20201260 Ver 1_401 Application_20201112

DR
6Mslon of water Resources
Pre -Construction Notification (PCN) Form
September 1, 2020 Ver 3.2
Initial Review
Has this project met the requirements for acceptance in to the review process?*
r Yes
r No
Is this project a public transportation project?*
r Yes r No
Change only if needed.
BIMS # Assigned
20201260
Is a payment required for this project?*
r No payment required
r Fee received
r Fee needed - send electronic notification
Reviewing Office*
Winston-Salem Regional Office - (336) 776-
9800
Information for Initial Review
1a. Name of project:
NCNG McLeansville Readiness Center
1a. Who is the Primary Contact?*
Lauren Norris -Heflin
1b. Primary Contact Email:*
[e-mail]
Date Submitted
11/12/2020
Nearest Body of Water
North Buffalo Creek
Basin
Cape Fear
Water Classification
WS-V;NSW
Site Coordinates
Version#*
1
What amout is owed?*
r $240.00
r $570.00
Select Project Reviewer*
Sue Homewood:eads\slhomewood
1c. Primary Contact Phone:*
[phone]
Latitude:
Longitude:
36.110004
-79.696942
A. Processing Information
County (or Counties) where the project is located:
Guilford
Is this a NCDMS Project
r Yes r No
Is this project a public transportation project?*
r Yes r No
1a. Type(s) of approval sought from the Corps:
V Section 404 Permit (wetlands, streams and waters, Clean Water Act)
r Section 10 Permit (navigable waters, tidal waters, Rivers and Harbors Act)
1b. What type(s) of permit(s) do you wish to seek authorization?

R Nationwide Permit (NWP)
r Regional General Permit (RGP)
r Standard (IP)
1c. Has the NWP or GP number been verified by the Corps?
r Yes r No
Nationwide Permit (NWP) Number:
NWP Numbers (for multiple NWPS):
Ild. Type(s) of approval sought from the DWR:
fJ 401 Water Quality Certification - Regular
r Non-404 Jurisdictional General Permit
r Individual Permit
39 - Commercial/Institutional Developments
le. Is this notification solely for the record because written approval is not required?
For the record only for DWR401 Certification:
For the record only for Corps Permit:
r 401 Water Quality Certification - Express
fJ Riparian Buffer Authorization
1f. Is this an after -the -fact permit application?*
r Yes r No
1g. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation of impacts?
r Yes r No
1g. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation of impacts?
r Yes r No
Acceptance Letter Attachment
RES CF02 - SOA Cloud & Banner - McLeansville Readiness Center.pdf
NCNG McLeansville Readiness Center - Buffer SOA 11-12-2020.pdf
1h. Is the project located in anyof NC's twenty coastal counties?
r Yes r No
1j. Is the project located in a designated trout watershed?
r Yes r No
B. Applicant Information
1d. Who is applying for the permit?
fJ Owner r Applicant (other than owner)
le. Is there an Agent/Consultant for this project?*
r Yes r No
2. Owner Information
2a. Name(s) on recorded deed:
CFMO North Carolina National Guard
2b. Deed book and page no.:
2c. Responsible party:
Rodney D. Newton, LTC
2d.Address
Street Address
1636 Gold Star Drive
Address Line 2
Suite 2600 (CFMO)
city
Raleigh
Postal / Zip Code
27607
2e. Telephone Number:
[phone]
2g. Email Address:*
[e-mail]
State / Ftovince / legion
NC
Country
USA
2f. Fax Number:
144.45KB
191.51 KB
r Yes r No
r Yes r No

4. Agent/Consultant (if applicable)
4a. Name:
Lauren Norris -Heflin
4b. Business Name:
Timmons Group
4c.Address
Street Address
5410 Trinity Road
Address Line 2
Suite 102
City
Raleigh
Postal / Zip Code
27607
4d. Telephone Number:
[phone]
4f. Email Address:*
[e-mail]
Agent Authorization Letter*
Signed AA.pdf
C. Project Information and Prior Project History
1. Project Information
1b. Subdivision name:
(d appropriate)
1c. Nearest municipality/ town:
McLeansville
2. Project Identification
2a. Property Identification Number:
7896305965
2c. Project Address
Street Address
4250 Camp Burton Road
Address Line 2
CHy
McLeansville
Postal / Zip Code
27301
3. Surface Waters
3a. Name of the nearest body of water to proposed project:*
North Buffalo Creek
3b. Water Resources Classification of nearest receiving water:*
WS-V;NSW
3c. What river basin(s) is your project located in?*
Cape Fear
3d. Please provide the 12-digit HUC in which the project is located.
030300020105
4. Project Description and History
Slate / Province / Region
NC
Cowdry
USA
4e. Fax Number:
2b. Property size:
111.9
State / Province / Region
NC
OXVy
USA
119.48KB
4a. Describe the existing conditions on the site and the general land use in the vicinityof the project at the time of this application:*
The Site contains mostly forested areas with a few sections of early successional growth. There are two perennial and four intermittent stream features and multiple wetland features
found within the Site. In addition, there is a maintained transmission right-of-way within the southern section of the Site. ApproArnately 90 % of the Site is comprised of forested areas,
while 10 % contains early successional growth and emsting structures. The Site is bound by Camp Burton Road to the north and to the south by residential development and a forested
area. To the east, the Site is bound by cow pasture and forested area and to the west, by Greensboro Urban Loop.
4b. Have Corps permits or DWR certifications been obtained for this project (including all prior phases) in the past?*

r Yes r No r Unknown
4d. Attach an 8 1/2 X 11 excerpt from the most recent version of the USGS topographic map indicating the location of the project site. (for DWR)
Figure 1 - VIC - USGS.pdf
554.65KB
4e. Attach an 8 1/2 X 11 excerpt from the most recent version of the published County NRCS Soil Survey map depicting the project site. (for DWR)
Figure 5 - NRCS.pdf 715.72KB
4f. List the total estimated acreage of all existing wetlands on the property:
4.99
4g. List the total estimated linear feet of all existing streams on the property:
2,566
4h. Explain the purpose of the proposed project:*
The purpose of this project is to construct a Readiness Center for the North Carolina National Guard in McLeansville, NC.
41. Describe the overall project in detail, including indirect impacts and the type of equipment to be used:*
Additional impacts to waters of the U.S. are not proposed. The proposed project is the final and complete phase of the project with appropriate land use control measures in place for
specific areas which require them. Traditional equipment will be used consisting of front-end loaders, bulldozers, paving equipment, graders, and earth movers.
4j. Please upload project drawings for the proposed project.
McLeansville Impact Maps.pdf 3.21MB
5. Jurisdictional Determinations
5a. Have the wetlands or streams been delineated on the propertyor proposed impact areas?*
r Yes r No C, Unknown
Comments:
Field delineations were completed on January 15-18 and March 28, 2019.
5b. If the Corps made a jurisdictional determination, what type of determination was made?
r Preliminary r Approved r Not Verified r Unknown r N/A
Corps AID Number:
SAW-2019-00996
5c. If 5a is yes, who delineated the jurisdictional areas?
Name (if known): Morgan Gilbert, Lauren Norris -Heflin and Chris Inscore
Agency/Consultant Company: Timmons Group
Other:
5d. List the dates of the Corp jurisdiction determination or State determination if a determination was made by the Corps or DWR
David Bailey and Sue Homewood met with Timmons Group for a field confirmation on 06/06/2019. An Approved Jurisdictional Determination and a Preliminary Jurisdictional
Determination were issued on 01/21/2020. The AJD expires on 01/20/2025. DWR issued the Buffer Determination approval on 07/18/2019 and it expires on 07118/2024.
Timmons Group initiated consultation with DWR to confirm wetlands T and Y are Basin wetlands through a memo dated October 9, 2020. This was confirmed by DWR on October 28,
2020. This documentation is attached below.
Under the updated Waters of the U.S. Definitions, wetlands T and Y constitute (b)(1) non -adjacent wetlands. As such, in conjunction with this application we are requesting an additional
AJD approval verifying wetlands T and Y are 404 non -jurisdictional. Since the AJD request includes a Word Document and Excel Spreadsheet (ORM), this information was emailed to
Dave Bailey of the USACE on October 29, 2020.
5d1. Jurisdictional determination upload
UPDATED2019-02-11 JD_ Package_.pdf
33.61MB
07.18.19_NCNG McLeansville Readiness Center Stream Determination Letter.pdf
534.49KB
02.05.20_NCNG McLeansville_2019-00996 AJD_PJD Tearsheet.pdf
4.16MB
2020.10.09_Basin Memo_NCNG McLeansville.pdf
237.98KB
2020.10.28_DWR Basin Wetland Confirmation. pdf
138.92KB
Figure 6 - WTDM - Additional AJD Req.pdf
3.22MB
6. Future Project Plans
6a. Is this a phased project?*
r Yes r No
Are anyother NWP(s), regional general permit(s), or individual permits(s) used, or intended to be used, to authorize any part of the proposed projector related activity?
This permit application is anticipated to cover the full project, including any potential phases.
D. Proposed Impacts Inventory U
1. Impacts Summary
la. Where are the impacts associated with your project? (check all that apply):

® Wetlands ® Streams -tributaries QI Buffers
❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
2a1 Reason (?)
2b. Impact type * (?)
2c. Type of W.*
2d. W. name *
2e. Forested *
2f. Type of
J1Jurisdicition*(?)
2g. Impact
area*
C
Road Crossing
P
Bottomland Hardwood Forest
C
Yes
Both
0.004
(acres)
Grading
P
Headwater Forest
S
Yes
Both
0.013
(acres)
Indirect Loss of
P
Headwater Forest
S
Yes
Both
0.282
Function
(acres)
Grading
P
Small -Basin Wetland
T
Yes
DWR
0.157
(acres)
Grading
P
Headwater Forest
P
Yes
Both
0.048
(acres)
Grading
P
Small -Basin Wetland
Y
Yes
DWR
0.195
(acres)
O
Grading
P
Headwater Forest
O
Yes
Both
0.012
(acres)
Indirect Loss of
P
Headwater Forest
O
Yes
Both
0.099
Function
(acres)
X
Grading
Small-Basin Wetland
X
Yes
DWR
0.037
JL
(ac es)
2g. Total Temporary Wetland Impact
0.000
2g. Total Wetland Impact
0.847
29. Total Permanent Wetland Impact
0.847
2h. Comments:
In order to provide access to there project site, 0.004-acres of permanent impact to wetland C will be required.
Additionally, due to site grading requirements, 0.462-acres of wetland impact are required. Of those impacts, only 0.073-acres are 401/404
jurisdictional features. The remaining 0.389-acres of permanent wetland impact are associated with b(1) non -adjacent basin wetlands, which are not
404-jurisdictional. These impacts are proposed to be authorized under DWR's General Certification IWGP10000, which permits up to 0.5-acres of
isolated basin wetland impact within the Piedmont Region.
Additionally, although no direct impacts are proposed, it is anticipated that the proposed project may result in indirect loss of function for down -slope
portions of wetlands O and S, totaling 0.381-acres.
3. Stream Impacts
........ ......... ...... ....... . ...... ...... ....... ...... ......
❑ 3a. Reason for impact (?) 3b.lmpact type * 3c. Type of impact* ]ff.name * �3e. Stream Type * 3f. Type of 3g. S. width * 3h. Impact
(?) Jurisdiction* length*
Road Crossing
9Average
Permanent
Culvert JA
Perennial
Both
(feet)
(linearfeet)
Road Crossing
9
Permanent
Rip Rap Fill JA
p pAverage
Perennial
Both
(feet)
(linearfeet)
31. Total jurisdictional ditch impact in square feet:
0
3i. Total permanent stream impacts:
199
3i. Total stream and ditch impacts:
199
3j. Comments:
3i. Total temporary stream impacts:
0

136-ft of permanent stream impact is required for the installation of a culvert as part of a road crossing for site access. The culvert will be partially
buried and include baffles to enhance aquatic life passage.
63-ft of permanent, no loss impact associated with riprap to be keyed into the stream bed and plunge pool are required to protect the stream and road
crossing from potential erosion.
The stream crossing was required due to limitations associated with slope and length requirement. Large military trucks which will utilize the site
require slopes less than 5%. Other potential access points had slopes greatly exceeding this and due to shallow rock (-5-ft belowexiting grade) could
not be reduced. Further, the nature of the site as a National Guard Facility required a longer access road to allowfor setbacks off the controlled entry
point with guard house.
6. Buffer Impacts (for DWR)
6a. Project is in which protect basin(s)?
Check all that apply.
r Neuse ❑ Tar -Pamlico
r Catawba ❑ Randleman
r Goose Creek ® Jordan Lake
r Other
6b. Impact Type 6c. Per or Temp 6d. Stream name 6e. Buffer mitigation required? 6f. Zone 1 impact 6g. Zone 2 impact
Road Crossing
P
A
Yes
15,166
11,285
Grading
P
D
No
0
684
6h. Total buffer impacts:
Zone 1 Zone 2
Total Temporary impacts: 0.00 0.00
Zone 1
Zone 2
Total Permanent impacts: 15,166.00
11,969.00
Zone 1
Zone 2
Total combined buffer impacts: 15,166.00
11,969.00
6i. Comments:
The proposed road crossing is required for site access. Additional Zone 2 buffer impacts are required for site grading.
Supporting Documentation
McLeansville Impact Maps.pdf 3.21 MB
E. Impact Justification and Mitigation u
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing the project:
Impacts to jurisdictional features have been avoided and minimized to the mammum extent practicable by incorporating resourceful site planning,
including the utilization of the wetland delineation to adjust the layout to avoid and minimize impacts during the design phase of the project.
An Advance Planning study for this project was completed and many options were explored, but since there is shallow rock on this site, only one
alternative if plausible. The other potential alternatives make this site cost prohibitive due to rock removal. Wetland and stream impacts were
minimized as well through use of the on -site delineation and Pre -Application Consultation with the USACE and DWR, which resulted in plan
adjustments to further minimize and justify impacts. The proposed impacts are required in order for the project's goals to be realized.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques:
Proper sedimentation and erosion control methods will be utilized during all phases of construction and installation as described in accordance with
the requirements of the North Carolina Department of Environment and Natural Resources: Erosion Control Planning and Design Manual (May 2013)
and local codes. All work will take place during dry conditions and can be facilitated from high, non -jurisdictional, stable ground. The contractor shall
install silt fence, inlet protection, sediment traps, diversion ditches, temporary coffer dams, tree protection, clearing only as necessary to install
devices. All erosion and sediment control measures will be checked for stability and operation following every runoff producing rainfall, but in no case
less than once every week. Any needed repairs will be made immediately to maintain all measures designed. An erosion control inspections report is
required and will be kept by the owner's representative.
Temporary seeding and permanent seeding plans are included to restore impacted areas. The project will meet all relative requirements of Best
Management Practices and Engineered Stormwater Control Structures as outlined through State and Local Stormwater Rules. Measures will be taken
to prevent oil, tar, trash, debris and other pollutants from entering the adjacent jurisdictional features. Any excess excavated materials not utilized as
back fill will be placed and contained within upland areas and permanently stabilized to prevent erosion into adjacent jurisdictional features. Therefore,
stockpiling of excavated material within jurisdictional waters of the U.S. will be strictly prohibited as part of the construction of this project. All project
construction activities initiated within jurisdictional waters of the U.S. will be carried to completion in an expeditious manner to minimize the period of
disturbance within the jurisdictional features.

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?
r Yes r No
2c. If yes, mitigation is required by (check all that apply):
V DWR V Corps
2d. If yes, which mitigation option(s) will be used for this project?
V Mitigation bank r Payment to in -lieu fee r Permittee Responsible
program Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
RES Cape Fear 02 Umbrella Mitigation Bank, and Wildlands Cane Creek Umbrella Mitigation Bank
3b. Credits Purchased/Requested (attach receipt and letter)
Type: Quantity:
Riparian wetland 0.533
Riparian buffer 62,425.5
Attach Receipt and/or letter
RES CF02 - SOA Cloud & Banner - McLeansville Readiness Center.pdf 144.45KB
NCNG McLeansville Readiness Center - Buffer SOA 11-12-2020.pdf 191.51 KB
3c. Comments
Due to potential indirect loss of function impacts, wetland mitigation was required at a 2:1 ratio for 0.076-acres of permanent wetland impact and at a
1:1 ratio for 0.381-acres of indirect potential loss of function.
Road crossing buffer impacts total greater than 1/3-acre, therefore, buffer mitigation at a 3:1 ratio for Zone 1 and 1.5:1 ratio for Zone 2 was required.
6. Buffer mitigation (State Regulated Riparian Buffer Rules) - required by DWR
6a. Will the project result in an impact within a protected riparian buffer that requires buffer mitigation? If yes, you must fill out this entire form - please contact DWR for more
information.
r Yes r No
6b. If yes, then identify the square feet of impact.
6c. Reason for impact
6d. Total impact
(square feet)
Multiplier
6e. Required mitigation
(square feet)
Zone 1
Road Crossing
15,166
3
45,498
Zone 2 Road Crossing 11,285 1.5 16,928
6f. Total buffer mitigation required
62426
6g. If buffer mitigation is required, is payment to a mitigation bank or NC Division of Mitigation Services proposed?
r Yes r No
6h. Attach the acceptance letter from the mitigation bank or NC Division of Mitigation Services.
NCNG McLeansville Readiness Center - Buffer SOA 11-12-2020.pdf 191.51 KB
6j. Comments:
Road crossing buffer impacts total greater than 1/3-acre, therefore, buffer mitigation at a 3:1 ratio for Zone 1 and 1.5:1 ratio for Zone 2 was required.
Buffer credits will be obtained from Wildlands Holdings, LLC, and is anticipated to come from their Cane Creek Umbrella Mitigation Bank.
F. Stormwater Management and Diffuse Flow Plan (required by DWR)
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?
r Yes r No
What type of SCM are you providing?

r77 Level Spreader
Vegetated Conveyance (lower SHWT)
Wetland Swale (higher SHWT)
V Other SCM that removes minimum 30 % nitrogen
r- Proposed project will not create concentrated stormwater flow through the buffer
Diffuse Flow Documentation
McLeansville Impact Maps.pdf
McLeansville RCC.pdf
2. Stormwater Management Plan
2a. Is this a NCDOT project subject to compliance with NCDOT's Individual NPDES permit NCS000250?*
r Yes r No
2b. Does this project meet the requirements for low density projects as defined in 15ANCAC 02H .1003(2)?
r Yes r No
3.21 MB
3&93MB
2c. Does this project have a stormwater management plan (SMP) reviewed and approved under a state stormwater program or state -approved local government stormwater
program?
r Yes r No
r NiA- project disturbs < 1 acre
2d. Which of the following stormwater management program(s) apply:
W Local Government r State
Local Government Stormwater Programs
W Phase II r NSW r USMP r Water Supply
Please identify which local government stormwater program you are using.
Guilford County
Comments:
G. Supplementary Information
1. Environmental Documentation
la. Does the project involve an expenditure of public (federal/state/local) funds or the use of public (federal/state) land?*
r Yes r 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)? *
r Yes r No
Comments:*
This project is on North Carolina National Guard land and will involve state funding. However, the project does not meet the requirements for
completion of a SEPA.
2. Violations (DWR Requirement)
2a. Is the site in violation of DWR Water Quality Certification Rules (15A NCAC 2H .0500), Isolated Wetland Rules (15A NCAC 2H .1300), or DWR Surface Water or Wetland Standards or
Riparian Buffer Rules (15A NCAC 2B .0200)? *
r Yes r No
3. Cumulative Impacts (DWR Requirement)
3a. Will this project result in additional development, which could impact nearby downstream water quality?*
r Yes r No
3b. If you answered "no," provide a short narrative description.
The proposed project is single and complete and is not anticipated to result in additional impacts. This application accounts for the full site
development.
4. Sewage Disposal (DWR Requirement)
4a. Is sewage disposal required by DWR for this project?*
r Yes r No r NIA
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or habitat?*
r Yes r No

