20100446 Ver 1_Application_20100608

.-
T

STATE OF NORTH CAROLINA
r4 !4
DEPARTMENT OF TRANSPORTATION "Nt.
BEVERLY EAVES PERDUE
GOVERNOR
June 4, 2010

EUGENE A. CONII, JR.
SECRETARY
Ms. Liz Hair 1 0 0 4 4 6
US Army Corp of Engineers
Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, N. C. 28801-5006
SUBJECT: Secondary Road Paving/Pipe replacements, SR 1335 (Russell Gap Road),
Alexander County
Dear Ms. Hair:
The North Carolina Department of Transportation proposes to replace seven pipes in conjunction
with a secondary road paving project on SR 1335 (Russell Gap Road) in Alexander County.
At site 1, an 18", 30-foot RCP will be extended 10 feet at outlet. The 10-ft extension will require
minor stream excavation of an instream bench to allow for proper stream/culvert alignment. Due
to the pipe gradient (4%), NCDOT proposed to excavate a shallow scourhole to provide energy
dissipation. A 140-ft (.003 acre) linear wetland (seep into ditchline) is located along the roadway
south of the crossing with the confluence at the existing pipe inlet.
At site 2, a 30", 30-foot CMP will be extended 12 feet at outlet. The 6-ft pipe sections will be
coupled together with a 45 degree pipe joint, which will allow better pipe alignment with the
stream/streambanks.
At site 3, a 48", 40-f CMP will be extended 10 ft at outlet. The extension will result in the outlet
invert being perched -2 feet; therefore, it will be necessary to construct an -10 foot rock ladder
to connect the outlet invert to the downstream bed elevation. The channel is an intermittent
channel with limited aquatic life. A 67-ft (.005 acre) linear wetland is located along the roadway
north of the main channel with the confluence located at the existing pipe inlet.
At site 3a, an 18", 24-ft RCP will be extended 16 feet at the outlet. The extension will result in
the outlet being perched -0.6 feet. A short rock ladder (-4 feet) will be utilized to connect the
outlet invert to the downstream bed elevation. A 155-ft (.003 acre) linear wetland is located
upstream of the crossing.
At site 3b, a 48", 40-ft CMP will be extended 10 feet at the outlet. The extension will be
connected using a 45 degree pipe joint to allow for better pipe/stream alignment and will result in
the outlet invert at existing streambed elevation.
Post Office Box 47 Shelby, North Carolina 28151-0047
SR 1335, Russell Gap Road
Page 2
June 4, 2010
At site 4, an existing 18", 32-foot RCP will be replaced with an 18", 60-ft CMP on new
alignment. The new pipe alignment will result in 40 feet of stream loss. A 108-ft (.002 acre)
linear wetland is locate upstream of the crossing.
At site 5, a 24", 40-ft CMP will be extended 10 feet at the outlet. The extension will result in the
outlet invert being perched -5 feet: therefore, it will be necessary to construct a 15-ft rock ladder
to connect the outlet invert to the downstream bed elevation. A 106-ft linear wetland (.003 acre)
is located north of the crossing with the confluence at the pipe inlet.
All linear wetlands will be temporarily impacted by ditch grading or erosion control measures
during construction of the; project; however, NCDOT proposes to restore the linear wetlands
upon project completion, stabilise with coir fiber matting and seed with wetland seed mix. Due
to the extreme pipe slopes at each site, all pipe inlet inverts will be placed at existing streambed
grade. The outlet inverts will also be placed at existing streambed grade, with the exception of
sites, #3, #3a, and 95, which will remain perched and rock ladders constructed. Due to the
existing site conditions, NCDOT requests a waiver from the Regional Condition 2(b)(e)
permit depth specification, for the construction of this project. Temporary cofferdams and
bypass piping will be utilized, as needed, to manage the streams during construction. Upon
project completion, the channel disturbed by the temporary cofferdams will be restored to pre-
project conditions and the area seeded and stabilized. The total scope of the work will result in
147 feet of permanent stream impacts to Davis Creek and six unnamed tributaries to Davis
Creek, which is classified as Class C waters by the Division of Water Quality and 0.02 acres of
temporary linear wetland impacts associated with Davis Creek and its tributaries.
The project is not located within '/2 mile of any critical watershed area nor is SR 1335 a rural or
urban arterial; therefore, hazardous spill basins are not required. Enclosed is the hazardous spill
basin checklist.
Based upon correspondence with the State Historic Preservation Office (SHPO), dated 4/24/06,
the proposed project area has been reviewed and SHPO has determined that no historic
properties will be affected (ER Number 06-0927). This office has conducted a GIS and field
survey for the project threatened/endangered species. The federally listed species for Alexander
County (USFWS listed date January 31, 2008) include dwarf flowered hearleaf (Hexastylis
nanii fora) and the bog turtle (Glyptenunys muhlenhergii)-(T1SA- Threatened due to similarity of
appearance). National Heritage Program records document the nearest dwarf-flowered heartleaf
location -8 miles southeast of the proposed project area. The heartleaf is usually found on dry to
moist ravine slopes (usually north facing and of the oak-hickory-pine forest type) and in boggy
areas near springheads. There is no suitable habitat within the proposed project area and no
species were observed. Natural Heritage Program records document the nearest bog turtle
location --5 miles northeast of the proposed project area (in Wilkes County). Bog turtles are
typically found in bogs, marshes, and wet pastures. T/SA species are not subject to Section 7
consultation; however, there is no suitable habitat located within the project area and no impact
on this species is anticipated.
I have enclosed a pre-construction notification for a NW# 14, sketches of planned activities, and
location maps relative to the project.

SR 1335, Russell Gap Road
Page 3
June 4, 2010
Project information for the 401 Automated Payment Procedure is as follows:
• Work order number: 150459-55120005-12C.002032-3134
• TIP #: NA
• Project Category: $240.00 Fee
If you have any questions or concerns, please feel free to contact me at [phone]. Thank
you for your time and consideration to this matter
Respectfully yours,
M.L. Holder, P.E.
Division Engineer
Twelfth Division
BY: 2va S?-
Trish Simon
Division 12 Environmental Supervisor
Enclosures
Cc: Brian Wrenn, DWQ, 40 ]/Transportation Permitting Unit
Polly Lespinasse, DWQ, Mooresville Regional Office
O??F V4 A r4?,
bW)L
PY
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification PCN Form
A. Applicant Information
1. Processing
la. Type(s) of approval sought from the
Corps:
®Section 404 Permit E] Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: 14 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? ? Yes N No
1d. Type(s) of approval sought from the DWQ (check all that apply):
® 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 ® No For the record only for Corps Permit:

? Yes ® 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.
Yes
El
®No
1g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes N NO
2. Project Information
2a. Name of project: SR 1335, Russell Gap Road (Seven pipe replacements)
2b. County: Alexander
2c. Nearest municipality / town: Taylorsville
2d. Subdivision name: NA
2e. NCDOT only, T.I.P. or state
project no:
3. Owner Information
3a. Name(s) on Recorded Deed: NCDOT Right of Way
3b. Deed Book and Page No.
3c. Responsible Party (for LLC if
applicable):
3d. Street address:
3e. City, state, zip:
3f. Telephone no.:
3g. Fax no.:
3h. Email address:
Page 1 of 13
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is ? Agent ? Other, specify:
4b. Name: Mike Holder
4c. Business name
(if applicable):
N.C. Department of Transportation, Division 12
4d. Street address: 1710 East Marion Street
4e. City, state, zip: Shelby, NC 28151
4f. Telephone no.: 704-480-9020
4g. Fax no.: 704-480-5401
4h. Email address: [e-mail]
5. Agent/Consultant Information (if applicable)
5a. Name: Trish Simon
51b. Business name
(if applicable): N.C. Department of Transportation, Division 12
5c. Street address: 1710 East Marion Street
5d. City, state, zip: Shelby, NC 28151
5e. Telephone no., 704-480-9044
5f. Fax no.: 704-480-5401
5g. Email address: [e-mail]
Page 2 of 13
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): NA

1 b.
Site coordinates (in decimal degrees): Latitude: 36.0253265 Longitude: -
81.2330555
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: 10 (permit sites) acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to
proposed project: Davis Creek and unnamed tributaries to Davis Creek
2b. Water Quality Classification of nearest receiving water: C
2c. River basin: Catawba
Page 3 of 13
PCN Form - Version 1.3 December 10, 2008 Version
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:
Pipes are on a unpaved secondary road. Landuse is wooded and residential.
3b. List the total estimated acreage of all existing wetlands on the property:
0.02
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
440
3d. Explain the purpose of the proposed project:
The purpose of the proposed work is to replace deteriorating pipes and to pave an unpaved secondary road to paved
road standards for the safety of the traveling public.
3e. Describe the overall project in detail, including the type of equipment to be used:
Site 1: Extend an existing 30-foot 18" RCP 10 ft at outlet. The 10-ft extension will require minor stream excavation of an
instream bench to allow for proper stream alignment. Due to the pipe gradient (-4%), NCDOT proposes to excavate a
shallow scourhole to provide energy dissipation. The stream is an intermittent channel with limited aquatic life. A 140-ft
linear wetland is located south of the stream crossing, which will be temporarily impacted by road construction. The linear
wetland will be restored upon project completion and seeded with wetland seed mix.
Site 2: Extend an existing 30-foot 30" CMP 12 ft at outlet. The 6-ft sections will be coupled together with a 45 degree
pipe joint to align properly with the downstream channel.
Site 3: Extend an existing 40-foot, 48"CMP 10 ft at outlet. The extension will result in the outlet invert being perched -2 ft;
therefore, it will be necessary to construct -10 ft rock ladder to connect the outlet invert to the downstream bed elevation.
The stream is an intermittent channel with limited aquatic life. An 67-foot linear wetland is located along the roadway
north of the main channel with the confluence located on the upstream side at the existing pipe inlet, which will be
temporarily impacted by road construction. The linear wetland will be restored upon project completion and seeded with
wetland seed mix.
Site 3A: Extend a 24-ft, 18" RCP 16 feet. The extension will result in the outlet invert being perched -0.6 ft. A short
rock ladder will be constructed to connect the invert to the downstream bed elevation. A 155 ft linear wetland is located
upstream of the crossing, which will be temporarily impacted by road construction. The linear wetland will be restored
upon project completion and seeded with wetland seed mix.
Site 36: Extend an existing 40-foot, 48" CMP 10 ft. The extension will be connected with a 45 degree pipe elbow so to
follow the path of the stream channel. The extension will place the pipe outlet on existing bed elevation.
Site 4: Replace an existing 32-ft, 18" RCP with a 60-ft, 18" CMP on new alignment. The new pipe alignment will result in
40 feet of stream loss. A 108-ft linear wetland is located upstream of the crossing, which will be temporarily impacted by
road construction. The linear wetland will be restored upon project completion and seeded with wetland seed mix.
Site 5: Extend an existing 40-foot, 24" CMP 20 ft. The extension will result in the outlet invert being perched -5 feet;
therefore, it will be necessary to construct a 15-ft rock ladder to connect the outlet invert to the downstream bed elevation.
A 106-ft linear wetland is located north of the crossing, which will be impacted by road construction. The linear wetland
will be restored upon project completion and seeded with wetland seed mix.
Temporary cofferdams/bypass pumping will be used to divert the stream flow around the construction sites as needed.
All areas affected by temporary cofferdams will be restored back to pre-project conditions. The Project will be
constructed using typical heavy equipment (trackhoe, backhoe, etc.).
Page 4 of 13
PCN Form - Version 1.3 December 10, 2008 Version
4. Jurisdictional Determinations
4a. thee
Have jurisdictional wetland or stream determinations
Corps or State been requested or obtained for this pr

or phases) in the past?
project (including all pri
Yes No ? Unknown
Comments: Jurisdictional determination by Division 12
I
Environmental Office. Division of Water Quality verific
determination.
4b. type
If the Corps made the jurisdictional determination, wh ? preliminary ? Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company:
Name (if known): 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 ? Yes ®No ? Unknown
this project (including all prior phases) in the past?

5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project? ? Yes ® No
6b. If yes, explain.
Page 5 of 13
PCN Form - Version 1.3 December 10, 2008 Version
C.
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
® Wetlands ® Streams - tributaries ? Buffers
? Open Waters ? Pond Construction
Page 6 of 13
PCN Form - Version 1.3 December 10, 2008 Version
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 jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary T

W1 ? P ®T Site 1 - Ditch
grading/Erosion Seep into ditchline ? Yes ® Corps
.003
control measures (linear wetland) ® No ® DWQ

W2 ? P ®T Site 3- Ditch
grading/Erosion Seep into ditchline ? Yes ® Corps
.005
control measures (linear wetland) ® No ® DWQ

W3 ? P ® T Site 3A- Ditch
grading/Erosion Seep into ditchline ? Yes ® Corps
.003
control measures (linear wetland) ®No ® DWQ

W4 ? P ® T Site 4-Ditch
grading/Erosion Seep into ditchline ? Yes ® Corps
.002
control measures (linear wetland ®No ®DWQ

W5 ? P ®T Site 5- Ditch
grading/Erosion Seep into ditchline ? Yes ® Corps
.003
control measures (linear wetland) ®No ®DWQ
W6 ? P ? T ? Yes ? Corps
? No ? DWQ
2g. Total wetland impacts .02
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number - (PER) or (Corps - 404, 10 stream length
Permanent (P) or intermittent DWQ - non-404, width (linear
Temporary (T) (INT)? other) (feet) feet)
S1 ®P ? T Site 1- Increase 1s' UT to Davis ? PER ® Corps 1 10
in pipe length Creek ® INT ® DWQ
S2 ®P ? T Site 2- Increase in 2n° UT to Davis ? PER ® Corps 2.5 12
pipe length Creek ® INT ® DWQ
Site 3-Increase in m
3 UT to Davis
E] PER
® Corps
S3 ®P ? T pipe length/rock
Creek
® INT
®DWQ 3 20
ladder

S4 ®P ? T Site 3A- Increase
in pipe length/rock 4'h UT to Davis ? PER ® Corps
015
20
ladder Creek ®INT ®DWQ
Site 3B-Increase th
5 UT to Davis 1 10
in pipe length Creek -

S5 ®P ? T I PER
[ ® Corps

Site 4-Stream loss
6'" UT to Davis
® INT ®
DWQ
due to pipe on Creek 1 40
new alignment
Site 5- Increase in ? PER ® Corps
S6 ®P ? T pipe length/rock Davis Creek
®INT
®DWQ 1 35
ladder
3h. Total stream and tributary impacts 147
3i. Comments: Temporary Cofferdam bypass pumping at each site, if needed.
Page 7 of 13
PCN Form - Version 1.3 December 10, 2008 Version
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 individually list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number- (if applicable) Type of impact Waterbody type Area of impact (acres)
Permanent (P) or
Temporary T
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a. 5b. 5c. 5d. 5e.
Wetland Impacts (acres) Stream Impacts (feet) Upland
Pond ID Proposed use or purpose (acres)
number of pond
Flooded Filled Excavated Flooded Filled Excavated Flooded
P1
P2
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 an impacts require mitigation, then you MUST fill out Section D of this form.
6a.
? Neuse ?Tor-Pamlico ? Other:
Project is in which protected basin? ? Catawba ? Randleman
6b. 6c. 6d. 6f. 6g.
Buffer impact
number- Reason uff Zone 1 impact Zone 2 impact
Permanent (P) or for Stream name n (square feet) (square feet)
Temporary T impact F
?
B1 ?P?T

B2 ?P?T
? No
B 3 ? P ? T ? Yes
? No
6h. Total buffer impacts
6i. Comments:
Page 8 of 13
PCN Form - Version 1.3 December 10, 2008 Version
D. Impact Justification and Mitigation
1. Avoidance and Minimization
la. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Due to the extreme pipe slopes and existing site conditions, pipes at sites #1, #2, #3B, and #4 will be placed at existing
streambed elevations at inlet and outlet and pipes at sites #3, #3A, and #5 will be placed at existing streambed at inlet to
minimize headcutting and perched at outlet with rock ladders to provide some habitat connectivity.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Site #3, #3A, #5 - Rock ladder construction utilized at pipe outlets to provide energy dissipation and also to provide some
habitat connectivity between the upstream and downstream channels.
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 ® 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

E] 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 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: ? warm ? cool ?cold
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
41h. 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 9 of 13
PCN Form - Version 1.3 December 10. 2008 Version
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? ? Yes ® 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 10 of 13
PCN Form - Version 1.3 December 10, 2008 Version
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
la. Does the project include or is it adjacent to protected riparian buffers identified ? Yes ® No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
? Yes ? No
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? NA %
2b. Does this project require a Stormwater Management Plan? ® Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
Complies with NCDOT's individual NPDES permit NCS000250.
? Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWQ Stormwater Program
® DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project? NA
? Phase II
El NSW
3b. Which of the following locally-implemented stormwater management programs ? USMP
apply (check all that apply): ? Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ? No
attached?
4. DWQ Stormwater Program Review
? Coastal counties
? HQW
4a. Which of the following state-implemented stormwater management programs apply ? ORW
(check all that apply): ? Session Law 2006-246
? Other:
4b . Has the approved Stormwater Management Plan with proof of approval been
attached? ? Yes ? No
5. DWQ 401 Unit Stormwater Review
5a . Does the Stormwater Management Plan meet the appropriate requirements? ? Yes ? No
5b . Have all of the 401 Unit submittal requirements been met? ? Yes ? No
Page 1 1 of 13
PCN Form - Version 1.3 December 10, 2008 Version
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
la. Does the project involve an expenditure of public (federal/state/local) funds or the ® Yes ? No
use of public (federal/state) land?
1b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ? Yes ®No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
? Yes ? No
letter.)
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ? Yes ® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in E) Yes ®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 is classified as a minimum critieria project which has low potential for cumulative/indirect impacts and will not
result in additional development which could impact water quality.
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.
Page 12 of 13
PCN Form -Version 1.3 December 10, 2008 Version
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or ? Yes ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ? Yes ®No
impacts?
? Raleigh
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?
NC Natural Heritage Program database.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ? Yes ®No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
No salt marshes, oyster reefs, or seagrass beds in the vicinity of the project.
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ? Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
The Slate Historic Preservation Office resources and the National Register of Historic Places werer reviewed for historic
sites in the vicinity of the project; however, the pipe replacement projects occur within a previously impacted area (NC
DOT Right of Way).
8. 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:
8c. What source(s) did you use to make the floodplain determination? FEMA FIRM panal number: 3710384300J
1
M.L. //?/ TS

ly N D
/ V
?yl0
Applicant/Agent's Printed Name Applicant/Agent's Signature
(Agent's signature is valid only if an authorization letter from the applicant Date
is provided.)
Page 13 of 13
PCN Form - Version 1.3 December 10, 2008 Version
Pipe Replacements/Secondary Road Paving
SR 1335, Russell Gap Road
Alexander County
7336
735 / ? , '\
S!? 1 2 f
11 ? J °J
J /
I
f
-
R 1310
1402
f'
SR 1544
70 Z p?
SR 1308
y 8 y
5?1331 r/ v
v?
SR 1332
s -- l 5
'Q 4
\ ??? SR 157-5
Vicinity Map
/?. Norm, Svy
N
Im 0 0.5 1 2 Miles
7?
PIK
41
11 L1 W?`lO?
?LJ
: ?
?._ ?.A, Rii Gehl - JCtiaP?? n"?I O r ? /.
{ I r /; X11 • ?f?
yF/. Site 5 55 ' jr,--
1r. :? .. f Site 3
1-
\? r
A "I
Site 4 ?`, 1! `` \\ f 1
1 4.
Site 1, 2 {i
Site 3a, 3b
` l
1 rr. Y:. ? ?•?
t
Name: MORAVIAN FALLS Location: 036.0259384° N 081.2298421° W
Date: 6/4/2010 Caption: Pipe Rplcmnls/Sec Rd Paving, Russell Gap Rd (SR1335), Davis
Scale: 1 inch equals 1000 feel Crk UT's to Davis Crk, Class C waters, Catawba Basin
Russell Gap Road, SR 1335
Secondary Road paving/
Pipe Replacements
Site 1
Inlet
Outlet
Linear Wetland
Downstream
Upstream
Inlet
Russell Gap Road
SR 1335
Site 2
Upstream
Downstream
Outlet
Inlet
Outie
Russell Gap Road
SR 1335
Site 3
Linear Wetland
Downstream
Russell Gap Road
SR 1335
Site 3a
Linear Wetland/
Upstream
Downstream
Russell Gap Road
SR 1335
Site 3b
Inlet
Outlet
Upstream
Downstream
Outlet
Russell Gap Road
SR 1335
Site 4
Inlet
Downstream
Linear wetland/
upstream
Inlet
Downstream
Outlet
Russell Gap Road
SR 1335
Site 5
Linear Wetlan
Upstream
0
cn
w
N
O
O
O
N
w
A
(D
D
ea

c pp
n Y o
. i
? A
FR
\
\ g?
m
\ o

x
m

\ 0
\ o
?? 4UxEp YET(µ-
CCT j

O T^?
co?ri
rr o a1y
E?

m
x
s
vio
y
,SIX
OO /
ca / ?y
a S
y
rril
Z?t
C)
O O
x ? ?n
m A
z ? m
N

C

? r
r
D m r
Z D

? C7
G D
M
sp
N ?;7
°
o D
0

FT? U?
ITl r-r1
F- D
FTI
C ?
D -
O
1001.4240
1000.51 10+00.00
0+07.82-q 999.80
?0+15.37
1000.98
998.86 / 10+23.57
0+30.23 998.52
0+33.53
997.77 ---;0-4
0+43.46 mn?ll
?'?I ly
?o ~I co
Io11 (l)
996.01 N III CD
C
C/1
M
F-
D
u
0+72.87 ?a
9
96.06
0+82.80
?- 994.50
?m 0+87.87
1 1+00.48
995.97
1+16.15
995.83 0 1+52.70
I f-995.38
I
1+70.24
994.28
05/20/2010 08:53..7048760602 NC DOT PAGE 05/05
1001.86
f,0+00.00
1000.99 c
0+04.56

f--999.61 m
0+18.19
999.35
s
0+25.44
998.03 ?
rr0+34.73 0

m
0+48.43
997.07
I 996.09 m
? INV. 0+57.90
EXIj+T61IN
.
994.80
?
ox
?w n
p
EXISTING INV. ?
O
O
0+91.6
992.65 m
m z
INV_ ELV. Z
U)
1+03.6
991.79 _
N ?

