20170272 Ver 1_More Info Received_20170419

Action History (UTC -05:00) Eastern Time (US & Canada)
Submit by Anonymous User 4/19/2017 6:27:42 AM (Supplemental Submital)
Approve by Montalvo, Sheri A 4/19/2017 2:52:00 PM (NON -DOT Project)

rpplern
v
ental Information Upl
Staff Review:
Updated ID#: 20170272
Updated Version: 1
Reviewers Email Address:
Sue.Home\[e-mail]
Submitted Information:
Is this a public transportation
project?
r Yes
r No
What type of project is this?
r Existing Project
r Pre -Application Information
Existing Project Information:
ID# 20170272
DMRDAU Min-ber (exanple 20150001)
Version: 1
Project Name:
Bedford Hills Subdivision
County:
Alamance
Name:
Chris Oliver
Mo is subnit ing the infornetion?
Email Address:
[e-mail]
Describe the
Revised PCN package per USACE/NCDEQ comments.
attachments:
Please upload all files that need to be submited.
2017-04-17 PCN_FINAL.pdf
Response to Comments Letter.pdf
14-0243—PCN- PLAN SET_Revised.pdf
Only pdf files are accepted.
PF By checking the box and signing box below, I certify that:
.. I hovo union +ri io orri ir�+o �nl1 rnmr.lo+o infnrm�+inn nn +hic fnrm
318.66KB
130.94KB
101.23MB
Water Resources
ENVIRONMENTAL QUALITY

I II— yivcn LI—, awui aic, anu —IIFIcic unvi nia uuii ILI uua iui iii,
• I agree that submission of this Supplemental Information form is a "transaction" subject to Chapter 66, Article 40 of the
NC General Statutes (the "Uniform Electronic Transactions Act')
• I agree to conduct this transaction by electronic means pursuant to Chapter 66, Article 40 of the NC General Statutes
(the "Uniform Electronic Transactions Act');
• I understand that an electronic signature has the same legal effect and can be enforced in the same way as a written
signature; AND
• I intend to electronically sign and submit the Supplemental Information form.
Signature:

April 18, 2017

Mr. David E. Bailey, PWS
Regulatory Project Manager
U.S. Army Corps of Engineers
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587

Ms. Sue Homewood
NCDEQ - Division of Water Resources
Winston-Salem Regional Office
450 West Hanes Mill Road, Suite 300
Winston-Salem, NC 27105

RE: Notification of Unauthorized Activity/Permit Noncompliance
Action ID – 2016 02190
Bedford Hills Subdivision
Alamance County

Dear Ms. Homewood & Mr. Bailey,

On behalf of our client and the applicant, Green Level Group, LLC, Summit Design and
Engineering Services is providing to you responses to comments from your review on
March 20, 2017 following our submittal of the PCN and plans on March 14, 2017.

Summit Design and Engineering Services will be more than happy to address and provide
any clarification needed on the attached responses and looks forward to discussing these
matters with you further.

Sincerely,

SUMMIT DESIGN AND ENGINEERING SERVICES

Chris Oliver, E.I.
Land Development Dept.

Comments Provided by David Bailey on March 20, 2017

1. The proposed cumulative loss of waters of the US (i.e. footprint of fill in streams due to
culverts = 149 linear feet) is very close to the compensatory mitigation threshold of 150
linear feet. Our experience in the Piedmont is that proposed impacts approaching the
150 linear foot threshold often exceed it due to surveying errors in the field, culvert
lengths delivered on-site, etc. Further, your original PCN submittal on 1/10/2017
proposed only 133 linear feet of fill in streams due to culverts. As such, can additional
avoidance measures be taken to reduce the proposed loss of waters of the US from
culvert fill? If so, please update the PCN and plan sheets accordingly. If not, please
describe why additional avoidance is not practicable per Nationwide Permit Condition
23(a).
The increase in proposed impact between submittals was caused by road grade and end
wall design constraints not anticipated in the original design. However, the culvert
design has been revised such that the pipe/end wall intersection now has a 105° skew on
the southeastern end in order to shorten the culvert length. The shoulder section and
sidewalk location has also been revised from the typical road section to shorten the
culvert length and overall stream impact at the crossing. The proposed cumulative loss
of waters of the US has been revised to be 140 linear feet.

2. The rip rap footprint does not appear to show up on the crossing 1 (i.e. northern
crossing) plan sheet (Sheet D-10). Please add this footprint to the plan sheet to clearly
show the 27 linear feet of rip rap impacts proposed.
The rip rap footprint has been added to the detail on the stream crossing detail
sheet (Sheet D-8).

3. Please update plan sheet C-17 to show the proposed dewatering footprint in the
stream.
Sheet C-18 (originally C-17) has been updated to show the proposed dewatering
footprint in the stream.

Comments Provided by Sue Homewood on April 4, 2017

1. Please provide the Division a copy of your response to March 20, 2017 request for more
information from the US Army Corps of Engineers requesting additional information
[15A NCAC 02H .0502(c)].
Responses provided above.

2. The PCN indicates that the length of culvert for Crossing #2 will be 83 feet however the
culvert report submitted with the PCN indicates the length will be 88 feet. Please clarify
the discrepancy.
The length of culvert for Crossing #2 has been revised to be 77 feet, and the
culvert report has been updated accordingly. Please see revised documents
attached.

3. The plans submitted with the PCN form show fill lines, temporary sediment basins, and
permanent constructed wetlands that are immediately adjacent to jurisdictional wetlands
and state regulated buffers. Please indicate whether these features/measures can be
reasonably constructed and permanently maintained (note that stormwater measures
require permanent maintenance access) without any impacts to adjacent areas.
We understand that the referenced improvements are immediately adjacent to
regulated streams buffers and or wetlands. There will be silt fence staked and
placed at these limits per the previously issued and approved erosion control
plans, thereby restricting the ability for the contractor to unintentionally disturb
the wetland areas and/or stream buffers beyond those limits. As noted, the
proposed constructed wetlands are where fill is the tightest around the existing
environmental features, however these slopes/embankments are not severe and
only 5’ feet high or less. We have reminded the contractor to be mindful of the
limits and if they require additional working room, to adjust the dam location
accordingly and we can modify the constructed wetland volume and size as
needed upon final construction. Currently these areas will serve as only sediment
basins and we will collect the as-built data of the dams prior to final conversions
such that the design can be adjusted if needed. Any required maintenance should
be easily conducted around these slopes due to the low dam heights and the low
levels of actual impounded water since it’s a wetland and not a wet detention
basin. Permanent stormwater access easements have been added to the plans (see
Sheet C-8).

4. A number of lots are shown to include jurisdictional wetlands within the lot limits. Please
note that the 401 issued to this project will required that deed notifications be filed on
these lots to indicate to future owners that any disturbance to these will require proper
authorizations. If lots have already been recorded, please indicate so in your response to
this letter.
Lots for Phase II have not been recorded. Deed notifications filed on Lots 209-
216, 222, 223, 226, and 227 will indicate to future owners that any disturbance to
jurisdictional wetlands will require proper authorizations.

5. Issuance of a water quality certification for a proposed project requires that existing uses
are not removed or degraded. On December 16, 2016, the Division issued a Notice of
Violation (NOV) for wetland standard violations as a result of lot fill into a wetland. The
NOV required that the wetland boundary be clearly flagged and for an inspection to be
scheduled with DWR and the USACE. Please provide a response as outlined in the NOV.
Per email correspondence on 4/17/17, an inspection with DWR and the USACE will be
scheduled as soon as possible.
Page 1 of 10
PCN Form – Version 1.4 January 2009
Office Use Only:
Corps action ID no. _____________
DWQ project no. _______________
Form Version 1.4 January 2009
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the Corps: Section 404 Permit Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? Yes 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
1e. 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 No
1g. Is the project located in any of NC’s twenty coastal counties. If yes, answer 1h
below. Yes No
1h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? Yes No
2. Project Information
2a. Name of project:
2b. County:
2c. Nearest municipality / town:
2d. Subdivision name:
2e. NCDOT only, T.I.P. or state project no:
3. Owner Information
3a. Name(s) on Recorded Deed:
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:
Bedford Hills Subdivision
Alamance
Green Level
Bedford Hills
Green Level Group
DB:3501 PG:696-705
James Parker Jr.
504 Meadowlands Drive
Hillsborough, NC 27278
919-732-5055
919-732-6676
[e-mail]
29
Page 2 of 10
4. Applicant Information (if different from owner)
4a. Applicant is: Agent Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name:
5b. Business name
(if applicable):
5c. Street address:
5d. City, state, zip:
5e. Telephone no.:
5f. Fax no.:
5g. Email address:
Chad Abbott,PE
Summit Design and Engineering Services
504 Meadowlands Drive
Hillsborough, NC
919-732-3883
[e-mail]
Page 3 of 10
PCN Form – Version 1.4 January 2009
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
1b. Site coordinates (in decimal degrees): Latitude: Longitude:
1c. Property size: acres
2. Surface Waters
2a. Name of nearest body of water to proposed project:
2b. Water Quality Classification of nearest receiving water:
2c. River basin:
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
3b. List the total estimated acreage of all existing wetlands on the property:
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
3d. Explain the purpose of the proposed project:
3e. Describe the overall project in detail, including the type of equipment to be used:
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) in the past?
Yes No Unknown
Comments:
4b. If the Corps made the jurisdictional determination, what type
of determination was made? Preliminary Final
4c. If yes, who delineated the jurisdictional areas?
Name (if known):
Agency/Consultant Company:
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past? Yes No Unknown
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.
8896882186
-79.3411
82
Otter Creek, UT to Otter Creek
WS-II; HQW,NSW
Cape Fear
The Phase I portion of the site has been constructed and impact to UT to Otter Creek has occurred . Home builder is in the process of building homes
on Phase I lots. Phase II remains in pre-development condition, with large portions of wooded area, and only small areas of impervious surfaces.
Currently UT to Otter Creek has two stream crossings, the unpermited Phase I crossing, and an pre-development crossing used for farm traffic.
6.82
Propose of the project is to build a single family residential subdivision.
Phase I of the project currently"in process", consisting of a residential subdivision with 94 lots. During this phase an unpermitted stream crossing of UT
Three Oaks
Jurisdictional streams and wetlands determined December 12, 2016.
Erosion Control Permit (NCDENR) Stormwater, construction, and buffer authorization permits issued the Town of Green Level.
Phase I is the phase that is already built and is currently requesting an after the fact permit. . Phase II is in the design and preliminary permitting stages
and hereby requesting authorization to impact streams.
36.13523
5,322
Sue Homewood (NCDEQ)
Chris Sheats
Page 4 of 10
PCN Form – Version 1.4 January 2009
C. Proposed Impacts Inventory
1. Impacts Summary
1a. Which sections were completed below for your project (check all that apply):
Wetlands Streams – tributaries Buffers Open Waters Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
Wetland impact
number
Permanent (P) or
Temporary (T)
2b.
Type of impact
2c.
Type of wetland
2d.
Forested
2e.
Type of jurisdiction
Corps (404,10) or
DWQ (401, other)
2f.
Area of
impact
(acres)
W1
W2
W3
W4
W5
W6
2g.Total Wetland Impacts:
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)?
3e.
Type of
jurisdiction
3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
S1
S2
S3
S4
S5
S6
3h. Total stream and tributary impacts
3i. Comments:
Choose one
Choose one Yes/No -
Yes/No -
Yes/No -
Yes/No -
Yes/No -
Yes/No -
Culvert UT to Otter Creek PER Corps 7 66
UT to Otter Creek 7 27
UT to Otter Creek 7 94
UT to Otter Creek 18 74
UT to Otter Creek 18 20
UT to Otter Creek 18 110
391
S1-S3isanafter the fact permit.S4-S6 is the proposed stream crossing in Phase 2.S2andS5 rip rap to be keyed into stream bed.Stream impacts
counted toward mitigation threshold include S1 and S4. Total mitigable stream impact is 140 LF.
-
-
-
-
-
-
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
P
P
T
P
P
T
Rip Rap
Dewatering Footprint
Culvert
Rip Rap
Dewatering Footprint
PER
PER
PER
PER
PER
Corps
Corps
Corps
Corps
Corps
Page 4 of 10
PCN Form – Version 1.4 January 2009
C. Proposed Impacts Inventory
1. Impacts Summary
1a. Which sections were completed below for your project (check all that apply):
Wetlands Streams – tributaries Buffers Open Waters Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
Wetland impact
number
Permanent (P) or
Temporary (T)
2b.
Type of impact
2c.
Type of wetland
2d.
Forested
2e.
Type of jurisdiction
Corps (404,10) or
DWQ (401, other)
2f.
Area of
impact
(acres)
W1
W2
W3
W4
W5
W6
2g.Total Wetland Impacts:
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)?
3e.
Type of
jurisdiction
3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
S1
S2
S3
S4
S5
S6
3h. Total stream and tributary impacts
3i. Comments:
Choose one
Choose one Yes/No -
Yes/No -
Yes/No -
Yes/No -
Yes/No -
Yes/No -
Culvert Removal UT to Otter Creek PER Corps 12 21
UT to Otter Creek 12 50
UT to Otter Creek 12 5
UT to Otter Creek 12 20
96
S1-S2arefor culvert removal.S3-S4arefor sewer pipe installation. Total mitigable stream impact on this page is 0 LF.See Page 4A for total mitigable
stream impact.
-
-
-
-
-
-
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
Choose one
P
T
P
T
Dewatering Footprint
Sewer Pipe Installation
Dewatering Footprint
PER
PER
PER
Corps
Corps
Corps
Page 5 of 10
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.
Open water
impact number
Permanent (P) or
Temporary (T)
4b.
Name of waterbody
(if applicable
4c.
Type of impact
4d.
Waterbody
type
4e.
Area of impact (acres)
O1
O2
O3
O4
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, then complete the chart below.
5c.
Wetland Impacts (acres)
5d.
Stream Impacts (feet)
5e.
Upland
(acres)
5a.
Pond ID number
5b.
Proposed use or
purpose of pond
Flooded Filled Excavated Flooded Filled Excavated
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 any impacts require mitigation, then you MUST fill out Section D of this form.
6a.Project is in which protected basin? Neuse Tar-Pamlico Catawba Randleman Other:
6b.
Buffer Impact
number –
Permanent (P) or
Temporary (T)
6c.
Reason for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1
impact
(square
feet)
6g.
Zone 2
impact
(square
feet)
B1
B2
B3
B4
B5
B6
6h.Total Buffer Impacts:
6i. Comments:
Choose one Choose
Choose one
Yes/No
-
-
-
-
Choose one
Choose one
Choose one
Choose
Choose
Choose
Choose one
-
-
-
-
-
-
Yes/No
Yes/No
Yes/No
Yes/No
Yes/No
)
Page 6 of 10
PCN Form – Version 1.4 January 2009
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
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
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:
Type:
Type:
Quantity:
Quantity:
Quantity:
3c. Comments:
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature:
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
The stream bisects the property and crossing it was inevitable. The 1st impact to occurs at the top of the stream upon coming onto our property to
minimize impacts to the greater established downstream portions. The 2nd stream impact also coincides with a roadway crossing. There is also a
pump station just on the other side of the stream that serves Ph I. Placing the 2nd crossing here allows much of Ph 2 to sewer to the pump station
while utilizing the impacts for the road. We also need another conxn between the 2 phases for connectivity and emergency services.
Both impacts associated with access drives and utilities have been designed to be as least intrusive as possible, utilizing blanket matting on adjacent
slopes to prevent loss of sediment into the stream as well as plunge pools at the outlets instead of rip rap pads to allow water to dissipate flows as well
as deep pools at the outlets of the pipe. We have also tried to install pipes that will fit within the stream cross section to avoid the contractor needing to
widen the channel at the stream inlets and outlets.
Choose one
Choose one
Choose one
Choose one
Page 7 of 10
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 8 of 10
PCN Form – Version 1.4 January 2009
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1a. Does the project include or is it adjacent to protected riparian buffers identified
within one of the NC Riparian Buffer Protection Rules? Yes No
1b. If yes, then is a diffuse flow plan included? If no, explain why.
Yes No
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? %
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:

2e. Who will be responsible for the review of the Stormwater Management Plan?
3. Certified Local Government Stormwater Review
3a. In which local government’s jurisdiction is this project?
3b. Which of the following locally-implemented stormwater management programs
apply (check all that apply):
Phase II
NSW
USMP
Water Supply Watershed
Other:
3c. Has the approved Stormwater Management Plan with proof of approval been
attached? Yes No
4. DWQ Stormwater Program Review
4a. Which of the following state-implemented stormwater management programs apply
(check all that apply):
Coastal counties
HQW
ORW
Session Law 2006-246
Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? Yes No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? Yes No
5b. Have all of the 401 Unit submittal requirements been met? Yes No
Permitted by Town ofGreen Level and will be sent to them accordingly
29.9
The Town ofGreen Level reviewed and approved the Stormwater Management Plan for Phase I of this project which includes the analysis of the
proposed storm sewer network for the 2-, 10-, and 25-yr storm events as well as the Wet Detention Pond BMP, which was designed to control and
treat runoff from the first inch of rainfall.
A Stormwater Management plan will be submitted to the Town of Green Level for Phase II of this project
Town of Green Level
Town of Green Level
Page 9 of 10
PCN Form – Version 1.4 January 2009
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1a. Does the project involve an expenditure of public (federal/state/local) funds or the
use of public (federal/state) land? Yes No
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
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
Yes No
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
letter.)
Comments:
Yes No
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,
or Riparian Buffer Rules (15A NCAC 2B .0200)?
Yes No
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
additional development, which could impact nearby downstream water quality? Yes No
3b. If you answered “yes” to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered “no,” provide a short narrative description.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
A permanent culvert was placed over approximately 75 feet of stream (impacts S-1-S-2). In addition to the culvert, a discharge of unauthorized fill
occurred in approximately 0.1 acres of wetlands due to development along Donelson way. The wetland impacts will be resolved by restoring erosion
control devices to effective working order. The wetland will be re-flagged to its pre-development limits. After a site inspection by USACE/DWR,
restoration activities will begin, including but not limited to the removal of all fill material, and replanting of wetland flora.
The town ofGreen Level's stormwater policy requires the site to meet TSS standards, as well as capture and control the first inch of precipitation,
therefore protecting downstream water quality.
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
❑ X Yes X No
❑
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
❑ Yes ❑X No
impacts?
5c. If yes, indicate the USFWS Field Office you have contacted.
-
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
US Fish and Wildlife Services IPaC tool.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
❑ Yes ❑X No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
South Atlantic Fish Management Council GIS map
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
❑ Yes ❑X No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
NC Historic preservation Office GIS service map.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain?
❑X Yes ❑ No
8b. If yes, explain how project meets FEMA requirements:
No Development will take place within the 100 year floodplain.
8c. What source(s) did you use to make the floodplain determination?
FEMA Flood Mapping Center
A na ure
Applicant/Agent's Printed Name
gate
(Agent's signature is valid only if an authorization
letter from the applicant isprovided.)
Page 10 of 10

PCN ADDITIONAL AREA FOR EXPLANATIONS/COMMENTS:
D.1a. Avoidance and Minimization:
The stream bisects the property and crossing it was inevitable. The 1st impact to occurs at the top of the
stream upon coming onto our property to minimize impacts to the greater established downstream
portions. The 2nd stream impact also coincides with a roadway crossing. Near the 2nd Crossing, there is a
pump station that serves Ph I and will serve all of the proposed Ph 2. All of the property will sewer to the
pumpstation and an impact in this vicinity would be needed for that also. Placing the 2nd crossing as we
have chosen, allows much of Ph 2 to sewer to the pump station within the proposed impacts for the road
thereby minimizing total impacts needed by combining the two. A second connection is also needed
between the 2 phases for connectivity and emergency services. As you are aware, there was an old, farm
or logging crossing consistent of a 24” pipe. This crossing was not proposed to be used or upgraded due
to the fact that the same or similar amount of impact would be required due to the size and unknown
installation methods of this pipe. The total impact would also need to be much longer than the existing
pipe and therefore negate any benefits of trying to utilize it. This area and impact is being proposed to be
returned to a vegetated riparian buffer and re-established stream section such that the previous impact
will be completely removed and void. There was no existing permit in place and we do not know the
origin of the pipe or crossing. Lastly, due to the need to collect stormwater from the development for
treatment, the existing and many of the proposed stormwater treatment facilities are located in this
lower portion of the site and would require access for maintenance, which the road impact and crossing
also helps to provide. Therefore, the proposed impact has a greater use and aids in minimizing potential
supplemental impacts that could have been needed for the sewer and stormwater purposes.