5b. Have you checked with the USFWS concerning Endangered Species Act impacts?*
r Yes r No
5d. Is another Federal agency involved?*
r Yes r No
5e. Is this a DOT project located within Division's 1-8?
r Yes r No
5f. Will you cut any trees in order to conduct the work in waters of the U.S.?
r Yes f No
5g. Does this project involve bridge maintenance or removal?
r Yes r No
5h. Does this project involve the construction/installation of a wind turbine(s)?*
r Yes r No
r Unknown
5i. Does this project involve (1) blasting, and/or (2) other percussive activities that will be conducted by machines, such as jackhammers, mechanized pile drivers, etc.?
r Yes r No
5j. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical Habitat?
The USFWS IPaC noted two species with the potential to occur in the vicinity of the project area, Schweinitz's sunflower and small whorled pogonia.
There are no critical habitats identified in the project area. NCNHP did not note any species occurrences within a 1-mile radius of the project area.
Schweinitts sunflower prefers areas of full to partial sun, with poor soils. It is normally found along roadsides. The project site primarily consists of
mixed hardwood -pine forests, with approximately 10 % of a transmission right-of-way that is comprised of early succession growth. Suitable habitat may
occur along Camp Burton Road and in the transmission right-of-way, but the majority of the site is not suitable, including within the proposed limits of
disturbance associated with this permit. It is the opinion of Timmons that the proposed project will have no effect on Schweinit2s sunflower.
Small whorled pogonia prefers older hardwood stands of beech, birch, maple, oak, and hickory that have an open understory. It prefers acidic soils
with a thick layer of dead leaves, often on slopes near small streams. The site contains hardwood stands, however the majority of the soils are only
slightly acidic with an estimated pH level of 6. No occurrences of small whorled pogonia were noted during site inspections or noted on the NCNHP
report. Further, proposed impacts in the vicinity of streams are minimal, with the majority of riparian buffer area to be undisturbed. Therefore, it is the
opinion of Timmons that the proposed project "may affect, but is not likely to adversely affect" small whorled pogonia.
Consultation Documentation Upload
2020.09.21_NCNHP.pdf 1.03MB
2020.09.21_USFWS IPaC Report.pdf 935.08KB
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as an Essential Fish Habitat?*
r Yes r No
6b. What data sources did you use to determine whether your site would impact an Essential Fish Habitat?*
NOAA Essential Fish Habitat Mapper
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal governments have designated as having historic or cultural preservation status?*
r Yes r No
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?*
The State Historic Preservation Office Historic Properties Map was reviewed to determine if the site has the potential to impact historic resources. No
sites listed on or eligible for listing on the National Register of Historic Places were identified on or within the immediate vicinity of the site. All were
identified as Surveyed Only (SO), of which all were listed as ineligible, except for five.
The surveyed sites with no determination consisted of houses, the closest of which is the Donnell House (GF1866) located approximately 0.12-miles
northeast of the site. The proposed project is not anticipated to have an adverse impact on historic resources.
7c. Historic or Prehistoric Information Upload
NCSHPO Map.pdf 325.67KB
NCSHPO Table.pdf 205.7KB
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain?*
r Yes r No
8c. What source(s) did you use to make the floodplain determination?*
According to the FEMA FIRM panel #3710789600J (effective June 18, 2007), the Site is located within Zone X areas of minimal flood hazard located
outside of the FEMA designated 100-year floodplain.
Miscellaneous
Comments

The DWR Pre -Filing Meeting Request was submitted on September 23, 2020. Sue Homewood of DWR and Dave Bailey of the USACE were provided preliminary plans and consulted
with prior to application to ensure application completeness. The Pre -filing Request form is attached.
Miscellaneous attachments not previously requested.
2020.10.09_Basin Memo_NCNG McLeansville.pdf 237.98KB
2020.10.23_DWR Pre -Filing Meeting Request Form.pdf 53.41 KB
Signature
® By checking the box and signing below, I certify that:
• I have given true, accurate, and complete information on this form;
. I agree that submission of this PCN 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 PCN form.
Full Name:
Lauren A Norris -Heflin
Signature
-6�11t�olw"I_g4r4r
Date
11 /12/2020

fires
Environmental Banc & Exchange, LLC Stream and Wetland Banks
Statement of Availability November 11, 2020
U.S. Army Corps of Engineers
David Bailey
Raleigh Regulatory Field Office
3331 Heritage Trade Center, Suite 105
Wake Forest, NC 27587
Re Project: McLeansville Readiness Center
This document confirms that the CFMO North Carolina National Guard (Applicant) for the
McLeansville Readiness Center (Project) has expressed an interest to utilize 0.54 Riparian Wetland
Mitigation Credits from the EBX sponsored RES Cape Fear 02 Umbrella Mitigation Bank, specifically
0.54 Wetland credits from the Cloud & Banner Site, in the Cape Fear HUC 03030002. As the official
Bank Sponsor, Environmental Banc & Exchange, LLC, attests to the fact that mitigation is available for
reservation at this time.
These mitigation credits are not considered secured, and consequently are eligible to be used for alternate
purposes by the Bank Sponsor, until payment in full is received from the Applicant resulting in the
issuance of a Mitigation Credit Transfer Certificate by the bank acknowledging that the Applicant has
fully secured credits from the bank and the Banker has accepted full responsibility for the mitigation
obligation requiring the credits/units.
The Banker will issue the Mitigation Credit Transfer Certificate within three (3) days of receipt of the
purchase price. Banker shall provide to Applicant a copy of the Mitigation Credit Transfer Certificate and
a documented copy of the debit of credits from the Bank Official Credit Ledger(s), indicating the permit
number and the resource type secured by the applicant. A copy of the Mitigation Credit Transfer
Certificate, with an updated Official Credit Ledger will also be sent to regulatory agencies showing the
proper documentation.
Please contact me at 919-209-1075 if you have any questions.
Best Regards,
Caitlan B. Parker
Resource Environmental Solutions, LLC
701 E. Bay Street, Suite 306
Charleston, SC 29403

HWILDLANGSoiOO
Buffer Mitigation Statement of Availability
Cape Fear - Haw River Subwatershed
November 12, 2020
CFMO North Carolina National Guard
1636 Gold Star Drive, Suite 2600
Raleigh, NC 27607
Attn: Mr. Rodney D. Newton, LTC
RE: Availability of Riparian Buffer Credits for the "NCNG McLeansville Readiness Center" project
Bank Name: Cane Creek Umbrella Mitigation Bank
Bank Site: Bethel Branch Site
Bank Sponsor: Wildlands Holdings IV, LLC
DWR Bank Parcel Project #: 2017-0887v2
Riparian Buffer Credits Needed: 62,425.50 sq. ft.
Riparian Buffer Credits Available: 164,398.61 sq. ft.
Cape Fear 03030002 River Basin - Haw River Subwatershed
Dear Mr. Newton,
Wildlands Holdings IV, LLC has the above -mentioned riparian buffer credits from the Cane Creek
Umbrella Mitigation Bank: Bethel Branch Site to satisfy the mitigation requirements related to the
above -mentioned project. The project is located within the service area Haw River Subwatershed (HUC
03030002) of the Bank.
Credits may be reserved for a period of 12 months upon the receipt of a non-refundable deposit of 10%
of the purchase price. Should credits not be reserved, they will be sold on a first come, first serve basis.
Credit prices will be guaranteed for a period of 6 months from the date of this letter and are then
subject to change.
An invoice for this transaction will be sent upon your request and we will reserve the credits and price
for a period of 30 days from invoice. This letter is a Statement of Availability as of the date provided — it
is not a reservation of credits nor a guarantee of price.
We appreciate the opportunity to assist you with your mitigation requirements. Please contact me at
[phone] x124 [e-mail] if you have any questions or need any additional
information.
Wildlands Holdings IV, LLC • Wildlands Engineering, Inc • 1430 South Mint Street, Suite 104, Charlotte, NC 28203

HWILDLANGSoiOO
Sincerely,
Ashley N. Yarsinske
Wildlands Engineering, Inc.
Marketing & Credit Sales
[e-mail]
0: [phone] ext. 124
M: [phone]
Cc: Ms. Katie Merritt, NC DWR (bi-annually)
Ms. Kate Hefner, WPIT, Environmental Technician, TIMMONS GROUP
Ms. Lauren Norris -Heflin, Environmental Project Manager, TIMMONS GROUP
Wildlands Holdings IV, LLC • Wildlands Engineering, Inc • 1430 South Mint Street, Suite 104, Charlotte, NC 28203

TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
AGENT AUTHORIZATION and
PROPERTY OWNER CERTIFICATION FORM
All Blanks to be Filled in by Current Landowner
The Department of the Army NCDENR — Division of Water Resources
US Army Corps of Engineers 401 & Buffer Permitting Unit
Wilmington District 1650 Mail Service Center
PO Box 1890 Raleigh, NC 27699-1650
Wilmington, NC 28402-1890
To Whom It May Concern:
I, the undersigned, current property owner designate and authorize representatives of Timmons Group,
Inc., to act on my behalf as my agent in the processing of permit applications, to furnish upon request
supplemental information in support of applications, etc., from this day forward.
This the 14"' day of January, 2019.
(number) (Month) (Year)
I, the undersigned, a duly authorized owner of record of the property/properties identified herein, do
authorize representatives of the Wilmington District, U.S. Army Corps of Engineers (Corps) to enter upon
the property herein described for the purpose of conducting on -site investigations and issuing a
determination associated with Waters of the U.S. subject to Federal jurisdiction tinder Section 404 of the
Clean Water Act and/or Section 10 of the Rivers and Harbors Act of 1899.
This notification supersedes any previous correspondence concerning the agent for this project.
Project Name: NCNG McLeansville Reeional Readiness Center
Location: Camp Burton Road, McLeansville, NC
Property Owner's Name (Print): Rodney D. Newton, LTC
CFMO North Carolina National Guard
Property Owner's Signature: Z . ";)• )`
Property Owner's Mailing Address:
North Carolina National Guard
Joint Forces Headquarters
1636 Gold Star Drive, Suite 2600 (CFMO)
Raleigh, NC 27607
Property Owner's Telephone: [phone] Fax No. None
Property Owner's Email Address: Roduey.d.newton.mil(&mail.mil
a
a
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Path: Y:\805\42999-NCNG McLeansville Readiness Center\GIS\Common Shared Exhibits\42999-VIC.mxd
Site limits are approximate.
Topographic imagery from USGS.
0 1,000 2,000 3,000 4,000
Feet
NCNG MCLEANSVILLE RRC ADVANCE PLANNING SITE T I M M O N S GROUP
GUILFORD COUNTY, NORTH CAROLINA
FIGURE 1: VICINITY MAP YOUR VISION ACHIEVED THROUGH OURS. •
TIMMONS GROUP JOB NUMBER:42999 U.S.G.S. QUADRANGLE(S):MCLEANSVILLE
PROJECT STUDY LIMITS: 111.9 ACRES DATE(S):2016
LATITUDE:36.110004 WATERSHED(S): HAW (CAPE FEAR RIVER BASIN)
LONGITUDE:-79.696942 HYDROLOGIC UNIT CODE(S):03030002
invited to construction, bidding, and/or construction staking without the express written consent &TIMMONS GROUP.

Path: Y:\805\42999-NCNG McLeansville Readiness Center\GIS\Common Shared Exhibits\42999-NRCS�mxrcCo
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0 750 1,500 2,250 3,000
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NCNG MCLGUNiSVIID COUNLLE
RC ADVANCE NORTH CAROL MANNING SITE T I M M O N S GROUP
ILTY,FIGURE 5: NRCS SOIL SURVEY MAP YOUR VISION ACHIEVED THROUGH OURS.
TIMMONS GROUP JOB NUMBER:42999 U.S.G.S. QUADRANGLE(S): MCLEANS VILLE
PROJECT STUDY LIMITS:111.9 ACRES DATE(S):2016
LATITUDE:36.110004 WATERSHED(S):HAW (CAPE FEAR RIVER BASIN)
LONGITUDE:-79.696942 HYDROLOGIC UNIT CODE(S):03030002
1 In ese plans and associate ry documents are the exclusive property ofTIMMUNb uKuuv and may not be reproduced in w o e or in part and shall not be use ry or any purpose whatsoever, inclusive, but not
limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP.

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PERMANENT STREAM IMPACT - BLUE
PERMANENT STREAM IMPACT -NO LOSS -YELLOW
EM ZONE 1 BUFFER IMPACT - RED
SM ZONE 2BUFFER IMPACT -PURPLE
685
682
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ROAD
BED
PROP
DSED GRADE
(STING G
ADE
BAFFLES (SEE
DETAIL SHEET
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J — CULVERT
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� STREAMBED
_
8'X10, (1 FT SUBMERGED) 133 LF
RCP BOX CULVERT @ 0.75% -
KEYED IN 25 LF
CLASS I RIP RAP, PREFORMED SCOUR HOLE
18" THICK (SEE SHEET C2.1 FOR DETAIL)
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PERENNIAL STREAM IMPACT
A - CULVERT PROFILE
HORIZ. SCALE: 1 "=40'
VERT. SCALE: 1 "=4'
715
710
705
700
.R
685
682
2+44.64
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W ETLAN D AND STREAM
IMPACTS
IMPACT
LETTER
IMPACT SPECIFICATION
WETLAND
IMPACT
STREAM IMPACT
ZONE 11MPACT
ZONE 2IMPACT
PERMANENT
BASIN, b(1) NOW
ADJACENT
WETLAND
INDIRECT
POTENTIAL LOSS
OF FUNCTION
PERMANENT (NO LOSS)
(SF)
(AC}
(SF)
(AC}
(SF)
(AC}
{LF}
(SF)q
(LF)
(SF)
(AC)
(SF) (AC)
(SF) (AC)
A
D
C
S
T
P
Y
x
ROADCROSSING
0
0
170
570
0
2073
D
0
505
0.000
0.000
0.004
0.013
0. ODO
❑. ❑48
❑.ODO
0.000
0.012
0 0.000
0 0.000
0 0.000
D 0.000
6849 0.157
D 0.000
8475 0.195
1633 0.037
0 0.000
0 0.000
0 0.000
0 0.000
12283 0.282
❑ 0.000
0 0.000
D 0.000
0 0.000
4299 0.099
136
0
0
❑
❑
❑
0
0
0
2595
0
0
0
0
❑
D
0
O
0.0596
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
62.6
0
0
0
0
❑
❑
0
0
1287.8
0
0
❑
0
❑
0
0
0
0.030
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
15166
0
0
❑
0
D
D
0
0
0.348
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
11285
684
0
0
0
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0
0
0
0.259
0.016
0.000
0.000
0.000
0.000
0.000
0.000
0000
GRADING
GRADING
GRADING
GRADING
GRADING
GRADING
GRADING
GRADING
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TOTAL
1 3318
0.076
16957 0.389
16582 0.3.91
136
2595
0.060
62.6
1287.8
0.030
15166
0.348
11969
0.275
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KEYED IN CLASS
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690
690
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687
687
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11-11-2020
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46332
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DATE
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2. ROCK SILT SCREENS REQUIRED FOR PUMP AROUND OPERATIONS ARE CONSIDERED INCIDENTAL TO
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0
11-11-2020
3. STABLE OUTLET TO CONSIST OF ROCK PLACED IN CHANNEL FOR ENERGY DISSIPATION AND 45'
-
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•
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•
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BY THE ENGINEER AND MAY BE SUBJECT TO PERMIT
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AND MEASURES.
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NUMBER OF BAFFLES = 8
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ITSELF TAKEN OFF -SITE FOR DISPOSAL.
WITH HIGH FLOW BAFFLES ALTERNATING
ON 19 FT CENTERS FROM DOWNSTREAM
OB NO.
FLOOD PLAIN BENCH END OF CULVERT.
SPECIAL STILLING BASIN
N.T.S.
46332
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SHEET NO.
C2.1

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700
BAFFLES (SEE DETAIL
695
SHEET C2.1)
CULVERT BURIED 1'
BELOW STREAMBED
\y/^�
FLOW LINE OUT =
688.80
690
---- �\
-- _
-- 37 —=!
TIE TO EXISTING
STREAMBED
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ELEV. = 688.62
BOULDERS KEYED
INV. OUT =
IN FOR STREAMBED
— 687.80
STABILIZATION.
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PLUNGE POOL WITH
CLASS II RIPRAP 24" DEEP
0
685
I
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0
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0
i
682
1+00
1+50
2+00
2+44.64
PLUNGE POOL PROFILE
HORIZ. SCALE: 1 "=30'
VERT. SCALE: 1 "=3'
PLUNGE POOL SPECIFICATIONS
CULVERT
100-YEAR
CULVERT
OUTLET
CULVERT
SCOUR
BASIN
POOL
BURIAL
OUTLET
TAILWATER
LENGTH
D50
HEIGHT
DEPTH
DEPRESSION
DEPTH
WIDTH
RIPRAP
NO.
DEPTH
VELOCITY
(FT)
(FT)
(FPS)
(FT)
(FT)
(FT)
(FT)
(FT)
(FT)
(FT)
1
10
1
11.1
9
6.27
1
3.74
37.4
35.4
CLASS II
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JGB NO. a
46332 '
SHEET NO. p e
C2.2 € 6