70
992 291 990 64 m
D
1+16.36 J:K

a?
b
V ~

lv
988.54
1+40.09
986.71
1+70.24
1 991.26 D
?--1+31..10 0
-, 989,81 J
I`?1+47.13
I \
I

F-rl („
F'rl

rn
i RQ.
n
.I
o

M
/
f /
8
s
y
/ ?
h
,
o I /
I
u ?_? I PICrO 16'
I I
I I
II
I
I

I
I
I ? Jq
I
I
I
I
I
I

I I
I
I
I
I

I
CI
F
I
t o I
I I
rn
I I

10
? I
1 i
n_
0+30.62
1366.97
0+53.83
1366.78-
0+57.78-
X = 1366.19
D
m cn
W
zl
D
F-
m3

O
aR
rn
W 1+11.26
1364.81 8

?o
o?
.x
O OD
F O
n
Do
C
m
r
r
c?
n
0
n
0
I
I'
m
I?
m Iw
C) In
m
m
m I
1D
I
CD
I
?o
0+00.00
1368.21
0+28.11
1367.57
0+41.59
1367.22
0+59.38
1366.25
-1`- 1+11.14
?? 16 1366.25
-1+17.96
1364.09
1+31.60
1364.05
1+46.31
1363.02
1+73.44
1362.50
1+88.25
1362.02
C
w
m
D
3
C-)
D
0
m
w
w
m
O
`O
L
z
W
m
D
3
0
D
O
m
Ul
U1
CD
1+00.00
409.41
+23.36
106.97
C
(n
m
D
z
O
C
Z ?
? rri
u r ?
n C ?
O
h
?R
1+98.18 R
1390.22
+82.43
100.44
+10.92
397.52
1+4aaa
1394.39
1+51.72
1393.22

- 1+82.43
--
1+86.45 1391.22
1390.77
1+95.01
1391.41
rn
rn
r
n
~ 2+16.72
JJ
D
TI
9
.D
D
CD
0
Z
D
v
m
0
w
N
O_
O
O
N
W
D
®,n,.
0
m
x
m
z
0
s
U) v
F-
D
m z
D
<
W FT-1
C
U)
V)
FT
I-
F-
D
F -I
1
/
/
/ n +
a ,
o ,
/
m
ti
?x
rn
C)
ca rn
ti
1012.17 -0+00.00
0+04.84 1010.40
0+08.77
008.83
+27.32
4
41
997.33
1+24.85

992.61 104./O
1+66.46 992.66
1+68.07
IN'
988.84 988.68
2+07.31 2+09.03
mm
z
r8986.54
985.02
2+72.79

y 982.49 _
3+05.20
I?Ca'tP+
C 981.62
3+13.38

?b
® ? O
II
I

i
\
\

y ?
?aN
Zh

®I n®

e;
Z coi
Z ?
b
496.39
+00.00
495.93
1+19.85
494.93
+39.42
493.86
1+62.53
0+83.30
+86.54 1492.28
491.13 0+90.34
+91.99 1491.15
790.51
Ix
? ly
m W
D IN
o ly
Io
+08.26
489.37
1+40.70
1486.72
+46.90
486.40
1+53.17
1485.30
1+61.68

1+70
23
1+64.03
1484.18
.
1483.74
() 1+78.33
py 1482.42

1+88.74
1481.35
1+98.59
A 2+01.85 1478.46
1478.30
cn
--i
m
D
O
O
z
cn
m
D
:K T
O
D
O
m
w
v
O
VJ
® k3
y?
y
41491.13
0+86.54
1490.
0+91.
?o
D
C?
?y
m rTl
?C-)
nD
rn
3°1
m
+79.98
+66.78
482.76
1+83.48
1480.48
i
1496.39
0+00.00
495.93
a+19.85 c
u
cn
:

1
m

494.93 3
1+39.42

D

mm
m
co

493.86
f+62.53
492.28
D+83.30
491.15
I+90.34
489.37
+08.26
1+96.75
-1477.92
TIE TO STRM5

n
a
n
ti
G1
a
b
O
O
b

O
a
x C
O h
h7 h
?a
O?

NCDOT
HAZARDOUS SPILL BASIN CHECKLIST
Division: 12 County: Alexander Project ID: 12.200221
River Basin: Catawba Bridge No: NA
Route: Five sites on SR 1335 (Russell Gap Road) Stream: Davis
Creek (blue line) and unnamed tributaries to Davis Creek (not blue line
streams
Water Quality Criteria:
Yes No
Stream Crossing Blue Line On USGS r r
ORW F
WSJ F W
WS 11,111 OR IV, Crossing Within 0.5mi of W.S. Critical Area r r
Roadway Criteria:
Route Designation-
Arterial Urban
Arterial Rural
Additional Site Information:
Is a Hazardous Spill Basin Required?
Yes No
rv-
r
r- r
Ye- No
r r
Criteria Based Upon NCDOT "Best Management Practices for the
Protection of Surface Waters" (March, 1997).

EROSION AND SEDIMEN'T'A'T'ION
CONTROL PLAN
ALEXANDER COUN'T'Y
S.R.1335 :(:Russell Gap)
Ile
_si
,W:O # 12C..002032
PREPARED; $Yx'
R:.TODD LUT=Z?
Certif cation # 232
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
North Carolina Department of Transportation
Division of Highways
Division 12, District 2
Date: 4/19/10
County: Alexander County
Township: Little River Township
Road: SR 1335 (Russell Gap)
Location: From end of pavement (1.47 miles from SR1334)
to the County line.
Length: 3,500 Feet (.8 miles)
Right of way: 60 Foot Right of way
Type of Construction: Grade, Base and Pave
Notes:
See Standard Drawings attached for proper construction of erosion
control devices.
vI
1 , M tea. Vl h / 5I I ?I G: ?nl u,li
Cn4
l N V
O N }a -?i co a
001C co ?i ?I IL W .aF' _
_M N M V Ali `^ I KWI\ VI \
U E M o°

O V 0 M ? v.' ??
S m " 7 o M M I 1 y
X C4 00
V\'\ 6 ry N N 'Q \
'0 0- CN
N
co 0
U) F-
n, 3 V
/ pl C,41 -
I h V m 2 / ? = r°
0. h
ac ?al 11 N o
y
/ MMMM
°. ?H, r 14 ?I n
UW ty\ /' ° N N N -I ` :I ,
'1 o
C) x I. ?o
° o pl 0. ?I 4 cc
O
M In
e 00,
o„
0 LO
Y ?I
0I -
O _ - p } ry b
0 CC
N M ,f.' 2' Rd
co V. ssr
°o _ ,
\' s 3 00 U M oryl e'
ry ° a _ M2
a ?R , tool,
CI) o
°
r. - m
a.\ M d w m
co 'D
(L Z' M
' S OU N ! M rr m
M M yt ` g J M 9
# N MI d. 4 00
k N
N 1.0 N eq
? M ? h 9 o MI 0\
N ti _J r ?iCL L ?B
O U I M /7
\ I r_ CO I
CI)
1`Y' sL Le , +1 ?? c3' ' M
Y I I?
rn l o / M N. J m CI) M
n h J ?c?
ol
v
col
0 (D
n n 2
^\2C
0 by ? ? M
1 ? ? aN ?I ? Va
C-1) 01
Lol
1
M cl
a n
?? 0
ti! . 41.. - A/7l/7n1n

fs?? T i <3' 1l t rl ? t i
l,/ ?
+0.'n
/ ? /
t /
1 l

w
0
h
DI
1
a
0
httn://mans.co.alexander.nc.us/somans/mat)/mat).cfm'ICFI D=46403&CF"TOKEN=73639679
51 i ? 1
4/26/2010
Erosion Control Schedule
S.R.1335 Russell Gap
I . All adequate temporary erosion control measures will be installed before
clearing and grubbing operations begin.
2. As construction progresses, temporary and permanent erosion control
devices shall be installed in a timely manner, according to any
requirements set out in G.S. 113A-57.
3. All siltation and erosion control devices shall be properly maintained
until no longer needed.
4. On projects performed by D.O.T. Maintenance Forces, request will
promptly be made to the Division Roadside Enviromnental Unit for stage
and permanent seeding.
5. Any removal of siltation devices will be based on the condition of
established ground cover of that area the device is serving.
1
SILT BASIN TYPE -B
TEMPORARY DIVERSION -TD
EROSION CONTROL
SYMBOLS
TEMPORARY ROCK SILT CHECK TYPE-A Hamm
TEMPORARY SILT DITCH TSD
WATTLE (18")
WATTLE WITH PAM (18")
` PAM )
TEMPORARY ROCK SILT CHECK TYPE-B
TEMPORARY ROCK SEDIMENT DAM TYPE-B
ROCK PIPE INLET PROTECTION
ROCK LINED DITCH
DIRECTION OF WATER FLOW
BREAKPOINT BP
ROCK INLET PROTECTION : TYPE -C dsmgm3m
4kf "W#
EROSION CONTROL MATTING
PERMANENT SOIL REINFORCEMENT MAT D
(PSRM)
SILT FENCE gin ims-
PIPE OUTLET ENERGY DISSIPATOR ]am
CORE FIBER BAFFLE CFB
Sheet 1
SR 1335
Russell Gap
j
9+00
2°
Grade
I
Breal
I
E?
I
7+00 I
-1% I
Grade
E?
I
5+00

1% I
I
Grade

I _ __ :1c
3+00 'PAM
6'x3'x2'
2' weir
1 CFB 1%
Grade 30"
I
6'x Tx 2'
2' weir j PA
1 CFB
24
1+00
1% .4;HN log?- WIN
'xTx2'
2' weir
1 CFB
10+00
60' R
6'x3'x2'
I 2' weir
j 1 CFB
2%
j Grade
I
g+00
1%
Grade
6+00
I
I ?
I
I 1%
Grade
4+00
j 7weir
1% E?
I Grade
I 2+00
6'xSx
1% 2' weir
f--, 1 CFB
I
wet
ditch I
0+00

Sheet 1

SR1335
Russell Gap
20+00
8'x4'x2' I I
2' Weir 60 8'x 4'x 2'
1 CFB '
2' Weir
19+00 1 CFB

6'x 3'x2'
2' Weir AM
1 CFB I
- OM M 18+00
6'x Tx 2'
I
2' Weir t
Grade
I PAM
1 CFB
17+00

.Fri ,t?. I

16+00
Grade I PAM
6'xTx2'
2' Weir
1 CFB
5+00

..
'
I n
PAM I
C tv?i:r
s'
x 3' x 2
6
2' Weir I r :.
Y I 5/
1 CFB PAM Grade
14+00
I wet 6'xTx2'
ditch „ I 2' Weir
1 CFB
13+00 ? _
3/ °
O
'
'
'
P _ - -
^F - di I 6
x3
x2

3°h
I
` P M
P
AM
U
ce 2' Weir
Grade s z 1 CFB
6'x Tx 2' _ I 12+00
2' Weir I Drivewa
1 CFB i 4-? o
wet I Grade
I ditch
11+00 I

60' I

I
I - .- 10+00
Sheet 2
SR 1335
Russell Gap

6'x3'x 2'
F
1% r
2' weir
1 CBF
29+00 Bre
.
. ak _
.

5% I 1
?
PAM
Grade
I
6' 3' x
2??-
x
3
2' weir
1 CBF i
I `
27+00
8' x 4' x 2'
2' weir
1 CBF 5%
Grade
x 3' x 2'
weir
1 CBF
25+00 ;
I ~'
I
I

23+00 I r.
8'x 4'x 2' I ? PAM
2' weir
1 CFB
5%
Grade I
21+00 I ?th:rrr'
tr
60' I :m:er:
RAN
i PAM
30+00
60
RAN
I
y
j 28+00

26+00
24+00
y
I 22+00
? tt
±; I Grade
L .er I ,
PAM ?` j 20+00

Sheet 3
SR 1335
Russell Gap
I
I
39+00
I
I
I
37+00
I
I
I
o I
3'x 6'x 3'
2' weir
1 CFB
50o
Grade
I
33+00 I
I
I
3%
Grade
+I I
31+00
3'x 6'x 3'
2' weir
1 CFB _
R/W
END
30" CMP
18" RCP
40+00
I
I
I
I
38+00
I
I
I
I
I
I 36+00
I
I
5%
Grade
34+00
60'
RN1l
32+00
Grade
3%
Grade
r• 30+00
Sheet 4

I
O N -?
? r
r
N
C_
L
U

6

O
m O
a ?
0 O
O CL
L
fn
r
? 0 `
L
L
Z Q i t f-
F-

W W
Z
M a
O
r LU Q

W

w

Q J

U !
M .
??

m fn

U
o a _ m
Z C6
co
:v=
Q
X w o °
'
N
W p ?! • (n N
w ? _? W V

C L U -
- Z 00
r N
0
.. O
d
v ? O O
` O 4
m L
y
1
0 2 N _?
WATTLE:
Description
Wattles are tubular products consisting of excelsior fibers encased in synthetic netting.
Wattles are used on slopes or channels to intercept runoff and act as a velocity break.
Wattles are to be placed at locations shown on the plans or as directed. Installation shall
follow the detail provided in the plans and as directed. Work includes furnishing
materials, installation of wattles, matting installation, and removing wattles.
Materials
Wattle shall meet the following specifications
100% Curled Wood(Excelsior) Fibers
Minimum Diameter 12 in.
Minimum Density 2.5 lb/ft' +/- 10%
Net Material Synthetic
Net Openings 1 in. x I in.
Net Configuration Totally Encased
Minimum Weight 20 lb. +/- 10% per 10 ft. length
Anchors: Stakes shall be used as anchors.
Wooden Stakes:
Provide hardwood stakes a minimum of 2-ft. long with a 2 in. x 2 in. nominal
square cross section. One end of the stake must be sharpened or beveled to
facilitate driving down into the underlying soil.
Matting shall meet the requirements of section 1060-5 of the Simrdard Specificniions, or
shall meet specifications provided elsewhere in this contract.
Provide staples made of 0.125' diameter new steel wire formed into a it shape not less
than 12" in length with a throat of I" in width.
Construction Methods
Wattles shall be secured to the soil by wire staples approximately every 1 linear foot and
at the end of each section of wattle. A minimum of 4 stakes shall be installed on the
downstream side of the wattle with a maximum spacing of 2 linear feet along the wattle,
and according to the detail. Install a minimum of 2 stakes on the upstream side of the
wattle according to the detail provided in the plans. Stakes shall be driven into the
ground a minimum of 10 in. with no more than 2 in. projecting from the top of the wattle.
Drive stakes at an angle according to the detail provided in the plans.
Only install wattle(s) to a height in ditch so flow will not wash around wattle and scour
ditch slopes and according to the detail provided in the plans and as directed. Overlap
adjoining sections of wattles a minimum of 6 in.
Installation of matting shall be in accordance with the detail provided in the plans, and in
accordance with section 1631-3(B) of the Standard SpecificntiaiS, or in accordance with
specifications provided elsewhere in this contract.
The Contractor shall maintain the wattles until the project is accepted or until the wattles
are removed, and shall remove and dispose of silt accumulations at the wattles when so
directed in accordance with the requirements of Section 1630 of the Standard
Specifications.
Measurement and Payment
DYattle will be measured and paid for by the actual number of linear feet of wattles which
are installed and accepted. Such price and payment will be full compensation for all
work covered by this section, including, but not limited to, furnishing all materials, labor,
equipment and incidentals necessary to install the JVatile.
Matting will be measured and paid for in accordance with section 1631-4 of the Standard
Specifications, or in accordance with specifications provided elsewhere in this contract.
Payment will be made under:
Pay Item Pay Unit
Wattle Linear Foot
WATTLES WITH POLYACRYLAMIDE (PAM):
Description
Wattles are tubular products consisting of excelsior fibers encased in synthetic netting.
Wattles are used on slopes or channels to intercept runoff and act as a velocity break.
Wattles are to be placed at locations shown on the plans or as directed. Installation shall
follow the detail provided in the plans and as directed. Work includes furnishing
materials, installation of wattles, matting installation, PAM application, and removing
wattles.
Materials
Wattle shall meet the following specifications:
100% Curled Wood
Minimum Diameter
Minimum Density
Net Material
Net Openings
Net Configuration
Minimum Weight
Excelsior) Fibers
12 in.
2.5 lb/ft3 +/- 10%
Synthetic
1 in. x 1 in.
Totally Encased
20 lb. +/- 10% per 10 ft. length
Anchors: Stakes shall be used as anchors.
Wooden Stakes:
Provide hardwood stakes a minimum of 2-11. long with a 2 in. x 2 in. nominal
square cross section. One end of the stake must be sharpened or beveled to
facilitate driving down into the underlying soil.
Matting shall meet the requirements of section 1050-3 of the 011ceixiat ci Sped icutio s, or
shall meet specifications provided elsewhere in this contract.
Provide staples made of 0.125' diameter new steel wire formed into a it shape not less
than 12" in length with a throat of 1" in width.
Polyacrylamide (PAM) shall be applied in powder form and shall be anionic or neutrally
charged. Soil samples shall be obtained in areas where the wattles will be placed, and
from offsite material used to construct the roadway, and analyzed for the appropriate
PAM flocculant to be utilized with each wattle The PAM product used shall be listed on
the North+Carolina Department of: Envtronment_ and. Natural Resources (NCDENR)
Diyisiori of Water'Q'uality (DWQ) w'e'b site.
Construction Methods
Wattles shall be secured to the soil by wire staples approximately every 1 linear foot and
at the end of each section of wattle. A minimum of 4 stakes shall be installed on the
downstream side of the wattle with a maximum spacing of 2 linear feet along the wattle,
and according to the detail. Install a minimum of 2 stakes on the upstream side of the
wattle according to the detail provided in the plans. Stakes shall be driven into the
ground a minimum of 10 in. with no more than 2 in. projecting from the top of the wattle.
Drive stakes at an angle according to the detail provided in the plans.
Only install wattle(s) to a height in ditch so flow will not wash around wattle and scour
ditch slopes and according to the detail provided in the plans and as directed. Overlap
adjoining sections of wattles a minimum of 6 in.
Installation of matting shall be in accordance with the detail provided in the plans, and in
accordance with section 1631-3(B) of the Standard Specifications, or in accordance with
specifications provided elsewhere in this contract.
Apply PAM over the lower center portion of the wattle where the water is going to flow
over at a rate of 2 ounces per wattle, and 1 ounce of PAM on matting on each side of the
wattle. PAM applications shall be done during construction activities after every rainfall
event that is equal to or exceeds 0.50 in.
The Contractor shall maintain the wattles until the project is accepted or until the wattles
are removed, and shall remove and dispose of silt accumulations at the wattles when so
directed in accordance with the requirements of Section 1630 of the Standard
Specifications.
Measurement and Payment
Wattles will be measured and paid for by the actual number of linear feet of wattles
which are installed and accepted. Such price and payment will be full compensation for
all work covered by this section, including, but not limited to, furnishing all materials,
labor, equipment and incidentals necessary to install the ''rattles.
Matting will be measured and paid for in accordance with section 1631-4 of the Standard
Specifications, or in accordance with specifications provided elsewhere in this contract.
Polyacrylcnnide(PA,V) will be measured and paid for by the actual weight in pounds of
PAM applied to the wattles. Such price and payment will be full compensation for all
work covered by this section, including, but not limited to, furnishing all materials, labor,
equipment and incidentals necessary to apply the Polyocrylannide(PAM).
Payment will be made under:
Pay Item
Polyacrylamide(PAM)
Wattle
Pay Unit
Pound
Linear Foot
9 g]
jig s $ s"? yy
,,r
eU C ai t3 'i '` : 4 b: ~
? ? of SC an ;? :3 o?W fN
12
J u. g
u
LL
Q
? v
? s
V
o ? o
V N y
O
O W y< y
O - y p - N
?? ? yJO?s w ? ? C/ °a
Q O M
6 H 2 M O
u? ' a mN 7 ? ~ ? U
19 O ?'^ N D r •• N O
N ? W y W y 0
O
LLJ
N ?
N
J
3
O
V
U
X
'O'N (HOI3lV8 N
SAVMHUIH JO NOISIAIO o O
NOIlViUOdSNVdi d0 '1d30
VNIlOUVO H1HON 9, 3dA1 WHO 1N3WI03S )13OU AHdMOdW31
AD 31VIS Fop --Z H03 ONIMVHO OHVONVIS HSIlON3 y
¢o m
wm
wU
>H
Ocnm H
m H O 7
ao o
m
? w m
wo ¢Um W
www m
w m =x
00
a~ F a¢O <
m? to
¢ W C3 U
U? J F a H
?3 ? •WF-w m
N L-+- w w 3 F- O F- W a
I.' ?W O UQ w>
I ?w Wm ?F LL o m
J ? ¢ z 0 U 2 W
i Q k J F- o H a F-
(nowm
x C-) co LL
7?1p a o m O Z (n
flu z w W }I > 2
"777 1 m W O ¢ F-
Lu"Zom
5 e? m zoom 3
ow ^? w
em,Q, o S?, cn ¢ LL D z
o o, o° N m 2 0 J O
J _
-j 0 1-
/ ~ 2 O L~ w> m
W °°°?w,e v G 2 w m
Q ?d;d;a; H pC;Q;>. F F- w L= =) o J
J w y U F- 7
a % [n 0 D L Q'dP,d;Q;O; a (n z Z W O U
Jim-- v 0 0 m 0 m m
o°o° y O Lr) O< W
QQ;d' a o C w O z • z ¢ 0 O W J cn
U x0
W (n F- CCw
F- LL Z O
N J W m O x zOOY
z ojnFr \ `u, / ll wE W UJw
co U } H 0mm=
< w w
O
zJ N''"•' J -° m Lij Z
UZ?(n¢(.7
z
?? w (nWwYJ c W
=
rOiJ ?T' wUmH
?? w w 0 0 0^` cc 0z 11
nU /p Z 0¢O `F-
ONT/
O
w
W
JF 00000
2 LL ? O O O N
3
w
W y
W W
O¢ •'Nt?CtA
z Q
Z „Q
C
STATE OF 7-OB ENGLISH STANDARD DRAWING FOR N
NORTH CAROLINA
DEPT. OF TRANSPORTATION TEMPORARY ROCK SEDIMENT DAM TYPE LB'
? a
DIVISION OF HIGHWAYS co)
RALEIGH, N.C. w ?D
rr
N
a F
a
VF
o u
III- °
xa ° J III ° °_
O2F W LL I I N wM
Srtn '_-0 LL ' 7a
Z<1
H m w m
am I 0 Wl w
2
J
OON I I- O OJ
1 J M W F
Cd O2j III N 2tlla
f 0 0 \ ------- w° Q
J ~ ~ J w
N '
W w
FLLO a wF5
J H
Woo
'11 H¢w
mtll LLVI2 Ny.I got
m^
®® wNd I JSU'
T - LLrM <00
°Sn WFD
X?n LLI I ?i? WUQ
'? oz ooa i l 11 l
® W0= ?QN
LL v » J
? ? ----- N o Q I I
?z
a?
ya
^ 3 W Z M W Z
wF W (nQ JW
oN HQ Q22 LL ¢
qqp? ¢? 2 UGHF- Q W
ii ON ---- ti m(n F_ CD m03Z mw
-5-
wa> LL03 W' JQ2J WLL
w ¢Q(nJ LL (n CDZ M0
W J H ?_z Q Z Z" LL W
J T'W LL C) U) WH M"W(n m
LL¢ixi am U?ZiHQ QQJm -M
Qo3
Ww0 F- ?mOW i- -.2 000
x=no W WS LLJ •F LL J"
<00 0¢6 iN»N ¢J Q~ ¢(n LL V) 0M<
woo= Z yo? F(n"_ OZO.- SWW
zs
JZ¢LL UtiNLL i CD 03 _J
w
wzm?- Ji-r00 --BOZO WF
0o mw Q NWQ 20>
M J O J
c?i JatWi. •• U)WQz OJHZ aZ3
(n Z _j
mrvi F°-m O t+LLt 0 HWO HJJ
Z •Q?da •ZWCL -Ma-
rco 0(n NH J(n M(n(n