D.1b. Specific Measures taken to avoid or minimize the proposed impacts through construction
techniques:
Both impacts associated with access drives and utilities have been designed to be as least intrusive as
possible, utilizing blanket matting on adjacent slopes to prevent loss of sediment into the stream as well
as plunge pools at the outlets instead of rip rap pads to allow water to dissipate flows as well as deep
pools at the outlets of the pipe. We have also tried to install pipes that will fit within the stream cross
section to avoid the contractor needing to widen the channel at the stream inlets and outlets.
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Apr 17 2017
Road Crossing #2 - 2-54inch PIPES
Invert Elev Dn (ft) = 611.00
Pipe Length (ft) = 73.94
Slope (%) = 3.04
Invert Elev Up (ft) = 613.25
Rise (in) = 54.0
Shape = Circular
Span (in) = 54.0
No. Barrels = 2
n-Value = 0.013
Culvert Type = Circular Concrete
Culvert Entrance = Groove end w/headwall (C)
Coeff. K,M,c,Y,k = 0.0018, 2, 0.0292, 0.74, 0.2
Embankment
Top Elevation (ft) = 620.75
Top Width (ft) = 30.00
Crest Width (ft) = 60.00
Calculations
Qmin (cfs) = 272.34
Qmax (cfs) = 272.34
Tailwater Elev (ft) = Critical
Highlighted
Qtotal (cfs) = 272.34
Qpipe (cfs) = 272.34
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 10.47
Veloc Up (ft/s) = 10.47
HGL Dn (ft) = 614.43
HGL Up (ft) = 616.68
Hw Elev (ft) = 618.65
Hw/D (ft) = 1.20
Flow Regime = Inlet Control
SHEET INDEX
COVER SHEET C-1
EXISTING CONDITIONS & DEMOLITION PLAN C-2
PLAT/OVERALL PLAN C-3 BEDFORD 11ILLS PHASE 11
SITE & UTILITY PLAN C-4
SEDIMENT & EROSION CONTROL PLAN (PHASE I A) C-5
SEDIMENT & EROSION CONTROL PLAN (PHASE I B) C-6 TOWN OF GREEN LEVEL
GRADING & STORM DRAINAGE PLAN C-7
GRADING & STORM DRAINAGE PLAN C-8 ALAMANCE COUNTY, NORTH CAROLINA
11 II
PCN SUBMISSION DATE: 03/03/17
19 v VI *11 1 ii -AN 0049) PIRG-fFI-16F!
REVISED PCN SUBMISSION DATE: 04/18/17
11 „
1111
11 1 1 11
(ll ITC n I I I,pll 0 nig n n 11 C1r-1fl/n nn nl n GF1, nl n ISI n nln nnrlCll C � -1
1-1�OUTFALL "A" & ROAD "GIDEON PLACE" PLAN AND PROFILE C-18
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EROSION CONTROL DETAILS D-6
EROSION CONTROL DETAILS D-7
STREAM CROSSING DETAILS D-8
n 01n
= NOT INCLUDED IN PLAN SET
GENERAL NOTES:
1. CONSTRUCTION ON THIS PROJECT SHALL BE IN ACCORDANCE WITH THE CITY/TOWN/COUNTY STANDARD DETAILS, CODE OF ORDINANCES AND
STANDARD SPECIFICATIONS IF APPLICABLE.
2. ALL SITE WORK, AT A MINIMUM, SHALL BE PERFORMED IN ACCORDANCE WITH THE 2012 NCDOT ROADWAY STANDARD DRAWINGS AND STANDARD
SPECIFICATIONS FOR ROADS AND STRUCTURES UNLESS OTHERWISE NOTED OR DIRECTED.
3. CONSTRUCTION ON THIS PROJECT SHALL BE IN ACCORDANCE WITH ALL APPLICABLE AND THE MOST CURRENT TOWN, COUNTY, STATE, NCDOT AND
UTILITY PROVIDER STANDARDS, SPECIFICATIONS AND BUILDING CODES.
4. UNDERGROUND UTILITIES MAY EXIST ON, ALONG OR WITHIN CONFLICT OF THIS PROJECT. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING NC 811
OR THE APPROPRIATE UTILITY COMPANIES PRIOR TO ANY EXCAVATION.
5. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE DEMOLITION OF ALL EXISTING ON SITE ITEMS, ABOVE AND BELOW GROUND. THE
CONTRACTOR IS ALSO RESPONSIBLE FOR REMOVAL OF ALL WASTE RESULTING FROM DEMOLITION, AS WELL AS GRADING AND FILLING OF ALL
DEPRESSIONS TO INSURE THE SITE REMAINS AESTHETICALLY ACCEPTABLE.
6. THE CONTRACTOR SHALL OBSERVE ALL REQUIRED SAFETY PRECAUTIONS IN THE PERFORMANCE OF ALL WORK IN ACCORDANCE WITH OSHA.
7. THE CONTRACTOR SHALL GRADE, SEED AND SOD OR OTHERWISE PROVIDE TEMPORARY AND PERMANENT STABILIZATION OF ALL DISTURBED AREAS,
ESPECIALLY SLOPES. SEE EROSION CONTROL INSTRUCTIONS, IF APPLICABLE.
8. WORK WITHIN PUBLIC RIGHT-OF-WAYS SHALL BE IN ACCORDANCE WITH ALL STATE AND LOCAL REQUIREMENTS, NOTIFICATIONS, STANDARDS AND
POLICIES.
9. ANY SUBSTITUTIONS, CHANGES, OR MODIFICATIONS SHALL BE APPROVED BY THE PROJECT ENGINEER, PLANNING DEPARTMENT STAFF, AND
DEVELOPER PRIOR TO INSTALLATION/CONSTRUCTION OF CORRESPONDING ITEMS.
10. PRIOR TO BEGINNING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING ALL PERMITS NECESSARY FOR CONSTRUCTION.
THE CONTRACTOR SHALL READ ALL PERMITS AND ENSURE THAT CONSTRUCTION COMPLIES WITH THE PERMITS. REQUIRED PERMITS AND REVIEWS
MAY INCLUDE, BUT ARE NOT LIMITED TO: CITY/COUNTY APPROVALS/PERMITS, CITY FIRE DEPARTMENT, SOLID WASTE REVIEWS, NCDOT PERMITS,
DRIVEWAY PERMITS, RIGHT OF WAY ENCROACHMENT AGREEMENTS, SOIL AND EROSION CONTROL PERMITS, NCDENR PERMITS, WATER PERMITS,
SEWER PERMITS, ENVIRONMENTAL PERMITS, WETLAND DISTURBANCE PERMITS, STREAM CROSSING PERMITS, POWER EASEMENT ENCROACHMENT
AGREEMENTS, USACE/DWQ PERMITS, STORMWATER PERMITS, ZONING APPROVAL, AND BUILDING CODE APPROVALS/PERMITS, IF THE CONTRACTOR
HAS QUESTIONS ABOUT PERMIT LANGUAGE, OR THE NEED FOR A PERMIT, HE MUST CONTACT THE DEVELOPER AND THE ENGINEER PRIOR TO
BEGINNING CONSTRUCTION.
Know what's below.
Cal before you dig.
CONTRACTOR SHALL NOTIFY "NC811"
(811) OR (1-800-632-4949) AT LEAST 3
FULL BUSINESS DAYS PRIOR TO
BEGINNING CONSTRUCTION OR
EXCAVATION TO HAVE EXISTING
UTILITIES LOCATED. CONTRACTOR
SHALL CONTACT ANY LOCAL UTILITIES
THAT PROVIDE THEIR OWN LOCATOR
SERVICES INDEPENDENT OF "NC811".
REPORT ANY DISCREPANCIES TO THE
ENGINEER IMMEDIATELY.
OWNER/ DEVELOPER:
GREEN LEVEL GROUP LLC
JAMES PARKER JR.
504 MEADOWLANDS DRIVE
HILLSBOROUGH, NC 27278
[phone]
[e-mail]
SURVEY INFORMATION
PROVIDED BY:
SUMMIT DESIGN AND ENGINEERING SERVICES
504 MEADOWLANDS DRIVE
HILLSBOROUGH, NC 27278
PHONE: [phone]
FAX: [phone]
CIVIL & SITE ENGINEER CONTACT:
SUMMIT DESIGN & ENGINEERING SERVICES
CHAD ABBOTT, P.E.
504 MEADOWLAND DRIVE
HILLSBOROUGH, NC 27278
[phone] (PHONE)
[phone] (FAX)
[e-mail]
SITE LOCATION MAP
NOT TO SCALE
PUBLIC SERVICES CONTACTS
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14-0243
DRAWING NAME:
14-0243 TS
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� ��I �j'" 90 � SURVEY / EXISTING CONDITIONS NOTES:
i,r I g1 N 1. SITE CONDITIONS TAKEN FROM SURVEY BY SUMMIT DESIGN & ENGINEERING SERVICES DATED 1-4-2017.
j - � 1 / \ �, FIELD VERIFY EXISTING CONDITIONS BY DETAILED SITE INSPECTION PRIOR TO SUBMITTING BID AND
l am'%l f �d s s BEGINNING CONSTRUCTION.
�/I ,r 92 � \,", .
./ ; ' , \ � \ !� 1 2. THIS PROPERTY IS WITHIN THE CAPE FEAR RIVER BASIN.
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94 w / 'IN I) a 3. THE TAX PARCEL IDENTIFICATION NUMBERS FOR THE SUBJECT TRACTS IS 1702-20-8099.
\ ° !. \ ws ys � 4. THE ASSIGNED STREET ADDRESS FOR THE SUBJECT PROPERTY IS 1927 N. NC 49 HWY., GREEN LEVEL, NC
95 1 �11 �r t � as 27217
-
s1 _ �p - 5. THE AREA OF THIS PROPERTY WAS DETERMINED BY THE COORDINATE COMPUTATION METHOD.
f '`y k r
o $-7 \4 ��� 6. DISTANCES SHOWN HEREON ARE HORIZONTAL GROUND DISTANCES UNLESS NOTED OTHERWISE.
/ ( \, `� 122 ' } r" 1'\\,\ �O 7. ANY UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED IN REFERENCE TO A ONE CALL TICKET
{ \ "� NUMBER A091210913, FROM THE NORTH CAROLINA ONE CALL CENTER, 1-800-632-4949.
121 V \� �,N
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1 tr \ , iv PHASE 9 a a>b ,pO 8. THIS SURVEY IS IN REFERENCE TO DEED BOOK 3501, PG 696-700, ALAMANCE COUNTY REGISTER OF DEEDS.
NEER /'� vv -7Q 9. THE REFERENCE BEARING FOR THIS DRAWING IS BASED UPON THE NORTH CAROLINA STATE PLANE
V l�O� /� �ti COORDINATE SYSTEM.
118 _R �',� \
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\ " `) � ,/�� INTERVALS ARE SHOWN.
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f U / 1 THIS I LOCATED WITHIN THE LIMITS OF THE TOWN OF GREEN LEVEL NORTH CAROLINA.
t� -- �,,. � � 1 T S PROPERTY S OC ,
11 1. 1a4 '1`� \ �� \, �_ �I1. 12. THIS PROPERTY HAS DIRECT ACCESS TO NC 49 AND MEBANE-ROGERS ROAD, PUBLICLY DEDICATED
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t / N \ _ \ i } \ V \ W71 �' S \, ` DATED SEPTEMBER 6, 2006.
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\ / \ 105 y 11 ~ , � 14 %� --" �� 14. THE CONTRACTOR SHALL MAINTAIN ANY EXISTING ACCESSES TO ADJACENT RESIDENCES, BUSINESSES
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\ hp6` ° 1 ` __ 1 1 i, \ 9 I 11+CONSTRUCTION/DEMOLITION.
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✓ _ _ .f h5 �, ,/ J� j l I lI \ \ \ 1. ALL DEMOLITION, TRANSPORT, AND DISPOSAL OF WASTE MATERIALS SHALL
- /',�,�` ":: �'0 / / / I ' I I Jr / /� ` �. -- `" k \ ` '. \ \ ' & , ALL APPLICABLE TOWN, COUNTY, STATE AND FEDERAL REGULATIONS.
1 _. „ �_ e__ r r .% 1 ' 1 1 �\ -e _ > ( _ �� \ i `\% 2. REGULATED MATERIALS SUCH AS ASBESTOS, LEAD, ETC. MAY EXIST ON SITE AND SHALL BE IDENTIFIED
f BUILDING �-- !> / /i ` FSF . r f f f J / / r t lr } ! I , - \ \ / / i11" AND A PLAN FOR DEMOLITION AND DISPOSAL PRESENTED TO AND APPROVED BY THE CITY/COUNTY
- --'''� '_ - r� 50� l i I / \ \ \ __r- -- A ✓ ? AND OWNERS PRIOR TO COMMENCING DEMOLITION ON CORRESPONDING STRUCTURES.
--- '' 1
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- / �� / ' \ - f t / 6 f 3. THE LOCATIONS OF ALL EXISTING FEATURES SHOWN ON THIS SHEET WERE PROVIDED AS PART OF THE
j
d ______ �/ ~ - / / / r / t� \ `-__ -.•, _ / it ° SURVEY REFERENCED ON THIS SHEET. OTHER UNIDENTIFIED UTILITIES OR SITE FEATURES MAY EXIST
f
a/ _E; S_. TM --- - _ __ _. ___� / ��'� '` -'' ' j l \ ``�,`` � � - - --_ __. �� / / f % I d: \ AND SPECIAL CARE SHALL BE EXERCISED DURING ANY SUBGRADE WORK OR DEMOLITION TO PREVENT
i/ ( /
/ \ 1) % / - _ _�� _ ___ ,,� / /f / `i , / � ! \ o \ �:., s�` _ b' �� j f / % / f%f� / `() U = UNINTENDED LOSS OF SERVICE TO SURROUNDING PROPERTIES.
/ - ----._-._.___ __.,�.__ „�_ ,�✓"' ,,, - /" /, / �' f t/,'/// f ')cr \ e\\.. "^�`� �'^-�.�.., __. �\ -.�.. _..._. ..�__.._. �.,.� i f / 1 t % /f G. / I/ _� /. ._,✓ f -11 11 't
>! / /� _'`"--"""'••� /\ ;f f/ * fr ,� -./ r ,/f f`'' / / / / \ ` `\ ` '''^.,�- `'""�- �� '-` ..� ''4.,•,\. t �( ( �,j! �/ r ,,h,�' `\ J., 4. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY PERMITS FOR WORK IN THE NCDOT RIGHTS OF
/ / _w \/ /f ! /// \ ` �`� , \ \ ! S t l \•l11 WAY. ANY DAMAGED INFRASTRUCTURE IN THE RIGHTS-OF-WAY CAUSED BY CONSTRUCTION ACTIVITIES
/ �5 - _--_ �_ / f f /• f - \ I f \ `` MUST BE REPAIRED TO NCDOT STANDARDS. THIS INCLUDES, BUT IS NOT LIMITED TO UTILITIES, CURB &
_- ' _ ry `,
I A \ \
r4 "" s / - -. y \ % ; { �' {/ 1 \ 1 `\ / O y GUTTER, PAVEMENT, SIGNS AND ROADSIDE SWALES.
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s89, s.99, - __ - ` o` f
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J8„ "' ✓' - r-___ __ _ y "~---_-___ -'f /1 j \\ 1 ) 1 j ' a I r= 5. CONTRACTOR SHALL PROVIDE A TRAFFIC CONTROL PLAN, IF REQUIRED BY ENCROACHMENT PERMIT TO
W ' f%t-`'� - --_-�- ___.p_,_ � 1 ; �� � � NCDOT FOR APPROVAL PRIOR TO ANY WORK WITHIN THE NCDOT RIGHT-OF-WAY.
,� / _ /% \ \ � 1 1t \ \ >t
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"\ J 6. ALL UTILITIES ARE TO BE REMOVED, DISPOSED OF, AND/OR ABANDONED PER THE CORRESPONDING
/ f 650- - �_ _ ._,~ \ ! \ L ,
1 \ SERVICE PROVIDERS GUIDELINES.
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8-� , ----_ - - / DB 2739 PG 357
'__ _ ---.� _. /' / /, / 17.84 AC11 -11 -II, .
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/'` ``� ,S ' RONALD AND PHYLLIS PIERCE ,/
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PROJECT NO.
14-0243
DRAWING NAME:
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SHEET NO.
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UTILITY NOTES: '
1. ALL NEW UTILITIES SHALL BE LOCATED UNDERGROUND.
2. ALL PUBLIC UTILITIES AND CONNECTIONS TO PUBLIC UTILITIES SHALL CONFORM TO
THE TOWN OF GREEN LEVEL STANDARDS AND SPECIFICATIONS.
3. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS NECESSARY FOR /
CONSTRUCTION.
4. PRIOR TO THE CONSTRUCTION OF ANY WATER OR SEWER MAIN EXTENSIONS, THE ' yy
ENGINEER OF RECORD SHALL BE CONTACTED BY THE GENERAL CONTRACTOR TO
DISCUSS CERTIFICATION REQUIREMENTS. FAILURE TO CONTACT THE ENGINEER OF
RECORD OR PROVIDE ANY OF THE REQUESTED DOCUMENTATION DISCUSSED MAY
RESULT IN THE INABILITY OF THE ENGINEER TO CERTIFY THE LINE.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF THE LOCATION
AND/OR RELOCATION OF ALL EXISTING UTILITIES WITH THE APPROPRIATE UTILITY, /
AGENCY OR COMPANY.
6. THE CONTRACTOR SHALL COORDINATE ALL UTILITY CONNECTIONS AND
DISTURBANCES WITH EXISTING USERS AND TOWN OF GREEN LEVEL SO THAT ANY It
SERVICE INTERRUPTIONS ARE MINIMAL.
7. RELATION OF WATER MAINS TO SEWERS: 10' HORIZ. /
UTILITIES LEGEND:
EXIST
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Ex 8" AC W/L
Know what's below.
0111 before you dig.
CONTRACTOR SHALL NOTIFY "NC811"
(811) OR (1-800-632-4949) AT LEAST 3
FULL BUSINESS DAYS PRIOR TO
BEGINNING CONSTRUCTION OR
EXCAVATION TO HAVE EXISTING
UTILITIES LOCATED. CONTRACTOR
SHALL CONTACT ANY LOCAL UTILITIES
THAT PROVIDE THEIR OWN LOCATOR
SERVICES INDEPENDENT OF "NC811".
REPORT ANY DISCREPANCIES TO THE
ENGINEER IMMEDIATELY.
18 VERT. y I \I---- x�„<���,�ri/- �/,�-���- x \ISL \ 1-/
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WHERE RAMPS ARE SHOWN. ALL STRIPING SHALL BE PER
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MARTIN CLAYTON
DB 2739 PG 357
17.84 AC
RONALD AND PHYLLIS PIERCE
/ DB 1380 PG 804
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DB 2213 PG 661
1.7 AC
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(IN FEET)
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UGC=�
PROJECT NO.
14-0243
DRAWING NAME:
14-0243_S_PH2
SHEET NO.
C-4