■ ■■■ Roy Cooper. Governor
00 0 NC DEPARTMENT OF Susi Hamilton, Secretary
■■L■■ NATURAL AND CULTURAL RESOURCES
IN won Walter Clark, Director, Land and Water Stewardship
NCNHDE-12908
September 21, 2020
Kate Hefner
Timmons Group
5410 Trinity Road
Raleigh, NC 27606
RE. NCNG McLeansville Readiness Center, 46332.001
Dear Kate Hefner.
The North Carolina Natural Heritage Program (NCNHP) appreciates the opportunity to provide
information about natural heritage resources for the project referenced above.
A query of the NCNHP database indicates that there are records for rare species, important natural
communities, natural areas, and/or conservation/managed areas within the proposed project
boundary. These results are presented in the attached `Documented Occurrences' tables and map.
The attached `Potential Occurrences' table summarizes rare species and natural communities that
have been documented within a one -mile radius of the property boundary. The proximity of these
records suggests that these natural heritage elements may potentially be present in the project area
if suitable habitat exists. Tables of natural areas and conservation/managed areas within a one -mile
radius of the project area, if any, are also included in this report.
If a Federally -listed species is documented within the project area or indicated within a one -mile
radius of the project area, the NCNHP recommends contacting the US Fish and Wildlife Service
(USFWS) for guidance. Contact information for USFWS offices in North Carolina is found here:
https://www.fws.gov/offices/Directory/ListOffices.cfm?statecode=37.
Please note that natural heritage element data are maintained for the purposes of conservation
planning, project review, and scientific research, and are not intended for use as the primary criteria
for regulatory decisions. Information provided by the NCNHP database may not be published
without prior written notification to the NCNHP, and the NCNHP must be credited as an information
source in these publications. Maps of NCNHP data may not be redistributed without permission.
Also please note that the NC Natural Heritage Program may follow this letter with additional
correspondence if a Dedicated Nature Preserve, Registered Heritage Area, Clean Water
Management Trust Fund easement, or an occurrence of a Federally -listed species is documented
near the project area.
If you have questions regarding the information provided in this letter or need additional assistance,
please contact Rodney A. Butler at rodney.butlerLncdcr.gov or 919-707-8603.
Sincerely,
NC Natural Heritage Program
DEPARTMENT OF NATURAL AND CULTURAL RESOVRCES
121 W. JONES STREET. RALEIGH. NC 27603 • 16S1 MAIL SERVICE CENTER, RALEIGH. NC 27699
& OFC g19.707.9120 • FAX [phone]

Natural Heritage Element Occurrences, Natural Areas, and Managed Areas Intersecting the Project Area
NCNG McLeansville Readiness Center
Project No. 46332.001
September 21, 2020
NCNHDE-12908
No Element Occurrences are Documented within the Project Area
There are no documented element occurrences (of medium to very high accuracy) that intersect with the project area. Please note, however, that although the
NCNHP database does not show records for rare species within the project area, it does not necessarily mean that they are not present, it may simply mean that
the area has not been surveyed. The use of Natural Heritage Program data should not be substituted for actual field surveys if needed, particularly if the project
area contains suitable habitat for rare species. If rare species are found, the NCNHP would appreciate receiving this information so that we may update our
database.
No Natural Areas are Documented within the Project Area
Managed Areas Documented Within Project Area
Managed Area Name wner
Owner
National Guard Armory Readiness Center NC Department of Public Safety State
NOTE: If the proposed project intersects with a conservation/managed area, please contact the landowner directly for additional information. If the project intersects with a Dedicated Nature Preserve
(DNP), Registered Natural Heritage Area (RHA), or Federally -listed species, NCNHP staff may provide additional correspondence regarding the project.
Definitions and an explanation of status designations and codes can be found at httr)s://ncnhde.natureserve.ora/heir). Data query generated on September 21, 2020; source: NCNHP, Q3 July 2020. Please
resubmit your information request if more than one year elapses before project initiation as new information is continually added to the NCNHP database.
Page 2 of 4

Natural Heritage Element Occurrences, Natural Areas, and Managed Areas Within a One -mile Radius of the Project Area
NCNG McLeansville Readiness Center
Project No. 46332.001
September 21, 2020
NCNHDE-12908
No Element Occurrences are Documented Within a One -mile Radius of the Project Area
No Natural Areas are Documented Within a One -mile Radius of the Project Area
Managed Areas Documented Within a One -mile Radius of the Project Area
Managed Area Name Owner Owner Type
National Guard Armory Readiness Center NC Department of Public Safety State
Guilford County Open Space Guilford County. multiple local government Local Government
Guilford County Open Space Guilford County. multiple local government Local Government
Guilford County Open Space Guilford County. multiple local government Local Government
Guilford County Open Space Guilford County. multiple local government Local Government
NC Department of Transportation Mitigation Site NC Department of Transportation State
Definitions and an explanation of status designations and codes can be found at httr)s://ncnhde.natureserve.ora/heir). Data query generated on September 21, 2020; source: NCNHP, Q3 July 2020. Please
resubmit your information request if more than one year elapses before project initiation as new information is continually added to the NCNHP database.
Page 3 of 4

NCNHDE-12908: NCNG McLeansville Readiness Center
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September 21, 2020
Project Boundary
Buffered Project Boundary
Managed Area (MAREA)
1:26,215
0 0.225 0.45 0.9 mi
0 0.35 0.7 1.4 km
Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS,
FAO, NIPS, NRCAN, GeoBase, IGN, Kadaster NIL, Ordnance Survey, Esri Japan,
METI, Esri China (Hong Kong), (c) OpenStreetMap contributors, and the GIS
User Community
Page 4 of 4

�yhy!,Il Of'�� P1fO1aN11JJLIFF.
United States Department of the Interior
' FISH AND WILDLIFE SERVICE
���cH� Raleigh Ecological Services Field Office'
'$ Post Office Box 33726
Raleigh, NC 27636-3726
Phone: [phone] Fax: [phone]
In Reply Refer To: September 21, 2020
Consultation Code: 04EN2000-2020-SLI-1937
Event Code: 04EN2000-2020-E-04259
Project Name: NCNG McLeansville Readiness Center
Subject: List of threatened and endangered species that may occur in your proposed project
location, and/or may be affected by your proposed project
To Whom It May Concern:
The species list generated pursuant to the information you provided identifies threatened,
endangered, proposed and candidate species, as well as proposed and final designated critical
habitat, that may occur within the boundary of your proposed project and/or may be affected by
your proposed project. The species list fulfills the requirements of the U.S. Fish and Wildlife
Service (Service) under section 7(c) of the Endangered Species Act (Act) of 1973, as amended
(16 U.S.C. 1531 et seq.).
New information based on updated surveys, changes in the abundance and distribution of
species, changed habitat conditions, or other factors could change this list. Please feel free to
contact us if you need more current information or assistance regarding the potential impacts to
federally proposed, listed, and candidate species and federally designated and proposed critical
habitat. Please note that under 50 CFR 402.12(e) of the regulations implementing section 7 of the
Act, the accuracy of this species list should be verified after 90 days. This verification can be
completed formally or informally as desired. The Service recommends that verification be
completed by visiting the ECOS-IPaC website at regular intervals during project planning and
implementation for updates to species lists and information. An updated list may be requested
through the ECOS-IPaC system by completing the same process used to receive the enclosed list.
Section 7 of the Act requires that all federal agencies (or their designated non-federal
representative), in consultation with the Service, insure that any action federally authorized,
funded, or carried out by such agencies is not likely to jeopardize the continued existence of any
federally -listed endangered or threatened species. A biological assessment or evaluation may be
prepared to fulfill that requirement and in determining whether additional consultation with the
Service is necessary. In addition to the federally -protected species list, information on the
species' life histories and habitats and information on completing a biological assessment or

09/21/2020 Event Code: 04EN2000-2020-E-04259
evaluation and can be found on our web page at http://www.fws.gov/raleigh. Please check the
web site often for updated information or changes
If your project contains suitable habitat for any of the federally -listed species known to be
present within the county where your project occurs, the proposed action has the potential to
adversely affect those species. As such, we recommend that surveys be conducted to determine
the species' presence or absence within the project area. The use of North Carolina Natural
Heritage program data should not be substituted for actual field surveys.
If you determine that the proposed action may affect (i.e., likely to adversely affect or not likely
to adversely affect) a federally -protected species, you should notify this office with your
determination, the results of your surveys, survey methodologies, and an analysis of the effects
of the action on listed species, including consideration of direct, indirect, and cumulative effects,
before conducting any activities that might affect the species. If you determine that the proposed
action will have no effect (i.e., no beneficial or adverse, direct or indirect effect) on federally
listed species, then you are not required to contact our office for concurrence (unless an
Environmental Impact Statement is prepared). However, you should maintain a complete record
of the assessment, including steps leading to your determination of effect, the qualified personnel
conducting the assessment, habitat conditions, site photographs, and any other related articles.
Please be aware that bald and golden eagles are protected under the Bald and Golden Eagle
Protection Act (16 U.S.C. 668 et seq.), and projects affecting these species may require
development of an eagle conservation plan (http://www.fws.gov/windenergy/
eagle_guidance.html). Additionally, wind energy projects should follow the wind energy
guidelines (http://www.fws.gov/windenergy/) for minimizing impacts to migratory birds and
bats.
Guidance for minimizing impacts to migratory birds for projects including communications
towers (e.g., cellular, digital television, radio, and emergency broadcast) can be found at: http://
www.fws.gov/migratorybirds/CurrentBirdlssues/Hazards/towers/towers.htm; http://
www.towerkill.com; and http://www.fws.gov/migratorybirds/CurrentBirdlssues/Hazards/towers/
comtow.html.
Not all Threatened and Endangered Species that occur in North Carolina are subject to section 7
consultation with the U.S Fish and Wildlife Service. Atlantic and shortnose sturgeon, sea
turtles,when in the water, and certain marine mammals are under purview of the National Marine
Fisheries Service. If your project occurs in marine, estuarine, or coastal river systems you should
also contact the National Marine Fisheries Service, http://www.nmfs.noaa.gov/
We appreciate your concern for threatened and endangered species. The Service encourages
Federal agencies to include conservation of threatened and endangered species into their project
planning to further the purposes of the Act. Please include the Consultation Tracking Number in
the header of this letter with any request for consultation or correspondence about your project
that you submit to our office. If you have any questions or comments, please contact John Ellis
of this office at [e-mail].

09/21/2020 Event Code: 04EN2000-2020-E-04259
Attachment(s):
■ Official Species List

09/21/2020 Event Code: 04EN2000-2020-E-04259
Official Species List
This list is provided pursuant to Section 7 of the Endangered Species Act, and fulfills the
requirement for Federal agencies to "request of the Secretary of the Interior information whether
any species which is listed or proposed to be listed may be present in the area of a proposed
action".
This species list is provided by:
Raleigh Ecological Services Field Office
Post Office Box 33726
Raleigh, NC 27636-3726
[phone]

09/21/2020 Event Code: 04EN2000-2020-E-04259 2
Project Summary
Consultation Code: 04EN2000-2020-SLI-1937
Event Code: 04EN2000-2020-E-04259
Project Name: NCNG McLeansville Readiness Center
Project Type: MILITARY OPERATIONS / MANEUVERS
Project Description: Development of new North Carolina National Guard Readiness Center in
McLeansville, NC
Project Location:
Approximate location of the project can be viewed in Google Maps: https://
www.google.com/maps/place/36.11346537426246N79.69777074354622W
Counties: Guilford, NC

09/21/2020 Event Code: 04EN2000-2020-E-04259
Endangered Species Act Species
There is a total of 2 threatened, endangered, or candidate species on this species list.
Species on this list should be considered in an effects analysis for your project and could include
species that exist in another geographic area. For example, certain fish may appear on the species
list because a project could affect downstream species.
IPaC does not display listed species or critical habitats under the sole jurisdiction of NOAA
Fisheriesl, as USFWS does not have the authority to speak on behalf of NOAA and the
Department of Commerce.
See the "Critical habitats" section below for those critical habitats that lie wholly or partially
within your project area under this office's jurisdiction. Please contact the designated FWS office
if you have questions.
NOAA Fisheries, also known as the National Marine Fisheries Service (NMFS), is an
office of the National Oceanic and Atmospheric Administration within the Department of
Commerce.
Flowering Plants
NAME STATUS
Schweinitz's Sunflower Helianthus schweinitzii Endangered
No critical habitat has been designated for this species.
Species profile: https://ecos.fws.gov/ecp/species/3849
Small Whorled Pogonia Isotria medeoloides Threatened
No critical habitat has been designated for this species.
Species profile: httj2s://ecos.fws.gov/ecp/species/1890
Critical habitats
THERE ARE NO CRITICAL HABITATS WITHIN YOUR PROJECT AREA UNDER THIS OFFICE'S
JURISDICTION.

NCHPO HPOWEB - NCNG McLeansville
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9/24/2020, 8:07:34 AM
Local districts & boundaries Local HD Center Point Surveyed Only, Gone
Local individual resources & centerpoints Surveyed Only individual resources & centerpoints Surveyed in NRHD, Gone
Local Landmark Surveyed Only
Blockface- Multiple properties
Local Landmark, Gone Surveyed in NRHD
Block -face in NRHD
1:36,112
0 0.25 0.5 1 mi
0 0.4 0.8 1.6 km
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri
Japan, MET I'
Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c)
OpenStreetMap contributors, and the GIS User Community
North Carolina State Historic Preservation Office
State of North Carolina DOT, Esri, HERE, Garmin, INCREMENT P, NGA USGS I Esri, HERE

OBJECTID Id
Site I
Status
Local Statc HD status Site Name Descriptioi Notes Internal year NR year SL year DOE year Landi year Surve NR nomine
DOE Repoi County
Quad Nam Township Density
Location Photo Link Spatial Acc Latitude Longitude year
Su rve x y
111111
0 G11834
SO
None
None
House
Guilford
McLeansvi Gilmer L
2360 Huffine Mill Rd McLeansvill
36.10789-79.6907
-8871133 4315478
139577
0 GF1833
SO
None
None
Rierson He
c. 1881 1-house with z Ineligible; CH 91-0285; GF Cc Rpt#1/Inventory#3
Guilford
McLeansvi Jefferson L
2223 Huffine Mill Rd McLeansvill
36.10402-79.6994
-8872100 4314945
142041
0 GF1831
SO
None
None
House
Guilford
Browns Su Jefferson L
4688 Creekview Rd McLeansville
36.12709-79.6893
-8870977 4318124
142219
0 GF1827
SO
None
None
Williams House
Possibly mislocated?
Guilford
McLeansvi Jefferson L
1256 Rankin Mill Rd McLeansvillc
36.11435-79.7136
-8873682 4316369
142586
0 GF1479
SO
None
None
Log House
Guilford
McLeansvi Jefferson L
Sside SR2821, 0.2 mi Wofjctw,
36.10872-79.6875
-8870776 4315593
142587
0 GF1835
SO
None
None
House
Guilford
McLeansvi Jefferson L
5041 Harvest Rd McLeansville
36.11058-79.6785
-8869769 4315849
142590
0GF1866
SO
None
None
Donnell House
Guilford
McLeansvi Jefferson L
4269 Camp Burton Rd McLeansvi
36.1173-79.6927
-8871348 4316775
182547
GF8846
SO
None
None
House
c. 1963 J., Ineligible 2006; CH 91-0285; GF Co Rpt#1 /Inventory#16 / U-2525
Guilford
Summerfie Morehead H
2335 Huffine Mill Rd, [Report]
36.10754-79.6955
-8871667 4315430
182575
GF8847
SO
None
None
House
Ineligible 2006; CH 91-0285; GF Co Rpt#1 /Inventory#17 / U-2525
Guilford
Summerfie Morehead H
2334 Huffine Mill Rd, [Report]
36.10715-79,6951
-8871623 4315377
182576
GF8848
SO
None
None
House
Ineligible 2006; CH 91-0285; GF Cc Rpt#1/Inventory#18/U-2525
Guilford
Summerfie Morehead H
2340 Huffine Mill Rd, [Report
36.10738-79.6945
-8871552 4315408
182577
GF8849
SO
None
None
House
c. 1946 J., Ineligible 2006; CH 91-0285; GF Cc Rpt#1 /Inventory#19 / U-2525
Guilford
Summerfie Morehead H
2348 Huffine Mill Rd, [Report]
36.10739-79,6935
-8871439 4315409
182578
GF8850
SO
None
None
House
Ineligible 2006; CH 91-0285; GF Cc Rpt#1/Inventory#20/U-2525
Guilford
Summerfie Morehead H
2359 Huffine Mill Rd, [Report
36.10925-79.6921
-8871287 4315666
182579
GF8851
SO
None
None
House
c. 1952 J., Ineligible 2006; CH 91-0285; GF Cc Rpt#1 /Inventory#21 / U-2525
Guilford
Summerfie Morehead H
2369 Huffine Mill Rd, [Report]
36.10926-79,6907
-8871124 4315666
182580
GF8852
SO
None
None
House
c. 1954 J., Ineligible 2006; CH 91-0285; GF Cc Rpt#1 /Inventory#22 / U-2525
Guilford
Summerfie Morehead H
2401 Huffine Mill Rd, [Report]
36.10958-79.6903
-8871086 4315711
182581
GF8854
SO
None
None
House
Ineligible 2006; CH 91-0285; GF Cc Rpt#1/Inventory#24/U-2525
Guilford
Summerfie Morehead H
2409 Huffine Mill Rd,[Report]
36.11046 -79.69
-8871046 4315832
182582
GF8855
SO
None
None
House
Ineligible 2006; CH 91-0285; GF Cc Rpt#1/Inventory#25/U-2525
Guilford
Summerfie Morehead H
2413 H uffine Mill Rd,[Report]
36.11078-79.6899
-8871044 4315877
182583
GF8856
SO
None
None
House
c. 1958 J., Ineligible 2006; CH 91-0285; GF Cc Rpt#1 /Inventory#26 / U-2525
Guilford
Summerfie Morehead H
2412 Huffine Mill Rd, [Report]
36.11107-79:6891
-8870949 4315916
182584
GF8857
SO
None
None
House
c. 1955 J., Ineligible 2006; CH 91-0285; GF Cc Rpt#1 /Inventory#27 / U-2525
Guilford
Summerfie Morehead H
2410 Huffine Mill Rd, [Report]
36.11059-79.6891
-8870954 4315851
182585
GF8858
SO
None
None
House
c. 1955 J., Ineligible 2006; CH 91-0285; GF Cc Rpt#1 /Inventory#28 / U-2525
Guilford
Summerfie Morehead H
2404 Huffine Mill Rd, [Report]
36.11013-79.6892
-8870961 4315787
182586
GF8859
SO
None
None
House
Ineligible 2006; CH 91-0285; GF Cc Rpt#1/Inventory#29/U-2525
Guilford
Summerfie Morehead H
2445 Huffine Mill Rd,[Report]
36.11261-79,6893
-8870971 4316128
183140
GF8845
SO
None
None
House
c. 1950 J., Ineligible 2006; CH 91-0285; GF Cc Rpt#1 /Inventory#15 / U-2525
Guilford
Summerfie Morehead H
2325 Huffine Mill Rd, [Report]
36.10693-79:6968
-8871805 4315346
183165
GF8853
SO
None
None
House
c. 1957 J., Ineligible 2006; CH 91-0285; GF Cc Rpt#1 / Inventory#23 / U-2525
Guilford
Summerfie Morehead H
2405 Huffine Mill Rd, [Report]
36.10996-79.6901
-8871065 4315763
183351
150472 GF4964
SO
None
None
Holt-Baldu
c. 1915 J., Ineligible 2006; CH 91-0285; GF Cc Rpt#1; U-2525
Guilford
McLeansvi Jefferson L
1611 Oakleigh Rd, Mc [Report]
36.10575-79.6996
-8872120 4315183
183352
GF8833
SO
None
None
House
Ineligible 2006;CH 91-0285; GF Cc Rpt#1/Inventory#1/U-2525
Guilford
Summerfie Morehead H
2218 Huffine Mill Rd, [Report]
36.10332-79.7004
-8872205 4314848
183353
GF8834
SO
None
None
House
Ineligible 2006; CH 91-0285; GF Co Rpt#1 /Inventory#2 / U-2525
Guilford
Summerfie Morehead H
2220 Huffine Mill Rd, [Report]
36.10307-79.6999
-8872153 4314814
183356
GF8835
SO
None
None
House
Ineligible 2006; CH 91-0285; GF Cc Rpt#1 /Inventory#4 / U-2525
Guilford
Summerfie Morehead H
1607 Oakleigh Rd, Mc [Report]
36.10514-79.6995
-8872111 4315099
183443
GF8836
SO
None
None
House
c. 1960 J., Ineligible 2006; CH 91-0285; GF Cc Rpt#1 /Inventory#6 / U-2525
Guilford
Summerfie Morehead H
1612 Oakleigh Rd, Mc [Report]
36.10528-79.6989
-8872037 4315118
183444
GF8837
SO
None
None
House
c. 1969 J., Ineligible 2006; CH 91-0285; GF Cc Rpt#1 /Inventory#7 / U-2525
Guilford
Summerfie Morehead H
1615 Oakleigh Rd, Mc [Report]
36.10604-79.6994
-8872097 4315224
183445
GF8838
BF
None
None
Tobacco Barns Ineligible 2006; CH 91-0285; GF Cc Rpt#1 /Inventory#8 / U-2525
Guilford
Summerfie Morehead H
1622 Oakleigh Rd, Mc [Report]
36.10718-79.6982
-8871959 4315380
183446
GF8839
SO
None
None
House
c. 1949 J., Ineligible 2006; CH 91-0285; GF Cc Rpt#1 /Inventory#9 / U-2525
Guilford
Summerfie Morehead H
2305 Huffine Mill Rd, [Report]
36.10485-79.6984
-8871986 4315060
183447
GF8840
SO
None
None
House
Ineligible 2006; CH 91-0285; GF Cc Rpt#1/Inventory#10/U-2525
Guilford
Summerfie Morehead H
2307 Huffine Mill Rd, [Report]
36.10519-79.6982
-8871958 4315107
183448
GF8841
SO
None
None
Barn
Ineligible 2006; CH 91-0285; GF Cc Rpt#1/Inventory#11/U-2525
Guilford
Summerfie Morehead H
2306 Huffine Mill Rd, [Report]
36.10475-79.6977
-8871903 4315046
183449
GF8842
SO
None
None
House
Ineligible 2006; CH 91-0285; GF Cc Rpt#1/Inventory#12/U-2525
Guilford
Summerfie Morehead H
2313 Huffine Mill Rd, [Report]
36.10562-79.6976
-8871896 4315165
183450
GF8843
SO
None
None
House
Ineligible 2006; CH 91-0285; GF Cc Rpt#1/Inventory#13/U-2525
Guilford
Summerfie Morehead H
2316 Huffine Mill Rd, [Report]
36.10578-79.6968
-8871805 4315188
183451
GF8844
SO
None
None
House
c. 1963 J., Ineligible 2006; CH 91-0285; GF Cc Rpt#1 /Inventory#14 / U-2525
Guilford
Summerfie Morehead H
2318 Huffine Mill Rd, [Report]
36.10594-79.6966
-8871788 4315209