COIR FIBER BAFFLE:
Description
Furnish material, install and maintain coin fiber baffles according to the details in the
plans or in locations as directed. Coir Fiber Baffles shall be installed in silt basins and
sediment dams at drainage outlets. Work includes providing all materials, placing,
securing, excavating and backfilling of Coir Fiber Ba117es.
Materials
(A) Coir Fiber Mat
Matting: Provide matting to meet the following requirements
100% coconut fiber (coir) twine woven into high strength matrix
Thickness - 0.30 in. minimum
Tensile Strength 1348 x 626 lb/ft minimum
Elongation 34% x 38% maximum
Flexibility (mg-cm) 65030 x 29590
Flow Velocity Observed 11 ft/sec
Weight 20 oz/SY
Size 6.6 x 164 ft (120 SY)
"C" Factor 0.002
Open Area (measured) 50%
(B) Staples
Provide staples made of 0.125 in. diameter new steel wire formed into a u shape not less
than 12" in length with a throat of 1" in width.
(C) Posts
Steel posts shall be at least 5 ft. in length, approximately 1 3/8" wide measured parallel to
the fence, and have a minimum weight of 1.25 lb/ft of length. The post shall be equipped
with an anchor plate having a minimum area of 14.0 square inches, and shall be of the
self-fastener angle steel type to have a means of retaining wire and coir fiber mat in the
desired position without displacement.
(D) Wire
Provide 9-gauge high tension wire strand of variable lengths.
Construction Methods

Place the coin fiber baffles immediately upon excavation of basins. Install three (3)
baffles in basins with a spacing of one fourth (1/4) the basin length and according to the
detail sheets. Two (2) coin fiber baffles shall be installed in basins less than 20 ft. in
length with a spacing of one third (1/3) the basin length.
Steel posts shall be placed at a depth of 2 ft. below the basin surface, with a maximum
spacing of 4 ft. The top height of the coir fiber baffles shall not be below the elevation of
the emergency spillway base of dams and basins. Attach a 9-gauge high-tension wire
strand to the steel posts at a height of 3 ft. with plastic ties or wire fasteners. Install a
steel post into side of the basin at a variable depth and a height of 3 ft. from the bottom of
the basin to anchor coir fiber mat. Secure anchor post to the upright steel post in basin
with wire fasteners.
The coir fiber mat shall be draped over the wire strand to a minimum of 3 ft. of material
on each side of the strand. Secure the coir fiber mat to the wire strand with plastic ties or
wire fasteners. Place staples across the matting at ends and junctions approximately I fl.
apart at the bottom and side slopes of basin. Overlap matting at least 6" where 2 or more
widths of matting are installed side by side. Refer to details in the plan sheets. The
Engineer may require adjustments in the stapling requirements to fit individual site
conditions.
Measurement and Payment
Coir Fiber Baffles will be measured and paid for by the actual number of linear feet of
coir fiber baffles which are installed and accepted. Such price and payment will be full
compensation for all work covered by this section, including, but not limited to,
furnishing all materials, labor, equipment and incidentals necessary to install the coir
fiber baffles.
Payment will be made under:
Pay Item
Coir Fiber Baffle
Pay Unit
Linear Foot
'O'N `HOI31VH
SAVMHOIH 30 NOISIAIO
NOIlV1HOdSNVN1 30 '1d3O
VNI-IONVO H1HON
30 31VIS
30N3d IIIS . HVHOdW31
H03 ONIMVHO OHVONVIS HSIl9N3
O
N
w
W ¢
¢ H
H 3
3 F,
x?
Fo
H =
3~
H
.3
x
X
Q
W
U
T
N
W
¢ Z
J W
U ?
H Cal
w?
o?
¢w
m
w
J J
?_
O Z
zH
¢z
co (W7
D
H (7
O ^O
m
° m
z
Q J
J
aQ
ox
F- co

I a
III
-
I J
III

N m

I III x
Q °
'---? -------
- - -? LL z
_..? W
? LL¢
_ - of
__ O
µ C

H
Z
.Z

r

w

M

¢
Iil

U
lll

F 0
U J O
H H [J
¢ LL
co
LL

W

J
H
LL W
?w
> E LL IL

~
Z
\ N O n
L7 m
Z
ZWU)
-
¢ N W
LL Z N C/) W° W
?
Ow.- Q W W
?-
Q LL ¢ Z L
¢ 7 Q H U O (? W W
3 W H
O
= F 3
¢ Q=
m
N
t-
<
E3
aa
=
H
5-
°
w
¢ °ot
¢
Q o H ¢ H r W
z 3 w 3
ED

HSZ HH W M°m F..
?iF-HCryLL F- W H Q(p
°
J H
V] W
H
W m D U O' W
wfn;m0LnMOw¢LL J

Z) <m
a
a
ZLL (L LL D"
W Z
Z H ou) 0< 0 (nQ
fD
T
LDIVISION TATE OF f-VO ENGLISH STANDARD DRAWING FOR _ T
H CAROLINA TEMPORARY SILT FENCE
TRANSPORTATION
OF HIGHWAYS EIGH, N.C. w

Y S Z
W N
of
g ?pp
§``+28q
y
g ?
F
- ti
i
e
g a
Y
U Q
W

U
_ ?
L\
C7
= 01,
W 01 =
W V l
I
W W Q
f 2 W Z W
f W Z W
F J d O
m¢ a V
U
A < V
f. S Q
F In
N
M ? N r M N
0

Q ? 6
i
W C
CD O " $
1„
tl®d _ mWW
0w „ .. QFJ

? T M
.-E Y NM ¢

D n

6 ?F
IL ?i MWm

J
2 112'

a
®
H
?tlO?s ?
C
? 3 ? O o
s 3
?

Q ? <

Z
W
N II f

?. ?' m G f m ji w wi
i? o f f I
I

NN iiT
WI ? ?I
I
T
I
- I I

J
a
a
X
N Q?
C1 ?JC

Q
PERMANENT SOIL REINFORCEMENT MAT:
Description
This work consists of furnishing and placing Permanent Soil Reinforcement Mat, of the
type specified, over previously prepared areas as directed.
Materials
The product shall be a permanent erosion control reinforcement mat and shall be
constructed of synthetic or a combination of coconut and synthetic fibers evenly
distributed throughout the mat between a bottom UV stabilized netting and a heavy duty
UV stabilized top net. The matting shall be stitched together with UV stabilized
polypropylene thread to form a permanent three-dimensional structure. The mat shall
have the following minimum physical properties:
Property Test Method Value Unit
Light Penetration ASTM D6567 9 %
Thickness ASTM D6525 0.40 in
Mass Per Unit Area ASTM D6566 0.55 Ib/sy
Tensile Strength ASTM D6818 385 lb/ft
Elongation (Maximum) ASTM D6818 49 %
Resiliency ASTM D1777 >70 %
UV Stability * ASTM D4355 >80 %
Porosity (Permanent Net) ECTC Guidelines >85 %
Maximum Permissible Shear Performance Bench >8.0 lb/ftz
Stress (Vegetated) Test
Maximum Allowable Velocity Performance Bench >16.0 ft/s
(Vegetated) Test
*ASTM D1682 Tensile Strength and % strength retention of material after 1000 hours of
exposure.
Submit a certification (Type 1, 2, or 3) from the manufacturer showing:
(A) the chemical and physical properties of the mat used, and
(B) conformance of the mat with this specification.
Construction Methods
Matting shall be installed in accordance with Subarticle 1631-3(B) of the Standard
Specifications.
All areas to be protected with the mat shall be brought to final grade and seeded in
accordance with Section 1660 of the Standard Specifications. The surface of the soil
shall be smooth, firm, stable and free of rocks, clods, roots or other obstructions that
would prevent the mat from lying in direct contact with the soil surface. Areas where the
mat is to be placed will not need to be mulched.
Measurement and Payment
Permanent Soil Reinforcement Mat will be measured and paid for as the actual number of
square yards measured along the surface of the ground over which Permanent Soil
Reinforcement Mat is installed and accepted. Overlaps will not be included in the
measurement, and will be considered as incidental to the work. Such payment shall be
full compensation for furnishing and installing the mat, including overlaps, and for all
required maintenance.
Payment will be made under:
Pay Item Pay Unit
Permanent Soil Reinforcement Mat Square Yard
Section 1631
tacking material over the fibers immediately after the roving is placed at a rate of
0.25 to 0.35 gallons per square yard.
Bury roving to a depth of 5 inches at the upgrade end and at maximum intervals of
50 feet along the ditches. Install wooden stakes at the upgrade end and in an
irregular pattern to securely hold the roving, no more than 10 feet apart, throughout
the ditch.
(B) Matting
Place matting immediately following seeding. Provide a smooth soil surface free
from stones, clods, or debris that will prevent the contact of the matting with the soil.
Preserve the required line, grade, and cross section of the area covered.
Unroll matting in the direction of the flow of water, and apply without stretching so
that it will lie smoothly but loosely on the soil surface. Bury the up-channel or top of
slope end of each piece of matting in a narrow trench at least 5 inches deep and tamp
firmly. Where one roll of matting ends and a second-roll begins, overlap the end of
the upper roll over the buried end of the second roll so there is a 6 inch overlap.
Construct check trenches at least 12 inches deep every 50 feet longitudinally in the
matting or as directed. Fold over and bury matting to the full depth of the trench, and
close and tamp firmly. Overlap matting at least 4 inches where 2 or more widths of
matting are laid side by side.
Place staples across matting at ends, junctions, and check trenches approximately
10 inches apart.
Place staples along the. outer edges and down the center of each strip of matting 3 feet
apart. Place staples along all lapped edges 2 to 3 inches apart.
Install product with netting on the top side when excelsior or straw matting is used.
The Engineer may require adjustments in the trenching or stapling requirements to fit
individual cut or fill slope conditions.
1631-4 MEASUREMENT AND PAYMENT
Synthetic Roving will be measured and paid in square yards as measured along the
surface of the ground, over which synthetic roving has been acceptably placed.
Matting will be measured and paid in square yards as measured along the surface of the
ground, over which matting has been acceptably placed.
Payment will be made under:
Pay Item
Synthetic Roving
Matting For Erosion Control
Pay Unit
Square Yard
Square Yard
16-I1
U
ETEP 1: Input Project! Information -items in red are R=OUIP.ED
Construction time
<6 months (YIN)? Y
HOW (Yii n ElevaUOn
Trout(Y/N)? n Tool it
From Su., n nn
to Sta.: 1 00
Right/Left: Lt 1.000 %
% Ditch Grade: 1.o00 %
Contributing
SECTION i of t
County: A 1
r r a
Location:
BY:-
Prepared 1
l
?
.1-Data Pre aredzpa . 1
1;. ?i
!1?-.: 4:'?
Lt s-6.
'
Reviewed By:.
Date Reviewed: '°°'•? :d ?.(• -
Level III A #:
RAY Width: 30 feel

Length of Run X 100 _
feel
Disturbed Area = 0.07 acres
Drainage Area: 0.14 acres
-Drainage Area must equal or exceed the Disturbed Area found above
Is this a Typical Section (YIN)? Y
Will RUSLE2 be used to model
the Non-Typical sections? N
Regression Constant, C Table 2-7 (Level Ill Ref Manual)
Rainfall Factor, R 170 Figure 2.1
Erodibllity Factor, K _26 Table 2.2 or Web Soil Survey (hHp.Ilsoildatamait.nms.usda.govl)
Soil Type Evard-C.,,ee ' informational purposes only.
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Velocity Control Requirements
l'alo? , ,:nrl5ni is nm re?uirec.
TYPE B ROCK SIL T CHECKS 0 spaced at feet "ik!, ou:Lt decicf L'e!nfq::iun :.°.
OR WATTLES or b ec S .fl:
icienl.
'See the HELP Tab for additional clari5cabon and an example on how to place on plans.

OPTION 4: Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA <3 Acre: Use V=CRKs to determine storage
Regression Constant, C 659
Rainfall Factor, R 90
Erodibility Factor, K 0.26 From Step 1 above
Soil Type Evard ?Cowee
Dilchline Slope. a - 0.01000 flHi - -' -- - '
V= 238.85 elarlyr
Required Storage Volume= 16.45 k° _ qp C:CA Cvllliall i=;:c::?? mre tlnta in w:;.

OPTION 4B: For DRAINAGE AREA <3 Acre: Use RUSLE2 Modeling to determine storage
Sediment Delivery from RUSLE2: 0.00 tonslacretyr
Converting to q3/adyr: NIA k'/arlyr
Required Storage Volume= NIA k° See O bo dA
F1
OPTION 417: Using the Required Storage Volume from Option 4A or48 to determine If of Wrapped TRSC-AlWak/es Required
-These devices can be used to satisfy the velocity requirements in Step 3.
Storage from Wrapped Type A Rock Silt Checks or Waffles is rl:.Zi. So:
Enter Ditch Front Slope Gradient(HV?: 2:1 CFmis nv y"'ll,
Enter Ditch Back Slope Gradient ( H . . V ) : I S A
Enter Device Height 1_5 If
Area Behind Device: 3.9e k° "?= ? Plate maaslr4s) nn EC Plan. Slarl
Length of Ditch Behind Device: 750DOk yrh Cm :iia d=vir.r ::c ct^=.e to :ho o::et
Storage Behind Device (assumes 65% efficiency): 115.71 fl° Para "': ups:.'b:P.^. rid 1:xn r.l:a:.c C-,em evcuP.
Wrapped TRSC-A/Wefdes required: X': 1.0 un !Le o_t:¢:e. Fh.ik :Itoo IC cp'!'.c p!;,:; nn