EROSION CONTROL & MAINTENANCE PLAN NOTES:
1. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE STANDARDS, SPECIFICATIONS AND DETAILS OF
THE NC EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL OR LATEST EDITION AND BE APPROVED BY NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL AND NATURAL RESOURCES PRIOR TO ANY AND ALL GRADING AND/OR CONSTRUCTION OF PROPOSED
SITE. THE APPLICANT HAS THE RESPONSIBILITY TO CONTACT, VERIFY AND ADHERE TO ALL NCDENR SPECIFICATIONS AND CHECKLIST
REQUIREMENTS OF THE STATE, WHICH CAN BE REVIEWED AT THE NCDENR WEBSITE AS FOLLOWS:
HTTP://PORTAL.NCD EN R.ORG/WEB/LR/HOME
2. RETAIN FLOATABLE WIND BLOWN MATERIALS ON SITE BY STORING ALL TRASH AND BUILDING MATERIAL WASTE IN ENCLOSURES UNTIL
DISPOSAL AT OFF-SITE FACILITIES. CHECK ADJACENT AREAS DAILY AND PICK UP CONSTRUCTION WASTE MATERIALS AND DEBRIS THAT
HAVE BLOWN OR WASHED OFF SITE.
3. PERMANENTLY STABILIZE ALL SURFACE AREA WITHIN AND ADJACENT TO THIS SITE THAT IS DISTURBED BY VEHICLES, GRADING AND
OTHER CONSTRUCTION FOR THE PROPOSED FACILITY. STABILIZATION IS OBTAINED WHEN THE DISTURBED SURFACE IS COVERED WITH
STRUCTURES, PAVING AND OR PERENNIAL VEGETATION HAVING A UNIFORM COVERAGE DENSITY OF AT LEAST 70%. APPLY A MINIMUM 4"
OF THE STOCK PILED TOPSOIL TO ALL DISTURBED AREAS PRIOR TO SEEDING. STABILIZATION OF ALL DISTURBED AREA IS REQUIRED
BEFORE TERMINATION OF MAINTENANCE AND REMOVAL OF EROSION CONTROL MEASURES.
4. CONTRACTORS SHALL INSPECT EROSION CONTROL MEASURES AT LEAST ONCE EVERY 14 DAYS AND WITHIN 24 HOURS AFTER A STORM
EVENT OF 1/2 INCH OR GREATER. DAMAGED MEASURES THAT PROVE TO BE INEFFECTIVE SHALL BE REPLACED WITH MORE EFFECTIVE
MEASURES OR ADDITIONAL MEASURES WITHIN SEVEN DAYS. REPEATED FAILURE OF A CONTROL MEASURE REQUIRES INSTALLATION OF A
MORE SUITABLE DEVICE TO PREVENT DISCHARGE OF SEDIMENT FROM THE CONSTRUCTION SITE.
5. INSTALLATION OF ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED BY THE EROSION CONTROL INSPECTOR. CONTRACTOR
TO VERIFY REQUIREMENTS PRIOR TO BEGINNING ANY WORK ON PROJECT SITE.
6. CARE SHALL BE TAKEN TO MINIMIZE THE ENCROACHMENT OF SEDIMENT INTO ALL STORM DRAIN APPURTENANCES, PUBLIC ROADS, AND
ONTO PRIVATE PROPERTY UNTIL IMPERVIOUS MATERIAL (ROAD/PARKING AREA SURFACE) IS APPLIED OR UNTIL PROPOSED LANDSCAPE
HAS BEEN ESTABLISHED.
7. REFER TO DETAIL SHEET FOR SILT FENCE CONSTRUCTION.
8. ALL AREAS NOT SHOWN AS PAVEMENT OR BUILDING UNDER FINAL CONSTRUCTION SHALL BE TEMPORARILY AND PERMANENTLY SEEDED
AS REQUIRED.
9. ALL GRASS SLOPES WHICH EXCEED 3:1 (H:V) SHALL UTILIZE NORTH AMERICAN GREEN (NAG) CONSTRUCTION PRODUCTS TURF
REINFORCEMENT MATS SC150 OR APPROVED EQUAL UNLESS OTHERWISE SPECIFIED ON PLANS. MATS SHALL BE INSTALLED PER
MANUFACTURER'S SPECIFICATIONS AND STANDARDS. CONTRACTOR SHALL COORDINATE INSTALLATION INSPECTION WITH
MANUFACTURER.
PHASE I CONSTRUCTION SEQUENCE:
1. OBTAIN APPROVED SET OF CONSTRUCTION DRAWINGS. A GRADING PERMIT FROM NCDENR WILL BE REQUIRED BEFORE THE ONSET OF
ANY GRADING ACTIVITY. KEEP A COPY OF THIS PERMIT ONSITE THROUGHOUT CONSTRUCTION, CONTACT NCDENR LAND QUALITY
SECTION @ [phone] PRIOR TO INITIATING LAND DISTURBING ACTIVITIES TO SCHEDULE A PRECONSTRUCTION MEETING.
2. CLEAR ONLY AS NECESSARY TO INSTALL THE EROSION CONTROL DEVICES AS SHOWN ON THIS PLAN. INSTALL SILT FENCING AND ALL
SILT FENCE OUTLETS AS SHOWN, AND PROVIDE SUPPLEMENTAL OUTLETS AS NEEDED IN LOCATIONS WHERE FIELD CONDITIONS INDICATE
AREAS WHERE SITE RUNOFF WILL POND.
3. INSTALL TEMPORARY CONSTRUCTION ENTRANCE/EXIT AND MAINTAIN PER THE NOTES ON THIS SHEET AND IN ACCORDANCE WITH ALL
APPLICABLE FEDERAL, STATE AND LOCAL GUIDELINES. ALL CONSTRUCTION TRAFFIC MUST ENTER AND EXIT THE PROPERTY AT THIS
LOCATION.
4. TREE PROTECTION FENCING SHALL BE INSTALLED ALONG THE ENTIRE LENGTH OF THE CLEARING /DISTURBANCE LIMITS WHERE THE
LIMITS ARE ADJACENT TO EXISTING VEGETATION AND NO SILT FENCE IS REQUIRED.
BEDFORD HILLS PHASE 2
SKIMMER BASIN SCHEDULE
11512017
MINIMUM SIZING FOR TEMPORARY DIVERSION SCHEDULE PHASE 9
WOQOOU(=S2m
NAME
DEPTH
SLOPE (%)
Q10cfs V10 UNS
FLOW
DEPTH (ft 1
SHEAR
STRESS
MATTING
AREA
TREATED
AC
DISTRUBED AREA (AC)
DRAINAGE AREA (AC)
7.82
1. SKIMMER BASIN #3
TO SKIMMER 01
7.82
W
Q10: (CIA) (0.45*7.03 Ir hr*7.82 AC)
24.75
TD -1
1-00
2.70%
1.91 3.98
0-49
0.83
NAG -S75
0.45
TD 2
2.00
2.77%
28.57 7.96
1.34
2.31
NAG-SC150
6.77
WEIR WIDTH (FT)
614.00
17
TO SKIMMER 02
REQUIRED
625.00
BOTTOM TRAP ELEV (FT)
SURFACE AREA (SF): 325*Q10
TD 4
2-00
3.25%
3428 8.74
1.4
2.84
NAG-SC250
8.13
TD -6
1.00
3.53%
3.62 1 5:2
0:59
1.30
NAG -S150
0.86
D
a
12,5
TO SKIMMER #3
�a U
aa, U
`C\100
F4
616.00
TD -7
1.50
1:85%
6:11 1 4.66
1 0.81
0,93
NAG-SI60
1.45
TD 5
1,50
2.6396
7:33 1 6-45
0.92
1.51
NAG -5150
1.74
1.6
BAFFLE SPACING (FT)
C $ bi
TO SKIMMER #4
VARIES
BASIN DEWATERING TIME (DAYS
2
TD -9
2
2.13%
2193 1 6:69
1 1,28
1 1.70
NAG-SC150
5.2
TD 11
1.25
2.82%
42.15 1 8.77
1 1.55
1 2.7
1 NAG -5@150
9.99
BEDFORD HILLS PHASE 2
SKIMMER BASIN SCHEDULE
11512017
SKIMMER BASIN SCHEDULE
11512017
WOQOOU(=S2m
PHASE
O
I. SKIMMER BASIN #4
PHASE
1 W (7
DRAINAGE AREA (AC)
1. SKIMMER BASIN#1
Z OZ W �0Zcn XP
DISTRUBED AREA (AC)
DRAINAGE AREA (AC)
7.82
1. SKIMMER BASIN #3
DISTRUBED AREA (AC)
7.82
W
Q10: (CIA) (0.45*7.03 Ir hr*7.82 AC)
24.75
BASIN INFORMATION
3.58
PROVIDED 612.50
SURFACE AREA (SF): 435*Q10
BASIN INFORMATION REQUIRED
34,239
PROVIDED @623.50
SURFACE AREA SF): 325*Q25
8,044
13,546
VOLUME (CF): 1,800*DIST, AC
14,080
22;772
DEPTH (FT)
2
2
WEIR WIDTH (FT)
614.00
17
TOP BANK ELEV (FT)
REQUIRED
625.00
BOTTOM TRAP ELEV (FT)
SURFACE AREA (SF): 325*Q10
621;50
WEIR ELEV (FT)
4
623.50
SKIMMER SIZE N
2.5
Z5
ORIFACE SIZE DIA (IN)
2.21
2.2
BAFFLE SPACING (FT)
2
I VARIES
BASIN DEWATERING TIME (DAYS)
21
3
BEDFORD HILLS - PHASE 1
(UNDER CONSTRUCTION)
BEDFORD HILLS PHASE 2
SKIMMER BASIN SCHEDULE
11512017
SKIMMER BASIN SCHEDULE
WOQOOU(=S2m
11512017
O
I. SKIMMER BASIN #4
PHASE
1 W (7
DRAINAGE AREA (AC)
16.95
Z OZ W �0Zcn XP
DISTRUBED AREA (AC)
16.95
G
1. SKIMMER BASIN #3
53.63
V5 P
5o owHo -oma
0 0
W
Q W Z Z O Q 4 w V
�ZUZZZ: }@]X2
DRAINAGE AREA (AC)
BASIN INFORMATION
3.58
PROVIDED 612.50
SURFACE AREA (SF): 435*Q10
D#STRUBED AREA (AC)
34,239
3.58
61,026
95,492
Q10: (CIA) (0.45*7.03 /ter*3.53 AC)
2
11.33
WEIR WIDTH (FT)
CI?W
30
TOP BANK ELEV (FT)
M
614.00
BOTTOM TRAP ELEV (FT)
BASIN INFORMATION
REQUIRED
PROVIDED
614.50
SURFACE AREA (SF): 325*Q10
5
3,682
4
4,446
VOLUME (CF):1800*D1ST. AEC
BASIN DEWATERING TIME (DAYS) 2
6,446
7,005
DEPTH (FT)
Q
2
2
WEIR WIDTH (FT)
D
a
12,5
TOP BANK ELEV (FT)
�a U
aa, U
`C\100
F4
616.00
BOTTOM TRAP ELEV (FT)
c5
M =ZM
612:5
WEIR ELEV
N
615.1
SKIMMER SIZE ON)
2
2
ORIFACE SIZE DIA (IN)
1.6
1.6
BAFFLE SPACING (FT)
C $ bi
VARIES
BASIN DEWATERING TIME (DAYS
2
3
CONTRACTOR SHALL INSTALL 8" SANITARY
SEWER AT CREEK CROSSING IN SAME WORKING
DAY AND UNDER DRY CONDITIONS TO REDUCE
STREAM DISTURBANCE. CONTRACTOR TO
TEMPORARILY DAM STREAM WITH SANDBAGS TO
INSTALL PIPE AND BACKFILL THIS AREA TO MATCH
PRE-EXISTING CONDITIONS. SEED AND MULCH
THE DISTURBED AREA ONCE SEWER MAIN
INSTALLATION IS COMPLETE.
PUMP(s) OF ADEQUATE
CAPACITY TO MAINTAIN
DOWNSTREAM FLOW
CONSISTENT WITF
PRE -DEVELOPMENT
ACTIVITIES. PUMP(s
J/ L, ; I 3- SH
LL BE LOCATED IN P
5. INSTALL TEMPORARY SKIMMER BASINS. PROVIDE PROPER SURFACE AREAS VOLUMES, AND OTHER DIMENSIONS AS NOTED IN THEIR GRAVEL CONTRUCTI ASAND OX MEE INC
ASSOCIATED SCHEDULES. AREAS AROUND BASINS SHALL ALSO BE MODIFIED TO ALLOW CONSTRUCTION OF FILL SLOPES WHILE ENTRANCE; - MINIMUM DIAMETER FOF
;, .:
MAINTAINING THE REQUIRED PERIMETER SEDIMENT CONTROL AS SHOWN. \ h, -- FUEL SPILL
o bs� i
MIN
o .. +..� �e� - REQUIREMENTS
6. INSTALL TEMPORARY DIVERSIONS DOWN SLOPE FROM THE CONSTRUCTION ACTIVITIES THAT DISTURB SITE SOILS AND DIRECT AS ' �j f �� �� I �'
NEEDED TO PROMOTE POSITIVE DRAINAGE TO THE APPROPRIATE BASINS AS SHOWN ON THE PLANS. / '
ll
7. TEMPORARILY SEED, MULCH, ANCHOR AND STABILIZE ALL EROSION CONTROL DEVICES IMMEDIATELY AFTER CONSTRUCTION. INSURE A
THAT DIVERSION TRANSITION AREAS INTO SEDIMENT BASINS ARE LINED AND STABILIZED AND THAT DIVERSIONS AND LINING EXTEND INTO ` \ \' T % E 1
INSET
s� �F 1 �� / I � / 1 (� SCALE: " = 40'
BASINS. r �Y a ( '
'�!l' f �. "`�� ' � 2:1 SLOPE CONTRACTOR SHALL TAKE SPECIAL CARE
8. WHEN THE EROSION CONTROL DEVICES ARE COMPLETE AND FUNCTIONING AND VEGETATION IS ESTABLISHED, CONTACT THE EROSION TO REMOVE THE EXISTING 24" PIPE TO
CONTROL OFFICER FOR ONSITE INSPECTION AND APPROVAL. / fj > 4 \� ., / r '_- ND DISTURBANCE, THEN
�. �� > > 4 I ,% '�`--. - �` ' USE BLANKET MATTING TO MINIMIZE THE LA
N GRUBBING OF THE VEGETATION AND MAINTAIN ALL EROSION CONTROL MEASURES AS NEEDED. BEGIN DEMOLITION 0 6s ' 1 ✓' S IMMER DA -,4_82 ✓/A�. STABILIZE 2:1 SLOPE MINIMALLY RE -GRADE THIS AREA TO MATCH
_
9. BEGIN CLEARING AND G U % � � so � � ., 'Y 1 J 1 f { i` f --. f � l � ,. , THE SURROUNDING AREA. SEED AND „
OF OTHER SITE ITEMS AS SHOWN ON THIS SHEET. DISPOSE OF ALL WASTE MATERIALS IN ACCORDANCE WITH THE APPROVED SOLID
\ - ) MULCH THE DISTURBED AREA ONCE RE
IT
WASTE MANAGEMENT PLAN AND ALL APPLICABLE GUIDELINES OF ALAMANCE COUNTY'S SOLID WASTE MANAGEMENT ORDINANCE. r ! / ,; t 12�TTkMP Y/ s $
/ SEE INSET "A" GRADING IS COMPLETE. NO HEAVY
Oc , jf -` 0�5 so j i I /. ' , LOPE DRAI�L f EQUIPMENT SHALL BE USED FOR THIS
AND INSPECTION OF EROSION CONTROL DEVICES AFTER RUNOFF PRODUCING STORM EVENTS. NO DISTURBED w -- ' 1
r j
10. CONTINUE MAINTENANCE ' ` ) i I / --•-_,__._ _ _C3g 1$"' OR�CRY yo WORK
R MOR THAN 14 CALENDAR DAYS AFTER COMPLETION / / i
BEDFORD HILLS PHASE 2
SKIMMER BASIN SCHEDULE
11512017
PHASE
WOQOOU(=S2m
���
�„
d>oa�%zW3LLo
O
I. SKIMMER BASIN #4
'
1 W (7
DRAINAGE AREA (AC)
16.95
Z OZ W �0Zcn XP
DISTRUBED AREA (AC)
16.95
G
Q10: (CIA) 0.457.0 kYhr*16:95 AC)
53.63
V5 P
5o owHo -oma
0 0
W
Q W Z Z O Q 4 w V
�ZUZZZ: }@]X2
U
BASIN INFORMATION
REQUIRED
PROVIDED 612.50
SURFACE AREA (SF): 435*Q10
23,327
34,239
VOLUME (CF): 3,600*DIST. AC
61,026
95,492
DEPTH (FT)
2
3
WEIR WIDTH (FT)
CI?W
30
TOP BANK ELEV (FT)
M
614.00
BOTTOM TRAP ELEV (FT)
Z
609-5
WEIR ELEV
612-85
SKIMMER SIZE (IN) 5
5
ORIFACE SIZE DIA (IN) 4
4
BAFFLE SPACING (FT)
VARIES
BASIN DEWATERING TIME (DAYS) 2
3
AREA IS TO BE LEFT WITHOUT PROTECTIVE COVER (MULCH OR STRAW / TACK) FO E ,
OF CONSTRUCTION OR DEVELOPMENT ACTIVITIES. DURING CONSTRUCTION OR DEVELOPMENT ACTIVITIES, ANY DISTURBED AREAS Q. �^ ¢ ' J ¢ `i �• ; o
SHALL BE PROTECTED AND STABILIZED ACCORDING TO THE STABILIZATION TIMEFRAME CHART SHOWN BELOW. DISTURBED AREAS FOR (j O / / / \ /. / (j !D_ ' , 63 /` I 5'L X 4'W X 22" D
ANY PORTION OF THE SITE SHALL BE STABILIZED WITHIN 7 DAYS UPON COMPLETION OF CONSTRUCTION OR DEVELOPMENT ACTIVITIES IN N �Q f,% 1 r /� ,
r � � 1r�/� i � � 1 ,� T , �' � ,. y ` -,.._ / f/ �Nro � -., CLASS B RIPRAP
THAT AREA.
v i ;1 �` ,
tI� PLUNGE POOL
11. NO SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHOUT APPROVAL OF THE EROSION CONTROL INSPECTOR. i /� ¢ / _ �' �` �` �• ', �/S '
EX. BUILDINGS ( r �.�' T, J'C: ✓ �s��1 ,:: L i 4" PVC SCHEDULE
/ 4_ 1
t k �
12. OBTAIN APPROVAL OF PHASE 1 EROSION CONTROL ITEMS FROM EROSION CONTROL INSPECTOR, THEN PROCEED TO PHASE 2. / G (TO E REMOED}( I y o Lltljf� �--"�
5 \ �` �' ` ,� 1 l u. �' + ' `c' 40 OUTLET PIPE
CONSTRUCTION ENTRANCE NOTES:
�""•ti. 1`� s'y I g,, \ C Z`� •, /I �A, Lk N •k fla
� (� Oii,c ' V� r!`I' ``
O/ -,,�• , / � z y r r ,•�?a''
L•;»VV� f'7 , ,I
` /
`.� f O �? 1 A/ _l USE BLANKET MATTING TO
1. CONSTRUCTION ENTRANCE SHALL BE 25' MINIMUM WIDTH AND 50' MINIMUM LENGTH AND 6" MINIMUM / ,I a STABILIZE 2:1 SLOPE
THICKNESS OF STONE ""E WITH GEOTEXTILE UNDERLINER. REFER TO THE 'loom,
( 1.5-3.5) COARSE AGGREGATE ��
TOWN OR STATE FOR ANY ADDITIONAL REQUIREMENTS. / f /
2.
THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF o5e I. j vvv �� �� �, .�
MUD ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 1.5"-3.5" STONE,
AS CONDITIONS DEMAND, AND REPAIR AND/OR CLEAN OUT OF ANY STRUCTURE USED TO TRAP
f 1 i� <o��,
/ f � � / 7 / � x
rE
SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLES OR SITE ONTO % --
1 °�
ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. EX. BUILDING ? I i �`�� "�� \ ", d31 EXISTING CULVERT TO BE REMOVED
o ' ' T 4 \ r
(TO B REMOVED r 1 ( �� D
1
' ( 4" PVC
3. IN WET CONDITIONS WHEELS MUST BE CLEANED TO REMOVE MUD PRIOR TO ENTRANCE ONTO PUBLIC / /^ j / J �/ J" /{ ( , ¢ j ; t t �� EkBA # Dk � AC �� 8 ? r SCHEDULE 40
RIGHT-OF-WAY. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA WITH CRUSHED STONE / / / , t• / `. ' I p
WHICH DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN LOCATED PER THE CITY OR - ) �..,\ ,� ` OUTLET PIPE
O 2 1i#"TEMPORA e �� SEE INSET "B"
STATE REQUIREMENTS. .__
SLOPE D 40L o
GRAVEL DRIVEWAYS
(TO BE REMOVED)
640---_ (,
/" ,°' I/ ` EG VEL • _ - '�` vv�
t / � / V r TO -BE IREk4OVE P
��/ \
<o % / /
SLOPE lh TIN\
/
f• \ (l S�. ' '`', \\ .. 1� 1 `'\ 648 ✓ .--648 ```F.., ._....,..,._-..,_. ~� ~```. �, 1 ., r { `E.
f 1} RIPAR17 F
/ `� '�° 1 � ,,� ` ,�"`. � �r� V X68513• ",./--._..."� � t �� `•`. ��`? �� �
650N 41
.. 662
lPm
A I j
k
y
( EX BB LDINGS \ L
/ 660 (TO BE REMOVED) / �� �\\ '10
r --_L
,�
STABILIZATION TIMEFRAMES.51
Site Area Description Stabilization Timeframe Exceptions F `�� „�66a s / r ! - f r ^W i / / ` �; j "nom
_ _",._ //r/ '2�//j �%-% �_ / e _° .__ .,.��'•-...-.. `'` `\ \ '-. �'b,�_ --_..r-- ,.-----`'\ �` � ..--- -` -__--.`.. '_"- 7-1_ .__.--. e-_ -'""`./..».-�/ .--�„ -//-'l-/ J �-664-
ditches
6
ditches and slopes-_•_6b?5.- 6ryaT�/1„,/•^1' /F//,,�tf/�/,
/% / ///l�f /_'✓ O�j'�` 'i/ •/f.'ir6fiX`J,;,;.�•'-�' 6�`_ 50y-r"/"f _.'___ _._
/'.--, �F J'S;1\ ... f -i " -"'�_f -�__="✓_ _
4' 'f
O .I,lj Perimeter dikes, swales, 7days None
High Quality Water (HQW) D
_6119-
7 days None
i
b I
.
$
/Zones
0• BASI03_6
and are not sthdays are allowed �
666 7 days for slopes greater than 50' _656Slopes steeper than 3:1 7days eeper than 2:1, 14
If slopes are 10' Or less In length
Slopes 3:1 or flatter 14 days in length 4.
'a5K
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All other areas with slopes 14 days None, except for perimeters and / �� �- - -- �__ /j; f ' r //'_ _ .___`��^ - _, _ C� �` r /�✓` i
flatter than 4:1 HQW Zones
53
24"
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Know what's below.
0111 before you dig.
51X4'WX22"D
CLASS B RIPRAP
PLUNGE POOL
USE BLANKET MATTING TO
STABILIZE 2:1 SLOPE
22.2 LF OF 12" OUTLET PIPE @0.5%
INV UP=612.00 INV DOWN=611.89
DRAIN-
-648
RAIN-
TD-1 1
X626`
6r it b3�.� ti�w TEMPORA Y
l
� SLOPE 0RAIN�
2�f SL PE
M /
\ i
O
LD/SF LDISF LD/SF LD/SF --�°�� LD/SF LD/SFS lD/SF -±- LDISF is/ - dS/Ol dS/0'1 SQA _
\ < -- - _
LD �..- LD/SAF""`• +_ -NgLS� �..a... 5+-+ _ Y, _
(.SLOPE DR91DI-
TD-9 3' RISER TOP=612.50
NOTE:
BLANKET MATTING OF NAG -S150 OR EQUIVALENT IS REQUIRED ON ALL
SEDIMENT BASINS SLOPES THAT BORDER JURISDICTIONAL WETLANDS, AND
RIPARIAN BUFFERS.
TOTAL DISTURBED AREA
1,941,156 SF (44.56 AC)
3' RISER TOP=614.50
-5'LX4'WX22"D
CLASS B RIPRAP
PLUNGE POOL
BLANKET MATTING TO
1ILIZE 2:1 SLOPE
INSET 'IBI'
SCALE: I" = 40'
PUMP(s) OF ADEQUATE
CAPACITY TO MAINTAIN
DOWNSTREAM FLOWS
CONSISTENT WITH
PRE -DEVELOPMENT
ACTIVITIES. PUMP(s)
SHALL BE LOCATED IN A
SAND BOX MEETING
MINIMUM DIAMETER FOR
FUEL SPILL
REQUIREMENTS.
MMER BASIN #4 DA: 16.95 AC.
USE BLANKET MATTING TO
STABILIZE 2:1 SLOPE
51X4'WX22"D
CLASS B RIPRAP
PLUNGE POOL
PUMP INTAKE
- TEMP. SANDBAGS TO
DAM STREAM DURING
PIPE REMOVAL
GRAPHIC SCALE
50 0 25 50 100 200
27.9 LF OF 15" OUTLET PIPE @ 1.79%
INV UP= 609.50 INV DOWN=609.00 (IN FEET)
I inch = 100 ft.
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PROJECT NO.
14-0243
DRAWING NAME:
14-0243 EC
SHEET NO.
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EROSION CONTROL & MAINTENANCE PLAN NOTES:
1. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE STANDARDS, SPECIFICATIONS AND DETAILS OF
THE NC EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL OR LATEST EDITION AND BE APPROVED BY NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL AND NATURAL RESOURCES PRIOR TO ANY AND ALL GRADING AND/OR CONSTRUCTION OF PROPOSED
SITE. THE APPLICANT HAS THE RESPONSIBILITY TO CONTACT, VERIFY AND ADHERE TO ALL NCDENR SPECIFICATIONS AND CHECKLIST
REQUIREMENTS OF THE STATE, WHICH CAN BE REVIEWED AT THE NCDENR WEBSITE AS FOLLOWS:
HTTP://PORTAL. NCD EN R.ORG/WEB/LR/HOME
2. RETAIN FLOATABLE WIND BLOWN MATERIALS ON SITE BY STORING ALL TRASH AND BUILDING MATERIAL WASTE IN ENCLOSURES UNTIL
DISPOSAL AT OFF-SITE FACILITIES. CHECK ADJACENT AREAS DAILY AND PICK UP CONSTRUCTION WASTE MATERIALS AND DEBRIS THAT
HAVE BLOWN OR WASHED OFF SITE.
3. PERMANENTLY STABILIZE ALL SURFACE AREA WITHIN AND ADJACENT TO THIS SITE THAT IS DISTURBED BY VEHICLES, GRADING AND
OTHER CONSTRUCTION FOR THE PROPOSED FACILITY. STABILIZATION IS OBTAINED WHEN THE DISTURBED SURFACE IS COVERED WITH
STRUCTURES, PAVING AND OR PERENNIAL VEGETATION HAVING A UNIFORM COVERAGE DENSITY OF AT LEAST 70%. APPLY A MINIMUM 4"
OF THE STOCK PILED TOPSOIL TO ALL DISTURBED AREAS PRIOR TO SEEDING. STABILIZATION OF ALL DISTURBED AREA IS REQUIRED
BEFORE TERMINATION OF MAINTENANCE AND REMOVAL OF EROSION CONTROL MEASURES.
4. CONTRACTORS SHALL INSPECT POLLUTION CONTROL MEASURES AT LEAST ONCE EVERY 14 DAYS AND WITHIN 24 HOURS AFTER A STORM
EVENT OF 1/2 INCH OR GREATER. DAMAGED MEASURES THAT PROVE TO BE INEFFECTIVE SHALL BE REPLACED WITH MORE EFFECTIVE
MEASURES OR ADDITIONAL MEASURES WITHIN SEVEN DAYS. REPEATED FAILURE OF A CONTROL MEASURE REQUIRES INSTALLATION OF A
MORE SUITABLE DEVICE TO PREVENT DISCHARGE OF POLLUTANTS FROM THE CONSTRUCTION SITE.
5. INSTALLATION OF ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED BY THE TOWN OR COUNTY. CONTRACTOR TO VERIFY
REQUIREMENTS PRIOR TO BEGINNING ANY WORK ON PROJECT SITE.
6. CARE SHALL BE TAKEN TO MINIMIZE THE ENCROACHMENT OF SEDIMENT INTO ALL STORM DRAIN APPURTENANCES, PUBLIC ROADS, AND
ONTO PRIVATE PROPERTY UNTIL IMPERVIOUS MATERIAL (ROAD/PARKING AREA SURFACE) IS APPLIED OR UNTIL PROPOSED LANDSCAPE
HAS BEEN ESTABLISHED.
7. REFER TO DETAIL SHEET D-5 FOR SILT FENCE CONSTRUCTION.
8. ALL AREAS NOT SHOWN AS PAVEMENT OR BUILDING UNDER FINAL CONSTRUCTION SHALL BE TEMPORARILY AND PERMANENTLY SEEDED
AS REQUIRED. SEE LANDSCAPE PLAN FOR AREAS WHERE PERMANENT SEEDING WILL NOT APPLY.
9. ALL GRASS SLOPES WHICH EXCEED 3:1 (H:V) SHALL UTILIZE NORTH AMERICAN GREEN (NAG) CONSTRUCTION PRODUCTS TURF
REINFORCEMENT MATS SC150 OR APPROVED EQUAL UNLESS OTHERWISE SPECIFIED ON PLANS. MATS SHALL BE INSTALLED PER
MANUFACTURER'S SPECIFICATIONS AND STANDARDS, CONTRACTOR SHALL COORDINATE INSTALLATION INSPECTION WITH
MANUFACTURER.
PHASE 2 CONSTRUCTION SEQUENCE:
1. AFTER COMPLETION AND APPROVAL FOR PHASE 1 MEASURES, PROCEED WITH PHASE 2.
2. BEGIN GRADING OF SITE AS SHOWN, WHILE ADJUSTING DIVERSION DITCHES AS NECESSARY TO DIRECT RUN-OFF WITHIN THE DISTURBED
AREAS TO APPROPRIATE SKIMMER BASINS. STABILIZE ALL AREAS AS THEY ARE BROUGHT UP TO FINAL GRADE.
3. RELOCATE / RE-ESTABLISH TEMPORARY DIVERSION DITCHES AT END OF WORKDAY TO NEW CONSTRUCTED TOP OF SLOPE SUCH THAT
DRAINAGE AREA TO BASIN IS MAXIMIZED AND UPLAND AREAS CAPTURED BY SILT FENCING ARE MINIMIZED. INSTALL TEMPORARY SLOPE
DRAINS TO CONVEY WATER DOWN THE FILL SLOPE TO THE BASIN. UPON COMPLETION OF THE BUILDING PADS, MAINTAIN A DIVERSION AT TOP
OF SLOPE UNTIL PAVEMENT IS INSTALLED AND GRASSED AREAS ARE STABILIZED.
4. INSTALL 2-54" RCP PIPES FOR STREAM CROSSING. ISOLATE STREAM USING TEMPORARY SANDBAGS TO DAM THE CREEK DURING CROSS PIPE
INSTALLATION. PROVIDE PUMP(S) OF ADEQUATE CAPACITY TO MAINTAIN DOWNSTREAM FLOWS CONSISTENT WITH PRE -DEVELOPMENT
ACTIVITIES. PUMP(S) SHALL BE LOCATED IN A SAND BOX MEETING MINIMUM DIAMETER FOR FUEL SPILL REQUIREMENTS. PROVIDE EROSION
CONTROL MEASURES AS SHOWN ON THIS SHEET AND STREAM CROSSING DETAIL SHEET PRIOR TO PIPE INSTALLATION,
5. ONCE GRADING IS NEAR COMPLETE AND ROADS ARE BROUGHT TO SUB -GRADE, INSTALL SANITARY SEWER AND STORM DRAINAGE.
6. ONCE STORM STRUCTURES ARE INSTALLED, PROVIDE INLET PROTECTION TO PREVENT SEDIMENT FROM ENTERING THE STRUCTURES AND
STORM DRAINAGE SYSTEM. INSTALL WATER MAINS AND DRY UTILITIES.
7. CONSTRUCT ROADWAYS AND COMPLETE ALL NECESSARY GRADING, STABILIZE ALL REMAINING DISTURBED AREAS AND CONTINUE TO
MAINTAIN ALL EROSION CONTROL MEASURES.
8. ONCE SITE IS STABILIZED AND PERMISSION IS GIVEN BY THE EROSION CONTROL INSPECTOR, CONVERT SKIMMER BASINS TO PERMANENT
PONDS ACCORDING TO DESIGN DETAILS SHOWN ON THE CONSTRUCTED WETLANDS DETAIL SHEETS.
9. ONCE THE CONSTRUCTED WETLANDS AREAS ARE STABILIZED, CALL FOR FINAL EROSION CONTROL INSPECTION AND SIGN -OFF.
10. AFTER FINAL INSPECTION AND APPROVAL, REMOVE ANY REMAINING EROSION CONTROL MEASURES, SMOOTH GRADE, SEED AND MULCH
THESE AREAS.
CONSTRUCTION ENTRANCE NOTES:
1
2.
CONSTRUCTION ENTRANCE SHALL BE 25' MINIMUM WIDTH AND 50' MINIMUM
LENGTH AND 6" MINIMUM THICKNESS OF STONE (1.5"-3.5") COARSE
AGGREGATE WITH GEOTEXTILE UNDERLINER. REFER TO THE TOWN OR
STATE FOR ANY ADDITIONAL REQUIREMENTS.
THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL
PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHT-OF-WAY. THIS
MAY REQUIRE PERIODIC TOP DRESSING WITH 1.5"-3.5" STONE, AS
CONDITIONS DEMAND, AND REPAIR AND/OR CLEAN OUT OF ANY
STRUCTURE USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED,
DROPPED, WASHED, OR TRACKED FROM VEHICLES OR SITE ONTO
ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY.
3. IN WET CONDITIONS WHEELS MUST BE CLEANED TO REMOVE MUD PRIOR
TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. WHEN WASHING IS REQUIRED,
IT SHALL BE DONE ON AN AREA WITH CRUSHED STONE WHICH DRAINS
INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN LOCATED PER
THE CITY OR STATE REQUIREMENTS.
NOTE: IF SITE CONDITIONS PERMIT, IT MAY BE POSSIBLE TO RETAIN A LARGER SIZED
USED IN PHASE 1.
MINIMUM SIZING FOR TEMPORARY DIVERSION SCHEDULE
PHASE 2
EROSION CONTROL LEGEND:
NAME
DEPTH
SLOPE f%}
Q10 (cts)
Vt0 ifps}
FLOW
DEPTH CIt}
SHEAR
STRESS
MATTING
AREA
TREATED.
AC
/
st
Q JUNCTION BOX
If slopes are 10' or less in length
®
TO SKIMMER 91
and are not steeper than 2:1, 14
WEIR ELEV
BASIN INFORMATION
days are allowed
TD -1113
100
2-61%
2.23 4.12
0.52
085
NAG -S75
0.49
TD -28
1.00
3.66%
1.92 4.35
047
1.07
NAG-SC150
0.42
BOTTOM TRAP ELEV (FT)
Pipes Outlets
621.5
TO SKIMMER #2
PLUNGE POOL
SKIMMER SIZE (IN) 2.5
MOWN
OP -3 FES TO SKIMMER #1
TD 4B1
1.00
1 4.64%
0.92 1 3.98
0.34
0.98
NAG-SC250
0.2
TD 6B1
1.50 1
2.16%
2.45 1 4.56
0.73
0.98
NAG -S150
0.55
6
24
3
TO SKIMMER #3
OP -6 FES TO SKIMMER #4
59.10 18.03
28
11
TD -78
1 1.50 1
3.32%
6:11 5.73
0.81
1.68
NAG -S150
0.15
TD -813
1 1.50 1
3.01%
7.33 5.73
0.8
1.50
NAG -5160
0.2
TD -12B
1.00 1
1.00%
0.50 1.93
1 0.36
022
NAG -5150
0.12
TO SKIMMER 94
TD -98
1-5 1
2.38%
6.07 1 4.99
1 0.78
1.16 1
NAG-SC150
1'.33
TD -1115
1.5 1
4.69%
10.51 1 7.45 1
0.84
2.46 1
NAG-SC150
2-3
NOTE: IF SITE CONDITIONS PERMIT, IT MAY BE POSSIBLE TO RETAIN A LARGER SIZED
USED IN PHASE 1.
Timeframe Exceptions
Perimeter dikes, swales,
EROSION CONTROL LEGEND:
None
ditches and slopes
LENGTH (ft)
WIDTH (ft)
EXIST /
PROPOSED
None
®
In
0 CURB INLET
N DROP INLET
/
Q
Q JUNCTION BOX
If slopes are 10' or less in length
®
130 FLARED END SECTION (FES)
and are not steeper than 2:1, 14
CATCH BASIN INLET PROTECTION
ROCK PIPE INLET PROTECTION
STRAW WATTLE / SILT DIKE
SILT FENCE OUTLET
CONSTRUCTION ENTRANCE / EXIT
-SD-SDS EXISTING STORM PIPE
PROPOSED STORM PIPE
LD LIMITS OF DISTURBANCE
LD/TP � LD/TP ® LIMITS OF DISTURBANCE &
TREE PROTECTION FENCE
SF SF SILT FENCE
TP TP TREE PROTECTION FENCE
====> ===> ====> DIVERSION DITCH
100 EXISTING MAJOR CONTOUR
-- 100 - - - EXISTING MINOR CONTOUR
100 PROPOSED MAJOR CONTOUR
100 PROPOSED MINOR CONTOUR
!'Y' WOODS LINE
NOTE: "WOODS LINE" IS FOR ILLUSTRATIVE
PURPOSES ONLY AND CLARITY OF THE PLANS.
REFER TO THE "LIMITS OF DISTURBANCE" LINE
FOR ACTUAL CLEARING LIMITS.
Know what's below.
Call before you dig.
N_ ��o^
5�
STABILIZATION TIMEFRAMES
Site Area Description
Stabilization
Timeframe Exceptions
Perimeter dikes, swales,
7 days
None
ditches and slopes
LENGTH (ft)
WIDTH (ft)
High Quality Water (HQW)
7 days
None
Zones
DISTRUBED AREA (AC)
5.14
TOP BANK ELEV (FT)
Q10-. (CIA) (0.65*7.03 uVhr*9.14 AC)
If slopes are 10' or less in length
Slopes steeper than 3:1
7 days
and are not steeper than 2:1, 14
WEIR ELEV
BASIN INFORMATION
days are allowed
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50'
13,546
VOLUME (CF): 1,800*DIST. AC
in length
All other areas with slopes
14 days
None, except for perimeters and
flatter than 4:1
WEIR WIDTH (FT)
HQW Zones
NOTE:
BLANKET MATTING OF NAG -S150 OR EQUIVALENT IS REQUIRED ON ALL SEDIMENT BASINS
SLOPES THAT BORDER JURISDICTIONAL WETLANDS, AND RIPARIAN BUFFERS.
BEDFORD HELLS PHASE 2
PHASE 2B OUTLET PROTECTION
1/5/2017
PHASE 4
4,446
NAME
DIVERSION
(Cf) Vhf s
LENGTH (ft)
WIDTH (ft)
PLUNGE POOL
DEPTH (in)
ZONE
STONE TYPE
WEIR WIDTH (FT)
DISTRUBED AREA (AC)
5.14
TOP BANK ELEV (FT)
Q10-. (CIA) (0.65*7.03 uVhr*9.14 AC)
41.64
BOTTOM TRAP ELEV (FT)
oa0.�=W0Z-P
QWZZ 8�3:P0
612.5
WEIR ELEV
BASIN INFORMATION
REQUIRED
PROVIDED @623.50
SURFACE AREA (SF)_ 325*Q25
13,534
13,546
VOLUME (CF): 1,800*DIST. AC
16,444
22,772
DEPTH (FT)
2
2
WEIR WIDTH (FT)
W
W
17
TOP BANK ELEV (FT)
625.00
BOTTOM TRAP ELEV (FT)
Pipes Outlets
621.5
WEIR ELEV
PLUNGE POOL
SKIMMER SIZE (IN) 2.5
MOWN
OP -3 FES TO SKIMMER #1
41.97 17.17
24
9
24
3
Class 1 -Med.
OP -4 FES TO SKIMMER #2
16.09 7.30
24
9
24
3
Class 1 -Med.
OP -5 FES TO SKIMMER #.3
13.65 8.64
16
6
24
3
Class 1 -Med.
OP -6 FES TO SKIMMER #4
59.10 18.03
28
11
24
3
Class 1 -Med.
BEDFORD HELLS PHASE 2
SKIMMER BASIN SCHEDULE
1/5/2017
PHASE 4
4,446
4,446
VOLUME (CF): 1,800"DIST. AC
1. SIQMMER BASIN #1
7,005
DEPTH (FT)
DRAINAGE AREA (AC)
9.14
WEIR WIDTH (FT)
DISTRUBED AREA (AC)
5.14
TOP BANK ELEV (FT)
Q10-. (CIA) (0.65*7.03 uVhr*9.14 AC)
41.64
BOTTOM TRAP ELEV (FT)
oa0.�=W0Z-P
QWZZ 8�3:P0
612.5
WEIR ELEV
BASIN INFORMATION
REQUIRED
PROVIDED @623.50
SURFACE AREA (SF)_ 325*Q25
13,534
13,546
VOLUME (CF): 1,800*DIST. AC
16,444
22,772
DEPTH (FT)
2
2
WEIR WIDTH (FT)
W
W
17
TOP BANK ELEV (FT)
625.00
BOTTOM TRAP ELEV (FT)
Q
621.5
WEIR ELEV
623.5
SKIMMER SIZE (IN) 2.5
2.5
ORIFACE SIZE DIA IN 2.3
2.3
BAFFLE SPACING (FT)
VARIES
BASIN DEWATERING TIME (DAYS) 2
3
(2) 18" TEMPORARY SLOPE
DRAINS
12" TEMPORARY
SLOPE DRAIN
SKIMMER BASIN #1 DA: 9.14 AC.
USE BLANKET MATTING TO
STABILIZE 2:1 SLOPE
5'LX4'WX22"D
CLASS B RIPRAP
PLUNGE POOL
TOP OF BANK
USE BLANKET MATTING TO
STABILIZE 2:1 SLOPE
,k
S2:1 SLOPE
KIMMER BASIN #2 DA:8.18 AC
15" TEMPORARY
SLOPE DRAIN
18" TEMPORARY
SLOPE DRAIN
CONTRACTOR SHALL TAKE SPECIAL CARE
TO REMOVE THE EXISTING 24" PIPE TO
MINIMIZE THE LAND DISTURBANCE, THEN
MINIMALLY RE -GRADE THIS AREA TO MATCH
F, THE SURROUNDING AREA. SEED AND
.MULCH THE DISTURBED AREA ONCE RE
��'', GRADING IS COMPLETE. NO HEAVY
1 UIPMENT SHALL BE USED FOR THIS
BEDFORD HILLS PHASE 2
SKIMMER BASIN SCHEDULE
1/512017
PHASE It
4,446
4,446
VOLUME (CF): 1,800"DIST. AC
1 _ SKIMMER BASIN #2
7,005
DEPTH (FT)
DRAINAGE AREA (AC)
8.18
WEIR WIDTH (FT)
DISTRUBED AREA (AC) (APPROX
2.82 AC IMPERVIOUS)
BAB
TOP BANK ELEV (FT)
Q1 0: (CIA) (0.65'7.03 n/hr*& IS AC)
34.68
BOTTOM TRAP ELEV (FT)
oa0.�=W0Z-P
QWZZ 8�3:P0
612.5
WEIR ELEV
BASIN INFORMATION
REQUIRED
PROVIDED ?621.50
SURFACE AREA (SF): 325*Q25
12,060
12,172
VOLUME (CF): 1,800*DIST. AC
14,730
21,233
DEPTH (FT)
2
2
WEIR WIDTH (FT)
W
W
15
TOP BANK ELEV (FT)
623.00
BOTTOM TRAP ELEV (FT)
Q
619.5
WEIR ELEV
621-5
SKIMMER SIZE ON) 2.5
2.5
ORIFACE SIZE DIA (IN) 2.2
2.2
BAFFLE SPACING (FT)
VARIES
BASIN' DEWATERING TIME (DAYS) 2
3
51X4'WX22"D
CLASS B RIPRAP
PLUNGE POOL
2 -54" RCP PIPES FOR STREAM
CROSSING SEE STREAM
CROSSING
DETAIL SHEET
SKIMMER BASIN #4 DA:17.14
TOTAL DISTURBED AREA
1,941,156 SF 44.56 AC)
:3.14 AC
KET MATTING TO
2:1 SLOPE
r-- OP -5
2:1 SLOPE
KET
TO
2:1 SLOPE
&(1)18"
)RARY
DRAIN
BASIN INFORMATION
REQUIRED
PROVIDED @614.50
SURFACE AREA (SF): 325"Q10
4,446
4,446
VOLUME (CF): 1,800"DIST. AC
5,650
7,005
DEPTH (FT)
2
2
WEIR WIDTH (FT)
DISTRUBED AREA (AC) (APPROX
5.37 AC IMPERVIOUS)
12.5
TOP BANK ELEV (FT)
Q10: (GIA) (0.65`7.03 i►1, *l7.14 AC)
616.00
BOTTOM TRAP ELEV (FT)
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WEIR ELEV
615.1
SKIMMER SIZE (IN)
2
2.
ORIFACE SIZE DIA (IN)
1.5
1.5
BAFFLE SPACING (FT)
95,492
VARIES
BASIN DEWATERING TIME (DAYS)
21
3
BEDFORD HILLS PHASE 2
SKIMMER BASIN SCHEDULE
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17.14
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BASIN INFORMATION
REQUIRED
PROVIDED @612.50
SURFACE AREA (SF): 435`Q25
34,174
34,239
VOLUME CF): 3,600*DIST. AC
61,694
95,492
DEPTH (FT)
2
3
WEIR WIDTH (FT)
W
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Q
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SKIMMER SIZE (N 5
5
ORIFACE SIZE DIA N) 4
4
BAFFLE SPACING (FT)
VARIES
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3
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1. THIS PROPERTY IS WITHIN THE BACK CREEK -HAW RIVER) WATERSHED IN THE CAPE FEAR BASIN
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2. ALL PIPE TO BE INSTALLED ON-SITE AND IN THE RIGHTS OF WAY SHALL MEET OR EXCEED THE NCDOT ASTM AND \ �0`5� $'^, s ' 66 J / ami LD LL
AASHTO SPECIFICATION REQUIREMENTS FOR SUCH PIPE MATERIAL. CONTRACTOR SHALL VERIFY APPROVAL WITH / *, ss ;j y5 00
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NCDOT FOR ALL PIPE MATERIALS TO BE USED IN THE RIGHT OF WAY. \ 6 '', F ._ - ' `� %t� v,"00
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3. ALL WORK WITHIN NCDOT ROW SHALL COMPLY w/ 2012 NCDOT STANDARD SPECIFICATIONS FOR ROADS AND ' ; ' "t, -� ' " 1 M U N
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STRUCTURES, NCDOT STANDARD DRAWINGS, AND THE MUTCD STANDARDS. �. ASF % 00� F 5� ; ,'��Xo 55 6� 4j' , —' f0 z � o
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4. ALL ON-SITE PIPE SHALL BE INSTALLED MEETING COVER, BACKFILL AND BEDDING REQUIREMENTS PER THE
MANUFACTURER'S RECOMMENDATIONS.
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5. NCDOT PRE -CAST DRAINAGE STRUCTURES / MANHOLES CAN BE USED IN LIEU OF NCDOT STANDARD BRICK OR ,/ -„ tCO
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CONCRETE CATCH BASINS. ANY DEVIATION FROM THE SPECIFIED STRUCTURES SHALL BE APPROVED BY ENGINEER
( P.
PRIOR TO INSTALLATION AND SHALL MAINTAIN COMPLIANCE WITH ALL CORRESPONDING NCDOT MATERIAL, �o 2• -.ted
DRAWING & DETAILED SPECIFICATIONS. 6 \
0
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6. CONTRACTOR SHALL FIELD VERIFY THAT PROPOSED GRADES MATCH EXISTING PAVEMENT AT ALL CONNECTION/TIE \sem ! \` o0 5 1 5� e
moo` Fri
POINTS PRIOR TO FINAL LIFT OF ASPHALT. CONTRACTOR SHALL NOTIFY ENGINEER IF DISCREPANCY OCCURS.
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7. PROPOSED CONTOUR LINES REPRESENT FINISHED GRADE ELEVATIONS. CONTOUR LINES MAY BE FIELD ADJUSTED'�'`,, ✓ / \gro
AT THEIR BEGINNING, ENDING AND AT STRUCTURES IN ORDER TO PROVIDE A PROPER TIE-IN AND POSITIVE � `� 6j� \ I W
DRAINAGE.
8. CONTRACTOR SHALL FIELD VERIFY TIE OUT POINTS, PROPOSED INVERTS, FFE'S & FINISHED SURFACES PRIOR TO \ 'F .r,X ' 660"
CONSTRUCTION TO AVOID CONFLICTS. CONTACT ENGINEER IF DISCREPANCIES ARE FOUND.
9. TOWN PLANNING DEPARTMENT STAFF WILL SHALL BE CONTACTED TO INSPECT TREE PROTECTION FENCING \ `L
BEFORE GRADING WORK BEGINS. CI -100 <�s� 1b
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10. THE TOWN OF GREEN LEVEL MUST APPROVE THE STORMWATER MANAGEMENT PLAN FOR THIS PROJECT PRIOR TO Q <o �4jb` ' Z z
BEGINNING CONSTRUCTION. /
--660--` i r �� ! F-
11. CONTRACTOR SHALL MONITOR, MAINTAIN, MOVE AND/OR ADD SILT FENCE, SILT FENCE OUTLETS, AND J -HOOKS AS <F� l l
NEEDED BASED ON FIELD AND RUNOFF CONDITIONS AND AS DIRECTED BY THE ENGINEER AND/OR STATE o sT ko _
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REPRESENTATIVE. O O
12. A SEDIMENTATION AND EROSION CONTROL PLAN MUST BE SUBMITTED TO AND APPROVED BY NCDEQ ANDA \ ' ` s ' 659.5
ZONING COMPLIANCE PERMIT FROM THE TOWN OF GREEN LEVEL WILL BE REQUIRED PRIOR TO THE ISSUANCE OFA W
LAND -DISTURBANCE PERMIT. SKIMMER BASIN TO WETLAND CONSTRUCTION SEQUENCE: \�o C.1
\ 6 0
AT THE COMPLETION OF CONSTRUCTION SITE IS STABILIZED AND WITH 6s '' �� � �, \ O Q
13, IF AN OFFSITE SOIL SPOIL OR BORROW SITE IS UTILIZED, THEN THE DISTURBED AREA FOR THE SPOIL/BORROW SITE PERMISSION OF THE EROSION CONTROL INSPECTOR,THE SKIMMER BASINS
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MUST BE INCLUDED IN THE LAND -DISTURBANCE PLAN AND PERMIT UNLESS THE SPOIL/BORROW SITE ALREADY HAS SHALL BE CONVERTED INTO STORMWATER WETLAND BASINS. THE FOLLOWING _.-_`y ""�' jos 0
A LAND -DISTURBING PERMIT. STEPS SHALL BE FOLLOWED: r ' Q
1) DEWATER THE BASINS \ '� V ^ r
14. SEE WETLAND DETAIL SHEET FOR DETAILED NUTRIENT AND PEAK FLOW CALCULATIONS. 2) REMOVE DEPOSITED SEDIMENT AND PROPERLY DISPOSE OF
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3) ADJUST GRADES AS NECESSARY TO MATCH PLANS, HAVE AREASsT �osF% �/ O W z
15. ALL REQUIRED STORM DRAINAGE AND BMP EASEMENTS TO BE PLATTED UPON FINAL CONSTRUCTION OF NEW SURVEYED TO VERIFY SIZES ARE SUFFICIENT BY ENGINEER AND TO d7
<o NOTE: BUILDING PADS AND THEIR Know what's below. �' w
CONVEYANCES. PREPARE AS -BUILT CERTIFICATIONS. 1
4) PLANT AREA WITH SELECTED PLANTS mT o5 ELEVATIONS REPRESENT 6" BELOW Q O
16. ALL 2:1 SLOPES ON SITE SHALL BE MATTED AND PREPARED TO ENSURE VEGETATIVE COVER. ALL GRASS SLOPES 5) INSTALL SOD TO SLOPES \ 4 THE FINISHED FLOOR SLAB ELEVATION Cal I before you dig. Z ^ Z Z Q z
�°7sF FOR EACH LOT w Q
WHICH EXCEED 3:1 (H:V) SHALL UTILIZE NORTH AMERICAN GREEN (NAG) CONSTRUCTION PRODUCTS TURF 6) WATER PLANTS AS NECESSARY TO HELP ESTABLISHMENT \ O W W � J
REINFORCEMENT MATS SC150 OR APPROVED EQUAL UNLESS OTHERWISE SPECIFIED ON PLANS. MATS SHALL BE
INSTALLED PER MANUFACTURER'S SPECIFICATIONS AND STANDARDS. CONTRACTOR SHALL COORDINATE V 2 (5 (D LL
INSTALLATION INSPECTION WITH MANUFACTURER. THE FOLLOWING SHALL BE APPROVED BY THE COUNTY PRIOR TO ISSUING A'
17. ALL UTILITY TRENCHING, BACKFILL, AND SUB -GRADE COMPACTION EFFORTS SHALL MEET/EXCEED NCDOT CERTIFICATE OF OCCUPANCY FOR A SINGLE FAMILY RESIDENCE THAT DRAINSi / PROJECT N0.
REQUIREMENTS AND SPECIFICATIONS. INTO A STORMWATER CONTROL MEASURE: \
1) THE ENGINEER OF RECORD SHALL REQUEST A FINAL INSPECTION BY THE
18. THE EARTHWORK ON THIS PLAN DOES NOT NECESSARILY BALANCE; OFFSITE BORROW OR WASTE MAY BE STORMWATER ADMINISTRATOR AND CORRECT ANY NOTED DEFICIENCIES. \ ds _. / 14-0243
REQUIRED. 2) PROVIDE A CONSTRUCTION CERTIFICATION SEALED BY A PROFESSIONAL
ENGINEER THAT THE PROJECT WAS INSPECTED AND CONSTRUCTED IN GRAPHIC SCALE DRAWING NAME:
19. PER NORTH CAROLINA BUILDING CODE APPENDIX J ALL FILL SHALL AT A MINIMUM MEET 90% STANDARD PROCTOR ACCORDANCE WITH THE APPROVED STORMWATER PLANS.25 0 12.5 25 50 100
DENSITY PER ASTM D 1557. ALL OTHER PORTIONS OF EARTHWORK AND GRADING AT A MINIMUM SHALL ADHERE TO 3) SUBMIT AS -BUILT RECORD DRAWINGS SEALED BY A PROFESSIONAL `4, 14-0243 EC -2
�1 NINE
THIS CODE SECTION. BUT IN NO WAY SHALL SUPERCEDE THE SITE SPECIFIC GEO-TECHINICAL RECOMMENDATIONS. ENGINEER. \ \ IN FEET
SHEET NO.
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PROJECT NO.
14-0243
DRAWING NAME:
14-0243 EC-2
SHEET NO.
C-8