ID#* 20201260
Version* 1
Regional Office * Winston-Salem Regional Office - [phone]
Reviewer List* Sue Homewood
Pre -Filing Meeting Request submitted 9/22/2020
..............................................................................................................................................................................................................................................................
Contact Name* Lauren Norris -Heflin
Contact Email Address* [e-mail]
Project Name* NCNG McLeansville Readiness Center
Project Owner* CFMO North Carolina National Guard
Project County* Guilford
Owner Address: Street Address
Address Line 2
aty State / Province / Pegion
Postal / Zip axle Country
Is this a transportation project?* r Yes r No
Type(s) of approval sought from the DWR:
PF 401 Water Quality Certification - F 401 Water Quality Certification -
Regular Express
r- Individual Permit F Modification
f` Shoreline Stabilization
Does this project have an existing project ID#?*
C Yes (-- No
Do you know the name of the staff member you would like to request a meeting with?
Sue Homewood
Please give a brief project description below.*

This project is for the construction of the North Carolina National Guard
Readiness Center in McLeansville, North Carolina.
The Site contains mostly forested areas with a few sections of early
successional growth. There are two perennial and four intermittent stream
features and multiple headwater wetland features found within the Site. In
addition, there is a maintained transmission right-of-way within the southern
section of the Site. Approximately 90% of the Site is comprised of forested
areas, while 10% contains early successional growth within the maintained
transmission right-of-way. The Site is bound by Camp Burton Road to the
north and to the south by residential development and a forested area. To
the east, the Site is bound by cow pasture and forested area and to the
west, by Greensboro Urban Loop.
David Bailey and Sue Homewood met with Timmons Group for a field
confirmation on 06/06/2019. An Approved Jurisdictional Determination and
a Preliminary Jurisdictional Determination were issued on 01/21/2020. The
AJD expires on 01/20/2025. DWR issued the Buffer Determination approval
on 07/18/2019 and it expires on 07/18/2024.
'Discussion via email or over the phone would be fine in lieu of a meeting if
preferred.'
Please give a couple of dates you are available for a meeting.
9/23/2020
9/25/2020
9/28/2020
9/29/2020
10/1 /2020
Please attach the documentation you would like to have the meeting about.
Figure 6 - WTDM.pdf 17.54MB
pdf only
By digitally signing below, I certify that I have read and understood that per the Federal Clean Water Act Section
401 Certification Rule the following statements:
This form completes the requirement of the Pre -Filing Meeting Request in the Clean Water Act Section 401 Certification
Rule.
1 understand by signing this form that I cannot submit my application until 30 calendar days after this pre -filing
meeting request.
I also understand that DWR is not required to respond or grant the meeting request.
Your project's thirty -day clock started upon receipt of this application. You will receive notification regarding meeting location
and time if a meeting is necessary. You will receive notification when the thirty -day clock has expired, and you can submit an
application.
Signature
Submittal Date 9/22/2020

EROSION CONTROL SUBMITTAL
NORTH CAROLINA NATIONAL GUARD
McLEANSVILLE REGIONAL READINESS CENTER
EARLY SITE PACKAGE
4250 CAMP BURTON ROAD, MCLEANSVILLE, NC 27301
NCSCO CASE #: 16-14393-02B
PROJECT TEAM
ARCHITECT - PRIME
SMITH-SINNETT ARCHITECTURE
CONTACT: MR. ROBERT CARMAC, AIA, LEED AP BD+C, CSI, CDT
PHONE: [phone]
4600 LAKE BOONE TRAIL, SUITE 205
RALEIGH, NC 27607
INDEX OF DRAWINGS
C0.0 COVER SHEET
C1.0 EXISTING CONDITIONS & DEMOLITION PLAN
C2.0 FUTURE SITE PLAN
C3.0 EROSION CONTROL PHASE 1
C3.1 EROSION CONTROL PHASE 2
C3.2 EROSION CONTROL PHASE 3
C4.0 GRADING & DRAINAGE PLAN
MpY 2dn 1»6 ,
CIVIL ENGINEER _ c C5.0 SITE DETAILS
TIMMONS GROUP
CONTACT: MR. FRANK SLINSKY, PE
PHONE: [phone]
5410 TRINITY ROAD, SUITE 102
RALEIGH, NC 27607
C5.1 SITE DETAILS
C5.2 SITE DETAILS
C5.3 SITE DETAILS
C5.4 SITE DETAILS
C5.5 SITE DETAILS
OWNER C5.6 SITE DETAILS
NORTH CAROLINA NATIONAL GUARD
CONTACT: MR. ROBYN BRYANT
PHONE: [phone]
1636 GOLD STAR DRIVE, SUITE 2600
RALEIGH, NC 27607
CAMP BURTON ROAD
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4600 Lake Boone Trail
Suite 205
Raleigh, NC
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2020063 8 OCT 2020