Total
85,31 ka Pte last BPdr :;cutlet.
STEP 1: Input Project Information 'items in red me PECUIRED
Construction time
<6 months (YIN)? Y
HOW (Y/ N(7 n Elevation
Trout (Y/N17 Tool tt
From Sta.: 2 a op ^
to sta.: i . ou
RighULeft RI 1.000 %
-A Ditch Grade: i.000 %
Contributing
SECTION 1 of 1
County: nlrxaooer v .Q eqt t p
r
Location:
a .
r
w....
preps ridB.:n....
Date Pre fed . .
_._,...-._ _._
,.,._....,,.r..::
=+rU. - `. .
- -
Level illX ,-vzz -?.i€
Reviewed B , e
Date Reviewed: __ ' i• {.; _
Level 111 A!.
RM'Width: 30 feet
Length of Run X 100 feet
Disturbed Area = 6.07 aci
Drainage Area: 0.14 acres
-Drainage Area must equal or exceed the Disturbed Area found above
Is this a Typical Section (YIN)? y
Will RUSLE2 be used to model
the Non-Typical sections? N
Regression Constant, C 6_9 Table 2-7 (Level 111 Ref Manual)
Rainfall Factor, R ;T0 Figure 2-1
Erodibiilty Factor, K _26 Table 2.2 or Web Soil Survey (http.7/Soildalamart.nms.usda.gov,)
Soil Type Evard-Cowee 'informational purposes only.
STEP 2: Ditch Linerrequiremerds: Utilize the Required Liner tab and role recommendations on plans.
STEP 3: Velocity Control Requirements
c :Y c-atm; i_ n.; .. cq uir ed.
TYPE BROCK SILT CHECKS 0 spacedat WA feat "he ov:u:: tlr'vica:ram Dplh.n 4E.
OR WATTLES u: f "dli Le gulf rwzu.
'See the HELP Tab for additional clarification and an example on how to place on plans.
Sir rich A:A.
OPTION 4: Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA <3 Acre: Use V=CRKs to determine storage
Regression Constant, C 659
Rainfall Factor, R 170
Erodibllity Factor, K 0.26 From Step I above
Sail Type Evan! Lowey
Ditchline Slope, s' - 0.01000 ft/ft - - -
V= 238.85 Wlarlyr
Required Storage Volume= i8A5 to Ucirr.; C.',- cl F:c ae1!'Fact3 :,;e rate in L'!:
C4.!1'.e3'e Un tt1 OnaOn ae
OPTION 419: For DRAINAGE AREA <3 Acre: Use RUSLE2 Modeling to determine storage
Sediment Delivery from RUSLE2: u.CO tonslavetyr
Converting to ft3/atcyr NIA ft3lao'yr
Required Storage Volume= NIA 113 1
,
.
1 loh 4
,
, See
OPTION 4C: Using the Required Storage Volume from Option 4A or 4B to determine a of Wrapped TRSC-A Watt/es Required
- These devices can be used to satisfy the velocity requirements in Step 3.
Storage from Wrapped Type A Rock Silt Checks or Wattles ,.,, . urg rr r:gyeo ;. i'?a: Sul
Enter Ditch Front Slope Gradient (HA): 2 :1 Checks .r \tl;.uirs
Enter Ditch Back Slope Gradient (H. VI: 1.5 :1
Enter Device Height: 1.5 a
Area Behind Device- 3.9e he GOOD. Place mecsu•,,(,) an EC ?Ian. Star,
Length of Ditch Behind Device: 150.00 ft ++:L Ctc first d.:vice a: sloes a the ncllci
Storage Behind Device (assumes, 65%effeciency) 85.71 h3
'eve:iP;
'"'i-n -70
Wrapped TRSC-AAMatiles required: % ':- 1.0 i.n Ili- grejo .si'.m Id rn, he ..eced nn
Total 85.31 ft' the Ir.n EOSP a; mullet.
U,
STEP 1: Input Projectlnforreatim -iremslnredare F.•FOUtRED
Construction time
<6 months (YIN)? y
HOW (YIN)? ;r Elevation
Trout(YIN)? n Tool it
From Sta.: 2 nn
SECTION 1 of 1
to Sta.: i n0
RighdLeR: Lt 1.000
%Ditch Grade: 1.000 °b
Contributing L7?..l Ill AM
RIW Width: 30 feel
Length of Run x 100 feet
Disturbed Area = 0.07 a
Drainage Area: 0.14 acres
'Drainage Area must squalor exceed the Disturbed Area found above
Is this a Typical Section (YIN)? v
Will RUSLE2 be used to model
the Non-Typical sections? N
Regression Constant, C 1.55 Table 2-7 (Level Ill Ref Manual)
Rainfall Factor, R 170 Figure 2-1
Erodiblllty Factor, K e16 Table 2-2 or Web Soil Survey (http://Soiidatamartems. usda.gow)
Soil Type Evard-Cowee ' informational purposes only.
STEP 2: Ditch Linerrequireseenfs: Utilize Me Required liner lab and note recommendations on plans.
STEP 3: Velocity Control Requirements
TYPE B ROCK SILT CHECKS 0 spaced at NIA feet
OR WATTLES
'See the HELP Tab for additional clarification and an e--ample on how to place on plans.
...;; I{'lvii(1 cq't;. n 4A
OPT70M 4. Using RUSLE2 Anaiysis to determine required storage
OPTION 4A: For DRAINAGE AREA < 3 Acre: Use V=CRKs to determine storage
is mac mq"ire.',.
... n..!?_t d", tram Option ;.
:n L v.fl ue suili,"I'L
Regression Constant,C 650
Rainfall Factor, R 170
Erod bllity Factor, K (126 Froin Step 1 above
Soil Type Evard-Cowee
Dilchline Slope, e- - - 0.01000 (V0 - - - -- - - - -
V= 236.85 8'/adyr
Required Storage Volume= 16.45 83 Uc%05 I.-' o: Fla ti;a! i=actor<-.ee nae i;i con
Cs - 51mm nn 1n On Han 4C
OPTION 4B: For DRAINAGE AREA <3 Acre: Use RUSLE2 Modeling to detemrme storage
Sediment Delivery from RUSLE2: 0.00 touslarretyr
Converting to Ra/aclyc NIA It'latlyr
Required Storage Volume= NIA g° se? 44
OPTION 4C: Using the Required Storage Volume Anne Option 4A or 4B to determine N of Wrapped TRSC-AAVanles Required
'These devices can be used to satisfy the velocity require ments in Stan 3.
Storage from Wrapped Type A Rock Silt Checks or Wattles Op:POU ::; vc:;,a ecreuuea cps a r„;, r, g;;;
Enter Ditch Front Slope Gradient (H. 19: 2 :1
Enter Ditch Back Slope Gradient (H: V): 1_5 :1
Enter Device Height iS it
Area Behind Device: 394 ha GO:)', " f' A,o, mcasura(s) on EC Flan. Start
Length al DRCh Behind Device: 150,00 it ''' It° ttm ret drvice cc dose tc ms octtet

Storage Behind Device (assumes 65% eHeciencyJ , ,:
:.. - 85.31 0° irf s u f ' .e t rn 111.I
'

Wrapped rRSC-A/Watdes reouired: X - -
' 1.0 re ,. L. -! r.;ld nor
,e r.n.. c. on
r ! -
Total 85.31 0' :br :v... Eld` a: oWief.

U
STEP 1: Input Project Information -ar!ar in red are REQUrpcD
Construction time
<6 months (YIN)? y
HOW (YIN)? n Elevation
Treut(YIN)? n - Tool ft
From Sta.: a . no
to Sta.: 2 ? 00
Right/L.M- Rt 1.133
%Ditch Grade: 1-30 %
Contributing
SECTION 1 of t
County: Rlexander 'IF t ??_??'
Location '
Pre'aredB
Data Pre retl
IaveI:I11 A Y: , v
Reviewed B : - a
Dale Reviewed r F F
Level III A4. '
RIW 1Yidlh: 30 feet
Length of Run X 600 feel
Disturbed Area = 0.41 acre:
Drainage Area: acres
'Drainage Area must equal or e xceed the Disturbed Area found above
Is this a Typical Section (Y/N)?
Will RUSLE2 be used to model
the Non-Typical sections? tJ
Regression Constant, C C99 Table 2-7 (Level 111 Ref Manual)
Rainfall Factor, R 11,10 Figure 2.1
Erodibility Factor, K 0.28 Table 2-2 or Web Soil Survey(httpllsoildatamart.nms.usda.gov/7
Soil Type Evard -Cowee - informational purposes only.
STEP 2: Ditch Linerrequiremerms: Ublbe Me Required Liner tab and note recommendations on plans.
STEP 3: Velocity Control Requirements
TYPES ROCK SILT CHECKS O spaced at 200 feet 3'?•iOfcv brifp: F.=uc1: Si:'.
OR WATTLES Chem!-.e. nr Ci
'See the HELP Tab for additional clarification and an example on how to place on plans.
?tZ_S: Vi I:i i U(lii Gf i 4i4
OPTION 4: Using RUSLE2 Anaiysfs to determine required storage
OPTION 4A: For DRAINAGE AREA e 3 Acne: Use V-CRKS to detemnine storage
Regression Constant, C 659
Rainfall Factor, R 170
Erodibility Factor, K 0.26 From Step I above
Soil Type Event -Coviee
Ditc dime Slope, s - -- - 0.01310 fUh - - -- -
V. 317.67 li'lactyr -
Required Storage Volume= 131.27 fts LI_ ne; L:"9= nr ! F:s[or-xe nee Ir. cHf
!:a. Idol o pr 'o Lr, G^,
OPTION 48: For DRAINAGE AREA <3 Acre: Use RUSLE2 Modeling to determine storage
Sediment Delivery from RUSLE2: 0.00 tonslacre/yr
Converting to it 3/adyr NIA ft'laclyr
Required Storage Volume= Nlq ft3 Sirs O."m.e'L.
OPTION 4C: Using the Required Storage Volume from Option 4A or 4B to determine M of Wrapped TRSOAMatt/es Required
'These devices can be used to satisfy the velocity requirements in Step 3.
Storage from Wrapped Type A Rock Silt Checks or Waffles 0;,:ir.:. ;; es .e ivapprc l ype p i ocV. 6'.a
Enter Ditch Front Slope Gradient (H. W: 2:1 C:?crls nr t;4, r.:=s
Enter Ditch Bad Slope Gradient (H. V): 1.5 :1
Enter Device Height 1
5 it
Area Behind Device: _
3.94 It= = DOD. Acre measure(s) rnt FC plan. Stars
Length of Ditch Behind Device: 112.78 it ill'• for n:_d devlcr rs ::::ua to me e;:t:et

Storage Behind
(assumes 6
eHeci¢ncyf

.:..96.22 ga - 'nt is cn ur -?'! tf;m thgr, aver ,.,

is
AlWaft
.
Wrapped TRSC 7RSC-AM'a/es required: X-
- 2.0 c e 1", She: t> .F - ,crd c t
tip
Total 192.43 h' the Ls; DIJ,p at 0010'
U
STEP 1: Input Pre/ect In(orma0on items e, red are P.EOUIPED
Co.Rtmction time
<6 months (YIN)7 Y
HOW (YIN)? n Elevation
Trout (YIN?7 n Tool tt
From Sta.: 4 + 00
to Sta.: • 60
RighVLett: Lt 1.500 %
%Ditch Grade: 1.500 %
Contributing
SECTION 1 of 1
CJYI nty: V t L
Location:
Pre atAd B ' -- -
Date Prepared:=

Reviewed B : s
Date Reviewed: { 1
Level III A#:
RAN Width: 30 feet
Length of Run )( tog feet
n'sturbed Area n14
Drainage Area: 0.14 acres
'Drainage Area must equal or exceed the Disturbed Area found above
is this a Typical Section (YIN)? v
Will RUSLE2 be used to model
the Non-Typical sections? N
Regression Constant, C 659 Table 2-7 (Level 111 Ref Manual)
Rainfall Factor, R0 Figure 24
Erociblllty Factor, K 01ti Table 2.2 or Web Soil Survey (Soil Type Evard-Coleco 'informati'onal purposes only.
STEP 2: Ditch Liner renuiremerris: fltiT¢e me Reouired Liner bb and note recommendations on plans
STEP 3: Velocity Control Requirements
Vc!aciFy envoi is no: regnirc.^..
..e n.aie: dc: i':e frem Gy;S:m :3
TYPE BROCK SILT CHECKS OO spaced at ==feet
OR WATTLES c: 61.11 be tul6crcrd.
'See The HELP Tab for additional clarification and an example on how to place on plans.
OPTION 4., Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA <3 Acre: Use P-0RKs to determine stomps
Regression Constant, C 659
Rainfall Factor, R 170
Emdibility Factor, K 0.26 From Step 1 above
Sod Type Event -Coww,
Ditchime Slope, a - - - 0.01500 fVR -" "' " - --' "- -
V= 358.27 R'larlyr
Required Storage Volume= 19.35 R° Ucicg L- `t pl F:airicli F.aur sex nmo in celi
C4 - 15ave oe :c Oration eC
OPTION 4B: For DRAINAGE AREA e 3 Acre: Use RUSLE2 Nodefing to determine storage
Sediment Delivery from RUSLE2: ituo tonslacrelyr
Converting to R3/arlyr WA R'laclyr
Required Storage Volume= N!A Ra See pp,iou 44
OPTION 4C: Using the Required Storage Volume from Option 4A or 4B to determine p of Wrapped TRSC-A/Waftles Required
- These devices can be used to satisfy rile velocity requirements i n Step 3.
Stonnie from Wrapped Typo A Rock Sllt Checks or Wattles opC,oO u: ucmn 1,mlpf•.p lypt Sin
Enter Ditch Front Slope Gradient (H. V9: 2 :1
Enter Ditch Back Slope Gradient (H'AQ: 1.5 :1
Enter Device Height' R
1_
5
A
B
hi
d D
i R
1
3
9 0;170, p;e: E me;:?lir?fs) or EC Ni:n. c'a
rea
e
n
ev
ce: . h !P.r I t r : ne o::OC;
Length of Ditch Behind Device: 100.00 R
3 mf e p' r l t ' rIntl, "'W!
Storage Behind Device (assumes 65%eNecieneyJ
(
:
? ? 85.31 11
- n? R c pr, PA!. .n.: TiI e p f.: ed IT,!
Wrapped TRSC-AlWatUes required: % . -...
..
- .
.:--. 1.0 IDs la=a EtlF :n ncl rl
Total 85.31 R' .
U
STEP 1: Input Pm)ect Information ?itc:ns in red are P,EOUIP.ED
Construction time
<6 months (YIN)? Y
HOW (YIN)? n Elevation
Trout (YIN)?' n Tool tt
From Sta.: 6 1 00
to Sta.: 10 - s0
RighVLeft: Rt 2.000 %
%Ditch Grade: 2,000 %
Contributing
SECTION 1 of t
County:
Location: Alennder t E _
-
prepared B r r >
...- __.. ,
Date Prepared:'- - == i

Reviewed B : a
Date Reviewed:
5ve1111 AM RAY Width: 30 feet

Length of Run X 250 feet
Disturbed Area = 0.17 ate-
Drainage Area: 2 arses
'Drainage Area must equal or exceed the Disturbed Area found above
is this a Typical Section (YIN)? y
Will RUSLE2 be used to model
the Non-Typical sections? N
Regression Constant, C 659 Table 2-7 (Level III Re/Manual)
Rainfall Factor, R 70 Figure 2-1
Erodibllity Factor, K e._n Table 2-2 or Web Soil Survey (hgp://soildatamart.nres. usda.govq
Soil Type Evard -Covaee ' informational purposes only.
STEP 2: Ditch Liner re,ruireme., : Oblate the Required Liner tab and rate recommendations on plans.
STEP 3: Velocity Control Requirements
Cban_e L.-;?:•een TI-I' G P.oci:. 5ii'•
TYPE SROCK SILT CHECKS 0 spaced at f25 feet Cie lc hlai afth
OR WATTLES
'See the HELP Tab for additional clarification and an example on how to place on plans.
Stiiil with D;)"on ZA
OPTION 4: Using RUSLE2 Ar aWs to determine required storage
OPTION 4A: For DRAINAGE AREA < 3 Acre: Use V-CRKs W defenome storage
Regression Constant, C 659
Rainfall Fades, R 170
Erodlbility Factor, K 0.26 From Step I above
Soil Type Evard-Cowes
Ditchline Slope, s - - - - 0.02000 11lft- -- -- - - - - - - - - -
V= 477.70 ftlarlyr
Required Storage Volume= 62.25 to L'sicg ni F.cin;a! Fecoo-ces ncie in t"I
„4 - f;,ove cn to ontinn <C
OPTION 49: For DRAINAGE AREA <3 Acre: Use RUSLE2 Nodding to determine storage
Sediment Delivery from RUSLE2: 0.uu lonsraaetyr
Converting to ftalarlyr NIA ft'ladyr
Required Storage Volume= NIA ft' See C'p:im! 4.4
OPTION 4C: Using the Required Storage Volume from Option 4A or 4B to determine a of Wrapped TRSC-A/WaN/es Required
- These devices can be used to satisfy the velocity requirements in Sl eet 3.
Storage from Wrapped Type A Rock Sill Checks or Waffles m uemg 4'<r.,,' 7yI?e A R.,I, t•:n
Enter Ditch Fmnt Slope Gradient (H. V): 2 :1 :Heels or v.';•r•!as
Enter Ditch Back Slope Gradient (H: V): 1_5 A
Enter Device Height 5 fl
t
Area Behind Device: _
3.9d flr GOOD. Place meas ure(s) nn EC Plan. Stars
Length of Ditch Behind Device: 75.00 it ^h Lm lrzr;t de:i-r: cirutc tl!e o;!tlct
° '4411 re pc`'sible :;:r.! torn since Inr•m rvmtl;
Storage Behind Device (assumes 65%efleciency): -
..
'
':
67.96 fl
it
-
:I-.e crz:l=. Pal: cboulG net Le Ia¢ed on
ul:
Wrapped TRSC-AlWattles required. X,-
. 2.0.

out;ei.
Lie Lst BI:,.^ ;t
Total 127,97 fl'
OTEP f: Input Pro/eat Information -items in red aro REOUIF.'SD
Construction time
<6 months (YIN)? Y
HDW (YIN)? n Elevation
Trout(Y/N)? n Tot (it)
Sta.: 13 • 50
to Sta.: 12 - u
Right/Left P.t 3.000 %
%Ditch Grade: 1000 %
Contributing
SECTION 1 1 1
County:
Mer v
Ale.
t ? ? r
P
Location: - r
Pre - Pod S --" -
DetePrs red
r
Leval IIIA#1 {=i? 1''.`? - '
Reviewed By:
-
Data Revlevmd- F f '
f
Level III Al: _..
RAY Width: 30 feet
Length of Run x 150 feet
Disturbed Area = 0.10 a_T
Drainage Area: acres
'Drainage Area must equal or exceed the Disturbed Area found above -
Is this a Typical Section (YIN)? y
WIII RUSLE2 be used to model
the Non-Typical sections? N
Regression Constant. C 659 Table 2-7(Le.1///Ref Manual)
Rainfall Factor, R ;TO Fgure 2-1
Erod billty Factor, K O.a6 Table 2-2 or Web Soil Survey (http:/hoildataman.n¢s.usda. gow)
Soil Type Evard-Covaee - informational purposes only.
STEP 2: Ditch Liner requiremerns: Utilize the Required Liner tab and note terommendab'ons on plans.
STEP 3: Velocity Control Requirements
C ban_.: in Typ E n:ucl; S!:
TYPE B ROCK SILT CHECKS 0 spacetlat 75 (eel C}reek:-o!l';'e:!L=s
OR WATTLES
'See the HELP Tab for additional clarification and an example on how to place on plans.
?itft with Option 4A
OPTION 4. Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA <3 Acre: Use VCRKs to determine storage
Regression Constant, C 659
Rairda0 Fedor, R 170
Erodiblily Factor, K 0.26 From Step 1 above
Suit Type Evard -Co..
Ditchfine Slope s - - "- 0.03000 NR" - - - - '- --
V= 716.54 R'/adyr
Required Storage Volume= 74.02 Its Uei::o L_ g: Rcin:r:lf P"101 ec mole In 100
CA - h;nvc on to Ocfon 4C
OPTION 4B: For DRAINAGE AREA <3 Acre: Use RUSLE2 Modeling W defemine storage
Sediment Delivery from RUSLE2: 0.00 tons/acre/yr
Converting to R3/achy/' NIA ti laclyr
Required Storage Volume= N/A Ra SA
OPTION 4C: Using the Required Storage Volume from Option 4A or 45 to detennine p of Wrapped TRSC-AfWaffles Required
-These devices can be used to satisfy the velocity requirements in Stan 3.
Storage from Wrapped Type A Rock Slit Checks or Wattles Up:ior m uM ng'lvreppe0 i vpe A cat
Enter Ditch Front Slope Gradient (H. W: 2:1 CA=., or lv:!tlns
Enter Ditch Back Slope Gradient (H .1Q: 1_S :7
Enter Device Height 1_5 it
A
B
hi
d D
i 94 If
3 s.)on P:;,n. u1i
Piece mrzc
rea
e
n
ev
ce: . l';:
"!
::9 clo,e In the
v ill; the fir--1 d_
Length of Ditch Behind Device: 50 0u R r'
i
n