Know what's below.
Call before you dig.
660
655
650
645
640
635
630
625
620
200 I
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LF 30" @ 0.50%
L20
494.765
fA +62.25
DONELSON WAY
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INV IN = 637.50 (DI -1)
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STORM DRAINAGE
136.3 LF 30" @ 5.47%
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L20
494.765
RIM = 641.52'
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INV IN = 625.40'
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Line Table: Alignments
Line #
�- CI -3
Direction
L20
494.765
RIM = 641.52'
m
INV IN = 635.66'
\
RIM = 631.55'
INV IN = 625.40'
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Line #
Length
Direction
L20
494.765
N490 37' 16.95"E
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203 204
C -2A
RIM FL=633.08
GIDEON PLACE
INV OUT = 630.51' I
(50' R/W, 24" Rolled Curb, 30 LF 15" @ 0.50%
31 B -B) 13+43.50 r
FL=633.40 SS
SW SSW
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INV IN = 628.46'(CI-3)
INV IN - 630.36'jCl-2A)
INV OUT = 628.36'
USACE WETLAND
GIDEON PLACE PLAN & PROFILE
13+00
205
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INV IN = 625.40'
INV OUT = 625.30' s
STORM DIIINAGE ' \
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141.6 LF 36" @ 1.27%
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208
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CONSTRUCTED WETLAND #1
GRAPHIC SCALE
20 0 10 20 40 80
( IN FEET)
1 inch= 40 ft.
9+00 10+00 11+00 12+00 10*uv
EX. PHASE I S.S. OUTFALL
WITH 20' EASEMENT.
660 I 645
655 I 640
650 I 635
645 I 630
640 I 625
635 I 620
630 I 615
625 I 610
620
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WETLAND #1
SANITARY SEWER OUTFALL "A" PLAN & PROFILE
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10+00 11+00 12+00 13+00
645
640
635
630
625
620
615
610
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INV IN = 625.40'
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( IN FEET)
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640
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630
625
620
615
610
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PROJECT NO.
14-0243
DRAWING NAME:
14-0243 P -B PH2
SHEET NO.
C-18