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PIN: 7896-30-5965 \ /
\✓ y HIGH VOLTAGE r < 1 ( _ \ \ \ \ \ \ \ _ \ \ O \ ) ( I I
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EX. 84-INCH CMP CULVERT
CONSTRUCTION
LIMITS
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III 50' ZONE 2 RIPARIAN BUFFER
30' ZONE 1 RIPARIAN BUFFER
68' DUKE POWER /� - - _ \ _ / I / - , \ - _ - - - _ / l ^ 1 I v / / 11J,
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_
APPROX LOCATION OF \ - � / I I � � .. � � _
EX. 72-INCH CMP CULVERT
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X.
SURVEY NOTES DEMOLITION NOTES 8 ONLY REMOVE WETLANDS AS SHOWN PRESERVE ALL WETLANDS NOT SHOWN TO KEY NOTES - ITEMS TO REMOVE
1. EXISTING SITE SURVEY INFORMATION IS FROM TOPOGRAPHIC SURVEY BY
TIMMONS GROUP, DATED MAY 4, 2019 THESE PLANS DO NOT ASSUME ANY
LIABILITY FOR ANY EXISTING INFORMATION BOTH SHOWN AND NOT SHOWN ON
THE SURVEY AND ANY CHANGES TO THE EXISTING CONDITIONS THAT MAY HAVE
OCCURRED AFTER THE SURVEY WAS ISSUED. CONTRACTOR SHALL VERIFY ALL
EXISTING SITE CONDITIONS PRIOR TO CONSTRUCTION.
2. THIS PROPERTY LIES IN ZONE X, NOT A SPECIAL FLOOD HAZARD AREA, PER FIRM
# 3710270000J, EFFECTIVE DATE JUNE 18, 2007.
3. HORIZONTAL CONTROL IS BASED ON NC STATE GRID, NAD'83 (2011) AS
DETERMINED BY GPS.
4. VERTICAL CONTROL BASED ON NAVD'88.
5. CONTOUR INTERVAL IS ONE FOOT (1.0").
6. THE LOCATION OF SUB SURFACE UTILITIES AS SHOWN HEREON, IF ANY, ARE
BASED ON FIELD LOCATION OF SURFACE FEATURES AND MARKINGS PROVIDED
BY TIMMONS GROUP AND ARE APPROXIMATE. OTHER SUB SURFACE UTILITIES
MAY EXIST ON THIS SITE THAT ARE NOT INCLUDED IN THIS SURVEY.
7. THIS SURVEY IS NOT, AND SHOULD NOT BE CONSTRUED AS, A BOUNDARY
SURVEY. THE SURVEY IS FOR PLANNING PURPOSES ONLY AND SHOULD NOT BE
USED FOR THE TRANSFER OF REAL PROPERTY. THIS MAP IS NOT SUITABLE FOR
RECORDING. NO BOUNDARY SURVEY WAS PERFORMED. ALL PROPERTY LINES
SHOWN ON THIS PLAT ARE BASED ON DEEDS AND PLATS OF RECORD IN THE
GUILFORD COUNTY REGISTRY.
8. RIGHT-OF-WAY AND PROPERTY BOUNDARY INFORMATION IS BASED ON DEED
BOOK 182, PG. 43 AND IS APPROXIMATE.
1. CONTRACT INCLUDES REMOVAL OF ALL EXISTING STRUCTURES, UTILITIES,
PAVEMENTS, ETC. ABOVE AND BELOW GRADE AS SHOWN ON THIS DRAWING.
REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION AND
INSPECT THE SITE TO ACCOUNT FOR ALL ITEMS TO BE REMOVED WITHIN THIS
AREA.
2. EXISTING UTILITIES OR STRUCTURES SHOWN ON THIS DRAWING TO REMAIN OR BE
MODIFIED MUST REMAIN IN CONTINUOUS SERVICE AND BE PROTECTED FROM
DAMAGE. NOTE: THE CONTRACT INCLUDES RELOCATION OF UTILITIES OR
STRUCTURESIFNEEDED.
3. BY SUBMITTING A BID, CONTRACTOR ACKNOWLEDGES THAT THE SITE HAS BEEN
INVESTIGATED TO DETERMINE EXTENT OF DEMOLITION WORK.
4. VERIFY ALL ILLUSTRATED KNOWN UNDERGROUND ELEMENTS SHOWN ON THE
DRAWINGS. EXERCISE REASONABLE EFFORTS TO PROTECT ANY UNKNOWN
UNDERGROUND ELEMENTS. NOTIFY THE ARCHITECT IMMEDIATELY IF UNKNOWN
ELEMENTS ARE DISCOVERED THAT WOULD NECESSITATE MODIFICATION TO THE
PROPOSED DESIGN.
5. INSTALL EROSION CONTROL DEVICES PRIOR TO BEGINNING DEMOLITION AND/OR
CLEARING OPERATIONS. REFER TO EROSION CONTROL DRAWINGS.
6. ALL WASTE MATERIAL GENERATED FROM CLEARING AND DEMOLITION ACTIVITIES
SHALL BE DISPOSED OF OFF -SITE IN ACCORDANCE WITH WITH ALL APPLICABLE
RULES AND REGULATIONS. CONTRACTOR SHALL DELIVER METERS TO UTILITY
PROVIDERS.
7. PROTECT ADJACENT PROPERTIES, THE GENERAL PUBLIC, AND ALL OF THE
OWNER'S FACILITIES. SHOULD DAMAGES OCCUR, NOTIFY ARCHITECT
IMMEDIATELY.
BE REMOVED. TREE CLEARING IN WETLANDS THAT ARE NOT BEING REMOVED
SHALL BE PERFORMED BY HAND TO PREVENT DISTURBING THE WETLAND.
9. TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF BUFFERS,
THE CONTRACTOR SHALL CUT 2-FT DEEP TRENCHES ALONG THE LIMITS OF
DISTURBANCE, SO AS TO CUT, RATHER THAN TEAR ROOTS.
10. EMPLOY A QUALIFIED SUBSURFACE UTILITY LOCATOR SERVICE TO LOCATE ALL
UNDERGROUND UTILITIES AND SERVICES WITHIN THE LIMITS OF CONSTRUCTION
(INCLUDING BUT NOT LIMITED TO ELECTRICAL, TELEPHONE, GAS, WATER, SEWER,
CABLE, FIBER OPTIC).
11. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APPLICABLE STATE AND
OSHA REGULATIONS.
12. REPLACE ANY EXISTING TREES & VEGETATION DAMAGED DURING CLEARING,
DEMOLITION OR CONSTRUCTION OTHER THAN THOSE SHOWN TO REMOVED /
CLEARED. REPLACE THOSE TREES & VEGETATION UTILIZING A LICENSED
LANDSCAPE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.
13. PROVIDE POWER, WATER, AND ANY OTHER TEMPORARY UTILITIES REQUIRED FOR
DEMOLITION AND CONSTRUCTION.
TREE CLEARING
REMOVE WETLANDS IN ACCORDANCE WITH
NCDWR / ACOE PERMIT
REMOVE ROCK (REFER TO GEOTECHNICAL REPORT)
REMOVE INDIVIDUAL TREES
REMOVE DIRT/GRAVEL ROAD
REMOVE BUILDING
REMOVE UNDERGROUND POWERLINE
REMOVE UNDERGROUND TELEPHONE
REMOVE UNDERGROUND FIBER OPTIC
REMOVE POWER POLE
REMOVE UTILITY POLE AND CONNECTING UTILITY LINES.
COORDINATE RELOCATION OF POLE AND UTILITY LINES
WITH UTILITY PROVIDERS, OWNER AND CIVIL ENGINEER.
REMOVE GATE
REMOVE FENCE
REMOVE ALL ABANDONED SEPTIC STRUCTURES
REMOVE WELL
CONSTRUCTION LIMITS
JI.HLL I =OU
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0 80' 160'
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F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
info@smithsinnettrcom
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T 919 7818582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
info@smithsinnett,com
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GENERAL NOTES
1. ALL CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE NCSCO AND OSHA
STANDARDS.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OFF -SITE DISPOSAL OF ALL
WASTE MATERIALS GENERATED DURING CONSTRUCTION AND FOR
OBTAINING ALL APPLICABLE PERMITS FOR OFF -SITE STOCKPILES AND/OR
WASTE AREAS.
3. CONTRACTOR IS RESPONSIBLE FOR ANY DAMAGES DURING CONSTRUCTION
AND SHALL MAKE REPAIRS AT NO EXPENSE TO THE OWNER.
KEY NOTES
1 32-FT WIDE DOUBLE ARM PIPE GATE ASSEMBLY
C5.0
1A 7" DIAMETER TIE BACK POST
C5.0
2 MODULAR BLOCK RETAINING WALL WITH GUARDRAIL
C5.0
1 GUARDRAIL
C5.4
NAp 83
SCALE 1 "=30'
0 30' 60'
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F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
info@smithsinnett,com
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\ \ / 0 - �\ \ 2:11 1 ( I / / / / / fl
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fy I 1 l - / \ _ - - \\\ \ ///r , - �. I /1 /J ),. / r ( II
_ �\ / - _ - Q: 36.30 CFS � - - r \ / / I l / / ► 1
/ � \ � \ _ - - l � \ C/L DITCH ( I i � /
- o \ - _\ 16 �/ \_ \_� -I ir- \ -/ - ) \ \ \ \- ( I / \ \ \
\ - - 11 I I -- ->_ _ _,-�___ - - - \ _ )� _ ) - - ' - - - \ \ \ \ / / / / \ CRO GAGE AREA: 8.62 AC \ ♦ / I I I ~ C502 I ) c - I! .
\ ` \ \ / 1 \ \ _ _ J - \ \ \ \ \ \ \ \ / / / r / \ \ \ z728.00' RR-4 / (PHA,SE'A' CLEARING LIMITS) _� tit
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_ f / \ I . IIII /i / =r_"#� - -___ �"'� --- I
' � III IIIII - ---=-- t / / / / -7 \ \ \ `\ t \ \ \ I , / / ♦ �- - / r / > a
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5 III h CONSTRUCTION -\ - \ - / - w _ - _ _ , 'r \ / I \ - \ \ \ ., I �` 1 / � , s � / / �i , 1 (
c
D/ - -_ > - � ,TEMPORARY CULVERT A: / / / / / / 1/ / I /
- < -\� - I IIII � �" ` .. - • --) - _ _ _ y._ _ _ EX RT � .� . \ / ( \ I / 1 I ° / �l ( / � � \ S � t t l j^ � I � r < / l / / ( I - / /'� \\ C5.3 - II Ijl LIMITS \ EXISTING TREE LINE' - _ ROq 1 �' / �Ll'S,
_ _ - - - - - - / Ol-yP - 1 \ - ) / > \ ♦\ DRAINAGE AREA: 5.66 AC ) / / /� -'� !_ .(a t r / / / / / / / / c / I I 4 \ (/�
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\ I II I C5.3 / _ - \ _ �/ - - \ _) ------ > \ _ l \ / ..-..� I - ♦ = 4 i , i h ( / /r /
/ \/ \ �\ III III II 1 / ' _ - \ \ ` \ \ 1 \ _ ^ - / \/\ / .> \- 1 e \ \ _ / --____ -- -! ,� � 7 \ \ \ . r - Q: 18.88 CFS - 1 / , �; ,t �'+ X. D/RT '.... D PATH /' I J I` / r J // I / /
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\ I WETLAND \ \ \ _ _ \ / / / ) 1 ( \ \ II I I / / c\ 4 \I ) \ _-( r - _L \ 11 ^� , / / i
- I I C/L DITCH / ) \ \ / \ c \ / /� ,,r' ^ J/ i//+ / / ) % i� / c // // / / I
/ \ I I II 734.00' �J - - - o ) - (- ~ - _ - („ � \ ` / / - �-- ^ r' i 1 r - � I / \EXISTING T11�E�LINE' = i /��/ j �� / , / / ' / / //' / / / /// / i / / ��'/ / / /
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\ r III! \ l\: -- <_-/ \-__ - l \ % _ �_ ` / / A -J/ / / \ CO '/ / // b / //
1\ \ \ \ II III I III 1 I t / - \ / // _ - _ \ _ \ / \ - �_ / / J - /a� > / / ^ / / �' C5.2 l // / / / /
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( \ - r- ti ) \ \ WOODS _ \ 1 \ I ) WETLAND / / / - ` - r - r -/n - \ -_� __ \ / / / / / / / - ( /., i 1 / / / / / / /"/�,//-
y. VU\ \\\ II II IIII (IIII \\ \ --- _ --- \ \ \ \ ( / 1 _ / '- ` -_, ^ - - - // j / / '�, '%j '- / C / / j// / / / / l// ,/ // 0
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-\ \ III 11 IIII h \ � \ - - - -- 1 \ \ _ \ - /h / i,/ /
\ - / I I ( I I' I I 1 \ ` - _ - - - - - - \ \ \ \ \ \ f / I / - J - - \ -� `- - \ - \ \ �. _ s� y-------- i / / j / ��/, / J C5.2 / / / _ / / / / / / / / / / I
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/ + l \ I II I 1 1 1 \-__-'�_---'- \ \ \I \\ \ t / / /\,�-_--�\- \ _ / /� / C/L DITCH-
� ''�;'\ / // '/ /f"J'j J////// - / /////l1/ /
\ 1 \ / II II I)II IIII II IIII 1 \ \ \ \\ , c ) /I (/ / _ - - _ v / / .� r/� , / /\ I I \ - - _ - \ \ / / _ \ \ ` I /" /� / / TYP. / ' / / / / I �/ l/ / / I / /(_--N I\ \ �-♦ )IIIillII\ \ - \ (^ � - �\\\ \ \ / i ///r / _ _ -L__ - \ / ' -/ ' S//- � .� / / //� / / //\�C, I I 1 \ \ A - _ _ \ \ \ \ /> � - - = - 1 r / ♦ C/L DITCH r / / / I 1 / / / I \ - / / / -- / / / J cos.:
/ I I I I \ \ \ \ \ I / /- \ \ _ ^ / / / C5.2 / \ � ,� / / / /
` \ ^Z`O / /\ /\ III I I \ \ 1 \ \ \ \- / \ \ \ \/_' 1 / � \ �� `. 60 // / / / / ,, / / / / % / / ' /'/ /
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WOODS � � � IIII III - ,_- 5 \ � \ \ � - / / � / � //\,-
---__ -�`M_ -;`\ \ -\ TYP. 5 -- _ / / / ,; � \ i- � /- / / / ) /
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/ _ - - -- - / - - III (� \ \---_ \ \ \\ A / \ \ \ \ \\ \ \ \,-- ( A I - �_\ �_�-- ' -'/ C/L C5.3 / %_� � .; � \- / // %//// // �// / 5 � / ♦ ./ -
J }, f- IIII II \ \ / I / --- -- - , / / / I /n ,, / \ \ \1 y II I 1 \ - \ \ I C/L DITCH / - - _ \ - = - _ - - _ = / - / C5.3` CONSTRUCTION , '� / � - , //4 �\ - 7 2:1 I I . 740.00' / - - - \ \ \ I I \ / _ / - - i / / / / 1 ) _ \ / / / / / ' ' / / / / / /` � 1 � \ 1 \ / \ ` \ \ \ 1 C5.2 I - � t / / 738.00' � -C/L DITCH / / / / f / /
_ I I PHASE 'A' CLEARING LIMITS ) 1 f ( \ - _ / ' 736.00. / � / /
-- \ - Ih I 2:1 I 1 \ I 74 DITCH / , LIMITS . _ _ / / / / 0 '/ ♦ �
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r \ ♦ - \ I 736.00' - 5-_ - - _=- �I� _ - _ C/L DITCH- \ - - _` - " \ = = / . J - / ♦ � / _ I
III I 2 1 ( - - • =_ - --- / ' / /' % 1 / ' _ //^ / / // J _ / / /� / / 'i - '� 5 / (l 1
\ -\- \ ( \ \ -C/L DITCH _ / / / > / \ / / ♦ /
/ - - _:C/L DITCH - �� =___ _ - - _ __ - _ __ - _
/ \ _ / \ C _ \ 1 C 5.3 = c\1 __-- - - _ _ _ 744.00' _= N -- __ --�= = _ _ - r - - - - r 742�00' > _ -- - - / / / / / / / _ f / / - / / / J / /
--------- ------
/ 1 \ \/ - - � __ = 5 = _738.00-__--_----- ---- ----=_ - - _ ---- - - _--------- ----- __ _ __------- -__ -- - - / � r ' / / ) l i /� / j ' - � ' // / / � t y // , / ' /� " i / / ,j // Q, / /
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I \ \ , V - _ ,�\_� __ _ _ __ �_ -_=` __ _ __ __----- -- - N - - 1 ) 1 I r ` 1\ \ - 'm v r ` Q -` - - 14 _ ' / / / 1 C / / '/i % / - - _/ /' ,�/1 r ' / / / / // //'j / / - / / O` %/ a / %i , '
/` CONSTRUCTION
I .it, - .f LIMITS
(It i
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1111r
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- EX. 72-INCH CMP CULVERT
- mac- • ( J `� - i' / / / / r / / / / c < Ill1�-
l I / / I \/ _ ti _ - , - y _ _ _ _ / I \ \ ` - - - - '/ l - \ - ' 1A0 / / "I /-/ _ ,- � / // C5.2 / - / / ' , , ' / / 4� / / / / J ,ter' 1) I INTERMITTENT STREAM
//\\\/�//1� '/\ \1 \J \ - __ • I y�Y ��lr �Y`�\�\\\_\-- �\ (- �- (��1- - I ^\\_ \- _- - _ / _� 'i-•//i�lJ-ij-///'' /J1'//'//>^'/ / /^.- /- I I/ I
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/ / \ ( �� _\ 9 / / ) 1 I 1 \ \ l yycycyc�c \ \ `\ - 5 / / / ( II / '`�'�-- a- _-� - - `� �) / e - / ter• ( ) l r 200. _ II
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\I - - - - - _ r / I yI w�- y vy \ \ \ \ \ \ \ _ \ \ - r / / I I / _ \\ - \ _ - - /9r l 11l
/ // / o ,f / - ;CONSTRUC ION LIMITS- h \ z - I I / / \ _ , \ \ - \ - - - -- // //. // - ETBA /� 527 �- ,
/ v\ -\ - - - - - - - - - 1 I 1 \ \ \ - - / - - /I 0 I \ / / /y% \ - \ \ \ / %� CO STRUC_TION IMITS Sri„� ' 7 _� �- �,)
-\ o S I = - _ �/ 1 /I I IWO C5.2 !r v \\ \\ \ \ \ _ \ / J 1 I ( 1 / / _ - (/i / - / E , / - s l
/\' \/ \ \ \ _ _ / - WOODS - _ / R C5.2
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�_ - / / / _r / \ / / / l / y \ \ \ \\ \ - , � ! \ / / / I I I / - _ -\ ` - � / /r_ C5.2 � i i'!� I � _ /" . I / _ -/
GENERAL NOTES CONSTRUCTION SEQUENCE LEGEND
1. THE CONTRACTOR SHALL COMPLY WITH ALL STATE AND LOCAL CODES IN OBSERVING EROSION CONTROL
MEASURES BOTH ON AND OFF SITE. ALL OFF -SITE SOIL BORROW AND WASTE SITES SHALL BE PROPERLY
PERMITTED FOR SUCH ACTIVITIES.
2. THE CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL DEVICES AFTER EACH RAINFALL EVENT OR AS
DIRECTED BY LOCAL AUTHORITIES OR ARCHITECT.
3. TOTAL DISTURBED AREA: 64 AC.
4. ALL OPEN STORM PIPES SHALL BE PROTECTED WITH STONE FILTER PROTECTION AFTER WORK STOPPAGE
EACH DAY.
5. ALL STORM DRAINAGE PIPES SHALL BE THOROUGHLY FLUSHED THROUGH A FILTER BAG (C5.2, DETAIL 6) TO
RID THE SYSTEM OF ALL SEDIMENT FOLLOWING SITE STABILIZATION. INTERIOR FLUSHING OF SYSTEM
SHALL BE PERFORMED AS NEEDED TO MAINTAIN PROPER FUNCTIONING OF THE DRAINAGE SYSTEM.
6. THE INDICATED STAGING AREA IS INTENDED FOR VEHICLES AND NON -ERODIBLE MATERIALS ONLY. NO
SOIL, SAND OR OTHER ERODIBLE, FINE GRAINED MATERIAL SHALL BE STORED OUTSIDE OF THE LIMITS OF
THE SITE PROTECTED BY SEDIMENT AND EROSION CONTROL DEVICES AND MEASURES.
7. SOIL AND OTHER MATERIALS SHALL ONLY BE TEMPORARILY STOCKPILED WITHIN THE CONSTRUCTION
LIMITS PROTECTED BY SEDIMENT AND EROSION CONTROL DEVICES AND MEASURES. STOCKPILES SHALL
BE STABILIZED AS REQUIRED AS INDICATED IN THE SLOPE & SURFACE STABILIZATION NOTES ON THIS PLAN.
8. TREE PROTECTION INSPECTION SHALL BE COMPLETED PRIOR TO INSTALLING EROSION CONTROL DEVICES.
9. ALL APPLICABLE E&S CONTROL MEASURES ARE TO BE PROPERLY MAINTAINED UNTIL PERMANENT
VEGETATION IS ESTABLISHED.
10. SEE DRAWINGS C5.5 (EROSION CONTROL DETAILS) FOR GROUND STABILIZATION, SELF -INSPECTION,
RECORD KEEPING, AND REPORTING REQUIREMENTS.
11. ALLOW TRAFFIC TO PASS ON CAMP BURTON ROAD AT ALL TIMES. CONSTRUCTION VEHICLES TO STAY OFF
WESTERN AVENUE DURING CONSTRUCTION OF THE ENTRANCE. IF SEDIMENT GETS ON ROAD, CLEAN ROAD
IMMEDIATELY.
12. THERE IS A FLOODPLAIN ON THE PROPERTY AS NOTED ON FIRM MAP NUMBER 3710789600J, PANEL 7896,
HOWEVER THERE IS NO FLOODPLAIN WITHIN THE LAND DISTURBANCE AREA FOR THE PROJECT. THE
ELEVATION OF THE FLOODPLAIN IS 693.00 AND IT OCCURS ON THE NORTH SIDE OF CAMP BURTON ROAD.
NO CONSTRUCTION, DEVELOPMENT, OR STORAGE OF MATERIALS SHALL BE ALLOWED BELOW THE 100
YEAR FLOODPLAIN ELEVATION OF 693.00.
1. OBTAIN AN APPROVED PLAN AND APPLICABLE PERMIT PRIOR TO COMMENCING ANY LAND DISTURBING ACTIVITY. A
COPY OF THE APPROVED PLAN AND APPROVAL LETTER MUST BE ON FILE AT THE JOB SITE. NOTIFY EROSION CONTROL
AUTHORITIES OF PROPOSED STARTING DATE OF LAND DISTURBING ACTIVITIES BY CALLING THE NCDEQ WINSTON
SALEM REGIONAL OFFICE AT [phone].
2. CONDUCT PRE -CONSTRUCTION CONFERENCE AND INVITE NCDEQ LAND QUALITY SECTION, WINSTON SALEM REGIONAL
OFFICE, BY CALLING [phone].
7. INSTALL CONSTRUCTION ENTRANCE.
8. CLEAR/GRUB AND GRADE ONLY AS NECESSARY TO INSTALL PHASE A EROSION CONTROL MEASURES.
9. INSTALL SEDIMENT FENCE AND REINFORCED SILT FENCE OUTLETS.
12. INSTALL SEDIMENT BASINS A AND B.
13. INSTALL PERMANENT OUTLET STRUCTURE IN SEDIMENT BASIN A, PLUG ALL ORIFICES OTHER THAN THE SKIMMER
ORIFICE.
14. INSTALL TEMPORARY DIVERSION DITCHES AND THE REMAINDER OF EROSION CONTROL DEVICES SHOWN ON THE
PHASE A EROSION CONTROL PLAN.
15. EXCAVATED MATERIAL FROM THE DIVERSION DITCHES MAY BE COMPACTED IN LIFTS TO BRING THE SITE UP TO FINAL
GRADE IN THE AREA SHOWN.
16. BEGIN DEMOLITION OF EXISTING FEATURES ONLY AS NECESSARY FOR THE INSTALLATION OF PHASE A EROSION
CONTROL MEASURES.
17. ONCE THE PHASE A EROSION CONTROL MEASURES ARE INSTALLED, SEED AND MULCH DISTURBED SURFACES AFTER
THIS STEP.
18. CALL NCDEQ AND THE ENGINEER TO ARRANGE AN INSPECTION OF INSTALLED EROSION CONTROL DEVICES. (NOTE:
DEMOLITION, GRADING, AND ANY OTHER CONSTRUCTION WORK SHALL NOT OCCUR UNTIL THE EROSION CONTROL
FEATURES ARE INSTALLED AND APPROVED BY NCDEQ INSPECTOR.)
19. ONCE PHASE A EROSION CONTROL MEASURES ARE APPROVED, DEMOLITION, CLEARING/GRUBBING AND GRADING MAY
BEGIN.
20. MAINTAIN ALL EROSION & SEDIMENT CONTROL MEASURES THROUGHOUT CONSTRUCTION.
9)0
2
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3
C5.2
4
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5
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0 80' 160'
- • ERSION DITCH 10 RIP RAP OUTLET PROTECTION
C5.2
:w TEMPORARY ROCK PIPE INLET PROTECTION 11
*A
C5.2 COMPOST SOCK
TEMPORARY CHANNEL LINING 1 TEMPORARY SKIMMER SEDIMENT BASIN
C5.3
DU GRAVEL CONSTRUCTION ENTRANCE 2 F�;//
C5.3 * ROLLED EROSION CONTROL PRODUCT
_ TEMPORARY ROCK CHECK DAM 3 TEMPORARY SLOPE DRAIN
C5.3
C���
DEWATERING PUMP WITH SILT BAG 5
C5.3 TEMPORARY SEDIMENT FENCE
OR& REINFORCED SILT FENCE OUTLET 6 EROSION CONTROL FOR PIPE
C5.3 TRENCHING
CONCRETE WASHOUT AREA - - - - LIMITS OF CONSTRUCTION
[::I mmmmmmmEzzzz� PROPOSED STORM SEWER PIPES
DRAINAGE AREAS
TEMPORARY PLYWOOD BAFFLE
DC DUST CONTROL
T 919 781 8582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
[e-mail]
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DRAWN BY: JL
CHECKED BY: FS
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PLAN PHASE'A'
2020063 8 OCT 2020
C3.0
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GENERAL NOTES CONSTRUCTION SEQUENCE LEGEND
1. THE CONTRACTOR SHALL COMPLY WITH ALL STATE AND LOCAL CODES IN OBSERVING EROSION CONTROL 1. MAINTAIN ALL EXISTING EROSION & SEDIMENT CONTROL MEASURES PREVIOUSLY CONSTRUCTED AND ASSOCIATED
MEASURES BOTH ON AND OFF SITE. ALL OFF -SITE SOIL BORROW AND WASTE SITES SHALL BE PROPERLY WITH PHASE A. ADJUST AS NEEDED.
PERMITTED FOR SUCH ACTIVITIES. 2. DEMOLISH/REMOVE EXISTING SITE FEATURES/STRUCTURES AS SHOWN ON THE DEMOLITION PLAN.
2. THE CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL DEVICES AFTER EACH RAINFALL EVENT OR AS 3. CLEAR AND GRUB THE AREA AROUND SKIMMER BASIN C AND INSTALL SKIMMER BASIN C.
DIRECTED BY LOCAL AUTHORITIES OR ARCHITECT. 4. CLEAR AND GRUB THE REMAINDER OF THE SITE AS SHOWN.
3. TOTAL DISTURBED AREA: 64 AC. 5. STRIP TOPSOIL, STOCKPILE TOPSOIL WITHIN CONSTRUCTION LIMITS.
4. ALL OPEN STORM PIPES SHALL BE PROTECTED WITH STONE FILTER PROTECTION AFTER WORK STOPPAGE 6. INSTALL THE SECOND CONSTRUCTION ENTRANCE TO THE NORTHWEST AND BEGIN GRADING ON THE NORTHWEST
EACH DAY. SIDE OF THE STREAM.
5. ALL STORM DRAINAGE PIPES SHALL BE THOROUGHLY FLUSHED THROUGH A FILTER BAG (C5.2, DETAIL 6) TO 7. BULK GRADE THE AREAS SHOWN IN THIS PHASE 'B' PLAN.
RID THE SYSTEM OF ALL SEDIMENT FOLLOWING SITE STABILIZATION. INTERIOR FLUSHING OF SYSTEM 8. VEGETATE ALL DISTURBED AREAS ACCORDING TO THE SITE STABILIZATION REQUIREMENTS ON SHEET C5.8.
SHALL BE PERFORMED AS NEEDED TO MAINTAIN PROPER FUNCTIONING OF THE DRAINAGE SYSTEM. 9. MAINTAIN ALL EROSION & SEDIMENT CONTROL MEASURES THROUGHOUT CONSTRUCTION.
6. THE INDICATED STAGING AREA IS INTENDED FOR VEHICLES AND NON -ERODIBLE MATERIALS ONLY. NO
SOIL, SAND OR OTHER ERODIBLE, FINE GRAINED MATERIAL SHALL BE STORED OUTSIDE OF THE LIMITS OF
THE SITE PROTECTED BY SEDIMENT AND CONTROL7. SOIL AND OTHER MATERIALS SHALL ON Y SION BE TEMPORARILY EMPORARIILYY STOCIKPILED CES WIAND THIN THE CONSTRUCTION COMPACTION REQUIREMENTS
LIMITS PROTECTED BY SEDIMENT AND EROSION CONTROL DEVICES AND MEASURES. STOCKPILES SHALL
BE STABILIZED AS REQUIRED AS INDICATED IN THE SLOPE & SURFACE STABILIZATION NOTES ON THIS PLAN.
8. TREE PROTECTION INSPECTION SHALL BE COMPLETED PRIOR TO INSTALLING EROSION CONTROL DEVICES.
9. ALL APPLICABLE E&S CONTROL MEASURES ARE TO BE PROPERLY MAINTAINED UNTIL PERMANENT
VEGETATION IS ESTABLISHED.
10. SEE DRAWINGS C5.5 (EROSION CONTROL DETAILS) FOR GROUND STABILIZATION, SELF -INSPECTION,
RECORD KEEPING, AND REPORTING REQUIREMENTS.
11. ALLOW TRAFFIC TO PASS ON CAMP BURTON ROAD AT ALL TIMES. CONSTRUCTION VEHICLES TO STAY OFF
WESTERN AVENUE DURING CONSTRUCTION OF THE ENTRANCE. IF SEDIMENT GETS ON ROAD, CLEAN ROAD
IMMEDIATELY.
12. THERE IS A FLOODPLAIN ON THE PROPERTY AS NOTED ON FIRM MAP NUMBER 3710789600J, PANEL 7896,
HOWEVER THERE IS NO FLOODPLAIN WITHIN THE LAND DISTURBANCE AREA FOR THE PROJECT. THE
ELEVATION OF THE FLOODPLAIN IS 693.00 AND IT OCCURS ON THE NORTH SIDE OF CAMP BURTON ROAD.
NO CONSTRUCTION, DEVELOPMENT, OR STORAGE OF MATERIALS SHALL BE ALLOWED BELOW THE 100
YEAR FLOODPLAIN ELEVATION OF 693.00.
A. PLACE BACKFILL AND FILL MATERIALS IN LAYERS NOT MORE THAN 6-8 INCHES (200 MM) IN LOOSE DEPTH FOR
MATERIAL COMPACTED BY HEAVY COMPACTION EQUIPMENT, AND NOT MORE THAN 4 INCHES (100 MM) IN LOOSE
DEPTH FOR MATERIAL COMPACTED BY HAND -OPERATED TAMPERS.
B. PLACE BACKFILL AND FILL MATERIALS EVENLY ON ALL SIDES OF STRUCTURES TO REQUIRED ELEVATIONS. PLACE
BACKFILL AND FILL UNIFORMLY ALONG THE FULL LENGTH OF EACH STRUCTURE.
C. COMPACTION AND PERCENTAGE OF MAXIMUM DRY DENSITY REQUIREMENTS:
1. COMPACT SOIL TO NOT LESS THAN THE FOLLOWING PERCENTAGES OF MAXIMUM DRY DENSITY ACCORDING TO
ASTM D698 STANDARD PROCTOR:
A. UNDER STRUCTURES, STEPS, WALKS, COURTS, TRACTS, FUTURE HELIPAD AREA. AND PAVEMENTS,
COMPACT EACH LAYER OF BACKFILL OR FILL MATERIAL AT 95% OF THE STANDARD PROCTOR DENSITY (ASTM
D-698). MOISTURE CONTENT OF THE FILL DURING PLACEMENT SHALL BE KEPT WITHIN 3% FROM THE OPTIMUM
MOISTURE.
B. UNDER LAWN OR UNPAVED AREAS, COMPACT THE TOP 6 INCHES BELOW SUBGRADE AND EACH LAYER OF
BACKFILL OR FILL MATERIAL AT 90 PERCENT MAXIMUM DRY DENSITY.
2. COMPACT EACH LAYER OF AGGREGATE BASE MATERIAL UNDER PAVEMENT TO 100% DENSITY IN ACCORDANCE
WITH AASHTO T-180 AS MODIFIED BY NCDOT.
TEMPORARY PLYWOOD BAFFLE
RIP RAP OUTLET PROTECTION
TEMPORARY SKIMMER SEDIMENT BASIN
ROLLED EROSION CONTROL PRODUCT
TEMPORARY SLOPE DRAIN
TEMPORARY SEDIMENT FENCE
EROSION CONTROL FOR PIPE
TRENCHING
- - - - LIMITS OF CONSTRUCTION
PROPOSED STORM SEWER PIPES
DRAINAGE AREAS
ADUST CONTROL
T 919 781 8582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
[e-mail]
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DESCRIPTION
DRAWN BY: JL
CHECKED BY: FS
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PLAN PHASE'B'
2020063 8 OCT 2020
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GENERAL NOTES CONSTRUCTION SEQUENCE LEGEND
1. THE CONTRACTOR SHALL COMPLY WITH ALL STATE AND LOCAL CODES IN OBSERVING EROSION CONTROL
MEASURES BOTH ON AND OFF SITE. ALL OFF -SITE SOIL BORROW AND WASTE SITES SHALL BE PROPERLY
PERMITTED FOR SUCH ACTIVITIES.
2. THE CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL DEVICES AFTER EACH RAINFALL EVENT OR AS
DIRECTED BY LOCAL AUTHORITIES OR ARCHITECT.
3. TOTAL DISTURBED AREA: 64 AC.
4. ALL OPEN STORM PIPES SHALL BE PROTECTED WITH STONE FILTER PROTECTION AFTER WORK STOPPAGE
EACH DAY.
5. ALL STORM DRAINAGE PIPES SHALL BE THOROUGHLY FLUSHED THROUGH A FILTER BAG (C5.2, DETAIL 6) TO
RID THE SYSTEM OF ALL SEDIMENT FOLLOWING SITE STABILIZATION. INTERIOR FLUSHING OF SYSTEM
SHALL BE PERFORMED AS NEEDED TO MAINTAIN PROPER FUNCTIONING OF THE DRAINAGE SYSTEM.
6. THE INDICATED STAGING AREA IS INTENDED FOR VEHICLES AND NON -ERODIBLE MATERIALS ONLY. NO
SOIL, SAND OR OTHER ERODIBLE, FINE GRAINED MATERIAL SHALL BE STORED OUTSIDE OF THE LIMITS OF
THE SITE PROTECTED BY SEDIMENT AND EROSION CONTROL DEVICES AND MEASURES.
7. SOIL AND OTHER MATERIALS SHALL ONLY BE TEMPORARILY STOCKPILED WITHIN THE CONSTRUCTION
LIMITS PROTECTED BY SEDIMENT AND EROSION CONTROL DEVICES AND MEASURES. STOCKPILES SHALL
BE STABILIZED AS REQUIRED AS INDICATED IN THE SLOPE & SURFACE STABILIZATION NOTES ON THIS PLAN.
8. TREE PROTECTION INSPECTION SHALL BE COMPLETED PRIOR TO INSTALLING EROSION CONTROL DEVICES.
9. ALL APPLICABLE E&S CONTROL MEASURES ARE TO BE PROPERLY MAINTAINED UNTIL PERMANENT
VEGETATION IS ESTABLISHED.
10. SEE DRAWINGS C5.5 (EROSION CONTROL DETAILS) FOR GROUND STABILIZATION, SELF -INSPECTION,
RECORD KEEPING, AND REPORTING REQUIREMENTS.
11. ALLOW TRAFFIC TO PASS ON CAMP BURTON ROAD AT ALL TIMES. CONSTRUCTION VEHICLES TO STAY OFF
WESTERN AVENUE DURING CONSTRUCTION OF THE ENTRANCE. IF SEDIMENT GETS ON ROAD, CLEAN ROAD
IMMEDIATELY.
12. THERE IS A FLOODPLAIN ON THE PROPERTY AS NOTED ON FIRM MAP NUMBER 3710789600J, PANEL 7896,
HOWEVER THERE IS NO FLOODPLAIN WITHIN THE LAND DISTURBANCE AREA FOR THE PROJECT. THE
ELEVATION OF THE FLOODPLAIN IS 693.00 AND IT OCCURS ON THE NORTH SIDE OF CAMP BURTON ROAD.
NO CONSTRUCTION, DEVELOPMENT, OR STORAGE OF MATERIALS SHALL BE ALLOWED BELOW THE 100
YEAR FLOODPLAIN ELEVATION OF 693.00.
1. MAINTAIN ALL EXISTING EROSION & SEDIMENT CONTROL MEASURES PREVIOUSLY CONSTRUCTED AND ASSOCIATED
WITH PHASE B. ADJUST AS NEEDED.
2. REMOVE AND STABILIZE CONSTRUCTION LAY DOWN, STAGING, DIRT & WASTE PILE AREAS. ALL APPLICABLE E&S
CONTROL MEASURES ARE TO REMAIN UNTIL PERMANENT VEGETATION IS ESTABLISHED.
3. AS SITE IS BROUGHT UP TO FINAL GRADE INSTALL DIVERSION DITCH D AND REMOVE SEDIMENT BASIN C. INSTALL
ADDITIONAL CHECK DAMS IN PLACE OF SEDIMENT BASIN C AS SHOWN.
4. INSTALL THE CULVERT AT THE STREAM CROSSING AS SHOWN ON THE GRADING PLAN (SHEET C4.0). REFER TO THE
CULVERT CONSTRUCTION SEQUENCE ON SHEET C5.7.
5. RESPREAD TOPSOIL, INSTALL SLOPE PROTECTION BLANKETS AND VEGETATE ANY REMAINING DISTURBED AREAS.
6. WHEN THE SITE IS STABILIZED, CONTACT NCDEQ AT [phone] AND TIMMONS GROUP AT 919-866-4505 FOR AN
INSPECTION.
7. IF APPROVAL IS GRANTED BY NCDEQ AND TIMMONS GROUP, REMOVE TEMPORARY SILT FENCING AND OTHER
TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES.
8. CONVERT TEMPORARY SEDIMENT BASINS A AND B INTO PERMANENT WET AND DRY PONDS RESPECTIVELY (REFER TO
THE PERMANENT DRY DETENTION POND DETAIL ON SHEET C5.5 AND THE PERMANENET WET POND DETIAL ON SHEET
C5.6). DEWATER THE SEDIMENT BASINS USING A SILT BAG AND SUMP PUMP (SHEET C5.2, DETAIL 6). REMOVE THE
TEMPORARY SKIMMERS, BAFFLES AND OTHER TEMPORARY COMPONENTS WITHIN THE BASINS. EXCAVATE SEDIMENT
AND GRADE TO FINAL CONTOURS ACCORDING TO THE GRADING PLAN (SHEET C4.0).
Q:D
2
C5.2
3
C5.2
4
C5.2
5
C5.2
6
C5.2
7
C5.2
-� TEMPORARY DIVERSION DITCH
1 w TEMPORARY ROCK PIPE INLET PROTECTION
*&
O a GRAVEL CONSTRUCTION ENTRANCE
_�IIIIIIIIIIIIIIIpTEMPORARY ROCK CHECK DAM
c�-iiiiiiIiIiiiiiiiIIIIii- DEWATERING PUMP WITH SILT BAG
12po REINFORCED SILT FENCE OUTLET
[:D CONCRETE WASHOUT AREA
TEMPORARY PLYWOOD BAFFLE
NAp 83
SCALE 1 "=80'
0 80' 160'
10 Ill
RIP RAP OUTLET PROTECTION
C5.2
11
C5.2 COMPOST SOCK
1
C5.3
TEMPORARY SKIMMER SEDIMENT BASIN
C5.3
r//��///�////]///ROLLED EROSION CONTROL PRODUCT
3
C5.3
TEMPORARY SLOPE DRAIN
5
C5.3
TEMPORARY SEDIMENT FENCE
6 EROSION CONTROL FOR PIPE
C5.3 TRENCHING
- - - - LIMITS OF CONSTRUCTION
PROPOSED STORM SEWER PIPES
DRAINAGE AREAS
DC DUST CONTROL
T 919 781 8582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
[e-mail]
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ID
DATE
DESCRIPTION
DRAWN BY: JL
CHECKED BY: FS
EROSION CONTROL
PLAN PHASE'C'
2020063 8 OCT 2020
C3.2
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TEMPORARY RIPRAP OUTLET PROTECTION
SITE MATERIAL TESTING RESPONSIBILITIES:
1. THE CONTRACTOR IS RESPONSIBLE FOR COMPLETING THE
QUALITY ASSURANCE (QA) TESTING NOTED IN THE TECHNICAL
SPECIFICATIONS AND THE CONTRACTOR IS RESPONSIBLE FOR
SUBMITTING THOSE TEST RESULTS TO TIMMONS GROUP FOR
REVIEW.
2. THE OWNER (NORTH CAROLINA NATIONAL GUARD), WILL HIRE A
THIRD -PARTY TESTING COMPANY TO DO QUALITY CONTROL (QC)
TESTING AND THE SCHEDULE OF QC TESTING WILL BE PROVIDED
TO THE CONTRACTOR AT THE BEGINNING OF CONSTRUCTION.
3. THE CONTRACTOR IS TO CONTACT THE OWNER'S QC AGENT AT
THE APPROPRIATE TIMES WHEN QC TESTING IS TO BE COMPLETED
AND KEEP THE OWNER AND TIMMONS GROUP UP TO DATE ON TEST
SCHEDULING AND RESULTS.
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1.
ALL CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE NCSCO
8.
MAINTAIN ALL EROSION CONTROL DEVICES AFTER EACH RAINFALL
AND OSHA STANDARDS.
EVENT IN ACCORDANCE WITH NCDEQ LAND QUALITY
2.
COORDINATE THE PROJECT SCHEDULE WITH THE NATIONAL GUARD
REQUIREMENTS AND AS DIRECTED BY THE NCDEQ AND CIVIL
(OWNER), SMITH SINNETT ARCHITECTURE (ARCHITECT), AND
ENGINEER.
ADJACENT USERS OF THE PROPERTY. MAINTAIN TRAFFIC FLOW AND
9.
FLUSH ALL SEDIMENT OUT OF STORM DRAINAGE PIPES AND
DO NOT INTERRUPT UTILITIES AROUND THE SITE. DO NO DISTURB
STRUCTURES FOLLOWING SITE STABILIZATION AND AT THE END OF
OPERATIONS OF ADJACENT SITES AND FACILITIES AND/OR THEIR
CONSTRUCTION. FLUSH OUT PIPES AS NEEDED THROUGHOUT
OWNER'S ONGOING OPERATIONS.
CONSTRUCTION TO MAINTAIN PROPER FUNCTIONING OF THE
3.
THE CONTRACTOR SHALL RECYCLE ALL PAVING MATERIALS
DRAINAGE SYSTEM.
REMOVED FROM THE SITE AND SHALL PROVIDE DOCUMENTATION
10.
IN DISTURBED AREAS, AMEND THE TOP 6 INCHES OF LAWN AREAS
THAT THE MATERIALS HAVE BEEN RECYCLED. COMPLETE THE
WITH 3 INCHES OF IMPORTED AND TESTED TOPSOIL THAT MEET THE
S.W.A.R.W.E.B. FORM AND ATTACH IT TO THE TO EACH PAY
SPECIFICATIONS. PROVIDE DOCUMENTATION ON THE TOPSOIL.
APPLICATION.
11.
PRIOR TO FINAL PROJECT ACCEPTANCE, PROVIDE AN AS -BUILT
4.
OBTAIN ARCHITECTS WRITTEN APPROVAL FOR ANY REQUESTED
SURVEY OF THE SITE INCLUDING GRADING, STORM SEWERS, AND
SHORT-TERM, OFF -HOUR, OR TEMPORARY UTILITY SHUT- DOWNS OR
THE STORM WATER MANAGEMENT BASIN.
DISRUPTIONS.
12.
THERE IS A FLOODPLAIN ON THE PROPERTY AS NOTED ON FIRM MAP
5.
DISPOSE OFF -SITE WASTE MATERIALS GENERATED DURING
NUMBER 3710789600J, PANEL 7896, HOWEVER THERE IS NO
CONSTRUCTION AND FOR OBTAINING ALL APPLICABLE PERMITS FOR
FLOODPLAIN WITHIN THE LAND DISTURBANCE AREA FOR THE
OFF -SITE STOCKPILES AND/OR WASTE AREAS. IF THE SAME PERSON
PROJECT. THE ELEVATION OF THE FLOODPLAIN IS 693.00 AND IT
CONDUCTS THE LAND -DISTURBING ACTIVITY AND ANY RELATED
OCCURS ON THE NORTH SIDE OF CAMP BURTON ROAD. NO
BORROW OR WASTE ACTIVITY, THE RELATED BORROW OR WASTE
CONSTRUCTION, DEVELOPMENT, OR STORAGE OF MATERIALS
ACTIVITY IS PART OF THE LAND DISTURBING ACTIVITY. IF THE
SHALL BE ALLOWED BELOW THE 100 YEAR FLOODPLAIN ELEVATION
BORROW OR WASTE ACTIVITY ARE NOT CONDUCTED BY THE SAME
OF 693.00.
PERSON, THEY SHALL BE CONSIDERED SEPARATE LAND DISTURBING
ACTIVITY AND MUST BE PERMITTED THROUGH THE SEDIMENT
POLLUTION CONTROL ACT.
6.
SEE GENERAL NOTES ON EXISTING CONDITIONS AND DEMOLITION
PLAN FOR REQUIREMENTS FOR REMOVAL AND PATCHING OF
SCALE 1"=80'
PAVEMENT FOR UTILITY INSTALLATION.
7.
REPAIR OR REPLACE ANY ITEMS DAMAGED DUE TO CONSTRUCTION
0 80' 160'
(ONSITE AND/OR OFFSITE) AT NO EXPENSE TO THE OWNER.
ABBREVIATIONS
TW = TOP OF WALL ELEVATION
BW = BOTTOM OF WALL ELEVATION
FIG = FINISH GROUND ELEVATION
RCP = REINFORCED CONCRETE PIPE
HP= HIGH POINT ELEVATION
LP = LOW POINT ELEVATION
T 919 781 8582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
info@smithsinnett•com
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ID
DATE
DESCRIPTION
DRAWN BY: JL
CHECKED BY: FS
GRADING &
DRAINAGE PLAN
2020063 8 OCT 2020
C4.0
L J