Storage Behind Device (assumes 55% eHeciencyl: -
'
?
- - 62.66 Rs
' ;
v
a
u
%uinf : cncs :filar anti u:en rd:ace'aa1 eve:;i.
m::Le nr:: not Uc p::aces :.e:
Wrapped TRSGAM'attles required: X..-
- .i..
.: 2.0 Vie 'L" Eh:P rat 0010.
Total 65.31 R'
COMMENTS: 'Designer still has the option of using Option 5 or 6
L'J
STEP 1: Input Project Infomretion -•;;ens in rad.-rv P.E091RED
Construction time
<6 months (YIN)? Y
HOW (YIN)? n Elevation
Trout IY/N)7 n Tool K
From Sta.. 13 50
to Sta.: 12 ? 00
RightlLett: Lt 3.000 %
% Ditch Grade: 1000 %
Contributing
CTIDN 1 of 1
County: Alexataer i - r
Locatlon: --
Pre red By:-
Data Prepared:
Level 111 AiF - -
,j- '?e?at
Revlewad B :
Date Reviewed: . - a
_ I g
Level 111 A t: -w -•_ ... ?°
RAW Wlain: 10 lest
Length of Run % 150 feet
Disturbed Area = 0.10 .
Drainage Area: 0.1 acres
-Drainage Area must equal or exceed the Disturbed Area found above
Is this a Typical Section (YIN)? v
Will RUSLE2 be used to model
the Non-Typical sec0ons? N
Regression Constant. C 559 Table 2-7 (Level 111 Ref Manual)
Rainfall Factor, R 170 Figure 2.1
Erodibllity Factor, K O=G Table2-2 or Web Soil Survey(hdpllsoildafamart.nms.usda. gow)
Soil Type Evard-C.,vee , informational purposes only.
STEP 2. Ditch Liner requirements: LbIne Me Required Liner tab and note recommendations on plans.
STEP 3: Velocity Control Requirements
TYPE B ROCK SILT CHECKS 0 spaeedat TS feet het,(,11 T,T.c B F:a.l:_ia
ORWATTLES C:, lock m rla;lss
'See the HELP Tab for additional clarification and an example on how to place on plans.
OPTION 4: Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA <3 Acre: Use V=CRKS to determine storage
Regression Constant, C 659
Rainfall Factor, R 170
ErodlDlity Factor, K 0.26 From Step 1 above
Sal Type Evard-Cowes
Ditchrine Slope, a 0.03000 1170
V= - . 716.54 -'ft/adyr
Required Storage Volume= 71.02 fts .isiny L3;2 m R.:iol :!l Factor sec nom ht c-I:
{love nn to Oofon aC
OPTION 46: For DRAINAGE AREA <3 Ave, Use RUSLE2 ModelingW determine storage
Sediment Delivery from RUSLE2: 0.00 tons/acoe/yr
Converting to Re/aclyr. NIA ft%clyr
Required Storage Volume= NlA b° gee ^plimi 4k
OPTION 4C: Usino the Rebutted Storage Volume from Option 4A or 4B to determine N of Wmnned TRSC-A/Watlles Required
- These devices can be used to satisfy the velocity requirements in Steq 3.
Storage from Wrapped Type A Rock Silt Checks Wattles ();,
Cm oI te;ing I "PI ' t y11 t{ P.tcr. gin
EnferDitch Front Slope Gradient(H:VJ: 2:1 !
Che1CS Or vtrn!es
Enter Ditch Back Slope Gradient (H: V): 1.5 :1
Enter Device Height L5 It
Area Behind Device: 394 fte GCtJ2 Pie.. measure(u) nb EEC plan. Star
Length of Ditch Behind Device: 50.00 ft with the fir_.t crevice ns Cloce to the cuna
Store eBehind Device assumes 63%eNecienerl:
:. 42.66 fl° Pont cs ll,slhlr. ,:rz! fie, npaor: them erect!
Wrapped TRSC-AAYattles required: % 2,0, 1:P 'hl ?AL4 should b.1 be Ivace'_ on
Total 65 .31
M1' thr. Ins: EI,^m ouilci.
COMMENTS: •Desioner still has the notion fusion Oplfon 5 or G
U.
I r • STEP 1: Input Project Information 'trees M redare REQUIRED
bnnair..1:0n lima
<6 months (YIN)? Y
HOW (YIN)7 - Elevation
Trout(Y/N)? n Tool tt
From SIa : i5 "a
to sta.: 13 9n
Rightfl-en: Rt S.ogb %
% Ditch Grede: , OOC %
Contributing
R/W Width- -0 fe t
SECTION i of 1
County:
Locatlon: Nu-aade C ? eLLt A p _
F !
Pro redB.':-_. ::_:E:Y':',
Data I'm ared:t=- -? -;;:» ?s:; *-s'ta:zK:c;:,: •.
Level IIIA1e•,,...: '.: -r r4 ':"z_ ?,..
Reviewed 13
:
e
Data Reviewed:
L
l
I
eve
II
A is

Length of Run % 150 e
feel
Disturbed Area = 0.10 erns
Drainage Area: e.1 acres
'Drainage Area must equal or exceed the Disturbed Area found above
Is this a Typical Section (Y/N)? Y
Will RUSLE2 be used to model
the Non-Typical sections? N
Regression Constant, C E39 Table 2-7(Levelm Ref Manual)
Rainfall Factor, R 170
- Figure 2.1
Erodlblllty Factor, K u J-1
6 Table2-2 or Web Soil Survey (http://soildalamart.nms.usda.govl)
Sell Type Evard-CUwe= 'fnlormabonal purposes only.
STEP 2: Dmch Liner requirements: U tub, the Required Liner tab and note recommendations on plans.
STEP 3: Velocity Confrot Requirements
TYPEB ROCK SILT CHECKS tJ spaced at 50 feet !-I...... Tl1'e E. I.'e.l¢"I'
OR WATTLES A;ecla cr l'dn;aes
'See the HELP Tab for additional clarification and an example on how to place on plans.
Stai't veith Oplion 4.A
OPTION 4: Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA <3 Acre: Use V CRKs be determine storage
Regression Constant, C 659
Rainfall Factor, R 17q
Enedibility Factor, K 0.26 From Step 1 above
Sod Type Event! Cowoe
Dltchdne Slope. a 0.05000 fIM
V= 1194.24 ft /aclyr
Required Storage Volume= 12337 fla Jens C?i:. c: F.zinlun raclor-see note iu cell
C4 - t?:nve on m Oa:mn aC
OP77ON 48: For DRAINAGE AREA <3 Acre: Use RUSLE2 Modefng, to determine storage
Sediment Delivery fmm RUSLE2: b.ul tonslavetyr .
Converting to R'/aclyr' N/A fl'iaclyr
Required Storage Volume= NIA fla
See J tlou 4A
OP77ON 4C: Using Me Required Storage Volume treat Option 4A or 48 to determine 0 of Wrapped TRSC-A/ edflas Regahnad
'
These devices can be used to satisfy the velocity requirements in Shea 3.
Storage from Wrapped Type A R 1,k Silt Checks Waffles Ju;:m: m cs:uy ternppeo fqm ;: PSUCi. SJc
Enter Ditch Front Slope Gradient (Ha): 2 :1 ,; hey:< or 1VC'tlas
Enter Ditch Back Slope Gradient (H: V): 1.5 :1
Enter Device Height t5 fl
Area Behind Device: 3.94 R'
Length of DBch Behind Devitt: 30
00 it

Storage Behind Device (assumes 65% effeciency):
':
, .
;, 25
59 fls F e ngmnzr o. dm: icrs a!::iatl. Gon
s
Wrapped TRSPAAVaNes required: %
: '.
• .
: f,i .c. 5.0' J;.tio:;
local 127.97 IT

056- CO ,day Opbon
OPTION 6: Atiemafive Oesfgns
n !MPORT--tT: Lc - - ^p5on 6 be -re that the information in S•eP 1 "s atcunatel
There may be cases where fhe RUSLE2 Analysis (Option 4) yields an excessive number of devices to achieve
storage requirements, and site constraints disallow Type B Sediment Dam (option 5) installation.
Therefore it wS be necessary to utilize Me option bekx that best fits ynx sltualaxii The 60 Day Option
is not available for projects Involving HOW or Trout Waters.
30 DAY.OPTION---?
Under these circumstances it will be necessary to provide a minimum of 23% of the storage calculated using
the RUSLE2 analysis (Option 4) during the Clearing and Grubbing Phase. This section must then be permanently
stabilized within 30 days from the erne clearing and grubbing begins. This is derived from TatAe 2.1
of the Level III Reference Manual which indicates that for any given 30 day period in NC, the maximum amount of
Rainfall Energy that can be expected is 23% of the annual Islal.
In this situation:
23% of RUSLE2 Requlmd Volume:
Design Depth (k):
Proposed Basin Side Slopes:
3d.60 kr
2 ?
1.5 :1 side slopes
IVedfy Sfonpe M'1 I 0.00
Too Low
'PAM must be introduced by a minimum of 1 Wrapped Type A Rock Silt Check or Waffle upgrade from this outlet device.
Wattles are required for Trout or HOW waters.
60 DAY OP.TIO-M--+
Under these circumstances it will be necessary to provide a minimum o(43% of the storage calculated using
the RUSLE2 analysis (Opium 4) during the Clearing and Grabbing Phase. This section must then be permanently
stabilized within 60 days from the time clearing and grubbing begins. This is derived from Table 2-1
of the Level III Reference Manual which indicates that for any given 6D day Period in NC, the maximum amount of
Rainfall Energy Hat can be expected is 43% of the annual total.
In this situation:
'PAM must be intro
43 % of RUSLE2 Required Volume: 64.70 k'
Design Depth (k): 3
Proposed Basin Side Slopes: 1.5 :1 side slopes
Type B Basle--"-----'- - Minimum 2:1 (L:W) Ratio
!Suggested TO Width k : 4
suggested Top Length (k) a
Final Design ToWidth k:
Final Design To Length 11: 12
Final Design w pin k : 3
Weir Width (fit: 3
witty storage M) - 67.50
OK
ated by a minimum of 1 Wrann d
ad T:on a Q-1, sir Lance n.
Vafee upgrade from this outlet device.
a
GENERAL NOTES:
'g the Project Involves HOW or Trout Waters , watees In conjunclice with PAM (polyaaylamide) must be installed according
to Step 3 and Option 4 above. If Step 3 does not call for velocity control, an additional wattle will be required
up the grade to deliver the PAM during a runoff event. PAM should not be Placed on the last BMP at the oudel.
'If the protect does not evolve HOW cr Treat Waters, Install the Type B Rock Sit Checks (IRSC-B) or wattles according to Step 3 and the
Wrapped Type A Rode Sit Checs (TRSC-A) m Wattles actnrdmg to Option 4. If Option 4 only cads Im I Wrapped TRSC-A or
wattle, an additional Wrapped TRSC-A or wattle will be required up the grade to deliver the PAM during a runoff event
PAM should rot be placed do Me Last BMP at Ore oudel.
'Baffles are required st Type 8 sediment dams, skimmers, and Type 8 basis that are lasted at drainage bmonns.
-d the device is greater Man 2P in length, it wig requ e 3 battles. tt 4 is 70"-2R In length, i wig regime 2 baffles.
-tt it is less Ilan 10', a Will regibe 1 baffle.
'tt the Type 8 Sediment Dam from Option 5 or the Type B Basin from Option 6 car, not be installed properly due to the
steepreess of the ditctllne grade, recommend utllmng the Taxed Basin method to ensure sediment storage is achieved.
'Instal a Type A Rode Sit Check a Wattle in cpnjtmction with the Type B Basin
1f the 30 ar 60 day arm muction widow is not practical, employ allw methods such as skimmer outlets, PAM's.
Or other approved innovative designs.
'Always show required device and dominations an EC Plan per spreadshceL If Option 6's used. We on me plans a this site
must be stabi<¢ed within 30 or 60 days from the time dervng and gmbbang begins.

STEP 1: Input PnaJectlnformation 'nsms in red are P.EOUIP.ED
Construcuon time
<6 months (YIN(? y
How (Y/NJ? I Elevation
Trout(Y/N)? n Tool R
From Sta.: i5 + i0
to Sta.: 14 . 50
Right/Len: Lt 5.000 %
%Ditch Grade: 5.,,,,a %
Contributing
R/W Width: 30 1
S ECTIOI4 1 of 1
County:
Location: A:e.ander w {
F I
Pre
Data Pre red:"-'
- A
-
Reviewed B
Data Reviewed: f .'
Level It A#:
eet
Length of Run X 50 acre
"
Disturbed Area = 0.03 aces
Drainage Area: 0.74 acres
-Drainage Area must equal or exceed the Dislurbed Area found above
Is this a Typical Section (YIN)? y
Will RUSLE2 be used W model
the Non-Typical sections? rJ
Regression Constant, C E59,
Table 2-7 (Level I// Ref Manual)
Rainfall Factor, R L70 Figure 2-1
Erodlblitty Factor, K 0.26 Table2-2 or Web Soil Survey(httpYlsoildatamaa..nms.usda.govl)
Soil Type =veal -Cpv • Informational purposes only.
STEP 2: Ditch Liner requirements: Wks the Required Liner tab and note recommendations on plans.
STEP 9: Velocity Control Requirements
Vtlarty cc•in:oi iu oo: regdirc d.
TYPES ROCK SILT CHECKS spaced at N/A feet da, ice it>ci Op;ian 4.5.
OR WATTLES u: 5 veil! he cu;ririent.
-See the HELP Tab foradditional clarification andan example on how to place on plans.
S'aft march Qp*,ier 4.:
OPTION 4: Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA <3 Acre: Use V-CRKs to determine storage
Regression Constant, C 659
Rainfall Factor, R 170
Emdibillty Factor, K 0.26 From Step i above
Solt Type Evard -Cowes
Ditchiine Sloped a_____.. .__. _.-_____0.05000 11t0-___I - ---
V- 1194.24 M/aclyr
Required Storage Volume= dt.t2 his uz,.w c2•'d m R::nNI Fei .ae ncsc is cd;
Eao
C; . h:uva on [o Onion {C
OPTION 413: For DRAINAGE AREA < d Acre: Use RUSLE2 Modeling to defemrine storage
Sediment Delivery from RUSLE2: 0.00 tonslauetyr
Converting to g"rac,yr. N/A ha/arlyr
Required Storage Volume= NIA Is
ca up1ie 1,
OPTION 4C: Using the Required Storage Volume from Option 4A or4B to determine # of Wrapped TRSC-A/Wattles Required
-These devices can be used to satisfy the veloci ty requirements in Step 3.
Stomoe from Wrapped 7pe ARock Sin Checks Wattles Vp;?oo o: csu:u s'v:uppeu ly pEn F:oa; S,it
Enter Ditch Front Slope GmdleM(H: V): 2:1 Checl:r. or Veat9cs
Enter Ditch Back Slope Gradient (H..19: L5 :1
Enter Device Height: /.5 If
Area Behind Device: 3 fM ft'
Length of Ditch Behind Device: 30.0011 E-cecsl, mrit'n. of devices, :;uireJ. Gore
Storage Behind Device (assumes 65% elfwiency):
?• If, Oplo:: 5
Wrapped TRSC.AAVatdes required: X.... -2.0.
Total 51.19 h' "
/d
OPTION 6: Alternative Designs
IMPORTANT: Before using Option 6, be sure that the information in Ste t is accurate!
There may be cases where the RUSLE2 Analysis (Option 4) yields an excessive number of devices to achieve
storage requIrements, and site constraints disallow Type B Sediment Dam (option 5) installation.
Therefore it W0 be necessary to utilize the option below that best fits your situation. The 60 Day Option
Is not available for projects Involving HOW or Trout Waters.
30 DAY-0PTI0N4r
Under these Circumstances It will be necessary to provide a minimum of 23% of the storage calculated using
the RUSLE2 analysis (Option 4) during the Clearing and Grubbing Phase. This section most then be permanently
stabilized within 30 days from the time clearing and grubbing begins. This is derived from Table 2.1
of the Level III Reference Manual which indicates that for any given 30 day period in NC, the maximum amount of
Rainfall Energy that can be expected is 23% of the annual total.
In this situation:
'PAM must be intro y a minimum of 1 Wrapped Type A Rock Silt Check or Wattle upgrade from this outlet device.
Wattles are required for Trout or HOW waters.
60 DAYOP.TION_>5.
Under these circumstances it will be necessary to provide a minimum of 43% of the storage calculated using
the RUSLE2 analysis (Option 4) during the Clearing and Grubbing Phase. This section must then be permanently
stabilized within 60 days from the time clearing and grubbing begins. This is derived from Table 2-1
of the Level III Reference Manual which Indicates that for any given 60 day period in NC, the maximum amount of
Rainfall Energy that can be expected Is 43% of the annual total.
In this situation:
'PAM must be intros
23% of RUSLE2 Required Volume: 77.53 ttt
Design Depth ft): 3
Pmposed Basin Side Slopes: 1.5 :1 side slopes
Type B Basin Minimum 2:1 fL: Mj Ratio
Suggested TO Width lift: 2
Suggested Top Length (1 4
Final Design Ta Witlth tt : 0
Final Design To Length tt : 0
Final Design Depth h : 3
Weir Width (ft): 0
vied, are., in)

ucetl b 0.00
Too Low,
'
tl
43% of RUSLE2 Required Volume: 21.57 f?
Design Depth (ft): 3
Pmposed Basin Side Slopes: 1.5 :1 side slopes
Vattle upgrade from this outlet device.
GENERAL NOTES:
'If the project involves HOW or Trout Waters, wattles in conjunction with PAM (polyacrylamide) must be installed according
to Step 3 and Option 4 above. If Step 3 does not call for velocity control, an additional wattle MI be required
up the grade to deliver me PAM during a runoff event. PAM should not be placed on the last BMP at me oW el.
'If me project does not involve HOW or Tmut Waters, install the Type B Rock Sin Checks (TRSC-B) or waffles according to Step 3 and the
Wapped Type A Rork Sin Checks (TRSC-A) or Waffles according to Option 4. It Option 4 only calls for 1 Wrapped TRSC-A or
wattle, an additional Wrapped TRSC-A or wattle will be required up the grade to deliver the PAM during a runoff event.
PAM should net be placed on the last BMP at the outlet.
'Baffles are required In Type B sediment dams, skimmers, and Type B basins that are located at drainage turnouts.
-If the device is greater than 20' in length, it will require 3 bathes. 9 it is 1P-20' in length, n will require 2 baffles.
-119 is less than 10, it will equine t baffle.
'If the Type B Sediment Dam More Option 5 or the Type B Basin ham Option 6 can not be installed property due to me
steepness of the dnrhline grade, recommend utilizing the Tiered Basin method to ensure sediment storage is achieved.
'Install a Type A Rock Sift Check or WatOe in conjunction Win the Type B Basin
'If the 30 or 60 day construction window Is not practical, employ other methods such as skimmer outlets, PAM's,
or other approved innovative designs.
'Always show required device and dimensions on EC Plan per spreadsheet. It Option 6 is used, note on the plans ff this she
must be stabilized within 30 or 60 days 1mm the time clearing and grubbing begins.
Ty B Basin----- '-"'-'-- Minimum 2:1 (L:110 Ratio _
Suggested TO Width H: 2
Suggested Top Length (n) 4
Final Desl n To Width n : 6
Final Desl Ed To Len th t : 13
Final Design Deth ft: 3
Weir Width tt: 4
veiny atooga in) 90.00
OK
laced by a mimmwm of 1 Wrann ed Tvne A Rnca it, lu-i, ...