v
vm
H z
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DETAIL SHOWING TYPES OF GRATES
USE ACCORDING TO WATER FLOW,
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a-
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W O
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TYPE - F
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FLEXIBLE PIPE
Round Corruaated Steel Pipe
2 2/3 x 142 corrugation **
Diameter Minimum cover Maximum Heiaht of Cover (feet)
inches inches (Ga) 16 14 12 10 8
12 12 204 256
15 12 182 204
18 12 135 169 239
21 12 115 145 204
24 12100 126 178
30 12 79 100 142
36 12 65 83 117 152
42 12 55 70 100 130 160
48 12 48 61 87 113 139
54 12 54 77 100 123
60 12 69 90 111
66 12 81 100
7212 74 91
78 12 81
Round Corrugated Aluminum Pipe
2 2/3 x 11 corrugation **
Diameter Minimum cover Maximum Hei ht of Cover (feet)
inches inches (Ga) 18 14 12 10 B
12 12 123 155 218 281 344
15 12 98 123 174 224 275
18 12 81 102 144 187 228
21 12 69 87 123 160 195
24 12 60 76 108 139 171
27 12 67 95 123 151
30 12 80 85 111 136
36 12 50 71 92 113
42 12 60 78 96
48 12 52 68 84
54 12 46 50 74
60 12 60 62
6612 51
72 12 41
* FOR DIFFERENT CORRUGATIONS AND ARCH PIPES REFER TO
ROADWAY DESIGN MANUAL OR MANUFACTURERS SPECIFICATION,
REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
CSP - AASHTO M36
CAAP - AASHTO M196
HDPE - AASHTO M294
PVC - ASTM F949 or AASHTO M304
NOTES: FILL HEIGHTS SHOWN WERE CALCULATED USING
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
1' MINIMUM COVER FOR ALL SIDE DRAIN PIPE
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS
Cb 0
z
T2 OR T3 TOP & BOTTOM
64 12
X WITH NO RISER *
�2„
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®
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69
DIMENSIONS OF BOX AND PIPE
SPAN WIDTH WIDTH SPAN
A B C G
M
TOP SLAB
DIMENSIONS
E F
2' for Class III & Class II
REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
BAR -W
NO. LENGTH
TOTAL
LBS.
CU.YDS. CONC.
TOP BOTTOM
SLAB SLAB
IN BOXI
T07AL
CONC.
Z*
(Maximum
fill) 10' - Class II pipe
RCP - AASHTO M17D
2'•2" -•
--
20' - Class III pipe
-•
•-
••
30' - Class IV pipe
••
-•
--
40' - Class V pipe
= Z
-- 0.281
(For fills > 40'
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NOTES: FILL HEIGHTS SHOWN WERE CALCULATED USING
0.020
* FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE
TO THE BOTTOM OF THE PAVEMENT STRUCTURE
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
1' MINIMUM COVER FOR ALL SIDE DRAIN PIPE
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS
SHEET 3 OF 3
ss O®s ® 1
15"
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1-4
0.963
1.244
0.031
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2'-2"
3`-3"
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0.222
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0.281
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1.434
1
III FLOW SNE
N
* (Minimum
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2'
for
pipe
diameters ?
12"
and
< 60"
3:D
HOPE
~17'
* (Maximum
fill)
20'
for
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diameters 5
24"
4
11-611
Fm1
4'-1"
3
4'-1"
45
for
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30"
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5 60"
36"
mn
2'-2" 3'-10"
5'-3"
4'-9'
1'-8"
4'-4"
4
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PVC (Minimum
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12"
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-(
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2.152
2.880
0.240
0.371
48"
3'-0"
2'-2"
5'-0"
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* FILL HEIGHT IS MEASURED FROM THE TOP OF
THE PIPE
2' 8"
4
3'-3"
rSH-
3'-3
TO THE BOTTOM OF THE
PAVEMENT STRUCTURE
0.583
2.415
2.998
0.319
M
5411
3'-0"
2'-2"
5'-7"
6'-3-
2'-7"
3'-6"
4
3'-0"
6
Round Corrugated Aluminum Pipe
2 2/3 x 11 corrugation **
Diameter Minimum cover Maximum Hei ht of Cover (feet)
inches inches (Ga) 18 14 12 10 B
12 12 123 155 218 281 344
15 12 98 123 174 224 275
18 12 81 102 144 187 228
21 12 69 87 123 160 195
24 12 60 76 108 139 171
27 12 67 95 123 151
30 12 80 85 111 136
36 12 50 71 92 113
42 12 60 78 96
48 12 52 68 84
54 12 46 50 74
60 12 60 62
6612 51
72 12 41
* FOR DIFFERENT CORRUGATIONS AND ARCH PIPES REFER TO
ROADWAY DESIGN MANUAL OR MANUFACTURERS SPECIFICATION,
REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
CSP - AASHTO M36
CAAP - AASHTO M196
HDPE - AASHTO M294
PVC - ASTM F949 or AASHTO M304
NOTES: FILL HEIGHTS SHOWN WERE CALCULATED USING
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
1' MINIMUM COVER FOR ALL SIDE DRAIN PIPE
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS
Cb 0
10°
2,r�r-�
T2 OR T3 TOP & BOTTOM
RIGID PIPE
X WITH NO RISER *
�2„
d
D A
®
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fill) 1' for Class IV & CLASS V
DIMENSIONS OF BOX AND PIPE
SPAN WIDTH WIDTH SPAN
A B C G
j..�
TOP SLAB
DIMENSIONS
E F
2' for Class III & Class II
REFER TO THE FOLLOWING FOR PIPE SPECIFICATIONS
BAR -W
NO. LENGTH
TOTAL
LBS.
CU.YDS. CONC.
TOP BOTTOM
SLAB SLAB
IN BOXI
T07AL
CONC.
Z*
(Maximum
fill) 10' - Class II pipe
RCP - AASHTO M17D
2'•2" -•
--
20' - Class III pipe
-•
•-
••
30' - Class IV pipe
••
-•
--
40' - Class V pipe
--
-- 0.281
(For fills > 40'
& < 80' use LRFD Direct 69sign Method)
NOTES: FILL HEIGHTS SHOWN WERE CALCULATED USING
0.020
* FILL HEIGHT IS MEASURED FROM THE TOP OF THE PIPE
TO THE BOTTOM OF THE PAVEMENT STRUCTURE
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
1' MINIMUM COVER FOR ALL SIDE DRAIN PIPE
IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS
SHEET 3 OF 3
ss O®s ® 1
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1„XUKATE & HOOD
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PLAN OF TOP SLAB SECTION S -S
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DIMENSIONS
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BARS -U
N0. LENGTH
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T07AL
CONC.
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a17CK MNA.RICK
IN WALLS CNCMJE
mNpM1TE
DEDUCTIONS
ONE PIPE
C.M. R.C.
12"
3'-0"
2'•2" -•
--
2'-9"
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•-
••
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••
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0.281
0.883
1.164
0.020
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1511
3'-0"
2'-2"
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3'-0"
Z35
0
12
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SECTION - AA
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2-N3, 2-N4
0.196
z'-41�" PLAN
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0.281
0.963
1.244
0.031
O.G47
18"
3'-0"
2'-2"
3`-3"
3'-3"
2-V, @ 1'-4' N
STR. FACE
OR G3
0.227
0.222
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1.065
B 2-B
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0.049
24"
0.281
0.281
1.043
1.324
0.044
0.065
24"
3'-0"
2r-2"
1I
3'-9"
1.434
1
III FLOW SNE
30"
3'-6"
3'-6"
3'-8"
1s
4'-3"
0.281
0.281
1.204
1.485
0.078
0.121
30"
3'-0"
2'-2" 3'-4"
36"
4'-3"
V-2"
41.4"
4
11-611
3
4'-1"
3
4'-1"
45
0.147 0.374
0.521
1.606
2.217
0.122
0.184
36"
3'-0"
2'-2" 3'-10"
5'-3"
4'-9'
1'-8"
4'-4"
4
2'-0"
4
4`-,"
3
4'-1"
49
0.187 0.415
0.602
1.914
2.518
0.178
0.261
42"
3'-0"
2'-2"
4'-5"
B' -S"
1'-5"
3'-6"
4
1'-9"
3
3'-3"
3
3'-3'
38
0.135 0.373
0.508
2.152
2.880
0.240
0.371
48"
3'-0"
2'-2"
5'-0"
5'-9"
2'-0"
3'-8"
4
2' 8"
4
3'-3"
3
3'-3
41
0.173 0.410
0.583
2.415
2.998
0.319
0.477
5411
3'-0"
2'-2"
5'-7"
6'-3-
2'-7"
3'-6"
4
3'-0"
6
3 -3'
3
3'-3"
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0.211 0.448
0.658
2.808
3.465
0.398
0.595
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SEE STD. # 838.45 FOR GENERAL NOTES.
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0.023
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16"
16'-2" TWO PIPES
2'-8"
2'-9"
23'-10" THREE PIPES
3`-3"
3'-6"
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1
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0.204
SEE STD. # 838.45 FOR GENERAL NOTES.
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1 2 SPA. @ 1'-9" STR. FACE 2 -Ni, 2-N3, 2-N4
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"H" BARS "N" BARS "Z" BARS WING ELEVATION
"H", "N", & "Z" BAR DIMENSIONS ARE OUT TO OUT.
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SECTION X -X
,vranut anl.auc
IP ELEVATION
840.16 FRAI
NATE
(SEE NOTE)
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PLAN OPTIONALOLE COVEN & FRAME #4 BARS
8
C. TO C.
BRICK MAY BE USED
TO ADJUST FRAME &
COVER TO SURFACE
ELEVATION MAX. 1'
OUTLET PIPE
SI-
EOBF _ ti
_ - SECTION
C -C OR D -D
SECTION X -X
SECTION Y -Y
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 3'-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.68.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
CONSTRUCT WITH PIPE CROWNS MATCHING,
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. 78M STONE IN A
POROUS FABRIC BAG OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
MAX. PIPE THIS SIDE - 18" m
SECTION Y -Y
DIMENSIONS AND QUANTITIES FOR
DROP INLET(BASED ON MIN. HEIGHT H)
DIMENSIONS
PIPEI SPAN
OF BOX
I WIDTH
& PIPE I
MIN. HEIGHT
CUBIC YARDS
GONG. IN BOX
DEDUCTIONS FOR
ONE PIPE
D A
B
H
BOTTOM WALL PER
SLAB FT. HT. FOP 1¢"7x171
KXWT. H
C.Y.
R.C.
12" 3'-0"
2'-0"
2 -0"
0.222 0.222 0.592
0.015
1 0.028
15"2-3
N0.
LENGTH
0.648
0.023
0.036
18"
WALL/
FT. OF NT.
2'-6
0.703
0.0331
0.049
24"3'-0"
2'-0"
2'-3"
0.614
0.059
1 0.085
30" 3'-0"
2'-0"
3'-6"
0.222 0.222 0.925
0.092
1 0.127
#4 BAR
N
Fes=- i
DOWEL
GENERAL NOTES:
CHAMFER ALL EXPOSED CORNERS 1".
USE CLASS "B" CONCRETE THROUGHOUT.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR
#4 BAR DOWELS ATI2" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS TO CONSTRUCT THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX,
ADD TO BASE AS SHOWN ON STANDARD NO. 840.00.
PROVIDE ALL JUNCTION BOXES OVER 3'-8" IN DEPTH WITH STEPS
12" ON CENTERS IN ACCORDANCE WITH STD. NO. 840.66.
ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES
TO INCLUDE THE ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS
SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE
HEIONT BRICK MASONRY, OPENING IN TOP SLAB.)
MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP
ELEVATION IS 12 FEET.
-r- # fl
r
e. -
DOWEL
' DOWEL
z
O(n
F- Q
Qa
He U
00 c5 = Z
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QU=®1.04
H
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CL
Q O
O
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O J
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HEET 1 OF 1
840.14
IO
T1 TWO PIPES 8,_1,1
v I T2 OR T3 TOP & BOTTOM 2-"G' 10' Z
1M "O THREE PIPES 11'-1,"I O
i T5 @ 6" TOP & BOTTOM t" f F- ,y.
�-� ,'-10x6" 2"�-yr 2„�t- �'a
ZE i 11x'- I 1 6 SPA. @ 9" II II -2r, FILL FACE 2 z F- _
rH Cl) "Z" BARS IN - FILL FACE I,,,1 w C7 U
1m4 z -I = D _ I TOP OF FOOTING - EE ' „N„ 6 9., „V,r@ 1 r _6„ O O d = z
O O Cl) o '° I Z1 DETAIL @ IN
'WALL W= Z LL -
= m I ro PIPE NOT "H" U O =
Z H'OD d Z2 Y1 @ 1._4„ 8" -6' SHOWN N Z' T4 _ Z
O O H .9 @ WING WALL _ .L '� N LL J
C1= ]0 Z 1 3, _ 1 „ TWO 12" O O C0
D D D� I PIPES �5" i'-6" 1 T4 N Z H DC
1 7:8" 'Q a I,�7'-8" THREE_ Z3 6 T" ' ' 'I I ~ r
O z I ( PIPES T4 T5 @ 6" T 8 4-- 1 0
614"� - 5 SPA. @ 9" 2-N2, 3,_0„
i 12,- , 2-N3, 2-N4 "
e" FF2F'--4ill" PLAN SECTION - BB SECTION - AA
3"0" SEE STD. # 838.45 FOR GENERAL NOTES.
O BILL OF MATERIAL FOR ENDWALL W
�g 16'-2" TWO PIPES REINF. STEEL 2 PIPES 3 PIPES Y
M
_ 23'-10" THREE PIPES 4„ BAR SIZE LENGTH N0. IFIF NO. ESR J CO
C 2-V1 @ 1'-4" iV 2-02 OR G3 �` B1 #4 5'-6" a 29 12 44 0
CO Z Z STR. FAC 2-N1 @ 8" FILL FACE I 82 #4 4'-8" 4 12 4 12 =O 3' 0)
r o w B 2-01 a N B3 #4 6'-0" 4 16 8 32 II- Z
M H I 1-V1 STR. FACE + '�' w PIPE NOT 61 #7 8'-2" - - �. W '
Q0 Cl) `n SHOWN G2 #7 15'-10" 2 86 Z W
-1 ITi iv IO. ( i� 10. �` 2 -BZ 9 1It: I a G3 #7 23'-6" - 2 96 W IL
v Cn _ V_ J ti _ I SLOPE Hi #4 5'-6" 10 37 10 37 Q I- d.
1"A A 01 r a i s IA bW' 1 °i r 3" B DRAINS H2 #4 3' 6" 4 9 4 9 C W_
-H m
6 ABOVE
r Z m N N v I I 7 FLOW LLINE cc
M 0 0 L N1 #4 7'-1111 8 42 12 63 O t� L()
01 033 6" - ' 6" - N3 #4 5'-8" 4 75 4 15 0 W
-++ I TAPER DETAIL z 0
io CONST. JT. I 2.83 2 -Bt N4 #4 4'-9" 4 13 4 13 ,Q CL
t -q
Ti #4 11'-10" H
M B 4. JN, @ 8" FILL FACE 5 SPA. @9" FILL T2 #4 19'-6" 6 78 - - W F�-
((i 2 SPA. @ 1'-9" STR. FACE 2-N1, 2-N3, 2-N4 T3 #4 27% 2' - - 6 108 = 4
R1 CZ ELEVATION FACE 2 -Hl, 1-H2 T4 #4 5'-3" 8 21 6 21 H a
' Z H2 T5 #4 2'-8" 64 107 96 180 J 0 W
3 SPA. @ 1'-2" FILL
(0 p z z z z FACE 3 -Ht, 1-H2 VZ 2 SPA. @ 1'•8" V1 #4 5'-9" 4 15 6 23 Z Z m
0 = 21 3'-6" N2 FILL FACE V2 #4 4'-10" 2 6 2 6 W Z O
31*z �- 14 I I 1-Y2, 1-V3, 1-V4 V3 #4 3'-11" 2 5 2 5 W 0
O 11- c_ e _ Z2 3'-0" I N4 V4 #4 3'-1" 2 4 2 4 �.
��_- IJ!^, t° Zi #4 3'-11 " 6 16 6 18CC
m a * m Z3 2'-7" V4 Z2 #4 3'-6" 4 9 4 9 0
H2d 2'-11" k 6" HK. H1 Z3 #4 3' 1" 4 8 4 8
'FH" BARS "N" BARS "Z" BARS N NT4 Z"
HEET 2 OF 2 REINF. STEEL LBS. 525 #7W SHEET 2 OF 2
838.22 "H", "N", & "Z" BAR DIMENSIONS ARE OT TO OUT, WING ELEVATION CON./C.S. CU. YDS 7.3 9.4 838.22
Z
0
0
H r
I, -
IF -1= CD .
LL -J Z
O O m =
Z
Iw-cQi�oCD
UjF-
C/3FF--IyOJ
Cr O d=
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O X
LL 0 ..
C7 00 J
Ow
0 z H
INSCL
O
0 J t0
= Z Z O
z--31.4
F- o
C/3 -
_CC
LU
= N
CU 0 3
OF i
.31
ww
(n �Z2 W
LIQ
w UQU oLu UdZ m
DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES
Ljj z
%' U O LIJ 'w'
aXW>-z V) �0
zC4
Ov C7 W
�¢ IoW=Za���
0wLOL WLy0a�
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DIMENSIONS OF BOX AND PIPE
PIPE SPAN WIDTH HEIGHT
REINFORCEMENT
BARS "A"
TOP SLAB
DIMENSIONS
��-•1 Gza
CUBIC YARDS
IN Box
TOTAL QUANTITIES
BOX AND SLABS
DEDUCTIONS FOR ONE
PIPE CU.YDS.
0
A
8
H
N0.
LENGTH
E
F
TOP
SLAB
BOTTOM
SLAB
WALL/
FT. OF NT.
Les. CU. YDS.
REINF MIN. H"
C. S.
R. C.
12"
2'-0"
2'-0"
2'-3"
12
2'-9"
3'-0"
3'-0"
0.167
0.167
0.185
22
0.750
0.015
0.024
15"
2'-3"
2'-3"
2'-6r'
12
3'-0"
3'-3"
3'-3"
0.196
0.196
0.204
24
0.902
0.023
0.036
16"
2'-6"
2'-8"
2'-9"
14
3`-3"
3'-6"
3'-8"
0.227
0.227
0.222
30
1.065
0.033
0.049
24"
3'-0"
3'-0"
3'-3"
16
3'-9"
4'-0"
4'-0"
0.296
0.296
0.259
40
1.434
0.059
0.085
30"
3'-6"
3'-6"
3'-8"
1s
4'-3"
4'-8"
4'-6"
0.375
0.375
0.286
51
1.660
0.082
0.127
36"
4'-0"
4'-0"
4'-3"
20
4'-9"
5'-O"
5'-0"
0.463
0.463
0.333
64
2.341
0.132
0.176
42"
4'-6"
4'-8"
4'-8"
22
5'-3"
5'-8"
5'-8"
0.580
0.560
0.370
77
2.878
0.180
0.243
48"
5'-4"
5'-4"
5'-3"
26
W-3"
6'-4"
6'-4"
0.743
0.743
0.407
111
3.623 1
0.235
0.317
54"
5'-10"
5'-10"
5'-9"
28
6'-7"
W-10"
B'-10"
0.865
0.885
0.444
128
4.283
0.297
0-401
80"
6'-6"
6'-6"
6'-3"
30
7'-3"
7'-8"
7'-6"
1.042
1.042
0.481
145
5.090
0.367
0.495
66"
7'-1"
7'-1"
6'-9"
32
7'.10"
8%1"
8'-9"
1.210
1.210
0.516
188
5.917
0.444
0.589
z
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HEET 1 OF 1
840.14
IO
T1 TWO PIPES 8,_1,1
v I T2 OR T3 TOP & BOTTOM 2-"G' 10' Z
1M "O THREE PIPES 11'-1,"I O
i T5 @ 6" TOP & BOTTOM t" f F- ,y.
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rH Cl) "Z" BARS IN - FILL FACE I,,,1 w C7 U
1m4 z -I = D _ I TOP OF FOOTING - EE ' „N„ 6 9., „V,r@ 1 r _6„ O O d = z
O O Cl) o '° I Z1 DETAIL @ IN
'WALL W= Z LL -
= m I ro PIPE NOT "H" U O =
Z H'OD d Z2 Y1 @ 1._4„ 8" -6' SHOWN N Z' T4 _ Z
O O H .9 @ WING WALL _ .L '� N LL J
C1= ]0 Z 1 3, _ 1 „ TWO 12" O O C0
D D D� I PIPES �5" i'-6" 1 T4 N Z H DC
1 7:8" 'Q a I,�7'-8" THREE_ Z3 6 T" ' ' 'I I ~ r
O z I ( PIPES T4 T5 @ 6" T 8 4-- 1 0
614"� - 5 SPA. @ 9" 2-N2, 3,_0„
i 12,- , 2-N3, 2-N4 "
e" FF2F'--4ill" PLAN SECTION - BB SECTION - AA
3"0" SEE STD. # 838.45 FOR GENERAL NOTES.
O BILL OF MATERIAL FOR ENDWALL W
�g 16'-2" TWO PIPES REINF. STEEL 2 PIPES 3 PIPES Y
M
_ 23'-10" THREE PIPES 4„ BAR SIZE LENGTH N0. IFIF NO. ESR J CO
C 2-V1 @ 1'-4" iV 2-02 OR G3 �` B1 #4 5'-6" a 29 12 44 0
CO Z Z STR. FAC 2-N1 @ 8" FILL FACE I 82 #4 4'-8" 4 12 4 12 =O 3' 0)
r o w B 2-01 a N B3 #4 6'-0" 4 16 8 32 II- Z
M H I 1-V1 STR. FACE + '�' w PIPE NOT 61 #7 8'-2" - - �. W '
Q0 Cl) `n SHOWN G2 #7 15'-10" 2 86 Z W
-1 ITi iv IO. ( i� 10. �` 2 -BZ 9 1It: I a G3 #7 23'-6" - 2 96 W IL
v Cn _ V_ J ti _ I SLOPE Hi #4 5'-6" 10 37 10 37 Q I- d.
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-H m
6 ABOVE
r Z m N N v I I 7 FLOW LLINE cc
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t -q
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((i 2 SPA. @ 1'-9" STR. FACE 2-N1, 2-N3, 2-N4 T3 #4 27% 2' - - 6 108 = 4
R1 CZ ELEVATION FACE 2 -Hl, 1-H2 T4 #4 5'-3" 8 21 6 21 H a
' Z H2 T5 #4 2'-8" 64 107 96 180 J 0 W
3 SPA. @ 1'-2" FILL
(0 p z z z z FACE 3 -Ht, 1-H2 VZ 2 SPA. @ 1'•8" V1 #4 5'-9" 4 15 6 23 Z Z m
0 = 21 3'-6" N2 FILL FACE V2 #4 4'-10" 2 6 2 6 W Z O
31*z �- 14 I I 1-Y2, 1-V3, 1-V4 V3 #4 3'-11" 2 5 2 5 W 0
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'FH" BARS "N" BARS "Z" BARS N NT4 Z"
HEET 2 OF 2 REINF. STEEL LBS. 525 #7W SHEET 2 OF 2
838.22 "H", "N", & "Z" BAR DIMENSIONS ARE OT TO OUT, WING ELEVATION CON./C.S. CU. YDS 7.3 9.4 838.22
Z
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PROJECT NO.
14-0243
DRAWING NAME:
SHEET NO.
D-2