7" DIA. X 5/16" THICK, GREASED HSS 2-1/2" X
STEEL PIPE INSIDE 6" DIA STEEL 2-1/2" X 1/4" TYPICAL
PIPE WITH 7" DIA. WELDED CAP. WELDS
CENTER A 1/2" BALL BEARING
(IN SEAT) ON TOP OF 6" POST HSS 4-1/2" x 2-1 z" x 1/4"
PRIOR TO INSTALLING 7" POST
ASSEMBLY.
o
55
N
11-FT
2' FROM FUTURE BOC
MEN
imSm
6" DIA X 5/16" THICK STEEL
PIPE SET IN 3,000-PSI CONC
FOOTING (TYP)
3'
36"x12" NCDOT OM-3L BLACK
AND YELLOW DELINEATOR
REFLECTIVE SIGN. INSTALL ON
BOTH SIDES TOP POST
LOCKABLE
LATCH/ GATE
CATCH
Ir
CONCRETE
FOOTING WITH
STEEL PIPE SLEEVE
DROPBAR
O32-FT WIDE DOUBLE ARM PIPE GATE ASSEMBLY
TYPICAL HSS 2-1/2" X
WELDS 2-1/2" X 1/4"
KNOX BOX SERIES
HSS 4-1/ ' x 2-1/2" x 1/4" 3200 SECURED TO
TOP OF POST
HSS
WELD LOCKABLE
STEEL SEAT ON
kzr4„ POST. ALIGN TO
11-FT HOLD GATE LEVEL.
2' FROM FUTURE BOC
6" DIA X 5/16" THICK STEEL
PIPE SET IN 3,000-PSI CONC
FOOTING (TYP)
PAINTING SPECIFICATIONS:
1. SYSTEM TYPE: EPDXY -POLYURETHANE
2. SURFACE PREPARATION: SSPV-SPI AND BRUSH OFF BLAST CLEAN
3. PRIMER: SERIES 27 (FIELD -COATED) TYPDXY OR 69 HI -BUILD EPDXOLINE
4. FINISH PAINT: SERIES 73 ENDURA-SHIELD, SEMI -GLOSS, COLOR: SAFETY YELLOW
CONCRETE 1-FT 1-FT
MOW STRIP
GROUND ELEV———————— — — — — — —
a
TOP ELEV: 748.50------------ Id d... a
d:.
d
• I I
! I da
d:. I
9 I
I I
I I
a d
p L -a
d;, d Q
MODULAR BLOCK RETAINING
WALL (SEE SHEET C4.1 FOR
WALL HEIGHTS) d
CONCRETE/
FOOTING
d: .
d: .
e.
d; v
d; v
a /
FINISHED GRADE
GROUND ELEV: 731.00-- — -- — —
d:. /
BOTTOM WALL ELEV
1-FT THICK ABC STONE BASE (COMPACT) /
161
5/8" HOT -DIPPED
GALVANIZED
CARRIAGE BOLT
WITH HEX NUT AND
WASHER
TIMBER
GUARDRAIL
FINISH GRADE
' \7'� SELECT FILL REMAINING
LENGTH OF GEOGRID
PRETREAT FENCE
FOOTING
PENETRATION
THROUGH GEOGRID
FABRIC TIEBACKS AS
NEEDED FOR WALL DESIGN.
\/
HAND EXCAVATE, CUT X IN
GEOGRID, FOLD IT BACK.
\�
TURN GEOGRID BACK INTO
\\'
WET CONCRETE. INTERSECT
TWO LAYERS OF GRID
SURROUND STONE
WITH GEOTEXTILE
FILTER FABRIC
4-INCH PERFORATED UNDERDRAIN
CONNECT TO STORM DRAINS. CLEAN STONE
(SEE GRADING AND DRAINAGE PLAN) BACKFILL MIN WIDE ALONG WALL
NOTES: WALL A (SEE SHEET C4.0)
1. CONTRACTOR MUST PROVIDE SHOP DRAWING OF WALL DESIGN, SIGNED AND SEALED BY A
PROFESSIONAL ENGINEER, FOR APPROVAL PRIOR TO CONSTRUCTION. WALL DESIGNER MUST BE A
PROFESSIONAL ENGINEER AND CONTRACTOR MUST BE CERTIFIED TO BUILD THE WALL.
2. DESIGN PARAMETERS:
2.1. MODULAR BLOCKS SHALL GRAY IN COLOR, SPLIT FACE TEXTURE, AND BE MADE OF CONCRETE.
2.2. INSTALL FABRIC TIE BACKS AND UNDERDRAINS PER MANUFACTURER'S RECOMMENDATIONS.
2.3. PROVIDE CONCRETE CAP ON THE WALL.
2.4. FABRIC TIE BACKS SHALL HAVE A MINIMUM LENGTH EQUAL TO THE WALL HEIGHT.
32-FT WIDE DOUBLE ARM PIPE GATE ASSEMBLY (WITH KNOX BOX)
CONCRETE
MOW STRIP
GROUND ELEV---------
TOP ELEV: 746.00-----------
d; v
MODULAR BLOCK RETAINING P
WALL (SEE SHEET C4.1 FOR
WALL HEIGHTS) d:
d: .
d: '.
P.
d; v
d: .
FINISHED GRADE ..
GROUND ELEV: 725.50' — — — —
d: .
BOTTOM WALL ELEV \�
1-FT THICK ABC STONE BASE (COMPACT)
7" DIAMETER TIE BACK POST
SET 2' FROM PAVEMENT
EDGE. SET IN CONC.
FOOTING (TYP OF 2)
HEIGHT: AS
REQUIRED TO
MATCH GATE
HEIGHT (WHEN GATE
IS OPEN)
s
7" DIAMETER TIE BACK POST
NOTES
1. ALL STEEL SHALL BE HOT -DIPPED GALVANIZED AND EPDXY
PAINTED.
2. SUBMIT SHOP DRAWING FOR REVIEW AND APPROVAL PRIOR TO
FABRICATION AND ASSEMBLY.
5/8" HOT -DIPPED
GALVANIZED
CARRIAGE BOLT
WITH HEX NUT AND
WASHER
TIMBER
GUARDRAIL
1-FT 1-FT FINISH GRADE
TIT
/
SELECT FILL REMAINING
LENGTH OF GEOGRID
PRETREAT FENCE
FOOTING
\\/ PENETRATION
THROUGH GEOGRID
\ FABRIC TIEBACKS AS
NEEDED FOR WALL DESIGN.
HAND GEOGRID, CFOLAVATE, CUT X IN
D I BBACK.
\� TURN GEOGRID BACK INTO
\\ WET CONCRETE. INTERSECT
TWO LAYERS OF GRID
SURROUND STONE
WITH GEOTEXTILE
FILTER FABRIC
4-INCH PERFORATED UNDERDRAIN
CONNECT TO STORM DRAINS. CLEAN STONE
(SEE GRADING AND DRAINAGE PLAN) BACKFILL MIN WIDE ALONG WALL
NOTES: WALL B (SEE SHEET C4.0)
1. CONTRACTOR MUST PROVIDE SHOP DRAWING OF WALL DESIGN, SIGNED AND SEALED BY A
PROFESSIONAL ENGINEER, FOR APPROVAL PRIOR TO CONSTRUCTION. WALL DESIGNER MUST BE A
PROFESSIONAL ENGINEER AND CONTRACTOR MUST BE CERTIFIED TO BUILD THE WALL.
2. DESIGN PARAMETERS:
2.1. MODULAR BLOCKS SHALL GRAY IN COLOR, SPLIT FACE TEXTURE, AND BE MADE OF CONCRETE.
2.2. INSTALL FABRIC TIE BACKS AND UNDERDRAINS PER MANUFACTURER'S RECOMMENDATIONS.
2.3. PROVIDE CONCRETE CAP ON THE WALL.
2.4. FABRIC TIE BACKS SHALL HAVE A MINIMUM LENGTH EQUAL TO THE WALL HEIGHT.
MODULAR BLOCK RETAINING WALL WITH TIMBER GUARDRAIL
N.T.S.
N.T.S.
T 919 7818582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
[e-mail]
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ID
DATE
DESCRIPTION
DRAWN BY:
JL
CHECKED BY:
FS
SITE DETAILS
2020063
8 OCT 2020
C5.0

