN LIEU OF A HEADER/FOOTER LOG COMBINATION.
9. FILTER FABRIC OFA TYPE AND SIZE SPECIFIED BY THE DESIGNER SHALL BE USED TO SEAL THE
GAPS BETWEEN THE LOG(S) AND THE STREAM BED, UNDER THE COARSE BACKFILL MATERIAL.
THE FABRIC SHALL BE NAILED TO THE ENTIRE LENGTH HEADER LOG USING A GALVANIZED MAIL
WTTH A PLASTIC CAP. THE SIZE AND GAGE OF MAIL AND NAIL SPACING SFIALL BE SPECIFIED BY
THE DESIGNER. THERE SHALL BE NO FILTER FABRIC VISIBLE IN THE FINISHED WORK; EDGES
SFALL BE FOLDED, TUCKED, OR TRIMMED AS NEEDED.
10. COARSE BACKFILL OF THE LOG SILL SHALL BE OF A TYPE, SIZE. AND GRADATION AS SPECIFIED
BY THE DEKF
SIGNER. COARSE BACKFILL SMALL BE PLACED TO A THICKNESS EQUAL TO THE
DEPTH OF THE HEADER (AFD ANY FOOTER) LOGS AND SHALL EXTEND UPSTREAM FROM THE
SILL A DISTANCE SPECIFIED BY THE DESIGNER.
11. THE LOG SILL IS GENERALLY CONSTRUCTED AS FOLLOWS:
A. OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE
HEADER (AND FOOTER IF SPECIFIED) LOGS.
S. PLACE FOOTER LOGS, IF SPECIFIED. A LAYER OF BEDDING MATERIAL UNDER THE
FOOTER LDG MAY BE SPECIFIED BY THE DESIGNER
C. INSTALL HEADER LOG ON TOP OF THE FOOTER LOG. HEADER LOG MAY BE SET
FORWARD OR BACK FROM FOOTER LOG AS AN OPTION.
D. NAIL FILTER FABRIC TO THE HEADER LOG.
E. PLACE COARSE BACKFILL BEHIND LOGS) ENSURING THAT ANY VOIDS BETWEEN THE
LOGS ARE FILLED.
F. TRIM ANY EXPOSED FILTER FABRIC AROUND THE SILL INSTALLATION.
12. STREAM BANK STAWLIZATION, IF SPECIFIED, SHALL BE ADDED TO THIS DETAIL OR DETAILED
SEPARATELY AND REFERENCED HEREIN,
DBIIENSIONS (VALUES TO BE PROVIDED BY DESIGNER)
COARSE BACKFILL (SEE NOTE 10)
APPROXIIMTE BASE
STA11H30 STA.1M76
VALUES VALUES
TYPICAL UNIT
FLOW WATER LEVEL
Xt
920
\ %1 -CONTROL POINT ELEVATIONCOARSE
DACKFlLL
(SEE NOTE 10)
%3
X2
WA
WA
STREAM SED HEADER LOG (SEE NOTES ],BAND 11C)
POOL CONTROL POINT ELEVATION
X3
FLOW
Xt-SILL CONTROL POINT
FT.
STREAM BED WIDTH
ELEVATION (SEE NOTE 3)
I I
}HOOK VANE ARM
FT.
CHANNELWIDTH
X5
10
10
z.x]
LENGTH OF SILL EMBEDDED IN BANK
IIA i
10
10
FT.
LENGTH OF COARSE BACKFILL
B
12
B'
IN.
LOG DAMETE(t
XB �
0.11
0.11
FILTER FABRIC
APPFDXIAW7E 845E PLOW DEPTH
(SEE NOTE 9)
X7 X6 FOOTER LOG
NOTES:
(SEE NOTE 7,6)
t. LINE ALL CHANNEL BANKS WITH EROSION CONTROL MATTING.
%5 XS
I
PROFILE A - A'
APPROXIMATE BASE
FLOWWATERLEVEL
MINIMUM OF 2/3 OF LOG 2. DRIVE STAKES THROUGH COIR FIBER LOG APPROXIMATELY 12" FROM
EXISITING GROUND
TOP OF BANK
y STREAM BANK STABILIZATION,
A' I LOG SILL (SEE NOTE 21 IF SPECIFIED (SEE NOTE 12) TOE OF
SLOPE
-' - - '- DIAMETER BEDDED BELOW EACH END OF LOG, AND ADDITIONALLY EVERY 36".