SUPPORT ROPE
TO WIRF TO
PR
PLAN VIEW
SUPPORT POST
24" INTRO BOTTOM
STAKE TO
COIR MESH OR SIMILAR, STAPLED OR
TRENCHED INTO BOTTOM OR SIDE
CROSS SECTION
FENCE AND FABRIC
APPLICATION
NOTES:
1. BAFFLE MATERIAL SHOULD BE SECURED AT THE BOTTOM AND
BURIED IN TRENCH
STEEL POST
SIDES USING STAPLES OR BY TRENCHING AS FOR SILT FENCE.
2. MOST OF THE SEDIMENT WILL ACCUMULATE IN THE 1ST BAY,
Q��
PROVIDE SUFFICIENT SPACE TO ALLOW
WHICH SHOULD BE READILY ACCESSIBLE FOR MAINTENANCE.
A BROAD. FLAT AREA FOR SEDIMENT
0
3. PROVIDE 3 BAFFLES (USE TWO IF LESS THAN 20 FEET IN
SILT FENCE
\d
I
LENGTH). PROVIDE 5 BAFFLES FOR DRAINAGE AREAS
6"X6" TRENCH,
iGREATER
2'
THAN 10 ACRES.
BACKFILLED AND
I
4. BAFFLE SHALL BE 700 G/M2 COIR EROSION BLANKET.
COMPACTED
! +
5. TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER THAN THE
SECTION VIEW AT OPENING
TOP OF THE BERMS
6. INSPECT BAFFLES FOR REPAIR ONCE A WEEK AND AFTER
SILT FENCE - J -HOOK
EACH RAINFALL
ccn Q
SKIMMER BASIN
FLOAT
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
E 40 PVC PIPE
)R ARM)
FLEXIBLE HOSE
INFLOW
STRUCTURE
18" MIN TOP OF DAM
16" MAX FLOW
w TARP PROTECTION DEPTH
g I DITCH AND BURY TARP
z �W,101
MIN-.{ EDGE (MIN. 12")
gLENGTH
w
SECTION THRU WEIR
SKIMMER
DEWATERING
DEVICE
BAFFLES
PLAN VIEW
INFLOW
STRUCTURE
TERING
INLET SHALL BE
PROTECTED (AS NEEDED)
FROM EROSION WITH
RIPRAP, TARP, MATTING OR
EQUIVALENT.
EMERGENCY
SPILLWAY
1' MIN FREEBOARD
BAFFLES (STD)
SKIMMER
CMP OUTLET PIPE
('ROSS SECTION
TOP OF DAM
EMERGENCY
SPILLWAY
ELEVATION
DISSIPATER PAD
/RIP RAP
0 0 0 p
0 0
NOTES:
1. BASIN SHOULD BE CLEANED OUT WHEN CAPACITY REACHES AN ELEVATION REPRESENTING THAT THE BASIN IS
HALF -FU LL.
2. THE TARP USED TO PROTECT THE WEIR SHALL BE THE WIDTH SPECIFIED. THE LENGTH OF THE TARP SHALL BE
ACCORDING TO AVAILABLE SUPPLY. IF MULTIPLE TARPS ARE TO BE USED, THEN TARPS SHALL BE OVERLAPPED AT
LEAST 12". THE UPSTREAM 12" TARP SHALL OVERLAP THE DOWNSTREAM TARP. THE TARP SHALL BE 50 MIL.
HEAVY DUTY SILVER TARPAULINS OR EQUIVALENT FOR U.V. RESISTANCE.
3. PROVIDE A MINIMUM OF THREE POROUS BAFFLES TO EVENLY DISTRIBUTE FLOW ACROSS THE BASIN, REDUCING
TURBULENCE.
4. BAFFLE MATERIAL MUST BE SECURED AT THE BOTTOM AND SIDES USING STAPLES OR BY TRENCHING AS FOR A
SILT FENCE.
5. MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST BAY, SO THIS SHOULD BE READILY AVAILABLE FOR
MAINTENANCE.
6. DURING THE CONSTRUCTION PHASE OF THE PROJECT, PERMANENT STORMWATER RISER SHALL ONLY DEWATER FROM
THE TOP OF PIPE.
7. POND SHALL NOT BE CONVERTED FOR STORMWATER USE UNTIL APPROVED BY ENVIRONMENTAL ENGINEER.
END VIEW
VENT PIPE
-R FNTRY UNIT
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE PIPE.
TOP VIEW 2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN CORRECT AMOUNT OF TIME.
ODIFICATIONS MAY BE REQUIRED IF FIELD CONDITIONS WARRANT A CHANGE.
POTENTIAL FOR PIPING CAN
OCCUR. PROPER DESIGN TO
MINIMIZE DISCHARGE AROUND
PIPE MUST OCCUR.
M
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE DISCHARGE END OF
THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT SHEET, AND INSTRUCTIONS
ON WEB SITE FOR EACH SIZE.
/ EARTHEN EMBANKMENT
/ EMERGENCY SPILLWAY PVC VENT
PIPE
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
FLOAT
FLEXIBLE HOSE \ -
L = 1.4 x DEPTH
TO THE OVERFLOW
MINIMUM LENGTH APPLIES
DISCHARGE PIPE MAINTAIN DEPRESSION TO
SCHEDULE 40 SIDE VIEW MINIMIZE CHANCE OF SKIMMER
(NO SCALE) BECOMING STUCK
FAIRCLOTH SKIMMER ° DISCHARGE
SYSTEM WITH EMBANKMENT
NOTES:
APPLICABLE AT ALL POINTS OF
INGRESS AND EGRESS UNTIL SITE
IS STABILIZED, FREQUENT CHECKS
NOTES: SOP OF THE DEVICE AND TIMELY
MAINTENANCE MUST BE PROVIDED.
WASHED STONE PAD TO BE 50'L X 25'W X 6"TH MINIMUM. IF
THE ADJOINING ROADWAY IS WIDER THAN 25', THEN THE O�O\�/
WASHED STONE SHALL BE AS WIDE AS THE ADJOINING P
ROADWAY. S�
TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE
TRUCKS IS TO BE PROVIDED.
ENTRANCE(S) SHOULD BE LOCATED TO PROVIDE FOR
MAXIMUM UTILITY BY ALL CONSTRUCTION VEHICLES. o
MUST BE MAINTAINED IN A CONDITION WHICH WILL
PREVENT TRACKING OR DIRECT FLOW OF MUD ONTO
STREETS. Z�
PERIODIC TOP DRESSING WITH STONE (2" THICK) WILL BE 6" MIN
NECESSARY; KEEP SOME HANDY. 2-3"
ANY MATERIAL WHICH STILL MAKES IT ONTO THE ROAD COARSE AGGREGATE
MUST BE CLEANED UP IMMEDIATELY. FILTER FABRIC UNDER STONE
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE /EXIT
TOE OF SLOPE
ANGLE AND LENGTH OF
"J -HOOK" WILL VARY
t7
gm
H �
H' Z
=cn00
F_ 11 0
"Z-1=>
0O�Dnm
_ m z x
Z H p 0 0
H
oD�>
l
V5'
TOE OF SLOPE
20" WATTLE USED TO RELEASE
WATER IF NECESSARY
EVATION AT THE BOTTOM OF THE
TANT END OF THE "J -HOOK" ®SHOULD
BE THE SAME AS THE LOWEST POINT 1. EL. ®= EL. ® TO MAXIMIZE STORAGE
ALONG THE TOP OF SILT FENCE Q
"J -HOOK" SILT FENCE "SMILE -CONFIGURATION" SILT FENCE
e0
�O
l
APPLICATION
APPLICATION
o
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v
SILT FENCE SHOULD BE LOCATED AWAY
EMBANKMENT
FROM THE TOE OF THE SLOPE TO
Q��
PROVIDE SUFFICIENT SPACE TO ALLOW
F
A BROAD. FLAT AREA FOR SEDIMENT
0
ACCUMULATION AND MAINTENANCE
SILT FENCE
ACTIVITIES. THE ENDS OF THE SILT
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LU QZ LL=
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FENCE SHOULD BE TURNED UP
- Z=O
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04WW OW 0 EL
GRADIENT TO MAXIMIZE STORAGE.
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O cn H
z ' >
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SILT FENCE SECTION AT TOE OF FILL
SILT FENCE - J -HOOK
INSTALLATION
A EARTH BERM
DITCH BLOCK
FUTURE E.O.P.
-�' -
SUMP LOCATION
A
- FUTURE. E.O. P.
SEDIMENT CONTROL STONE - CLASS B STONE
G TEMP. SLOPE DRAIN TEMP. SLOPE DRAIN
In Z TEMP. EARTH SHOULDER BERM TEMP. EARTH SHOULDER BERM
CLASS "B' STONE FOR INLET PROTECTION CLASS "B" STONE FOR
INLET PROTECTION EROSION CONTROL OPTION #2 EROSION CONTROL
OPTION #1AM-4.
L, A
SKIMMER (SIZE VAR.)
STEEL POSTS (QUANTITY VAR.)
PLASTIC SLOPE DRAIN PIPE
(PRACTICE STANDARD 6.32)
OR
GEOTEXTILE LINING,
TEMPORARY OR
PERMANENT DITCH
COIR FIBER BAFFLES -
(PRACTICE STANDARD 6.65)
z /
STONE PAD
below VIEW Rtlelrnusklrnmer)
RISER STRUCTURE
EMBANKMENT
r
__STONE ENERGY
jCDISSIPATOR
A-
ERGENCY
SPILLWAY
WOOD STAKE
OR METAL POST
TOP OF EMBANKMENT
RISER STRUCTURE
I' MIN *-EMERGENCY SPILLWAY
TRASH RACK EREESOARD- It rgh%giftl
I'MIN. r=iq l l ?,S
1W I
SKIMMER �Y 1y ( I., MINIMUM- 14
uukal+Rif uWHIR�llli uu lug
BARREL
PIPE
1 i
CLASS B STONE PAD CUT OFF ANTI -SEEP
(4'X4' X I' MIN.) ANTIFLOTATION BLOCK SECTIIONAL MEIN TRENCH COLLAR STABILIZER
-- OUTLET
2` DEEP
L1
NOTES
1, SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
a 3. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE OR DIRECTLY INTO EMBANKMENT I FT FROM BOTTOM OF BASIN, NOT TO SCALE
4, THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6 FT. BETWEEN THE SKIMMER AND COUPLING.
Figulre 6.151 d Sediment Basin (with Riser Barrel Pipe)
z
0
SECTION A -A
o
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H r
ozU
NOTES
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O <!K 0t Z<
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3. EXTEND SLOPE DRAINS TO BOTTOM OF SLOPE, SEDIMENT BASINS AND EROSION CONTROL MEASURES. OPTION #1
D >
> --H
CL
ccn Q
Lu
1 OF 1
z
4. USE CLASS B
EROSION CONTROL DEVICES MAY ALSO BE UTILIZED TO PREVENT SCOUR AT OUTLET LOCATIONS.
SHEET
1 633. ®�
w
w
iHEET 1 OF t
5. USE MAXIMUM SLOPE DRAIN SPACING OF 200 FT MEASURED ALONG TOP OF SLOPE.
_
M
1622.01
ac
Q
CA O
EARTH BERM rE' Z
(� DITCH BLOCK FUTURE PAVEMENT 0 �, 17
N Z ANCHOR STAKES V- W r
® 'O TEMP. EARTH SHOULDER BERM ca �` ii
TTI H TEMP. SHOULDER ANCHOR STAKE
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y�UlpF9 FZ-r �, _
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v ® ~'�"� _ - _,_
FINISHED EMBANKMENT
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3 > EARTH BERM DITCH BLOCK y FILL Q � O. ~ 0
` TEMPORARY SLOPE DRAIN MATERIAL Z 1W- O
Iii 19 O TEMP. SHOULDER BERM DITCH ---J I SHOULDER
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H Z NOTE: TOE OF FILL-� `TOES Ca17 )� Z M z
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CLASS "B" STONE OR SILT SHOULDER � �
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o TEMPORARY SLOPE DRAIN\�
= TEMP. EARTH SHOULDER BERM �\
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0-
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1. OPEN END PIPE WITH SUMP AND MINIMUM SETBACK AND PROPER COMPACTION IS AN ACCEPTABLE
E c'n �/
W
�xr�Q
�
V OR
INLET TREATMENT FOR STAGED CONSTRUCTION WHEN NOT LEFT IN PLACE FOR MORE THAN 30 DAYS.
I-
(� ;J -I
W
.
m
_
2. AT INLETS A STANDARD T -SECTION MAY BE INSTALLED FOR MULTI -DIRECTION FLOW AND ELBOWS
O Z
04WW OW 0 EL
W
FOR SINGLE -DIRECTION FLOW AS DIRECTED. ISOMETRIC VIEW
to
i z,,zzT>=>0C(W
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Q
3. EXTEND SLOPE DRAINS TO BOTTOM OF SLOPE, SEDIMENT BASINS AND EROSION CONTROL MEASURES. OPTION #1
STONE FOR EROSION CONTROL AT OUTLET LOCATIONS. SILT BASINS AND OTHER
SHEET 1 OF 1
1 OF 1
1z
4. USE CLASS B
EROSION CONTROL DEVICES MAY ALSO BE UTILIZED TO PREVENT SCOUR AT OUTLET LOCATIONS.
SHEET
1 633. ®�
w
w
iHEET 1 OF t
5. USE MAXIMUM SLOPE DRAIN SPACING OF 200 FT MEASURED ALONG TOP OF SLOPE.
_
1622.01
1622.01
STANDARD METAL POSTS
2'-0" IN GROUND
GALVANIZED HARDWARE WIRE
EXTENDS TO TOP OF BOX
ca>�
cam°
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o
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��
---- U
#57 WASHED STONE PLACED TO A HEIGHT
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STANDARD CATCH BASIN/YARD INLET PROTECTION
EDGE OF PAVEMENT NOTES
USE CLASS B EROSION CONTROL STONE FOR
N11 K1411WIM o'cv" STRUCTURAL STONE.
STRUCTURAL STONE
BACK THE ENGINEER MAY DIRECT THE OPTION OF
SLOPE CLASS A STONE FOR SITES HAVING LESS THAN
ONE (1) ACRE DRAINAGE AREA AND A DITCH
GRADE LESS THAN 3%.
ISOMETRIC VIEW
fl' MIN. NATURAL GROUND
I
CROSS SECTION
VEE DITCH
BASE OF DITCH
NATURAL GROUND 12" 12" MIN.
1' MIN. SEDIMENT
TRAP .......
FLOW
OPTIONAL TYPE
SILT BASIN '
CROSS SECTION
TRAPEZOIDAL DITCH ELEVATION VIEW
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////�1011111111��
PROJECT NO.
14-0243
DRAWING NAME:
14-0243_D
SHEET NO.
D-6
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PROJECT NO.
14-0243
DRAWING NAME:
14-0243_D
SHEET NO.
D-6
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PROJECT NO.
14-0243
DRAWING NAME:
14-0243_D
SHEET NO.
D-6