BCS D
(Span-B)/2
BL I - A Spa. @ 12" = B (Top.-)
BL I - C Eq. Spa. = D (Bot.) 1
BH I-1 ,`T I
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- - - - - -
BH2
_d
3'1
SPAN
9"(Typ.)
1
1 I
I I
o,
BVI
HGHT
BV I
'-
_•
BH2
BH I- LT2
BL I - A Spa. @ 12" = B
(Span-B)/2 (Top & Bot.)
TYPICAL SECTION
Sheet I of 2
002 01
Alternate BH3 with
BH I (All corners
when required)
BL I (All corners)
-T3
Lap BH I
- Permissible
Construction
Joint (Typ.)
Capaci I y. I IS20 44 Loading and Al I ei no I e Mili I ai y Loading.
Specifications:
Construction - Va. Department of Transportation Road and Bridge
Specifications, 1991.
Design - AASHTO Standard Specifications for Highway Bridges, 1983,
including Interim Specifications, 1984, 1985 and VDOT
Modifications, using Load Factor Design.
All concrete shall be Class A4.
Deformed reinforcing bars shall conform to ASTM A615, Grade 60. All reinforcing
bar dimensions on the detailed drawings are to centers of bars except where
otherwise noted and are subject to fabrication and construction tolerances.
Construction joints shall be constructed and bonded in accordance with the
current Road and Bridge Specifications.
Barrels more than 35' in length shall be poured in sections by providing vertical
construction joints, not exceeding 25' between joints nor more than 30' from
ends of barrels.
Bars BH I & BH3 shall have a pin diameter of 24 bar diameters.
Dimensions on bar diagrams are out -to -out of bars. Bars are straight and #4 in
size unless otherwise shown. BL2 shall be #3 in size.
The number of BL I & BL2 bars shown in the table is the number of longitudinal
bars shown in the Typical Section and may not equal the total number of bars
required. BL I & BL2 shall have a lap of 30 bar diameters at splices. At con-
struction Joints, first placed bars shall project 30 bar diameters beyond the Joint.
Estimated QUAN./LF shown for reinforcing steel does not include quantity for
laps of BL I & BL2 bars. The additional weight per longitudinal lap is shown in the
table.
The centers of main reinforcing bars shall be 2" from the face of the concrete.
When concrete protective coating is required, all steel shall be epoxy -coated.
All reinforcing steel for culverts under 0 to 2 foot fills shall be epoxy -coated.
At the Contractor's option, BV I bars may be spliced at the permissible construc-
tion Joint in order to facilitate construction. No additional compensation shall
be provided for the increase in reinforcing steel quantity due to the splices.
Headwall quantities shown assume wingwalls are to be built at a 45' angle to the
headwall.
The designs are applicable to the fill height and other conditions indicated. Any
change in the conditions invalidates these designs.
Wingwalls referenced by letter apply when the acceptable foundation level is the
same for both box and wings. If foundation levels are different, the height of
the wingwall shall be adjusted by selection of another lettered wingwall of appro-
priate height. For wingwall details, refer to standard series BCW for the appro-
priate fill slope.
For details of extending existing boxes, refer to Standard BCE-01.
For modification of details for skewed culverts, see the Skewed Box Details
included in the road plans.
This standard shall be used with the the BCS standard series.
SINGLE BOX CULVERTS
sralloeeo oEraiLs
STRUCTURE
AND
BRIDGE
DIVISION
BCS 25
DIMENSIONS
REINFORCING
STEEL
SPAN
HGHT
TI
T2
T3
A
B
C
D
E
F
BHI
BH2
BH3
BVI
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3
3
8"
8"
8"
2
2'- 0"
2
2'- 0"
1
1,- 0"
4
12"
4'- 0"
2'- 8"
8'-10"
5
12"
41- 0"
3
12"
2'- 1 I/4"
4'- 0"
4
12"
4'- 0"
16
8
3
4
8"
8"
8"
2
2'_ 0"
2
2'- 0"
2
2'- 0"
4
12"
41- 0"
31- 2"
9'-10"
5
12"
41- 0"
3
12"
2'- 1 I/4"
4'- 0"
4
12"
51- 0"
16
12
4
3
8"
8"
8"
3
3'- 0'
3
3'- 0"
I
I '
4
4
8"
8"
8"
3
31- 0"
3
31- 0"
2
2'- 0"
4
I I"
51- 0"
31- 2"
I01- I0"
6
I I"
51- 0"
3
I I"
2'- 3%"
4'- 5"
4
12"
5'- 0"
20
12
4
5
8"
8"
8"
3
3'- 0"
3
3'- 0"
3
3'- 0"
4
I I "
5'- 0"
3'- 8"
I I '- 10"
6
I I "
5'- 0"
3
I I "
2'- 3%"
4'- 5"
4
12"
6'- 0"
20
16
4
6
8"
8"
8"
3
31- 0"
3
31- 0"
4
4'- 0"
4
I OI/2"
5'- 0"
41- 2"
12'- 10"
6
101/2"
51- 0"
3
101/2"
21- 3%ll
41- 5"
4
12"
71- 0"
20
20
5
3
81/211
81/211
8"
4
41- 0"
4
41- 0"
I
I'- 0"
5
9"
61- 0"
21- 81/211
101- 9"
6
9"
61- 0"
--
---
-----
-----
4
9"
41- 1"
24
8
5
4
81/2"
81/2"
8"
4
4'- 0"
4
4'- 0"
2
2'- 0"
5
81/2"
6'- 0"
3'- 21/2"
I 1'- 9"
6
81/2"
6'- 0"
--
---
-----
-----
4
11 %2"
5'- I "
24
12
5
5
81/2"
81/2"
8"
4
4'- 0"
4
4'- 0"
3
3'- 0"
4
81/2"
6'- 0"
3'- 81/2"
12'-II"
6
81/2"
6'- 0"
3
81/2"
2'- 6"
4'-10"
4
12"
6'- 1"
24
16
5
6
83/4"
83/4"
8"
4
41- 0"
4
41- 0"
4
4'- 0"
4
81/2"
6'- 0"
4'- 24"
I3'-I I"
6
81/2"
61- 0"
--
---
-----
-----
4
12"
71- 2"
24
20
5
7
83/4"
8%411
8"
4
4'- 0"
4
4'- 0"
5
5'- 0"
4
8"
6'- 0"
4'- 8%4"
14'-11"
6
8"
6'- 0"
--
---
-----
-----
4
1211
8'- 2"
24
24
6
4
10"
10"
8"
5
5'- 0"
5
5'- 0"
2
2'- 0"
4
71/211
7' 0"
3'- 4"
13'- 2"
6
71/211
7'- 0"
3
7�/211
2'- 8%1
51- 2"
4
9"
51- 4"
28
12
6
5
101/411
101/411
8"
5
5'- 0"
5
5'- 0"
3
3'- 0"
4
71/2"
T- 0"
3'-101/4"
14'- 2"
6
71/211
71- 0"
--
---
-----
-----
4
1211
61- 5"
28
16
6
6
101/4"
101/4"
8"
5
51- 0"
5
51- 0"
4
41- 0"
4
7"
71- 0"
41- 41/4"
I51- 2"
6
7"
71- 0"
--
---
-----
-----
4
12"
71- 5"
28
20
6
7
101/4"
101/4"
8"
5
5'- 0"
5
5'- 0"
5
51- 0"
4
7"
T- 0"
4'-101/4"
16'- 2"
6
7"
71- 0"
--
---
-----
-----
4
12"
81- 5"
28
24
6
8
I01/4"
101/4"
8"
5
51- 0"
5
51- 0"
6
61- 0"
5
7"
7'- 0"
51- 41/4"
I71- I"
6
7"-----
0"
--
---
-----
-----
4
12"
91- 5"
28
28
7
4
111/211
1111211
8"
6
6'- 0"
6
6'- 0"
2
2'- 0"
4
61/2"
8'- 0"
3'- 51/2"
14'- 5"
6
6%2"
81- 0"
--
---
-----
-----
4
8"
51- 7"
32
12
7
6
113/4"
I I %4"
8"
6
6'- 0"
6
6'- 0"
4
4'- 0"
4
6"
8'- 0"
4'- 5%4"
16'- 5"
6
6"
8'- 0"
--
---
-----
-----
4
12"
7'- 8"
32
20
7
8
1 13/4"
11 %4"
8"
6
6'- 0"
6
6'- 0"
6
6'- 0"
4
6"
1 8'- 0"
5'- 5%4"
18'- 5"
6
6"
81- 0"
--
---
-----
-----
4
12"
9'- 8"
32
28
7
10
1 13/4"
11 %4"
8"
6
6'- 0"
6
6'- 0"
8
8'- 0"
5
71/211
81- 0"
61- 53/4"
201- 4"
7
71/211
81- 0"
3
71/211
21-103/411
51- 7"
4
61/2"
1 1 '- 8"
32
36
8
4
123/4"
123/4"
8"
7
T- 0"
7
T- 0"
2
2'- 0"
5
81/2"
9'- 0"
3'- 63/4"
15'- 6"
8
81/211
9'- 0"
3
81/2"
3'- 11/4"
6'- 0"
4
71/2"
5'- 9"
36
12
8
6
1311
1311
8"
7
7'- 0"
7
7'- 0"
4
4'- 0"
5
81/211
9'- 0"
4'- 7"
17'- 6"
8
81/211
9'- 0"
--
---
-----
-----
4
1211
T- 10"
36
20
8
8
13"
13"
8"
7
7'- 0"
7
7'- 0"
6
6'- 0"
5
81/2"
9'- 0"
5'- 7"
19'- 6"
8
81/2"
9'- 0"
3
81/2"
3'- I I/4"
6'- 0"
4
12"
9'- 10"
36
28
8
10
13"
13"
8"
7
71- 0"
7
71- 0"
8
8'- 0"
5
5"
91- 0"
61- 7"
21 '- 6"
6
5"
9'- 0"
--
---
-----
-----
5
10�/2"
1 1 '-10"
36
36
9
4
131/2"
131/2"
8"
8
8'- 0"
8
8'- 0"
2
2'- 0"
5
6"
10'- 0"
31- 71/2"
161- 7"
7
6"
101- 0"
--
---
-----
-----
4
61/2"
5'-1 1"
40
12
9
6
131/211
131/211
8"
8
8'- 0"
8
8'- 0"
4
4'- 0"
4
71/2"
10'- 0"
41- 71/211
181- 9"
8
71/211
101- 0"
4
71/2"
3'- 35/ 11
61- 4"
4
11 %2"
T-1 1"
40
20
9
8
131/2"
131/2"
8"
8
8'- 0"
8
8'- 0111
6
6'- 0"
5
71/2"
I0'- 0"
5'- 71/2"
20'- 7"
8
71/2"
I0'- 0"
3
71/2"
3'- 3%"
6'- 5"
4
I2"
91- I I"
40
28
9
I 0
131/2"
131/2"
8"
8
8'- 0"
8
8'- 0"
8
8'- 0"
5
6"
10'- 0"
6'- 71/2"
22'- 7"
7
6"
10'- 0"
--
---
-----
-----
4
9"
I I '- I I "
40
36
9
12
131/4"
131/4"
8"
8
8'- 0"
8
8'- 0"
10
10'- 0"
6
7"
10'- 0"
T- 71/4"
24'- 5"
8
7"
101- 0"
--
---
-----
-----
4
41/2"
13'-10"
40
44
10
4
143/4"
14%4"
8"
9
9'- 0"
9
9'- 0"
2
2'- 0"
4
6"
II'- 0"
3'- 8%4"
IT- 11"
7
6"
111- 0"
4
6"
31- 6"
61- 9"
4
6"
61- 1"
44
12
I 0
6
15"
15"
8"
9
9'- 0"
9
9'- 0"
4
4'- 0"
5
51/2"
I I '- 0"
4'- 9"
19'- 10"
7
5
-----
-----1/
4
I I "
8'- 2"
44
20
10
8
15"
15"
8"
9
91- 0"
9
9'- 0"
6
6'- 0"
4
7"
II'- 0"
5'- 9"
22'- 0"
8
7"
111- 0"
4
7"
3'- 6"
6'- 9"
4
12"
10'- 2"
44
28
10
10
15"
I5"
8"
9
9'- 0"
9
9'- 0"
8
8'- 0"
6
61/2"
II'- 0"
61- 9"
231- 8"
8
6%2"
III- 0"
--
---
-----
-----
4
9"
I21- 2"
44
36
10
12
15"
1511
8"
9
9'- 0"
9
9'- 0"
10
10'- 0"
6
61/2"
II'- 0"
71- 9"
251- 8"
8
6%2"
III- 0"
--
---
-----
-----
4
41/2"
14'- 2"
44
44
12
6
171/211
171/211
8"
1 1
11 '- 0"
11
1 1 '- 0"
4
4'- 0"
4
6"
13'- 0"
4'-1 1 %2"
22'- 5"
8
6"
131- 0"
3
6"
T-10%4"
T- 7"
4
1011
81- 7"
52
20
12
8
173/q"
17%4"
8"
11
I I '- 0"
11
I I '- 0"
6
6'- 0"
5
41/2"
13'- 0"
5'- 11 %q"
241- 4"
7
41/2"
131- 0"
--
---
-----
-----
4
12"
101- 7"
52
28
12
10
173/4"
173/4"
8"
11
I I '- 0"
I I
I I '- 0"
8
81- 0"
6
6"
131- 0"
1 6'- 113/4"
261- 2"
8
6"
131- 0"
--
---
-----
-----
4
10"
121- 7"
1 52
36
12
12
173/4"
173/4"
8"
11
I I '- 0"
11
I I '- 0"
1 101
10'- 0"
6
6"
13'- 0"
1 7'- 11 %4"
28'- 2"
8
6"
13'- 0"
--
---
-----
-----
5
71/2"
14'- 7"
52
44
Sheet I of 2 For Typical Section, notes and other details, refer to standard BCS-DT.
SNIGLE BOAC CULVERTS
1002 131 20 TO 25 FT FILLS
STRUCTURE
AND
BRIDGE
DIVISION
OPRECAST CONCRETE CULVERT N.T.S.
Symme+,-'. -1 „�,,, ,+ G r. ,1,.--+
A
(With Wing) (Wing Removed)
(Downstream End) (Upstream End)
END ELEVATION
Upstream End
Downstream Barrel Length (out -to -out of headwall)
End
Fill Slope 6"x6" fillet
12"
�Top of top slab
I 2"
i
i
i
i
STRUCTURE
AND
BRIDGE
DIVISION
TI
HWI
12" R upstream
end (optional at
downstream end)
`. T2 -cam
1211 SECTION A -A
(With Wing)
- 12"
HWI
REINFORCING BAR DIAGRAMS
a
BHI
a
BH3
- 6" x 3/$" PVC
Dumbell Waterstop
y
,o
ti
A
�x
o�
SECTION B-B
(With Wing)
(Downstream End)
BCS D
Back Face of
Curtain Wall
T3 6" x 6" Fillet
I I
I I #6 - HW I
Construction .,
Joint
• A,
o; ok
SINGLE BOX CULVERTS
>rcNoaRD DETAILS
Construction Joint
V
45%
PART PLAN
(Wing Removed)
(Upstream End)
Sheet 2 of 2
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0.400
45.201
5'-10"
6
5'- 6"
1.038
33.044
1.042
33.044
A
3
4
17.596
0.449
49.377
5'-10"
6
5'- 6"
1.131
33.044
1.134
33.044
C
4
3
19.524
0.449
53.135
6'-10"
6
6'- 6"
1.139
39.052
1.146
39.052
A
4
4
20.936
0.498
63.973
6'-10"
6
6'- 6"
1.232
39.052
1.239
39.052
C
4
5
22.348
0.547
68.271
6'-10"
6
6'- 6"
1.324
39.052
1.332
39.052
E
4
6
23.760
0.596
74.584
6'-10"
6
6'- 6"
1.417
39.052
1.424
39.052
G
5
3
22.864
0.516
80.245
7'-10"
6
71- 6"
1.240
45.060
1.251
45.060
A
5
4
24.276
0.565
87.679
7'-10"
6
7'- 6"
1.333
45.060
1.343
45.060
C
5
5
25.688
0.614
90.246
7'-10"
6
7'- 6"
1.426
45.060
1.436
45.060
E
5
6
27.100
0.674
84.821
7'-10"
6
7'- 6"
1.518
45.060
1.529
45.060
G
5
7
28.512
0.722
92.896
7'-10"
6
7'- 6"
1.611
45.060
1.621
45.060
1
6
4
27.616
0.684
106.939
8'-10"
6
8'- 6"
1.446
51.068
1.460
51.068
D
6
5
29.028
0.745
97.220
8'-10"
6
8'- 6"
1.538
51.068
1.552
51.068
F
6
6
30.440
0.794
106.917
8'-10"
6
8'- 6"
1.631
51.068
1.645
51.068
H
6
7
31.852
0.843
112.047
8'-10"
6
8'- 6"
1.724
51.068
1.738
51.068
J
6
8
33.264
0.890
138.951
8'-10"
6
8'- 6"
1.817
51.068
1.830
51.068
L
7
4
30.956
0.822
117.002
9'-10"
6
9'- 6"
1.532
57.076
1.549
57.076
D
7
6
33.780
0.932
131.068
9'-10"
6
9'- 6"
1.716
57.076
1.733
57.076
H
7
8
36.604
1.030
142.092
9'-10"
6
9'- 6"
1.902
57.076
1.919
57.076
L
7
10
39.428
1.125
197.314
9'-10"
6
9'- 6"
2.087
57.076
2.104
57.076
P
8
4
34.296
0.961
167.087
10'-10"
6
10'- 6"
1.611
63.084
1.631
63.084
D
8
6
37.120
1.075
161.419
10` 10"
6
10` 6"
1.794
63.084
1.815
63.084
H
8
8
39.944
1.172
185.729
10'-10"
6
10'- 6"
1.980
63.084
2.000
63.084
L
8
10
42.768
1.266
238.319
10'-10"
6
10'- 6"
2.165
63.084
2.185
63.084
P
9
4
37.636
1.085
196.771
11'-10"
6
I I'- 6"
1.688
69.092
1.712
69.092
D
9
6
40.460
1.184
197.873
1 1 `10"
6
1 1'- 611
1.874
69.092
1.897
69.092
H
9
8
43.284
1.281
220.077
1 1 ` 10"
6
1 1 ` 6"
2.059
69.092
2.083
69.092
L
9
10
46.108
1.379
237.461
11'-10"
6
11'- 6"
2.245
69.092
2.268
69.092
P
9
12
48.932
1.456
309.829
11'-10"
6
11'- 6"
2.433
69.092
2.457
69.092
T
I 0
4
40.976
1.254
224.040
12'-10"
6
12'- 6"
1.753
75.100
1.780
75.100
D
10
6
43.800
1.369
237.193
12'- 10"
6
12'- 6"
1.935
75.100
1.962
75.100
H
10
8
46.624
1.468
235.505
12'-10"
6
12'- 6"
2.120
75.100
2.147
75.100
L
10
10
49.448
1.562
304.296
12'-10"
6
12'- 6"
2.306
75.100
2.333
75.100
P
10
12
52.272
1.657
347. 194
12'-10"
6
121- 6"
2.491
75.100
2.518
75.100
T
12
6
50.480
1.757
277.565
14'-10"
6
14'- 6"
2.059
87.116
2.092
87.116
1
12
8
53.304
1.872
336.479
14'-10"
6
14'- 6"
2.239
87.116
2.272
87.116
M
12
10
56.128
1.969
364.495
14'-10"
6
14'- 6"
2.424
87.116
2.458
87.116
Q
12
12
58.952
2.064
408.019
14'-10"
6
14'- 6"
2.609
87.116
2.643
87.116
U
STRUCTURE
AND SINGE BOX CULVERTS
BRIDGE 20 TO 25 FT. FILLS
DIVISION
BCS-2 5
yiMWAI1 1
1002.14
PRECAST CONCRETE END WALLS N.T.S.
T 919 7818582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
[e-mail]
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ID
DATE
DESCRIPTION
DRAWN BY: JL
CHECKED BY: FS
SITE DETAILS
2020063 8 OCT 2020
C5. 1