STEP 1: Input Project Information 'items in red are REJJIRED
Construction time
<6 months (YIN)? Y
HOW(Y/N)? 11 Elevation
Trout(YIN)7 n Tool tt
From Stn: - 00
to Sta.: 15 00 '- --
Right/Lett: L! 6.000 %
%Ditch Starts: 5.000 %
Contributing
SECTION i of 1
-
County: Al .Msr C e -e a5
i a
R
Location: " e a
Prepared fl
Date Prepare, d . - - -
L'e'JaIIIfAk _ __-
Reviewed B :
Date Reviewed: p t • _
Level 111 Aa: _-" •-.. _. '_ - .,?
R/W Width: 30 feet _
Length of Run X 200 feet
Disturbed Area = 0.14 acres
Drainage Area: 0.14 acres
'Drainage Area must equal or exceed the Disturbed Area found above
Is this a Typical Section (YIN)? y
WIII RUSLE2 be used to model
the Non-Typical sections? it
Regression Constant, C 559 Table 2.7 (Level/// Ref Manual)
Rainfall Factor, R 170 Figure 2-1
Erodlblllty Factor, K _ _ Table 2-2 or Web Soil Survey (http://5oildatamart.nms,usda.govl
Soil Type =_weo • international purposes only.
STEP 2: Ditch Liner requirements: Utilize Me Required Liner lab and note recommendations on plans.
STEP 9: Velocity Control Requirements
TYPED ROCK SILT CHECKS spaced of 50 feet e tctwem Type: B Ruck Silt OR WA TILES y.„ kt orl°:anles
'See the HELP Tab for additional clarification and an example on how to place on plans.
Start with C'r7ttDD 4A
OPTION 4: Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA <3 Acre: Use V-CRKs to determine storage
Regression Constant, C 659
Rainfall Factor, R 170
Erodibiilty Factor, K 0.26 From Step I above
OHCliline Slope, a 0.05000 ftM
V= 1194.24 ft'laclyr
Required Storage Volume= 164.50 tt° Ue;r,,,, ie m'i:,,; 1; i-sc! ?rsee rat- ,u c. h
C4 - iv.cec na tp Oa;ipn 4C.
OPT70N 4B: For DRAINAGE AREA <d Acre: Use RUSLE2 Modeling to determine aiorage
Sediment Delivery from RUSLE2: 0.00 tons/acreryr
Converting to ft3/aC yr NIA fi'/adyT
Required Storage Volume= NIA ft' _
os. V[:ILI; L..
OPTION 4C: Using the Required Storage Volume from Option 4A or 4B to determine 6 of Wrapped TRSC-A/Watt/es Required
These devices can be used to satisfy the velocity requirements in Step 3.
Storage from Wrapped Type A Rock Slit Checks or Wattles '?(.::::o o; u'=ury Tma;:l;uu ? ype n
Enter Ditch Front Slope Grddient(H:V): 2:1 Checks orl^faales
Enter Ditch Back Slope Gradient (H: t): 1_5 :1
Enter Device Height 1.5 g
Area Behind Device: 3.94 it - -
Length ofDitch Behind Device: 30.00it =.c,._-ue,.:n•iher u(eR•viees n:::mun_d. G>1,
Storage Behind Device (essumes 65%edeciency): ii [c! 25.59 h' Op?kn 5
Wmpped MSC-ArWattias required: X=.. '.;'. .:.:.. _.. 70
Total 179.16 ft'
!/
Se ?O Dav 0 jo 0 rn
is
STEP 1: Input Project Information 'items in red are REQUIRED
Construction time
? 6 months (YIN)? Y
HOW (YIN)? -: Elevation
Trout(Y/N)? u Tool(ft)
From St, 18 00
to Sta.: 17 00
RightfLetu Lt 5.000 %
%Ditch Grad.: C00 %
Contributing
SECTION 1 of 1
County: nlesands e l Fa 6
Location a r
Preared B - t
Data Pre arsd. • I
Laval III A Ra'..^i. ' - _
Reviewed B : a v
Date Reviewed: g (° -
Level 111 A A:
RIW Width: 30 feet
Length of Run )( 100 feet
Disturbed Area = 0.07 acres
Drainage Area: 0.14 acres
'Drainage Area must equal or ex ceed the Disturbed Area found above
Is this a Typical Section (YIN)? y - -
Will RUSLE2 be used to model
the Non-Typical sections? N
Regression Constant, C 659 Table 24 (Level 111 Ref Manual)
Rainfall Factor, R 170 Figure 2.1
Erodibility Factor, K 026 Tab42-2 or Web Soil Survey(http.//Soildatemartnms.usda.gov,)
Soil Type -s_rd_C • informational purposes only.
STEP 2: Ditch Liner requirements: Ub'1ae the Required Liner tab and note recommendations on plans.
STEP 3: Velocity Control Requirements
TYPEB ROCK SILT CHECKS Ot spaced at 50 feet "'nNetf Tlpe 1; rzccl: 5li:
OR WATTLES
'See the HELP Tab for additional clarification and an example on how to place on plans.
S' 'aft w:th Cq:;zicn 4A.
OPTION 4: Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA - 3 Acre: Use V=CRKs to determine storage
Regression Constant, C 659
Rainfall Factor, R 170
Erodibllity Factor, K 0.26 From Step 1 above
Soil Type Evard-Cowes
Ditchline Slopes _ - -__--_- 0.05000 ry/g_..._
V= 1194.24 fl'/aclyr
Required Storage Volume= 62.25 fl° Jany [_';= v: i?cn;aY'::•.c:m =.ee uo:e m Cot:
CA . llcec ou to Omlon 4,
OPTION 4B: For DRAINAGE AREA <3 Acre: Use RUSLE2 Modeling to clatermine storage
Sediment Delivery from RUSLE2: 0.00 tonslacrelyr
Converting to it'/ac yr. NIA h'laclyr
Required Storage Volume= NIA fl' - Optit ,.4r,
OPTION 4C: Using the Required Storage Volume from Option 4A or 4B to determine 0 of Wrapped TRSC-AlWattles Required
• These devices can be used to satisfy the velocity requirements in Step 3.
Storage from Wrapped Type A Rock Sift Cheeks or Wattles o. .:u;g'arra1,uec l Yoe A From. SJ'.
Enter Ditch Front Slope Gradient (H: V): 2 :I CI: c:?.r. or v:zums
Enter Ditch Back Slope Gradient (H: V): 1.5 :1
Enter Device Height: 1_5 fl
Ares Behind Device: 3.94 ft°
Length of Ditch Behind Device: 30.00fl Eyess!.e nou.be, al d=vices requh aJ. Go Ip
Storage Behind Device(essumes 66%eHeclency): '.... .:
::.25.59 fl'
:i;rior? 5
Wrapped TRSC-Al axles required: % 4.01
Total 102.38 fl'
se r'(0 '066 0)0?)on
1 1 aOPT70N 6: Alternative Designs
IMPORTANT: 9otore using Option 6, as sure Me-, the infomne!ion in Step t is accua:el
There may be rases where the RUSLE2 Analysis (Option 4) yields an excessive number of devices to achieve
storage requirements, and site constraints disallow Type B Sediment Dam (option 5) installation.
Therefore O will be necessary to utilize the option below that best tits your situation. The 60 Day Option
is not available for projects Involving HOW or Trout Waters.
30 DAY.OPTION:;??:
Under these circumstances 6 will be necessary to provide a minimum of 23% of the storage calculated using
the RUSLE2 anaysis (Option 4) during the Clearing and Grubbing Phase. This section must then be permanently
stabilized within 30 days from the time clearing and grubbing begins. This is derived from Table 2-1
of the Level III Reference Manual which indicates that for any given 30 day period in INC, the maximum amount of
Rainfall Energy Mal can be expected is 23% of the annual total.
In this situation:
23% of RUSLE2 Required Volume: 23.01 R'
Design Depth (ft): 3
Proposed Basin Side Slopes: 1,5 :1 side slopes
'PAM must be introit
Ty B Minimum 2:1 (L: Ratio
Su estt: 2
Suggesh (ft) 4
Final Design th tt: 0
Final Deal n ft : 0
M

Final Dt:
(ft):
3
3
Weir W 0
veiny s_ .'. 0.00
Too Low
used by
a minimum of i Wrapp
ed Type A Rock Silt Check or
Wattles are required for Trout or HOW waters.
F6 D-DWAY-5-p'n OWN 7-71
Under these circumstances It will be necessary to provide a minimum of 43% of the storage calculated using
the RUSLE2 analysis (Option 4) during the Clearing and Grubbing Phase. This section must than be permanently
stabilized within 60 days from the time clearing and grubbing begins. This is derived from Table 2-1
of the Level III Reference Manual which indicates that for any given 60 day period in NC. the maximum amount of
Rainfall Energy Mal can be expected is 43% of the annual total.
In this situation:
U% of RUSLE2 Required Volume: 43.13 It'
Design Depth (tt): 3 1
Proposed Basin Side Slopes: 1.5 :1 side slopes
'PAM must be Minor
Type 'B Basin- Minimum 2:1(L:W/ Ratio-
Suggested To Width (it): 3
Suggested Top Length (tt) 6
Final Design ToWidth (ft): 5
Final Design To Length 11: 10
Final Design Depth h : 3
Weir Width (ft): 3
veraystoup.In)

.' Off

5
.50
ON
Weed by a minimum of 1 Wraoo ed Tvee A Rock Silt Check or
Wattle upgrade from this outlet device.
Wattle upgrade from this outlet device.
GENERAL NOTES:
'If the project involves HOW or Trout Waters, wattles in conjunction with PAM (polyacrylamide) must be installed according
to Step 3 and Option 4 above. It Step 3 does not call for velocity control, an additional wattle will be required
up the grade to deliver the PAM during a mean event. PAM should not be placed an the last BMP m the outlet.
'If the project does not involve HOW or Toul Waters, install the Type B Rock Sid Checks (TRSC-B) or wattles according to Step 3 and me
Wrapped Type A Rock SN Checks (TRSC-A) or Wattles according to Option 4. If Option 4 only calls for t Wrapped TRSC-A or
wattle, an additional Wrapped TRSG-A or wattle will be required up the gootle to deliver the PAM during a runoff event.
PAM should not be placed on the last BMP of the outlet.
Taffies are required In Type B sediment dams, skimmers, and Type B basins that are located at drainage turnouts.
-If the device is greater than 20' in length, 0 will require 3 banes. If 0 is 10'-20' In length, it volt require 2 baffles.
-d it is less than 10, h will require 1 sells.
'If the Type B Sediment Dam tram Option 5 or the Type B Basin from Option 6 can not be installed property due to the
steepness of the ditchline goods, recommend Wlating the Tiered Basin method to ensure sediment storage is achieved,
'Install a Type A Rock Sill Check or Wattle in conjunction with the Type B Basin
'If the 30 or 60 day constructon window Is not practical, employ other methods such as skimmer outlets, PAM'S,
or other approved innovative designs.
'Always show required device and dimensions on EC Plan per spreadsheet. If Option 6 is used, note on the plans O this site
must be stabilized within 30 or 60 days from the time clearing and grubbing begins.

STEP 1: Input Project Information 'items in red are REOUIRED
Construction time
< 6 months (YIN)? .
HOW(YIN)? n Elevation
Trout (YIN)? n Tool ft
From Sta.: 19 , 00
to Sta.: 16 , 00
SECTION t of i
Right/Left: Lt 5.000 %
% Ditch Grade: 1.000 % i; d:
Contributing 1 1-evel III A 0:
RAW Width: 3O feet
Length of Run ' X 100 feel
Disturbed Area = 0.07 acres
Drainage Area: 1 acres
-Drainage Area must equal or exceed the Disturbed Area found above
Is this a Typical Section (YIN)? y -
Will RUSLE2 be used to model
the Non-Typical sections? N
Regression Constant. C 659 Table 2-7 (Level 111 Ref Manuag
Rainfall Factor, R 170 Figure 2-1
Erodibllity Factor, K 0.:6 Table 2-2 or Web Soil Survey(hftp://Soildatamart.nms.usda.govl)
Soil Type -yard-Cuwee • informational purposes only.
STEP 2: Ditch Liner requirements: Utlne the Required Liner tab and nole recommendations on plans.
STEP 3: Velocity Control Requirements
TYPE B ROCK SILT CHECKS 0 spaced at 50 feet "i'oo"'r TgpeC Rock Sit
OR WATTLES Chtoheois. or y:cl:ies
'See the HELP Tab for additional clarification and an example on how to place on plans.
OPTION 4: Using RUSLE2 Analysis to detennine required storage
OPTION 4A: For DRAINAGE AREA < 3 Acre: Use V=CRKs to determine storage
Regression Constant, C 659
Rainfall Factor. R 170
Emdibilay ° Factor. K 0.26 From Step 1 above
Soil Type Evard -Cowes
---- Dilchline SloPe,-s--------------------O.OS000P.tlt--------
V= 1194.24 ft'ladyr --- ---
Required Storage Volume= 82.25 ft' _>im: es6 of k:oinre!i rz.-.xc•i e-ee ne:c in ce1:
C4 .. ho,e on m Oe:ioo <.
OPTION 4B: For DRAINAGE AREA <3 Acre: Use RUSLE2 Modeling to determine storage
Sediment Delivery from RUSLE2: 400 tonslacrelyr
Converting to fl'/aclyr. NIA ft'laciyr
Required Storage Volume= WA ft' '
..ec Opiinn ;A.
OPTION 4C: Using the Required Storage Volume from Option 4A or 4B to determine k of Wrapped TRSC-A Wanles Required
'These devices can be used to satisfy the velocity requirements in Step 3.
Storage from Wrapped Type A Rock Slit Checks or Waffles u :rn, c: osu ?u 11;:zpPao 1 Sfc :. ;..Z . 3:I=
Enter Ditch Finaf Slope Gredient(H:V): 2:1 Check or vtealc:.
Enter Ditch Back Slope Gradient (H:V): 1_5 :1
Enter Device Height- i_5 ft
Area Behind Device: 3.94 itt
Length of Ditch Behind Device: 30.00 it svc um:re.r.r u! deuce=_ required. C.o e
Storage Behind Device (assumes 55%effeciency): .,.25.59 h° ilption5
E
Wrapped TRSC41IMatfles required.- X?'- 4.0'
Total 102.36 ft'
COMMENTS: •Deslnner still has the ggfion of using Online 5 orb

? eG'TEP 1: Input Project information 'items in red ere Y.EOUIRED
Construction time
<6 months (Y/N)? Y
HOW (Y/NJ7 -
11 Elevation
Trout (V/N)7 n Tool m
From Ste: 22 0
to sta.: 19 « 0
Right/Left Rt 5.000 %
%Ditch Grade: 5.000 %
Contributing
RIW Width: 30 feet
SECTION 1 of 1
Ab ander
Length of Run X 300 feel -
Disturbed Area = 0.21 acres
Drainage Area: 1 acres
-Drainage Area must equal or exceed the Disturbed Area found on,.
Is this a Typical Section (YIN)? Y
Will RUSLE2 be used to model
the Non-Typlcai sections? N
Regression Constant, C 659 Table 2-7 (Level 111 Ref Manual)
Rainfall Factor, R 17a Figure 24
Erodibility Factor, K 0.2G Tab/e2-2 or Web Soil Survey(http://Soildalamart.n=.usda.govl)
Sol] Type =_ - C _ • informational purposes only.
STEP 2. Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Velocity Control Requirements
TYPE B ROCK SILT CHECKS © spacedat 60 feet li•.._.=.,Iwn's• T;{„L':,c
OR WATTLES Checis or lr,,:.roes
'See the HELP Tab for additional clarification and an example on how to place on plans.

OPTION 4: Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA < 3 Acre: Use V=CRKs to determine storage
Regression Constant, C 659
Rainfall Factor, R 170
Emdibility Factor, K 0.26 From Step i above
Sol Type Evard-Cow"
Ditdtline Slope. a____-____- -__0.05000 ft/ft--. _. ____-____
V= 1194.24 ft'/aclyr
Required Storage Volume= 246.71 fta ..'rang t[S o: n:xm Pacer r•e r;o:s W Cal;
C4, -Mora o!: re 4C
OPTION 4B: For DRAINAGE AREA <3 Acre: Use RUSLE2 Modeling to determine storage
Sediment Delivery from RUSLE2: DAG tons/acre/yr
Convertingtoft'/acyr. NIA ft'/edyr
Required Storage Volume= NIA W ,;"cpiin:; 44
OPTION 4C: Using the Required Storage Volume from Option 4A or 46 to determine R of Wrapped TRSC-AAVaff/ee Required
-These devices can be used to satisfy the velocity requirements in St ep 3.
Storage from Wrapped Tyne A Rock Sit Checks or Waffles upoon .n csurt ;:ed ppa n F.o:.
Enter Ditch Front Slope Gmdient(H:W: 2:1 (:h:I or:azmes
Enter Ditch Back Slope Gradient (H-W: IS :1
Enter Device Height: 1.5 It
Area Behind Device: 3.94 fit
Length ofDitch Behind Device: 3D,00 If c u:u::bur of ri_vious re:r.r: a. on
Storage Behind Device (assumes 65%emeciency) ::.25.59 its -Dpti n 5
F
Wrapped TRSC-AAYaffles required: X - ..10.0,
Total 255.94 it'
U
0
OPTION 6: Altemative Designs
I IMPOP.TANT: Before using Option 6, be sure that the Information in Step t is accurxtel
There may be rases where the RUSLE2 Analysis (Option 4) yields an excessive number of devices to achieve
storage requirements, and site constraints disallow Type B Sediment Dam (option 5) installation.
Therefore it will be necessary to utilize the option below that best bits your situation. The 60 Day Option
Is not available for projects involving HOW or Trout Waters.
F30 DAY OPTION-,
Under these circumstances it will be necessary to provide a minimum of 23% of the storage calculated using
the R.USLE2 analysis (Option 4) during the Clearing and Grubbing Phase. This section must then be permanently
stabilized within 30 days from the time clearing and grubbing begins. This is derived from Table 2-1
of the Level III Reference Manual which indicates that for any given 30 day period in NC, the maximum amount of
Rainfall Energy that can be expected is 23% of the annual total.
In this situagon:
23% of RUSLE2 Required Volume: 69.21 tt3
Design Depth (ft): 3
Proposed Basin Side Slopes: ..5 ;1 side slopes
'PAM must be introduced by a minimum of 1 Wrapped Type A Rock Silt Check or Wattle upgrade from this outlet tlevice.
Wattles are required for Trout or HOW waters.
60 DAY-OPTION$
Under these circumstances It will be necessary to provide a minimum of 43% of the storage calculated using
the RUSLE2 analysis (Option 4) during the Clearing and Grubbing Phase. This section must then be permanently
stabilized within 60 clays from the time clearing and grubbing begins. This is derived from Table 2-1
of the Level III Reference Manual which Indicates that for any given 60 day period in NC, the maximum amount of
Rainfall Energy that can be expected is 43% of the annual total.
In this situation:
'PAM must be intro
43% of RUSLE2 Required Volume: 129.]9 ft?
Design Depth (h): ]
Proposed Basin Side Slopes: 1.5 :1 side slopes
Type BBasin --- Minimum 2:1 (L: M Ratio-
Suggested TO Width in): 5
Suggested Top Length (ft) 10
Final Design TO Width tt: a
Final Design To Length tt : 16
Final Design Depth (tt : 3
Weir Width (tt): 5
verify stance Is) _ 156.00 -
OK
used by a minimum of 1 Wour tl
e,d Tvoe A Rock Si It Check or 4
Vattle upgrade from this outlet device.
...:: n..u: z ?Flltme.:.. e . ..r .. .... .... .:.:..
GENERAL NOTES:
'It the project Involves HOW or Trout Waters, wattles in conjunction with PAM (pulyacTylamide) must be installed according
to Step 3 and Option 4 above. If Step 3 does not call for velocity control, an additional wattle vii be required
up the grade to deliver the PAM during a runoff event. PAM should not be placed on me last BLIP at me oullet.
'If the project does not involve HOW or Trout Waters, install the Type B Rock Sift Checks (TRSC-B) or waffles according to Step 3 and the
Wrapped Type A Rock Sift Checks (TRSC-A) or Waffles according to Option 4. If Option 4 only calls for 1 Wrapped TRSC-A or
wattle, an additional Wrapped TRSC-A or wattle will be required up the grade to deliver the PAM during a runoff event.
PAM should not be placed on the last BMP at the outlet.
'Baffles are required In Type B sediment clams, skimmers, and Type B basins (hat are located at drainage turnouts.
-If the device is greater than 20' in length, 0 wi0 require 3 baffles, If it is 1 W-20" in length, it will require 2 baffles.
-K it is less than 10, it wit require t barge.
'If the Type B Sediment Dam from Option 5 or the Type B Basin from Option 6 can not be installed property due to the
steepness of the dtchline grade, recommend utilizing the Tiered Basin method to ensure sediment storage is achieved.
'Install a Type A Rock Sit Check or Waffle in conjunction with the Type B Basin
'If the 30 or 60 day construction window is not practical, employ other methods such as skimmer outlets. PAM's,
or other approved innovative designs.
'Always show required device and dimensions on EC Plan per spreadsheet. If Option 6 is used, note on hie plans it this she
must be stabilized within 30 or 60 clays from the time clearing and grubbing begins.
- r d
y r rSTEP f: Input Pmjecf lntormafmn 'items in red are REQUIRED
Construction time
<6 months (YIN)? Y
HOW (YIN)7 I Elevation
Trout (YIN); n Tool It
From Sta.: 22 - 0
to sta.: 19 . 0
Right/Left: Lt 5.000 %
%Ditch Grade: 5.000 %
Contributing
SECTION 1 of 1
County: Aluander v v'-A :k w
Y F
Location: _
' t s
Pre red B r t
Date prepared: _w