HEADER LOG
(SEE NOTES ] AND e)
EXISTING CHANNEL INVERT
STREAM BANK TYPICAL
.y
70P OF BANK,
3. COR FIBER ROLLS SHALL BE PLACED IN DIRECT CONTACT WITH THE
LOG TOE PROTECTION 1Y SOIL ALONG THEIR ENTRE LENGTH; ROLLS SHALL NOT BRIDGE OVER
INIM
(f Y LIFTS) 1.56 MINIMUM
TYPICAL
MINIMUM LOG DIAMETER (TYP.) ANY VOIDS OR NATURAL OBSTACLES SUCH AS STUMPS OR ROCK
FLOW II 15' _
TOE OF BANK,
TYPO AL
PLAN VIEW
X7
XS X5
0\
NEW CHARNEL BED SHALL
STREAM BED
(SEE NOTE 4)
CROSS SECTION B - B'
LOG SILL
NOT TO SCALE
NOTES.
1. A LOU SILL MAY BE USED ALONE OR IN COMBINATION WITH A CONSTRUCTED RIFFLE.
2. THE USE OF LOGS IN THE STREAM BED SHALL BE UNITED TO PERENNIAL WATERBOOIES ONLY.
3. AN ELEVATION CONTROL POINT SMALL BE DESIGNATED AT THE CENTER OF THE SILL TO
ESTABLISH PART OF THE PROFILE. POOL ELEVATION CONTROL POINTS OR EXCAVATION TO A
SPECIFIEO MAXIMUM POOL DEPTH SHALL BE DESIGNATED TO ESTABLISH THE REMAINMG
PROFILE. SURVEY OF CONTROL POINTS SHALL BE REQUIRED TO ESTABLISH ACCURATE
INSTALLATION SMTHIN THE TOLERANCE SPECIFIED BY THE DESIGNER.
4. NO PART OF THE SILL SHALL BE PLACED ABOVE THE ELEVATION OF THE STREAM BED.
5. IF PLANS DESIGNATE TME USE OF MULTIPLE LOG SILLS A TABLE OF ALL STATION LOCATIONS
AND CONTROL PoINT ELEVATIONS SHALL BE PROVIDED IN THIS DETAIL OR PROVIDED
ELSEWHERE IN THE PLANS AND REFERENCED HEREIN.
6, TYPICAL RIFFLE AND POOL CROSS SECTIONS SMALL BE PROVIDED ELSEWHERE IN THE PLANS
TO ESTABLISH THE DIMENSIONS OF THE CHANNEL GRADING INTO WHICH THE LOG SILLS ARE TO
BEINSTALLED.
T LOGS SHALL BE OF A LENGTH AND DIAMETER SPECIFIED BY THE DESIGNER AND BE RELATIVELY
STRAIGHT HARDWOOD, RECENTLY HARVESTED. THE LENGTH OF THE SILL EMBEDDED INTO
EACH BANK SHALL EQUAL OR EXCEED THE WIDTH OF THE CHANNEL
S. A SINGLE LOG MAY BE USED IN LIEU OF A HEADER/FOOTER LOG COMBINATION.
9. FILTER FABRIC OFA TYPE AND SIZE SPECIFIED BY THE DESIGNER SHALL BE USED TO SEAL THE
GAPS BETWEEN THE LOG(S) AND THE STREAM BED, UNDER THE COARSE BACKFILL MATERIAL.
THE FABRIC SHALL BE NAILED TO THE ENTIRE LENGTH HEADER LOG USING A GALVANIZED MAIL
WTTH A PLASTIC CAP. THE SIZE AND GAGE OF MAIL AND NAIL SPACING SFIALL BE SPECIFIED BY
THE DESIGNER. THERE SHALL BE NO FILTER FABRIC VISIBLE IN THE FINISHED WORK; EDGES
SFALL BE FOLDED, TUCKED, OR TRIMMED AS NEEDED.
10. COARSE BACKFILL OF THE LOG SILL SHALL BE OF A TYPE, SIZE. AND GRADATION AS SPECIFIED
BY THE DEKF
SIGNER. COARSE BACKFILL SMALL BE PLACED TO A THICKNESS EQUAL TO THE
DEPTH OF THE HEADER (AFD ANY FOOTER) LOGS AND SHALL EXTEND UPSTREAM FROM THE
SILL A DISTANCE SPECIFIED BY THE DESIGNER.
11. THE LOG SILL IS GENERALLY CONSTRUCTED AS FOLLOWS:
A. OVER -EXCAVATE STREAM BED TO A DEPTH EQUAL TO THE TOTAL THICKNESS OF THE
HEADER (AND FOOTER IF SPECIFIED) LOGS.