12"
(30 cm)
NORTH
� A GREIEN N 15csm)
(5G" O
(15 m)
e
rl
)
-
4° (10 cm)
1
(D2"-5"
* m 12 5c
Sc ) - m
~h
hh
1h \
h h \
5„ \ (10cm-15cm)
15 cm
( )
.. ... .._
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED. NOTE:
WHEN USING CELL -O -SEED DO NOT SEED PREPARED AREA. CELL -O -SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE BLANKET IN A6" (15cm) DEEP X 6" (15cm) WIDE TRENCH
WITH APPROXIMATELY 12" (30cm) OF BLANKET EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH. ANCHOR THE
BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm) APART IN THE BOTTOM OF THE TRENCH. BACKFILL
AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30cm) PORTION
OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES
SPACED APPROXIMATELY 12" (30cm) APART ACROSS THE WIDTH OF THE BLANKET.
3. ROLL CENTER BLANKET IN DIRECTION OF WATER FLOW IN BOTTOM OF CHANNEL. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE, ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES
IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM, STAPLES/STAKES
SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. PLACE CONSECUTIVE BLANKETS END OVER END (SHINGLE STYLE) WITH A 4"-6" (10cm-15cm) OVERLAP. USE A DOUBLE ROW OF
STAPLES STAGGERED 4" (10cm) APART AND 4" (10cm) ON CENTER TO SECURE BLANKETS.
5. FULL LENGTH EDGE OF BLANKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY
12" (30cm) APART INA 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
6. ADJACENT BLANKETS MUST BE OVERLAPPED APPROXIMATELY 2"-5" (5cm-12.5cm) (DEPENDING ON BLANKET TYPE) AND STAPLED.
TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING INSTALLED ON TOP) EVEN
WITH THE COLORED SEAM STITCH 013iHE BLANKET BEING OVERLAPPED.
7. IN HIGH FLOW CHANNEL APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT (9m -12m) INTERVALS. USE
A DOUBLE ROW OF STAPLES STAGGERED 4" (10cm) APART AND 4" (10cm) ON CENTER OVER ENTIRE WIDTH OF THE CHANNEL.
8. THE TERMINAL END OF THE BLANKETS MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm) APART
IN A6" (15cm) DEEP X6" (15cm) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
NOTE:
B C CRITICAL POINTS *HORIZONTAL STAPLE SPACING SHOULD BE ALTERED
IF NECESSARY TO ALLOW STAPLES TO SECURE THE
A. OVERLAPS AND SEAMS CRITICAL POINTS ALONG THE CHANNEL SURFACE.
B. PROJECTED WATER LINE
C. CHANNEL BOTTOM/SIDE ** IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE
A SLOPE VERTICES OR STAKE LENGTHS GREATER THAN 6" (15 cm) MAY
B BE NECESSARY TO PROPERLY ANCHOR THE BLANKETS.
C
14649 HIGHWAY 41 NORTH, EVANSVILLE, INDIANA 47725
USA 1-800-772-2040 CANADA 1-800-448-2040
www.nagreen.com
TYPICAL CHANNEL LINER INSTALLATION
8' OC MAX '1
NOTES:
1) TOTAL DRAINAGE AREA FLOWING TO THE FENCE MAY
NOT EXCEED 1 ACRE.
2) SILT FENCES SHOULD NOT BE USED AT PIPE
OUTLETS OR IN AREAS OF CONCENTRATED FLOW
(CREEKS, DITCHLINES, SWALES ETC.)
TO INCREASE STORAGE CAPACITY AND PROLONG THE LIFE
OF THE SILT FENCE, IT IS GENERALLY ADVISABLE TO DIG A
SEDIMENT PIT IN FRONT OF YOUR SILT FENCE WHENEVER
POSSIBLE.
GAUGE 4"X4" OR 2"X4" WELDED WIRE
HOOKED ONTO PERFORMED CHANNELS ON
STEEL POSTS. (NO WOOD POSTS)
ULLTRAVtOLET RESISTANT (BLACK) MIRIFI
FABRIC OR EQUIVALENT SECURED TO WIRE
W/ METAL CLIPS OR WIRE AT 8" OFF
° CENTER.
° M DIMENT STORAGE LEVEL. REMOVE
°SEDIMENT WHEN THIS LEVEL IS REACHED OR
° r8" - - - AS DIRECTED BY CONSERVATION INSPECTOR.
° _ - _ - _ - _ - - - TRENCH, COVER W/ SOIL & TAMP BACKFILL.
SHEET DRAINAGE (ONLY)
_-_-_ - - - - ---NAT41RALGRADE
GUARRY APPROX.12" OF FABRIC INTO TRENCH
z
`v - - ARRY 6" OF WIRE INTO TRENCH.
T STEEL POSTS @ 8' O.C. MAX.. (NO WOOD POSTS)
MAINTENANCE:
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
SHOULD THE FABRIC OF A FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPLY. REPLACE
BURLAP EVERY 60 DAYS. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT
RAIN AND TO REDUCE PRESSURE ON THE FENCE.TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. REMOVE ALL
FENCING MATERIALSAND UNSTABLE SEDIMENT DEPOSITS AND BRING THE ARE TO GRADE AND STABILIZE IT AFTER THE
CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
TEMPORARY SILT FENCE
now what's below.
0111 before you dig.
h
NORTH
AMERICAN
GREEN
12"
(30 cm)
2"-5"
(5cm-12.5cm) 6"
(15 cm)
L
(15 cm)
W W W * y W * V• W v W W W N y W W W W W* ."
3
3A - (7.5cm
\ \
O
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED.
NOTE: WHEN USING CELL -O -SEED DO NOT SEED PREPARED AREA. CELL -O -SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH
WITH APPROXIMATELY 12" (30cm) OF BLANKET EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH. ANCHOR THE
BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm) APART IN THE BOTTOM OF THE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30cm)
PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF
STAPLES/STAKES SPACED APPROXIMATELY 12" (30cm) APART ACROSS THE WIDTH OF THE BLANKET.
3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES
IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM, STAPLES/STIAKES
SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2"-5" (5cm-12.5cm) OVERLAP DEPENDING
ON BLANKET TYPE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING
INSTALLED ON TOP) EVEN WITH THE COLORED SEAM STITCH ON THrr PREVIOUSLY INSTALLED BLANKET.
5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE
3" (7.5cm) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30cm) APART ACROSS ENTIRE
BLANKET WIDTH.
NOTE:
*IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15cm) MAY BE NECESSARY TO
PROPERLY SECURE THE BLANKETS.
14649 HIGHWAY 41 NORTH, EVANSVILLE, INDIANA 47725
USA 1-800-772-2040 CANADA 1-800-448-2040
www.nagreen.com
TYPICAL SLOPE BLANKET INSTALLATION
CLASS 1 RIP RAP(SEE SECTION
THRU BASIN BELOW)
�- CLASS 1 RIP RAP
\ INVERT
\ \
ow PIPE HEADWALL
/ I
#5 WASHED STONE.
STOR qGE AREA '�� V THICK X 3' HIGH MIN.
PERSPECTIVE VIEW I I \ \ \ \\
PIPE INVERT RIP RAP HEADWALL
FLOOD STORAGE ZONE
/ - _NATURAL
AREAS TO BE SEDIMENT
3, _�-_GROUND
, FIL
DISTURBED (CUTL• STORAGE .5' FLOW
ETC.) F�0 1.5' -------
FILTER FABRIC
CLASS 1 RIP -RAP
MAX. SEDIMENT DEPTH(CLEAN OUT POINT) #57 WASHED STONE
SECTION THRU BASIN,
FILTER AND CULVERT PIPE
MAINTENANCE:
INSPECT, CLEAN AND PROPERLY MAINTAIN THE INLET PROTECTION AFTER EVERY STORM UNTIL THE
CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY STABILIZED. TO PROVIDE SATISFACTORY BASIN
EFFICIENCY, REMOVE SEDIMENT WHEN THE SEDIMENT STORAGE AREA IS HALF FULL. SPREAD ALL EXCAVATED
MATERIAL EVENLY OVER THE SURROUNDING LAND AREA OR STOCKPILE AND STABILIZE IT APPROPRIATELY.
TEMPORARY HORSESHOE INLET PROTECTION
(ARC FILTER)
FILTER OF 1" DIA. #57
WASHED STONE
NOTE:
SILT FENCE FABRIC TO OVERLAP j
HARDWARE CLOTH BY 12"
STEEL FENCE POST
WIRE FENCE
ILT NCE FABRIC ON
S FE
HARDWARE CLOTH WIRE FRAME
FILTER OF 1" DIA. #57 T
WASHED STONE T
FLOW DIRECTION
GRADE
SIDE VIEW u i
SILT FENCE FABRI
EXCAVATED WIDTH WIRE SCREEN
SEE PLANS FOR
VALUE OF W
DEWATERING
_ -TEMPORARY -
2 I SEDIMENT POOL I °
V MIN•I ``No ° -- 16"
2' MAX. SEDIMENT I o�°° ° ■. ■
0 O-
-I i I -III -III -I 1 1- i 1=1=1III =1 I �I 11=1 I I -III -I 11=1 I f
1 �1 � 1111=III=1
-� I I-1 I ITI 11=1 I I-1 I f
CONCRETE BLOCK -� ,- DEWATERING
•-`'��}'
IFMRI
O B ��R
W-011
r.'m ? 1
o p
° 00 60
��® 00000 p o 03ODQ�� @p,09C4J -
2:1 SLOPE, GRAVEL FILTER
CONSTRUCTION SPECIFICATIONS
1.) LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL
DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED AT LEAST 2 INCHES BELOW THE CREST OF THE STORM
DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT
AND TO AVOID WASHOUTS WHEN OVERFLOW OCCURS, IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT ROWS
BY PLACING 2 X 4 WOOD STUDS THROUGH BLOCK OPENINGS.
2.) CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2 -INCH OPENINGS OVER ALL BLOCK
OPENINGS TO HOLD GRAVEL IN PLACE.
3.) USE CLEAN GRAVEL, 3/4- TO 1/2 -INCH IN DIAMETER, PLACED 2 INCHES BELOW THE TOP OF THE BLOCK ON A 2:1
SLOPE OR FLATTER AND SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED STONE IS RECOMMENDED.
BLOCK AND GRAVEL DROP INLET PROTECTION
NOTE:
ALL PARTIALLY COMPLETED STORM DRAINS SHALL BE PROTECTED AT THE END OF EACH DAY IN ACCORDANCE
WITH THESE DETAILS.
UPSTREAM END OF
STORM DRAIN OVERFLOW
1/3 PIPE
D p 4 DIAMETER
D
o c
DA D
BURY BOTTOM
OF PLYWOOD
�
18" MIN.
3/4" EXTERIOR
H
�N >
PLYWOOD
PLYWOOD INLET PROTECTION
SI
PC
WASHED S
FILTER ACF
PIPE INLET
TREAM END OF OVERFLOW
RM DRAIN
0 1/3 PIPE
p - D DIAMETER
C D..
CA
ZDWARE CLOTH J III
u
Li u u
STONE FILTER INLET PROTECTION
TEMPORARY IN TRENCH PIPE PROTECTION
TO BE USED IN TRENCHES WHEN PIPE INSTALLATION IS INTERRUPTED BY RAINFALL
SUFFICIENT TO DIRECT ALL SEDIMENT -LADEN STORMWATER INTO A SEDIMENT CONTROL DEVICE. MUST BE
INSTALLED PRIOR TO CLEARING AND GRUBBING OF THE AREA (OR IN CONJUNCTION WITH THIS OPERATION IF
SEDIMENT CONTROLS AND DIVERSIONS ARE INSTALLED AS EACH CRITICAL POINT IS REACHED).
A- DIVERSIONS SHOULD BE LOCATED TO MINIMIZE DAMAGES BY CONSTRUCTION OPERATIONS.
B- DIVERSIONS SHOULD BE SEEDED & MULCHED IF THEY ARE TO REMAIN IN PLACE OVER 30 DAYS.
C- CHECK DEVICE AFTER EACH RAIN, BUT ONCE A WEEK REGARDLESS REPAIR AS NECESSARY.
12" MIN Imo- ,
SLOPE 2:1 FSO
MAX g
NATURAL GROUND OR COMPACTED FILL
FILL / CUT SLOPES -
m
r-
NATURAL GROUND OR O`N
FILL CUT SLOPES II--I� lil it III - 18" MIN DEPTH
m IiI
i�llil Ilill�l Ill -
j Illlilllllilllllilllllillil111111=1� 11111-
HARDWARE CLOTH STEEL FENCE
ON WIRE FENCE POST
PLAN VIEW
STEEL FENCE POST
bUKT VVIKt rtINUt: r1AMUMAKt IGLU I r1,
FRONT VIEW AND SILT FENCE FABRIC 6" INTO THE
TRENCH
STANDARD SILT FENCE OUTLET
NTS
�. 112" MIN
18" MIN DEPTH
NATURAL GROUND OR
FILL / CUT SLOPES
FLOW
BERM
DITCH
BERM/DITCH
NOTES:
POSITIVE GRADE MUST BE PROVIDED TO ASSURE DRAINAGE IF SLOPE EXCEEDS 2%, SEED AND MULCH DIVERSION.
TRY NOT TO EXCEED 5% (HIGH VELOCITIES RESULT). MAXIMUM D. A. = 5 ACRES WITHOUT SUPPORTING CALCS.
DIVERSIONS AT THE TOP OF SLOPES MUST EMPTY INTO AN APPROVED SLOPE DRAIN. BERM/DITCH IS MOST
COMMONLY USED
MAINTENANCE:
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT
FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS
AS NEEDED.
WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO BLEND AREA
WITH NATURAL GROUND LEVEL AND STABILIZE APPROPRIATELY.
TEMPORARY DIVERSION BERM / DITCH
5' POSTS
NOTES:
1. TREE PROTECTION FENCING MUST BE IN PLACE PRIOR
TO ANY DEMOLITION, LAND DISTURBANCE OR ISSUANCE
OF A GRADING PERMIT.
Z
2. SIGNS IN BOTH ENGLISH AND SPANISH SHALL BE
M PLACED IN TREE PROTECTION AREAS. THE SIGNS
SHOULD READ, "TREE PROTECTION AREA/NO
TRESPASSING" AND "ZONA PROTECTORA PARA LOS
ARBOLES/ PROHIBIDO ENTRA".
12' MAX
TREE PROTECTION FENCE
NTS
INSTALL ROCK OUTLET AT LOW POINTS ALONG SILT FENCE, AND IN
LOCATIONS SHOWN ON THE PLAN.
0 0
IL CL
SEDIMENTCONTROL STONE
EXCAVATE SMALL PIT IN
FRONT OF ROCK OUTLET. -7
I --a
12"±
SILT
SILT FENCE
Shoulders, Side Ditches, Slopes (Max 3:1)
18" MIN.
0 STRUCTURAL STONE SHALL BE (CLASS "B") STONE FOR
H
�N >
EROSION CONTROL PURPOSES.
TYPE
PLANTING RATE
• SEDIMENT CONTROL STONE SHALL BE NO.5 OR NO.57 NCDOT
`.
3' MAX.
WASHED STONE.
7
18" MIN.
0 SILT FENCE WITHOUT ROCK OUTLETS HAS A CAPACITY OF 1/4
300 lbs/acre
UW`
DRAINAGE ACRE PER 10OLF FENCE.
and Abruzzi Rye
• SILT FENCE WITH ROCK OUTLETS AT 100' SPACING HAS A
-
CAPACITY OF 1/2 DRAINAGE ACRE PER 100LF FENCE.
STRUCTURALSTONE
300 lbs/acre
TEMPORARY SILT FENCE OUTLET
NTS
MIF1FrWYi
F SW I C,R An i2" DEEP
(ALTER STRIP POOL
"^`` FILTER FJ4SRAC T6 FULLY
ENCOMPAM O T11 OF RIR
98E PUMA OW DETAILS FOR QM1. i2' � HKYC RAP AND 6 E TiEta fi h
LEliftlTH AND VR6TH RIP RAP ivlVRm or- i2` oN ALL 91C m
SIZE 6 DEPiH
ON PLAt,15
r ■ r a ► r ► � ,
e r�
Consult Conservation Engineer or Soil Conservation Service for additional information concerning other alternatives for
vegetation of denuded areas. The above vegetation rates are those which do well under local conditions; other seeding rate
combinations are possible.
***Temporary - Reseed according to optimum season for desired permanent vegetation. Do not allow temporary cover to grow
over 12" in height before mowing, otherwise fescue may be shaded out.
SEEDING SCHEDULE
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY
SMOOTH AND UNIFORM.
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND UNIFORMLY MIX WITH SOIL (SEE BELOW*).
5.) CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO
6
6.) SEED ON A FRESHLY PREPARED SEEDBED AND SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK
7. AFTER AND MULCH IMMEDIATELY E S
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY RESEEDINGS WITHIN THE PLANTING SEASON IF
POSSIBLE. STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH ORIGINAL LIME, FERTILIZER AND SEEDING
RATES.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE AND FERTILIZATION AFTER PERMANENT COVER
IS
* APPLY:
AGRICULTURAL LIMESTONE - 2 TONS/ ACRES (3 TONS/ ACRE IN CLAY SOILS)
FERTILIZER - 1,000 Ibs. /ACRE -10-10-10
SUPERPHOSPHATE- 500 Ibs> / ACRE -20% ANALYSIS
MLCH -2 TONS / ACRE (5000 LBS/AC FOR STEEP SLOPES) - SMALL GRAIN STRAW
ANOTHER - ASPHALT EMULSION @ 300 GALS./ ACRE
SEEDBED PREPARATION
MAINTENANCE:
NEW SEEDLINGS SHOULD BE INSPECTED FREQUENTLY AND MAINTENANCE PERFORMED AS NEEDED. IF RILLS
ANG GULLIES DEVELOP, THEY MUST BE FILLED, RE -SEEDED, AND MULCHED AS SOON AS POSSIBLE.
DIVERSIONS MAY BE NEEDED UNTIL NEW PLANTS TAKE HOLD.
DAMAGE TO VEGETATION FROM DISEASE, INSECTS, TRAFFIC, ETC., CAN OCCUR AT ANY TIME. HERBICIDES
AND REGULAR MOWING MAY BE NEEDED TO CONTROL WEEDS, DUST AND SPRAYS MAY BE NEEDED TO
CONTROL INSECTS.
WEEK OR DAMAGED SPOTS MUST BE RELIMED, FERTILIZED, MULCHED, AND RESEEDED AS PROMPTLY AS
POSSIBLE.
Shoulders, Side Ditches, Slopes (Max 3:1)
LOD W
woQOOWgzm
g- a
H
�N >
DATE
TYPE
PLANTING RATE
Aug 15
- Nov 01
Tall Fescue
300 lbs/acre
Nov 01
- Mar 01
Tall Fescue
300 lbs/acre
UW`
WU>-
5;0zj F -F -00a
¢�
and Abruzzi Rye
25 lbs/acre
Mar 01
- Apr 15
Tall Fescue
300 lbs/acre
Apr 15
- Jun 30
Hulled Common Bermudagrass
25 lbs/acre
Jul 01
Aug 15
Tall Fescue
120 lbs/acre
W
Lu
0
and ***Browntop Millet
35 lbs/acre
Z
r"
or ***Sorghum -Sudan Hybrids
30 lbs/acre
Wm
Z
Slopes (3:1 to 2:1)
co
Mar 01
- Jun 01
Sericea Lespedeza (scarified)
50 lbs/acre
W
<
AND:
N
(Mar 01
- Apr 15)
Add Tall Fescue
120 lbs/acre
(Mar 01
- Jun 30) or
Add Weeping Lovegrass
10 lbs/acre
(Mar 01
- Jun 30) or
Add Hulled Common Bermudagrass
25 lbs/acre
Jun 01
- Sep 01
***Tall Fescue
120 lbs/acre
and ***Browntop Millet
35 lbs/acre
O
or ***Sorghum -Sudan Hybrids
30 lbs/acre
Sep 01
- Mar 01
Sericea Lespedeza
70 lbs/acre
(unhulled-unscarified)
N M N
M'DUrI C;
and Tall Fescue
120 lbs/acre
(Nov 01
- Mar 01)
Add Abruzzi Rye
25 lbs/acre
Consult Conservation Engineer or Soil Conservation Service for additional information concerning other alternatives for
vegetation of denuded areas. The above vegetation rates are those which do well under local conditions; other seeding rate
combinations are possible.
***Temporary - Reseed according to optimum season for desired permanent vegetation. Do not allow temporary cover to grow
over 12" in height before mowing, otherwise fescue may be shaded out.
SEEDING SCHEDULE
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY
SMOOTH AND UNIFORM.
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND UNIFORMLY MIX WITH SOIL (SEE BELOW*).
5.) CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO
6
6.) SEED ON A FRESHLY PREPARED SEEDBED AND SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK
7. AFTER AND MULCH IMMEDIATELY E S
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY RESEEDINGS WITHIN THE PLANTING SEASON IF
POSSIBLE. STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH ORIGINAL LIME, FERTILIZER AND SEEDING
RATES.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE AND FERTILIZATION AFTER PERMANENT COVER
IS
* APPLY:
AGRICULTURAL LIMESTONE - 2 TONS/ ACRES (3 TONS/ ACRE IN CLAY SOILS)
FERTILIZER - 1,000 Ibs. /ACRE -10-10-10
SUPERPHOSPHATE- 500 Ibs> / ACRE -20% ANALYSIS
MLCH -2 TONS / ACRE (5000 LBS/AC FOR STEEP SLOPES) - SMALL GRAIN STRAW
ANOTHER - ASPHALT EMULSION @ 300 GALS./ ACRE
SEEDBED PREPARATION
MAINTENANCE:
NEW SEEDLINGS SHOULD BE INSPECTED FREQUENTLY AND MAINTENANCE PERFORMED AS NEEDED. IF RILLS
ANG GULLIES DEVELOP, THEY MUST BE FILLED, RE -SEEDED, AND MULCHED AS SOON AS POSSIBLE.
DIVERSIONS MAY BE NEEDED UNTIL NEW PLANTS TAKE HOLD.
DAMAGE TO VEGETATION FROM DISEASE, INSECTS, TRAFFIC, ETC., CAN OCCUR AT ANY TIME. HERBICIDES
AND REGULAR MOWING MAY BE NEEDED TO CONTROL WEEDS, DUST AND SPRAYS MAY BE NEEDED TO
CONTROL INSECTS.
WEEK OR DAMAGED SPOTS MUST BE RELIMED, FERTILIZED, MULCHED, AND RESEEDED AS PROMPTLY AS
POSSIBLE.
F-
U
W
DO ffzz�2PT
LOD W
woQOOWgzm
g- a
H
�N >
0
CL
W =�a F-o_1UF
OW U -U jZCYJ W
k 0WCaww0aw
E"rnC7
3�aW~�8za
�¢z
�QR�
z_ oawt)O<co 0W0Ws
Z
i
3:
o
m
UW`
WU>-
5;0zj F -F -00a
¢�
�ogo a?