Reviewed By:. t
Date Reviewed:
Level 111 A 0: -truwr,n
WIN Width: 30 feet
Length of Run X 300 feet "
Disturbed Area 0.21 ears
Drainage Area: 1 acres
-Drainage Area must equal or exceed the Disturbed Area found above
Is this a Typical Section (YIN)? y -
Will RUSLE2 be used to model
the Non-Typical sections? N
Regression Constant, C 659 Table 24 (Level III Ref Manual)
Rainfall Factor, R 170 Figure 2.1
Erodiblllly Factor, K 016 Table2.2 or Web Soil Survey (hftpllsoildatamartnms.usda.govl)
Soil Type _.rd-Cowee 'Informationalpurposes only.
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 9: Velocity Control Requirements
::•pe L RocY. SiL
TYPE B ROCK SILT CHECKS © spaeedaf 60 feet ,?,._rl,t_.
OR WATTLES
'See the HELP Tab for additional clarihcalion and an example on how to place on plans.
v2th ti(]i3^ i 4
OPTION 4. Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA <d Acre: Use V=CRKs to determine storage
Regression Constant, C 559
Rainfall Factor, R 170
Emdibility Factor, K 0.26 From Step 1 above
Soil Type Evard-Cowee
Dilchline Slope. -____. .. _ _0.05000 Mt_-_-------- _..__-__...._
V= 1194.24 ft'larlyr
Required Storage Volume= 246.74 ft° -um, ::_ YF w aaueah fa:ror-u nc1= ra ccll
:. - C:oec o:: ro Option .C
OPTION 4B: For DRAINAGE AREA e 3 Acre: Use RUSLE2 Modeling Io determins storage
Sediment Delivery from RUSLE2: 0.00 tonsfacretyr
Converting to ft'laclyr. NIA h'ladyr
Required Storage Volume= WA fl°
OPTION 4C: Using the Required Storage Volume from Option 4A or 4B to determine If of Wrapped TRSC.A/Waffles Required
- These devices can be used to satisfy the velocity requirements in Step 3.
StomOe from Wrapped Type A Rock SIR Checks or Wallies puou ea vamg trrepo-u l y:re z Sdt
Enter Ditch Front Slope Gradient (H. V).- 2:1 C!;cd:s or W. Cles
Enter Ditch Beck Slope Gradient (H: Vj: 1_5 :1
Enter Devitt Height 7.5 R
Area Behind Device: 3.94 ft
Length of Ditch Behind Device: 30.00 ft Et:c.sIawv... of
:I=; icere::ui: e:i. GO le
Storage Behind Device (assumes 65%eHeciency): 25.59 it ?itl' ^• 5
Wrapped TRSC-A/Wanles required: X..:-._: : .-':.:. 10.0:
Total 255.94 ft'
U
6e
OPTION 6: Altemative Designs
IMPORTANT: Before using Ophor, 6, be sure that the Information in Stop 1 Is accurtcl
Thera may be cases where the RUSLE2 Analysis (Option 4) yields an excessive number of devices to achieve
storage requirements, and site constraints disallow Type B Sediment Dam (option 5) installation.
Therefore it v4l be necessary to utirue the option below that best fits your shuation. The 60 Day Option
is not available for projects Involving HOW or Trout Waters.
30 DAY:OP.TIONRdr-
Under these circumstances it will be necessary to provide a minimum of 23% of the storage calculated using
the RUSLE2 analysis (Option 4) during the Clearing and Grubbing Phase. This section must then be permanently
stabilized within 30 clays from the time clearing and grubbing begins. This is derived from Table 2-1
of the Level III Reference Manual whi h indicates that for any given 30 day period in NC, the maximum amount of
Rainfall Energy Nat can be expected is 23% of the annual total.
In this situation:
'PAM must be Intro uced by a minimum of 1 Wrapped Type A Rock Sill Check or Wallis upgrade from this outlet device.
Wattles are required for Trout or HOW waters.
60 DAY:OPTION.--'
Under these circumstances it will be necessary to provide a minimum of 43% of the storage calculaled using
the RUSLE2 analysis (Option 4) during Me Clearing and Grubbing Phase. This section must then be permanently
stabilized within 60 days from the time clearing and grubbing begins. This is derived from Table 2-1
of the Level III Reference Manual which indicates that for any given 60 day period in NC, the maximum amount of
Rainfall Energy that can be expected is 43% of the annual total.
In this situation:
'PAM must be Intros
23% of RUSLE2 Required Volume: 69.21 tt'
Design Depth (it): 3
Proposed Basin Side Slopes: t :1 side slopes
Ty B Basin Minimum 21 (L: K9 Ratio
Su estetl To Width k: 4
Suggestetl Top Length (k) e
Final Design To Width (H : 0
Final Desi n To Length k : 0
Final Design De th (tt : 3
Weir Width (k): D
Veiny storage In) 0.00
Too Low
d
u%of RUSLE2 Required Volume: 129.39 he
Design Depth (k): 3 .
Proposed Basin Side Slopes: 1.5 :1 side slopes
Type B Besiri - Minimum 2:1 /L: 149 Ratio
Su estetl To Width tt: 5
Suggested Top Length (ft) 10
Final Desi n To Wd! k:
n
E e
That DBSI
.
Len tt: 1s
Final Design Depth (k): 3
Weir Width (k): 5
Virility smnge(n) - 155.00
OK
luced by a minimum of 1 Wraon ed Tvoe A Rock Silt Check or
Wattle upgrade from this outlet device.
.,.,,,. ra . .. ......: .... :.. .... ... ...
G:f-M-0, FEE
ENERAL NOTES:
'If the project involves HOW or Trout Waters, wattles in conjunction with PAM (polyacrylamide) must be installed according
to Step 3 and Option 4 above. X Step 3 dos not call for velocity control, an additional wattle will be required
up the grace to deliver the PAM during a rurroff event. PAM should not be placed on Ore last BMP at Me oWeL
'ff the project tlces not involve HOW or Trout Waters, install the Type B Rock SIX Checks ITRSC43) or wattles according to Step 3 and Me
Wrapped Type A Rock Sift Checks ITRSC-A) or Wattles according to Option 4. X Option 4 orgy calls for 1 Wrapped TRSC-A or
wattle, an add6ional Wrapped TRSOA or wattle will be required up the grade to delver the PAM during a runoff event.
PAM should not be placed on the last BMP at the outlet.
'Battles are required m Type B sediment dams, skimmers, and Type B basins that are located at drainage turnouts.
-If the device is greater than 20' in length, it vnll require 3 baffles. If It is 10"-20" in length. It will require 2 baffles.
-If it is less man 1D, it will require 1 battle.
'If the Type B sediment Dam from Option 5 or the Type B Basin from Option 6 can not be installed properly due to the
steepness of the ditchline grade, recommend utilizing the Tiered Basin method to ensure sediment storage is achieved.
-Install a Type A Rock Sift Check or Wattle in conjunction with the Type B Basin
'X the 30 or 60 clay construction window is not practical, employ other methods such as skimmer outlets, PAM'S,
or other approved innovative designs.
'Always show required] device and dimensions an EC Plan per spreadsheet. If Option 6 is used, note on the plans if this site
must be stabilized within 30 or 60 days from me time clearing and grubbing begins.

6* 'STEP 1: Input Pm%ect Information -items in retl are BEOUIF,ED
Construction time
<6 months (YIN)? Y
HOW(YIN)7 n Elevation
Trout (YIN)7 n Tool n
From Sta.: "_ 0
to sm.: 22 + 0
RighULeft: Lt 5.000 %
%Ditch Grade: 5.000 %
Contributing
SECTION t at 1
County: aexzader s t - 't '
Location:
„
)° 'm
e a
-: _..-
preps redB .-. _._ _. -.... ._. :.........
:-:........ t::.,......_....._#?-:';t4 f
? -
Data 'Pre aretl -

Cevili111 A1F ..-r.
Reviewed B :
Date Reviewed:
•
Level If A #: : e:zus p„. - `
R/W Width: 30 feet
Length of Run X 300 feet
Disturbed Area = 0.21 acres
Drainage Area: 1 acres
'Drainage Area most equal or exceed the Disturbed Area found above
Is this a Typical Section (YIN)? ,
Will RUSLE2 be used to model
the Non-Typical sections? N
Regression Constant, C 659 Table 2-7 (Level 111 Ref Mdnuap
Rainfall Factor, R 170 Figure 24
Erotibility Factor, K 0.26 Table2-2 or Web Soil Survey (hftp://Solidatamal.nms.usda.govl)
Soil Type =crd_Cowee - informational purposes only,
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Velocity Control Requirements
TYPE B ROCK SILT CHECKS ® spaced at 60 feet `"''r''"c'•"•crs TppcCT.r,cl: Silt
OR WATTLES nr V:'aG,r;
'See the HELP Tab for additional clarification and an example on how to place on plans.
;ifl Ih'i ih 0.-iol. Z.
OPTION 4: Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA < 3 Acre: Use V=CRKs to defernwhe storage
Regression Constant, C 659
Rainfall Factor, R 170
Eroditellity Factor, K 0.26 From Step I above
Soil Type Evard-Cowee
--- DilchlmeSlo "--'_ - --__----_
pe,s 0.05000 fl/R ________.
V= 1194.24 ft'larlyr
Juny n21
Factor sue nU.e :;t cel;
Required Storage Volume= 2{6]! to
I r. to Q ph D.,
OPTION 4B: For DRAINAGE AREA <3 Acre: Use RUSLE2 Modeling to determine storage
Sediment Delivery from RUSLE2: 0.00 Ionslaae yr
Converting to fta/arlyc NIA ft'lacryr
Required Storage Volume= NIA to See Ophml Cc.
OPTION 4C: Using the Requited Storage Volume from Option 4A or 4B M determine 0 of Wrapped TRSC-AlWaftles Required
'These devices can be used to satisfy the velocity requirements in Step 3.
Storage from Wrapped Type A Rock Slit Checks or Waffles Up:,em c ush;y v'r:al4+=o yre ;. r:LLI'. SA:.
Enter Ditch Front Slope Gradient (H. V): 2 :1 Cl.ed:c pr V+:•::Ia
Enter Ditch Back Slope Gradient (Ha): 1.5 :f
Enter Device Height 1_5 h
Area Behind Device: 3.94 it'
Length of Ditch Behind Device: _ 30.00 If E,.tv,i:'c n'u::?her:,I d::vices requi:ea. GC 11
Storage Behind Device (assumes 65%enecleacy): -
' -:i 25.59 fte C'j.1i sn 5
Wrapped TRSC-AMattles required: X--'?- 10.0
Total 255.94 its

Se (" 0 1014 V n)o)-)On
OPTION 6: Altemative Designs
t IMPORTANT: Before Using Option 6 be sure that the information in Step t is accuzlcr
There may be cases where the RUSLE2 Analysis (Option 4) yields an excessive number of devices to achieve
storage requirements, and site constraints disallow Type B Sediment Dam (option 5) installation.
Therefore it will be necessary to utilize the option below that best fits your situation. The 60 Day Option
Is not available for projects involving HOW or Trout Waters.
30 DAY.OPTION:::
Under these circumstances it will be necessary to provide a minimum of 23% of the storage calculated using
the RUSLE2 analysis (Option 4) during the Clearing and Grubbing Phase. This section must then be permanently
stabilized within 30 days from the time clearing and grubbing begins. This is derived from Table 2-1
of the Level III Reference Manual which indicates that for any given 30 day period in NC, the maximum amount of
Rainfall Energy that can be expected is 23% of the annual total.
In this situation:
23% of RUSLE2 Required Volume:
Design Depth (ft):
Proposed Basin Side Slopes:
B Basin
Too
69.21 tt'
1.5 :1 side slopes
'PAM must be introduced by a minimum of 1 Wrapped Type A Rock Silt Check or Wattle upgrade from this outlet device.
Wattles are required for Trout or HOW waters.
60 0-AY-0-PT-10-N77-
Under these circumstances 1 will be necessary to provide a minimum of 43%of the storage calculated using
the RUSLE2 analysis (Option 4) during the Clearing and Grubbing Phase. This section must then be permanently
stabilized within 60 days from the time clearing and grubbing begins. This is derived from Table 2-1
of the level III Reference Manual which indicates that for any given 60 day period in NC. the maximum amount of
Rairdall Energy that can be expected is 43% of the annual total.
In this situation:
PAM must be intro(
43% of RUSLE2 Required Volume: 129.39 h'
Design Depth (ft): 3
Proposed Basin Side Slopes: 15 :1 side slopes
"T pe B Basin
Su estetl To Witlth tt :
Suggested Top Length (tt)
Final Design To Width JR:

Final Design To Length tt : FF
Final Desi n Depth tt :
Welr Width (fp:
vadfy areas. (e')'
I=ced by a minim- of I Wr e Wattle upgrade from this outlet device.

r
GEN ERAL NOTES:
-if the project Involves HOW or Trout Waters, wattles in conjunction with PAM (polyacrylamide) must be installed according
to Step 3 and Option 4 above. If Step 3 does not call for velocity control, an additional wattle will be required
up the grade to deliver the PAM during a mrw6 event. PAM should not be placed on the last BMP at the outlet.
'If the project does not involve HOW or Trod Waters, install the Type B Rock Sift Checks (TRSC-B) or wattles according to Step 3 and Qre
Wrapped Type A Rock Sift Checks (TRSC-A) of Wattle according to Option 4. If Option 4 only calls for 1 Wrapped TRSC-A or
wattle, an additional Wrapped TRSC-A or wattle will be required up the grade to deliver the PAM during a runoff event.
PAM should not be placed on the last BMP at the outlet.
*Baffles are required in Type B sediment dams, skimmers, and Type B basins that are located at drainage turnouts.
-If Ina device is greater than 20' in length, ft w01 require 3 baffles, if it is 10'-20' in length, it will require 2 baffles.
-If ft is less than 10', ft will require 1 baffle.
'If the Type B Sediment Dam from Option 5 o he Type B Basin from Option 6 can not be installed property due to the
steepness of the ditChline grade, recommend utT.izing the Tiered Basin method to ensure sediment storage is achieved.
-Install a Type A Rock Silt Check or Warne in conjunction with the Type B Basin
'If the 30 or 60 day ct nssuclfon window is flat Practical, employ other methods such as skimmer outlets, PAM's,
or other approved innovative designs.
'Always show required device and dimensions on EC Plan per spreadsheet. H Option 6 is used, note on the plans ft this she
must be stabilbed within 30 or 60 days from the time clearing and grubbing begins.

S
?e
I 1' a STEP 1: Input Pmjpet Information -kerns in red are REQUIRED
Construction time
<6 months (YIN)? Y
HOW (YIN)? n Elevation
Trout(YIN)? n Tool tt
From She. 28 00
to sta.: 26 - 00
RightfLett: Lt Soo0 %
%Ditch Grace: :.000 %
Contributing
SECTION 1 of 1
County: Pbvander - _ i Le k .?'?1
F /
Location: I
a
Pra Sind B
Data Prepared:
Leve111LAt d. _ - =
Revlewed B
Date Reviewed: - - - ,6 { • -
Level III A 4: . m
RM'Width: .0 feet
Length of Run X 200 feet
Disturbed Area = 0.14 acres
Drainage Area: 1 acres
-Drainage Area must equal or exceed the Disturbed Area found above
Is this a Typical Section (YIN) _ y
Will RUSLE2 be used to model
the Non-Typical sections? Ia
Regression Constant, C 659 Table 2-7 (Levellll Ref Manuag
Rainfall Factor, R 170 Figure 2-1
Erodlbllity Factor, K 0.2e Table 2-2 or Web Soil Survey(hdpllsoildalamart.nms.usda.govl)
Soil Type vary -Co • informational purposes only.
STEP 2: Ditch Liner requirements: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Velocity Control Requirements
ha:,?r- -r: Typa E RoN:
S.II
TYPE BROCK TCHECKS O spaced at 50 feet lh?cC<or'-YC.?=c
OR WATTLES
'See the HELP Tab foradditional clarification and an example on how to place on plans. .
_.ZE , v.,iih L'-t'iC-n 4A
OPTION 4: Using RUSLE2 Analysis to determine inquired storage
OPTION 4A: For DRAINAGE AREA < 3 Acre: Use V=CRKs to determine storage
Regression Constant, C 659
Rainfall Factor, R 170
Emdlbility Factor, K 0.26 From Step I above
Soil Type Evard -Cowes
Dllchfne Slopea____________ 0.05000 TIM-.._-_-_-_._. -_-
V= 1191.24 g'/aclyr
Required Storage Volume= 164.50 fix ?'vcy BSY4 v; 'r:e:n:c?: Pano:-zee r, ote :n ce l!
OPTION 4B: For DRAINAGE AREA < 3 Acre: Use RUSLE2 Modeling W delen line storage
Sediment Delivery from RUSLE2: 0.40 tons/acre/yr
Converting M Re/acryr. NIA IP/aclyr
Required Storage Volume= NIA O3 se, C"n". I'll
OPTION 4C: Using the Required Storage Volume from Option 4A or4B to determine It of Wrapped TRSC-AlWatt/es Required
-These devices can be used to satisfy the velocity requirements In Ste p 3.
Storage from Wrapped Type A Rock Slit Checks or Wattles op:mo c: UL ;4' nrai,peo '. 1q;e kvJ: _d:
Q
Enter Ditch Front Slope Gradient (H. V): 2:1 u:aL, r
Enter Ditch Back Slope Gradient (H: V): 1.5 :1
Enter Device Height 1.5 h
Area Behind Device: 3.96 it,
Length of Ditch Behind Device: 30.00a Eace:cive,mwt,l of vices required. Gnto
_
Storage Behind Device (assumes 65G effeciency): 5
Wrapped TRSC-AAVan/es required. X 7.0
Total 179.16 h'
/9
OPTION 6: Altemative Designs
Ih1POP.TAH.T: Befog using Option 6, be sure that the information in Step I Is accurate!
There may be rases where the RUSLE2 Analysis (Option 4) yields an excessive number of devices to achieve
storage requirements, and site constraints disallow Type B Sediment Dam (option 5) installation.
Therefore lt will be necessary to utilize the option below that best fits your situation. The 60 Day Option
Is not available for projects Involving HOW or Trout Waters.
30'DAY;OPTIONr?-
Under these circumstances it will be necessary to provide a minimum of 23% of the storage calculated using
the RUSLE2 analysis (Option 4) during the Clearing and Grubbing Phase. This section must then be permanently
stabilized within 30 days from the time clearing and grubbing begins. This is derived from Table 2-1
of me Level III Reference Manual which indicates that for any given 30 day period in NC, the maximum amount of
Rainfall Energy that can be expected is 23% of the annual total.
In this situation:
'PAM must be intro y a minimum of 1 Wrapped Type A Rock Sill Check or Wattle upgrade from this outlet device.
Wattles are required for Trout or HOW waters.
60 DAV,OPTION,c-Under these circumstances it will be necessary to provide a minimum of 43% of the storage calculated using
the RUSLE2 analysis (Option 4) during the Clearing and Grubbing Phase. This section must then be permanently
stabilized within 60 days from the time clearing and grubbing begins. This is derived from Table 2-1
of the Level III Reference Manual which indicates that for any given 60 day period in NC, the maximum amount of
Rainfall Energy that can be expected is 43% of me annual total.
In this situation:
'PAM must be intro(
GENERAL NOTES
23% of RUSLE2 Required Volume: 46.14 ftr
Design Depth (R): 3
Proposed Basin Side Slopes: i.5 :1 side slopes
sin Minimum 2:1 (L: M Ratio
To Width it: 3
Top Length (ft) 6
nTO Width ft: 0
n To Lengtn n :
W 0
n De th n : 3
h k): 0
(nil

ucetl b ' ' 0.00
Too Low
tl
43% of RUSLE2 Required Volume: $6.26 to
Design Depth (ft): 3
Proposed Basin Side Slopes: 1.5 :1 side slopes
Type B Basin - -Minimum
Su ested To Wtdih tt :
Suggested Top Length in
Final Design To Width tt:

Final Desi n To Length ft : T1
Final Desi n De N tt :
Weir Width tt):
Verify Suisse (net
laced by a minimum of 1 Wraoo etl Tvoe A Rnrk Sill fhnck nr 4
Vattle upgrade from this outlet device.
'I1 me project involves HOW or Trout Waters, wattles in conjunction with PAM (polyacrylamide) must be installed according
to Step 3 and Option 4 above. If Step 3 does not gad for velocity control, an additional wattle will be required
up the grade to deliver the PAM during a runoff event. PAM should not be placed on the last BMP at the outlet.
'If the protect does not twelve HOW or Trout Waters, install the Type B Rock Silt Checks (TRSC-B) or wattles according to Step 3 and the
Wrapped Type A Rock Sdt Checks (TRSC-A) or Wattles according to Option 4. H Option 4 only rafts for 1 Wrapped TRSC-A or
wants, an aciddional Wrapped TRSC-A or wattle w01 be required up the grade to deliver the PAM during a runoff event.
PAM should not be placed on the last DMP at the oudet.
*Baffles are required in Type B sediment dams, skimmers, and Type B basins that are located at drainage turnouts.
-If the device is greater than 20' in length, it will require 3 baffles. If it is 10"-20' in length, it will require 2 baffles.
-n it Is less than 19, it w01 require 1 bane.
'If the Type B Sediment Dam from Option 5 or the Type B Basin from Option 6 can not be installed properly due to the
steepness of the dilchime grace. recommend utilizing the Tiered Basin method to ensure sediment storage is achieved.
'Install a Type A Rock Silt Check or Wattle in conjunction with the Type B Basin
'If the 30 or 60 clay construction window is not practical, employ other methods such as skimmer outlets, PAM's,
or other approved innovative designs.
'Always show, required device and dimensions on EC Plan per spreadsheet. If Option 6 is used, note on the plans R this site
must be stabilized with 30 or 60 days from me time clearing and grubbing begins.

1 , STEP 1: Input Project Information 'Items in red are REQUIRED
Construction time
<6 months (YIN)? Y
HOW (YIN)? n Elevation
Tool ft
Trout (Y) N)? 11
From Sta.: 0
to Ste.: >g . 0
RlghttLeft: Lt ].000
%Ditch Grade: 1000 %
Contributing
RAN Width: 30 feet
SECTION 1 of 1
County: akronae. v -r -? .-
Location: a.
Prepared e
Date Prepared:!; -

Revlawed B : 0
Date Reviewed: - - { E `
Level III A e: -

Length of Run X 100 feel
Disturbed Area = 0.07 acres
Drainage Area: 1 acres
-Drainage Area must equal.,exceed the Disturbed Area found above
Is this a Typical Section (YIN)? ,
Will RUSLE2 be used to model
the Non-Typical sections? Id
Regression Constant, C G59 Table 2-7 (Level III Ref Manuap
Rainfall Factor, R 170 Figure 2-1
Erodibllity Factor, K 0._6 Table 2-2 or Web Soft Survey (hOp9/soildatamart.nrcs. usda.govl)
Sol] Type -vurd •=., •infonnationalleurposes only.
STEP 2- Ditch Liner requiremente: Utilize the Required Liner tab and note recommendations on plans.
STEP 3: Velocity Control Requirements
Vo-vi•;d;y cont. ir. roof regci:e d.
TYPEB ROCK SILT CHECKS spaced at NIA feet 7hc nt•!i^';=:i-:ct>:a C,p5nn 4, `:.
OR WATTLES a: b ,vil! nr cu'tkirm.
'See the HELP Tab for additional clarification and an example on how to place an plans.