S. PLACE FOOTER LOGS, IF SPECIFIED. A LAYER OF BEDDING MATERIAL UNDER THE
FOOTER LDG MAY BE SPECIFIED BY THE DESIGNER
C. INSTALL HEADER LOG ON TOP OF THE FOOTER LOG. HEADER LOG MAY BE SET
FORWARD OR BACK FROM FOOTER LOG AS AN OPTION.
D. NAIL FILTER FABRIC TO THE HEADER LOG.
E. PLACE COARSE BACKFILL BEHIND LOGS) ENSURING THAT ANY VOIDS BETWEEN THE
LOGS ARE FILLED.
F. TRIM ANY EXPOSED FILTER FABRIC AROUND THE SILL INSTALLATION.
12. STREAM BANK STAWLIZATION, IF SPECIFIED, SHALL BE ADDED TO THIS DETAIL OR DETAILED
SEPARATELY AND REFERENCED HEREIN,
FLOW
DBIIENSIONS (VALUES TO BE PROVIDED BY DESIGNER)
VARIABLE
STA11H30 STA.1M76
VALUES VALUES
TYPICAL UNIT
DESCRIPTION
Xt
920
920.9
FT, (NAVD)
SILL CONTROL POINT ELEVATION
X2
WA
WA
FT. (NAVD)
POOL CONTROL POINT ELEVATION
X3
5
5
FT.
STREAM BED WIDTH
X4
21
21
FT.
CHANNELWIDTH
X5
10
10
FT.
LENGTH OF SILL EMBEDDED IN BANK
X6
10
10
FT.
LENGTH OF COARSE BACKFILL
X7
12
12
IN.
LOG DAMETE(t
XS
0.11
0.11
FT.
APPFDXIAW7E 845E PLOW DEPTH
FLOW
OLD CHANNEL TO BE
PROPOSED
TOP O BANK
PLUGGED
EXISTNG
CHANNEL
SHALL BE PLACED BY
OVERLAPPING
!/
WITH THE FLOW OF WATER
MIW 60°h COMPACTION
BANKFULL ELEVATION
COMPACTED BACKFILL
PROFILE VIEW (12" LIFTS)
EROSION CONTROL MATTING
O m
NO E$.
Q
1. FILL EXISTING CHANNEL TO PROPOSED RANKFULUTOP OF BANK ELEVATION IN
ALLAREAS WHERE THE PROPOSED CHANNEL IS TO BE CONSTRUCTED IN FILL.
Z
P
2. CHANNEL MUST BE FILLED 1N MAXIMUM 12' LIFTS.
PLAN VIEW
CHANNEL BACKFILL
NIS
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WKD PROJ. NO.:
20160049.00.H1
OLD CHANNEL TO BE
PLUGGED
FILTER FABRIC FOR DRAINAGE
SHALL BE PLACED BY
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BANKFULL ELEVATION
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PROPOSED BED
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NOTES:
t. LINE ALL CHANNEL BANKS WITH EROSION CONTROL MATTING.
MINIMUM OF 2/3 OF LOG 2. DRIVE STAKES THROUGH COIR FIBER LOG APPROXIMATELY 12" FROM
-' - - '- DIAMETER BEDDED BELOW EACH END OF LOG, AND ADDITIONALLY EVERY 36".
MIN. 9516 COMPACTION
EXISTING CHANNEL INVERT
COMPACTED BACKFILL U CTED BACKFILL
BANKFULL ELEVATION
3. COR FIBER ROLLS SHALL BE PLACED IN DIRECT CONTACT WITH THE
LOG TOE PROTECTION 1Y SOIL ALONG THEIR ENTRE LENGTH; ROLLS SHALL NOT BRIDGE OVER
INIM
(f Y LIFTS) 1.56 MINIMUM
MINIMUM LOG DIAMETER (TYP.) ANY VOIDS OR NATURAL OBSTACLES SUCH AS STUMPS OR ROCK
FLOW II 15' _
FINISHED GRADE �
NEW CHARNEL BED SHALL
BE TREATED AS SPECIFIED
IN PLANS
COIR FIBER TOE PROTECTION
MR OR CABLE
NTS
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TYPICAL SECTION
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401 4TH STREET SW
SURF_ 201
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WWW.WKDICKSON.COM
NC UCENSE NO.F-0374
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PROD. DATE: JUNE 2017
DRAWING NUMBER:
C3.5 OF 29
WKD PROJ. NO.:
20160049.00.H1