625
620
615
610
0+00
SECTION A -A
HORIZ. V= 40'
VERT. V= 4'
625
620
615
610
0+75
620
615
610
Culvert Sizing Analysi
•
—�
a., a'�!
-
B « a 110.
% of Da
Total DA:
3,572,643
SF
C�-Jy
iri W
Roadway 2105 LF Fuff Width, Ak
LF Half Width, (27"wide road)
Roadway 2175 LF FLif Width, 760
LF Half Width, (27 " wide road)
68,085
SF
0.961
A H
Z^
-
PRE -DEVELOPMENT ACTIVITIES. PUMP(s) SHALL
SF
OM
14%
Bedfofdi Hds Subdnnslon
2,045,469
SF
BE LOCATED IN A SAND BOX MEETING MINIMUM
Cther(Stng1eFaff*Residence)11
,.'
.,
mmmi
SF
GRAPHIC SCALE
11%
DIAMETER FOR FUEL SPILL REQUIREMENTS.
567,594
5F
e 0 5 10 20
40
Combined C Vatue
0.43
CONTRACTOR SHALL INSTALL 54" PIPES UNDER
Peals How 25 year storm (7.67 inc
='
CFS
w
0O
W
DRY CONDITIONS AND VERIFY THAT PUMP
(IN FEET)j
a
�%\► iinch
2-547pipes
a
1
W LL
AROUND IS IN WORKING ORDER PRIOR TO
J
=tib
IMPACTS TO UNNAMED TRIBUTARY TO OTTER CREEK
PRE -DEVELOPMENT STREAM LENGTH IMPACTED BY CULVERT: 66 LF
TEMPORARY CHECK DAM (RIP RAP): 27 LF
DEWATERING FOOTPRINT: 94 LF
0+00
SECTION B -B
HORIZ. 1" = 40'
VERT. 1" = 4'
620
615
610
0+75
GRAPHIC SCALE
10 0 5 10 20 40
( IN FEET)
I inch= 20 ft.
TEMPORARY SANDBAGS
TOP OF BANK
PUMP(s) OF ADEQUATE CAPACITY TO
I
IP
ss --ss
BREAKLINE OF UNAMED TRIBUTARY TO OTTER CREEK CHANNEL
BREAKLINE OF CHANNEL FOR THE UNNAMED TRIBUTARY TO OTTER CREEK
RIPARIAN BUFFER � � w ys'o�
ate► � � F
N
ff y�
2:1 SLOPES TO BE MATTED F�
CCMMMM/h/1111 f-UCM AC fl1�C!`
Ell
•
IFA0 INE
�?
•
� W
a., a'�!
PUMP(s) OF ADEQUATE CAPACITY TO MAINTAIN --=--
--__
% of Da
Total DA:
3,572,643
SF
C�-Jy
iri W
DOWNSTREAM FLOWS CONSISTENT WITH I
Roadway 2175 LF FLif Width, 760
LF Half Width, (27 " wide road)
68,085
SF
0.961
A H
Z^
-
PRE -DEVELOPMENT ACTIVITIES. PUMP(s) SHALL
SF
OM
14%
Bedfofdi Hds Subdnnslon
2,045,469
SF
BE LOCATED IN A SAND BOX MEETING MINIMUM
57°
,.'
.,
379,726
SF
GRAPHIC SCALE
11%
DIAMETER FOR FUEL SPILL REQUIREMENTS.
567,594
5F
e 0 5 10 20
40
Combined C Vatue
0.43
CONTRACTOR SHALL INSTALL 54" PIPES UNDER
Peals How 25 year storm (7.67 inc
='
CFS
w
0O
W
DRY CONDITIONS AND VERIFY THAT PUMP
(IN FEET)j
a
�%\► iinch
2-547pipes
a
1
W LL
AROUND IS IN WORKING ORDER PRIOR TO
J
=tib
_
BEGINNING PLACEMENT OF PIPES.
w
w
ro c
112
N
U
0
0
o�Z V
CL
E
O
r
QQ
U
U
d
d
1
a
as o
V
t v
l
C)
U
n
r
.' 0.
. .
s8
J
4 c
j
W
I
�?
W w
so xz2T'l
� W
wOi0pUpim
�-F4zt-=�.�w�o
~UOUcnlU—�O
r
% of Da
Total DA:
3,572,643
SF
C�-Jy
iri W
Z DULL' Wulx
3 OOSZ�ZxXw�p
Roadway 2175 LF FLif Width, 760
LF Half Width, (27 " wide road)
68,085
SF
0.961
A H
Z^
P
510,879
SF
OM
14%
Bedfofdi Hds Subdnnslon
2,045,469
SF
0.50
57°
Other Sire Farr 4 Residence
379,726
SF
GRAPHIC SCALE
11%
Wooded
567,594
5F
e 0 5 10 20
40
Combined C Vatue
0.43
Peals How 25 year storm (7.67 inc
272.34
CFS
w
0O
W
w
(IN FEET)j
a
�%\► iinch
2-547pipes
a
1
W LL
W
=tib
C
w
w
ro c
112
N
U
0
0
o�Z V
CL
E
O
r
QQ
U
U
d
d
1
a
as o
South Culvert 'zing na sis
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68,085
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510,879
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14%
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2,045,469
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57°
Other Sire Farr 4 Residence
379,726
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11%
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567,594
5F
0.20
16%
Combined C Vatue
0.43
Peals How 25 year storm (7.67 inc
272.34
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IMPACTS TO UNNAMED TRIBUTARY TO OTTER CREEK
PRE -DEVELOPMENT STREAM LENGTH IMPACTED BY CULVERT: 74 LF
RIPRAP (KEYED INTO STREAM BED): 20 LF
DEWATERING FOOTPRINT: 110 LF
PRECAST CONCRETE
NCDOT
STD. HEADWALL (TYP.)
NORTHERN CREEK CROSSING DETAIL
1"=20'
TOP OF BANK
TEMPORARY SANDBAGS
TO DAM THE CREEK
DURING CROSS PIPE
SOUTHERN CREEK CROSSING DETAIL
1"=20'
1 1AAI-rC nC MIC N 10DAAI(`C
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NOTE:STORM PIPE (INCLUDING CULVERT AND
HEADWALL) SHOWN SURVEYED BY SUMMIT DESIGN AND
ENGINEERING SERVICES 12/01/2016. PROPOSED
GRADING IS PER THE ORIGINAL DESIGN AND HAS NOT
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1 �
—/ REINFORCED CONCRETE
ENDWALL IS SIMILAR TO NCDOT
STD DRAWING 838.22 WITH
HEIGHT ADJUSTMENTS
PROVIDED AS NECESSARY.
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