OPTION 4: Using RUSLE2 Analysis to detemiine required storage
OPTION 4A: For DRAINAGE AREA < 3 Acre: Use V=CRKs to determine st.rege
Regression Constant, C 659
Rainfall Factor, R 170
Emdibildy Factor, K 0.26 From Step I above
Soil Type Evard-Cowes
Ditchline Slope; s---- 0.03000 ftM----- ------ ------- --- ------- -
V= 716.54 ft'tarlyr -
Required Storage Volume= 19.35 fte Ovnp L^_;., o+. ita,rs:.1l Fa ctor- e IWe M cell
GC - I:'. m•e or, co Ooti ca 4C -
OPTION 48: For DRAINAGE AREA <3 Acre: Use RUSLE2 Modeling to determine storage
Sediment Delivery from RUSLE2: 0.00 mnslacre/y!
Converting to Ra/aayr. N/A Wlaclyr
Required Storage Volume= NIA fts SC- 377,
OPTION 4C: Using the Required Storage Volume from Option 4A or 4B m datermina k of Wrapped TRSC-A/Wanlas Required
- These devices can be used to satisfy the velocity requirements in Step 3.
Storage from Wrapped Type A Rock Sill Check. or Wattle. Upaan .: c_wq 1, a;,Pec I y6.e :: Y..ou mu
Enter Ditch Front Slope Gradient (H V): 3 :1 C! e-I c o: K'z:3cs
Enter Ditch Back Slope Gradient (H. V): 1.5 :1
Enter Device Height: t_5 ft
A
hi
d D
i
B 3
94 fte GDOD. Place m0zsurz(si on EC Plan. Stott
rea
n
ev
ce:
e . n ibr tiro.! Gr.vl.a as dose m the nutld
Length of ORch Behind Device : 50.00 fl 1
..oint ac -, t` space than e
Storage Behind Device (assumes 65% effeciency) '. 62.6fi ft° un
s.-d Jon
I
.f;.t` "-.:dc.ra ..hx0J not
Wrapped TRSC-AAWattle; required: X•-.:: - - 2.0 e.
d
Total 85.31 ft' ..
U
STEP f: Input Project Information 'items in red arsRECUIRED
Construction time
< 6 months (YIN)? Y
RON(Y/N)? n Elevation
Trout(YIN)7 n Tool (it)
From Sta.: 29 OG
to Sta.: 7G oq
Right/Left: Lt 1.000 %
% Ditch Grade: ,DGG %
Contributing
RAW Width: 3G feet
SEC710N 1 of 1
County: Rle.a?nler G , f
{
Location:
Prepared By: -4' " t
a
Data Preared.;•.'
LevaIIllA$ -
- _
a
Reviewed B :
Dale Reviewed:
Level III Aft:

Length of Run X 100 feet
Disturbed Area = 0.07 aces
Drainage Area: 1 acres
-Drainage Area must equal or exceed the Disturbed Area found above
Is this a Typical Section (YIN)? y -
Will RUSLE2 be used to model
the Non-Typical sections? if
Regression Constant, C 659 Table 2-7 (level 111 per Manuap
Rainfall Factor, R 170 Figure 2-1
Erodiblllty Factor, K 0.26 Table 2-2 or Web Soil Survey (hftp'/hoildatamart.nms.usda.govl)
Soil Type 'i_;,N u:wee ' informational purposes only.
STEP 2: Ditch Liner requirements: Udime the Required Liner tab and note recommendations on plans.
STEP 3: Velocity Control Requirements
Vt,:-,tw ConVCI o
n01 r^_ fa.'..
TTPEB ROCK SILTCHECKS 0 spaced at NIA feet
. ::evi-C frrm Ci::iur: 4.i.
-iw r::.:'a
OR WATTLES f:e suLi^ra.
-See the HELP Tab for additional clarification and an example on how to place on plans.
Siam xim'Op-lo?4A
OPTION 4., Using RUSLE2 Analysis to determine required storage
OPTION 4A: for DRAINAGE AREA < 3 Acre: Use V=CRKs to determine storage
Regression Constant, C 659
Rainfall Factor, R 170
Emdibllity Factor, K 0.26 From Step i above
__SOll Type ____ Evard-Cowes
Ditchime Slope, a
-
V= 238.65 h'/adyr
Required Storage Volume= 16A5 it, lie--",, cF'9. 01 ifvztor tll& )1sa: in celi
C4. Move t,:; is rtpuan 4
OPTION 4B: For DRAINAGE AREA <3 Acre: Use RUSLE2 Modeling W determine storage
Sediment Delivery from RUSLE2: 0.00 tons/acre/yr
Converting to Baiacsyr. NIA fl'ladyr
Required Storage Volume= NIA it, ,c.;: Opil,•,.i 44,
OPTION 4C: Using the Required Storage Volume from Option 4A or 4B to determine C of Wrapped TRSC-A/Wanles Required
' These devices can be used to satisfy the velocity requirements in Step 3.
Storeoe from Wrapped Type A Rock Silt Checks or Wattles -to:ivo o: =sing t:: ari=n i y?=+ ^:?=c >':-?
Enter Ditch Front Slope Gradient (H. V): 2:1 ceps ur'i',^,ics
Enter Ditch Back Slope Gradient (H.'): 1.5 :1
Enter Device Height 1_5 fl
'
Area Behind Device: 7.94 fle GOJD. P lace mmuu:es; on E. P::. n. 5
:zrl
mean tbs :;rx[ ervicz as at-0 to lnc o:ale•
Length of Ditch Behind Device: _ 150:00 If - -
oee'sls anc ll'e
x
acc:acn: evenle
a
'
StorageBehind Device (assumes 65%effeciency): :; X85.71 fl' a
p
_
p
1 e
dnc Jnn
s
slu
';
t
Wrapped TRSC-AlWattles required:
X 1.0. .
i
0
G
. t
..ts Ls. ..
dfA. . u.l=..
Total 85.71 fl'
as
1.? STEP 1: Input Project Information 'items in red are REQUIRED
Constrac0an time
< 6 months (YIN)? Y
HOW (YIN)? Elevation
Trout (YIN)? n _ Tool /t
From Sta.: 31 50
to Sta.: 3o t o0
Right/Left: Lt 3.000 %
`6 Ditch Grade: ;.000 %
Contributing
SEGTI0l1 t of 1
County: Aiemnaer a ="C ! F
P
Location: !
e
Preps ad B
Date Prepared:-.-
v'el III A P.
B :
Reviewed m
Date Reviewed- t
Level III A #: m
RAN Width: 30 feel

Length of Run X 150 feet
Disturbed Area = 0.10 acres
Drainage Area: 1 acres
'Drainage Area must equal or exceed the Disturbed Area found above
Is this a Typical Section (YIN)? Y
Will RUSLE2 be .sad to model
the Nan-Typical sections? N
Regression Constant, C 659 Table 2-7 (Level 111 Ref Manual)
Rainfall Factor, R 170 Figure 1-1
Erodibility Factor, K 0.26 Table 2-2 or Web Soil Survey (h#pllsoildatamarfnms.usda.govl/
Soil Type Evard-C.vu ' informational purposes only.
STEP 2: Ditch Liner requ/remenes: Utilize the Required Liner lab and note recommendations on plans.
STEP 3: Velocity Control Requirements
Gl::?vse ;-•;,CCCen 7rlw E 7cr.:: E.;il.
TYPEB ROCK S/L r CHECKS 0 spaced at 75 feet .'h•.ct:o r•, V[a::,os
OR WATTLES
'See the HELP Tab for additional clarification and an example on how to place on plans.
Start is',h Op"Icn •1A
OPTION 4. Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA e 3 Acre: Use V=CRKs to determine storage
Regression Constant, C 659
Rainfall Factor, R 170
Emdbility Factor, K 0.26 j From Step f above
Soil Type Evard-Cowee
Ditchline Slope, a ? -0.03000 ft/ft ----- _--
V= 716.54 ft'IaCV
Required Storage Volume= 74.02 h° 'j= ""s .6 r, Fn:ar--•• a.. _::e ro:. m cah
OPTION 43: For DRAINAGE AREA e 3 Acre: Use RUSLE2 Modeling to Calamine storage
Sediment Delivery from RUSLE2: 6.00 tons/acretyr
Converting to#eladyr. NIA ft'/arlyr
Required Storage Volume= Nlq it°
OPTION 4C: Using the Required Storage Volume from Option 4A or 49 to determine # of Wrapped TRSC-A/Wahlas Required
- These devices can be used to satisfy the velocity requirements i n Ste p 3.
Storage from Wnp"d Type A Rock Slit Checks or Waffles U_:cu n: ee:n,q a:e„pe:: 1 • ,. ?a::>: !;,n
Enter Ditch Front Slope Gradient(H.V7: 2:1 cols or Wcc!Ico
Enter Ditch Back Slope Gradient (Ha 9: 1.5 :1
Enter Device Height-
1_5
-
hi
i
B
dD
A 3
90 fle CiJ^U. Place measurers; on Ec Plao. Stag
n
ev
e
ce:
rea . wim lt' I'r't'P,irc a: d.ro to :Ile .aWct
Length of Ditch Behind Device: 50.00 ft
Storage Behind Device (assumes 65%eHeciency): ..: _- =

?
? _
r 12.66 fts "t„e cdi'-`, °"l 'hr: cezce ;hen: e,cw,

n::eceJ
:a
Vep _:::a.FN:'. nnbc on
Wrapped TRSC-AAYanles required: X:-'
.
..-... i:. ... 2.0 es: cISP r. co.."s t.
Total 85.31
U
STEP 1: Input Pmjecf Information 'items it, red are REQUIRED
Construction time
<6 months (YIN)? Y
HOW(YIN)7 n Elevation
Trout (YIN)? n Tool h
From Sta.: 35 , 0
to SM.: 0
RightfLeft: Lt 5.DO0 %
%Ditch Grade: 5.000 %
Contributing
RAN Width: 30 feel
SECTION 1 of 1
Ale.aoea
Length of Run X 200 feet '
Disturbed Area = 0.14 acvea
Drainage Area: 1 aces
-Drainage Area must equal or exceed the Disturbed Area found above
Is this a Typical Section (YIN)? y
Will RUSLE2 be used to model
the Non-Typical sections? lJ
Regression Constant, C 659 Table 2-7 (Level 111 Ref Manuag
Rainfall Factor, R 1'0 Figure 2-1
Erodibillry Factor, K G.--6 Table 2-2 or Web Soil Survey (hffp.Ilsoildatamart.nms.usda.gov1)
Soil Type _ w: rd -Cowes - informational purposes only.
STEP 2: Ditch Liner requirements: Udlrse the Required Line, tab and note recommendations on plans.
STEP 3: Velocity Control Requirements

TYPE B ROCK SILT CHECKS 0 spacedat 50 feet " - .,e!wcao Type E::ocl:
-

OR WATTLES ISCi
h_
'See the HELP Tab for additional clarification and an example on how to place on plans.
C fc:i' Y':'1ih 0,-1 4n
OP770M 4: Using RUSLE2 Analysis to determine required storage
OPTION 4A: For DRAINAGE AREA < 3 Aere: Use V=CRKs to determine storage
Regression Constant, C 659
' Rainfall Factor, R 170
Erodibility Factor, K 0.26 From Step 1 above
Soil Type Evard Cowee
Ditchline Slope, a__0.05000 (Vfl--_- ---__._.___. -
V= 1194.24 fl'laJyr .
Required Storage Volume= 164.50 Its J-;iq 2i? :n F.tln:nb i--:r.!cr-scs no:e m cab
kf ova sn c Onion dC
OPTION 4B: Fur DRAINAGE AREA < 3 Acre: Use RUSLE2 NDdegng to datarmfne storage
Sediment Delivery from RUSLE2: 0.00 tonslaaelyr
Converting to Rs/acyc NIA fl'leclyr
Required Storage Volumez NIA fl' Cpi;r,„4c.
OPTION 4C: Using the Required Storage Volume from Option 4A or 4B to deteunirre # of Wrapped TRSC-AlWattles Required
' These devices can be used to satisfy the velocity requirements in Step 3.
Storage from Wrapped Type A Rock Silt Cheeks gr Wattles Cc 1ii;g 1'+ alw?c ci= ^ i:,,, K >,!!
Enter Ditch Front Slope Gradient (H. V): I
Enter Ditch Back Slope Gradient (H. V): 15 :1
Enter Device Height 1_5 fl -
Area Behind Device: 194 fts
Length of Ditch Behind Device:
Er:ce.ivr.
30.00 fl Ll
uc::':!:aroev:ces rt ;Ir.m_. Gn Ic
Storage Behind Device (assumes 65% effeciency): 25.59tts
? =?;!ion5
WraPPed TRSC-A/Wanles required: X-`---? .7.0'
Total 179.16 R' -

Temporary Liner (Matting) in Ditchline Calculations (English)
ConsttuctioniSheet #„ a4 fr ,. ,_i,1 r .2 ,t 4 7= ..,,: v..« t 5%,.A
Construction Line -L-,-Y-,etc. L L L L
Left or Right (LT.,RT.,Median) Rt Lt Rt Lt
Upper Station No. 0 1200 2200 3150
Upper Station Elevation ft.) 1 3 12.5 4.5
Lower Station No. 100 1050 1950 3000
Lower Station Elevation ft. 0 0 0 0
Design Ditch Flow Depth ft. - 0.33 0.33 0.33 . 0.33 0.33 0.33
Actual Ditch Depth ft. 2 2 2 2
Frontslo a Grade i.e. 2 for 2:1 1 1 1 1
Backslo a Grade i.e. 2 for 2:1 1.5 1.5 1.5 1.5
Base Width ft., 0 for V-Ditches 1 1 1 1
Measured Ditchline Length ft. 100 150 250 150
Ditch Grade % 1.00 2.00 5.00 3.00 0.00 0.00
Velocity ft/s 2.40 3.40 5.38 4.16 0.00 0.00
Shear Stress in Ditch Ib/ft) 0.21 0.41 1.03 0.62 0.00 0.00
Ditch Liner Requirement MATTING MATTING PSRM MATTING None None
Matting Quantity (d2) 85 125 0 125 0 0
PSRM Matting Quantity (ydZ) 0 0 205 0 0 0
Construction Line -L-,-Y-,etc. L L L L
Left or Right LT.,RT.,Median Lt Lt Lt Lt
Upper Station No. 0 1350 2200 3500
Upper Station Elevation ft. 1 4.5 12.5 10
Lower Station No. 100 1200 1950 3300
Lower Station Elevation ft. 0 0 0 0
Dei n Ditch Flow De th ft. :: • 033 + 0.33 0.35 .: - 0.-33 . - '. 0-33 -.0-33
Actual Ditch Depth ft. 2 2 2 2
Frontslo a Grade i.e. 2 for 2:1 1 1 1 1
Backslo a Grade i.e. 2 for 2:1 1.5 1.5 1.5 1.5
Base Width ft., 0 for V-Ditches 1 1 1 1
Measured Ditchline Length ft. 100 150 250 200
Ditch Grade % 1.00 3.00 5.00 5.00 0.00 0.00
Velocity Ws 2.40 4.16 5.38 5.38 0.00 0.00
Shear Stress in Ditch (Ib/ftz) 0.21 0.62 1.03 1.03 0.00 0.00
Ditch Liner Requirement MATTING MATTING PSRM PSRM None None
Matting Quantity (ydZ) 85 125 0 0 0 0
PSRM Matting Quanti (dZ 0 0 205 165 0 0
u
Construction Line -L-,-Y-,etc. L L L
Left or Right LT.,RT.,Median Lt Lt Lt
Upper Station No. 400 1800 2900
' 1 er Station Elevation ft. 2 5 7.5
-ower Station No. 200 1700 2750
J
V V
ELower Station Elevation ft.) 0 0 0
Mesl n Ditch Flow Depth ' ft.
Actual Ditch Depth ft. 0 33
2 •: -- 0.33
2 777 0.33
2 ' -0.33 `. ( 0.33 0.33
(Frontslo a Grade i.e. 2 for 2:1 1 1 1
iBackslo a Grade i.e. 2 for 2:1) 1.5 1.5 1.5
[Base Width ft., 0 for V-Ditches 1 1 1
PAeasured Ditchline Length (ft. 200 100 150
Ditch Grade %
Velocity ft/s 1.00
2.40 5.00
5.38 5.00
5.38 0.00
0.00 0.00
0.00 0.00
0.00
Shear Stress in Ditch (lb/ftZ)
Ditch Liner Requirement 0.21
MATTING 1.03
PSRM 1.03
PSRM 0.00
None 0.00
None 0.00
None
Matting Quanti (yd2) 165 0 0 0 0 0
PSRM Matting Quantity (dZ 0 85 125 0 0 0

Construction Line -L-,-Y-,etc. L L L
Left or Right LT.,RT.,Median Rt Lt Lt
Upper Station No. 800 1900 2900
Upper Station Elevation ft. 5 5 1
Lower Station No. 1050 1800 3000
Lower Station Elevation ft. 0 0 0
Desi rfDitch'Flow Depth ft. h ' `.-,i'- ,0.33 , , ^ ° 0:33 0.33 "0:33
Actual Ditch Depth ft. 2 2 2
Frontslo a Grade i.e. 2 for 2:1 1 1 1
Backslo a Grade i.e. 2 for 2:1 1.5 1.5 1.5
Base Width ft., 0 for V-Ditches 1 1 1
Measured Ditchline Length ft. 250 100 100
Ditch Grade % 2.00 5.00 1.00 0.00 0.00 0.00
Veloci _ Ws --3.40- -5.38-- -2:40- --0,00 -0,00- -0:00- -
Shear Stress in Ditch (lb/ftZ) 0.41 1.03 0.21 0.00 0.00 0.00
Ditch Liner Requirement MATTING PSRM MATTING None None None
Matting Quantity dZ 205 0 85 0 0 0
PSRM Matting Quantity (yd d 2) 0 85 0 0 0 0

Construction Line -L-,-Y-,etc.
Left or Right LT.,RT.,Median
Upper Station No.
Upper Station Elevation ft.
Lower Station No.
Lower Station Elevation ft.
Desi n Ditch Flow;De tfi . ::;: = ,0.33 VV,- -. 0:33 ,,- --'0.33 -- 0.33
Actual Ditch Depth ft.
Frontslo a Grade i.e. 2 for 2:1
Backslo a Grade (i.e. 2 for 2:1
Base Width ft., 0 for V-Ditches)
Measured Ditchline Length ft.
Ditch Grade (% 0.00 0.00 0.00 0.00 0.00 0.00
Velocity ft/s 0.00 0.00 0.00 0.00 0.00 0.00
Shear Stress in Ditch Ib/ftZ) 0.00 0.00 0.00 0.00 0.00 0.00
Ditch Liner Requirement None None None None None None
Matting Quantity dZ) 0 0 0 0 0 0
PSRM,Mattin Quantity (yd d 2) 0 0 0 0 0 0

Construction Line -L-,-Y-,etc.
Left or Right LT.,RT.,Median
Upper Station No.
Upper Station Elevation (ft.)
Lower Station No.
Lower Station Elevation ft.
Des! n Ditch?F:IowiDe th ft:' if*-I 0 33 ,YX033 ; 033 g a, 0 33 t_ 0 33 OM
Actual Ditch Depth ft.
Frontslo a Grade i.e. 2 for 2:1
Backslo a Grade i.e. 2 for 2:1
Base Width ft., 0 for V-Ditches
Measured Ditchline Length ft.
Ditch Grade % . 0.00 0.00 0.00 0.00 0.00 0.00
Velocity f is :. 0.00 0.00 0.00 0.00 0.00 0.00
Shear Stress in Ditch Ib/ft2) 0.00 0.00 0.00 - 0.00- 0.00 0.00
Ditch Liner Requirement None' None None None None None
Mattin Quanti (d2) 0 0 0 0 0 0
PSRM Mattin Quantity (d2) 0 0 0 0 0 0

IT
I
II
II
r/
II
I I
/
I /
I
I /
I /
I /
/ I
I
I 1
I /
I I
1 I
I 1
I /
I /
I I
I
1 /
I I
I 1
1 I
i /
r
I 1
/ I
I
I I
I /
1 /
1
( I
I I
1 I
II
II
I I
I /
I
IX \,\\\
iO ? ?