MAINTENANCE NOTES:
NOTES:
1. TEMPORARY DIVERSION DITCH TO BE USED TO INTERCEPT FLOW MAINTENANCE 1. INSPECT THE BARRIER AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL AND REPAIR IMMEDIATELY.
AND/OR DIVERT TO A SEDIMENT CONTROL MEASURE OR SCM. INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL.
2. SILT SHALL BE REMOVED WHEN DITCH IS ONE-HALF FULL. IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA AND REPAIR THE 2. REMOVE SEDIMENT AND RESTORE SEDIMENT STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT
3. DITCH SHALL BE RECONSTRUCTED WHEN DAMAGED BY EQUIPMENT DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP.
OR COVERED BY FILL. AS NEEDED. WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED,
4. STABILIZE DIVERSION DITCH BERM WITH TEMPORARY SEEDING, REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE NATURAL 3. CHECK THE STRUCTURE FOR DAMAGE AND REPLACE ANY DISPLACED RIPRAP IMMEDIATELY.
MULCH WITH TAC, AND/OR EROSION CONTROL NETTING. GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
4. APPROPRIATELY STABILIZE ALL BARE AREAS AROUND THE INLET.
OI
OF�FCTIO
2' MIN. FLOW
I
WASTE MATERIAL -COMPACT
FIB SEED & MULCH AFTER
- < VAR.
CLASS 1 RIP RAP SEE
S 'i�'
CONSTRUCTION OF DITCH I
P / 40 SECTION THRU BASIN BELOW
A 2 10
12 n � \
'I \
I
1 i i
I /
I
M �\
1 i
IIIIIIIIIIII-III IIIII 2'
IIIIIIIIIIIIIIIIIIIII q
k
3
o�
i
III III III III III II III III III III III III III
I
I
FLOW
\
III, III, III CROSS SECTIONAL VIEW - - \`\°� ``� PPE RTC
i ° 8 . RIP RAP
12 - O i HEADWALL
.� \\\ °° /
....................... i
i - - //� i % /.i ..................... #5 WASHED STONE
S / I / I I///r I /�/ / / _ i �' THICK X 3' HIGH MIN.
STO R _
FL
DITCH TOTAL FLOW SLOPE BOTTOM WIDTH RIGHT SLOPE LEFT SLOPE FLOW DEPTH TEMPORARY LINER PERMANENT LINER
(CFS) (%) (FT) (H:V) (H:V) (FT) /
A 41.98 1.00 0 2:1 2:1 2.61 STRAW W/ EXCELSIOR NET N/A AREA TO BE
B 36.46 1.00 0 2:1 2:1 2.49 STRAW W/ EXCELSIOR NET N/A DISTURBED PERSPECTIVE VIEW
C 30.95 2.17 0 2:1 2:1 1.88 STRAW W/ EXCELSIOR NET N/A (CUT, FILL, ETC.)
D 1 8.48 1.00 0 2:1 2:1 1.40 STRAW W/ EXCELSIOR NET N/A PIPE INVERT
E 18.50 1.00 0 2:1 2:1 1.99 STRAW W/ EXCELSIOR NET N/A STOR1' FLOOD
FLOW ZONE
F 13.91 1.00 0 2:1 2:1 1.82 STRAW W/ EXCELSIOR NET N/A
*SWALES HAVE BEEN DESIGNED USING RAINFALL INTENSITY FOR THE 10-YEAR STORM ACCORDING TO THE NCDENR EROSION CONTROL MANUAL.
2.5 12"
1 12"
12"
SEDIMENT STORAGE
5'
MIN.
"- CLASS B STONE
#57 WASHED STONE
MAY -SEDIMENT DEPTH (CLEAN OUT POINT)
SECTION
f NATURAL
GROUND
FLOW
MAINTENANCE NOTES:
1. GRASSED -LINED CHANNELS TO
BE INSPECTED WEEKLY AND
AFTER EVERY RAINFALL EVENT,
DURING THE ESTABLISHMENT
AND AFTER THE
ESTABLISHMENT PERIOD.
2. REPAIRS ARE TO BE MADE
IMMEDIATELY.
3. REMOVE SEDIMENT
ACCUMULATIONS TO MAINTAIN
DESIGNED CARRYING
CAPACITY.
4. GRASS TO BE HEALTHY AND IN
VIGOROUS CONDITIONS AT
ALL TIMES.
NOTES:
1. TEMPORARY DIVERSION DITCH
TO BE USED TO INTERCEPT
FLOW AND/OR DIVERT TO A
SEDIMENT CONTROL MEASURE
OR BMP.
2. SILT SHALL BE REMOVED
WHEN DITCH IS ONE-HALF
FULL.
3. DITCH SHALL BE
RECONSTRUCTED WHEN
DAMAGED BY EQUIPMENT OR
COVERED BY FILL.
4. STABILIZE DIVERSION DITCH
BERM WITH TEMPORARY
SEEDING, MULCH WITH TAC,
AND/OR EROSION CONTROL
NETTING.
CHANNEL INSTALLATION
-' (15 CM)
(15s m; 0
:.,'.
NORTH ' (15C'M)
AMERICAN
GREEN � ^^^
EROSION CONTROL Products / ^ F��" 4° (10CM)
Guaranteed SOLUTIONS ^
\
O7.
f
14649 HIGHWAY 41 NORTH � \
0:::::::::::::'
2"-5"
EVANSVILLE, IN 47725 P, \ +*
:..� 1 5CM-12.5 CM)
soo 77z-zo4o ^
^ wvwv.na reen.com
9 ^
6.
O
.................
..................
5
1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECP's), 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 RECP's IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCH WITH APPROXIMATELY 12"
(30 CM) OF RECP's EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE RECP's WITH A ROW OF STAPLES/STAKES
APPROXIMATELY 12" (30 CM) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMAPCT THE TRENCH AFTER STAPLING. APPLY SEED
TO COMPACTED SOIL AND FOLD REMAINING 12" (30 CM) PORTION OF RECP's BACK OVER SEED AND COMPACTED SOIL. SECURE RECP's OVER
COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" (30 CM) ACROSS THE WIDTH OF THE RECP's.
3. ROLL CENTER RECP's INDIRECTION OF WATER FLOW IN BOTTOM OF CHANNEL. RECP's WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE
SOIL SURFACE. ALL RECP's MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS
SHOWN IN THE STAPLE PATTERN GUIDE. TM WHEN USING THE DOT SYSTEM, STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE
COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. PLACE CONSECUTIVE RECP's END OVER END (SHINGLE STYLE) WITH A 4" - 6" (10 CM -15 CM) OVERLAP. USE A DOUBLE ROW OF STAPLES
STAGGERED 4" (10 CM) APART AND 4" (10 CM) ON CENTER TO SECURE RECP's.
5. FULL LENGTH EDGE OF RECP's AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30 CM)
APART IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
6. ADJACENT RECP's MUST BE OVERLAPPED APPROXIMATELY 2" - 5" (5 CM -12.5 CM) (DEPENDING ON RECP's TYPE) AND STAPLED.
7. IN HIGH FLOW CHANNEL APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT (9 M - 12 M) INTERVALS. USE A DOUBLE
ROW OF STAPLES STAGGERED 4" (10 CM) APART AND 4" (10 CM) ON CENTER OVER ENTIRE WIDTH OF THE CHANNEL.
8. THE TERMINAL END OF THE RECP's MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30 CM) APART IN A 6" (15 CM)
DEEP X 6" (15 CM) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
NOTE:
* IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15 CM) MAY BE NECESSARY TO PROPERLY
ANCHOR THE RECP's.
A A
B NOTE:
C B C HORIZONTAL STAPLE SPACING SHOULD BE ALTERED
IF NECESSARY TO ALLOW STAPLES TO SECURE THE
CRITICAL POINTS ALONG THE CHANNEL SURFACE.
** IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE
OR STAKE LENGTHS GREATER THAN 6" (15 cm) MAY
BE NECESSARY TO PROPERLY ANCHOR THE RECP's.
CRITICAL POINTS
A. OVERLAPS AND SEAMS
B. PROJECTED WATER LINE REV. 01/05
C. CHANNEL BOTTOM/SIDE
SLOPE VERTICES
100' MIN.
°' o o O D b O' .O b' O. O °' O .0' .°'
0.
O . O
.O O. .0.
25' OR WIDTH OF
PROPOSED STREET
2" 3" MIN. OR DRIVEWAY,
EXISTING 'b. COARSE AGGREGATE °
ROADWAY (CLASS Al RIP RAP) o b' WHICHEVER IS
b ° .0 GREATER.
O.
O .
°. O' .O P 0 .O O O O. O A. O.
b .
PLAN NEW CONSTRUCTION -
EXISTING ROADWAY 85' MIN. 15' MIN.
b O .
'
6" Ob
O b.0
12" MIN
MIN. p O D° o ° o. o° ° ' o °o. b o . 60 o ' o. o'
r �
\ \ \ \ 6" MIN.
CROSS SECTION
CONSTRUCTION NOTES:
1, ENTRANCE(S) SHALL BE LOCATED TO PROVIDE MAXIMUM
UTILITY BY ALL CONSTRUCTION VEHICLES.
2, TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE
TRUCKS SHALL TO BE PROVIDED.
3, ENTRANCES MUST BE MAINTAINED IN A CONDITION WHICH
WILL PREVENT TRACKING OR DIRECT FLOW OF MUD ONTO
STREETS. PERIODIC TOPDRESSING WITH STONE WILL BE
NECESSARY. CONTRACTOR SHALL MAINTAIN AS NECESSARY
4, ANY MATERIAL WHICH STILL MAKES IT ONTO THE ROAD
MUST BE CLEANED UP IMMEDIATELY,
5, FREQUENT CHECKS OF THE ENTRANCE(S) AND TIMELY
MAINTENANCE SHALL BE PROVIDED.
6. NOTES ARE APPLICABLE AT ALL POINTS OF INGRESS AND
EGRESS UNTIL SITE IS STABILIZED.
MAINTENANCE NOTES:
1. MAINTAIN THE GRAVEL PAD IN A
CONDITION TO PREVENT MUD OR
SEDIMENT FROM LEAVING THE
SITE, MAY REQUIRE PERIODIC
TOPDRESSING WITH 2"CH STONE,
2, IMMEDIATELY REMOVE ALL
OBJECTIONABLE MATERIALS
SPILLED, WASHED OR TRACKED
ONTO PUBLIC ROADWAYS..
O TEMPORARY DIVERSION DITCH /BERM N.T.S. O TEMPORARY ROCK PIPE INLET PROTECTION N.T.S. O TEMPORARY CHANNEL LINING N.T.S. O TEMPORARY GRAVEL CONSTRUCTION ENTRANCE N.T.S.
TOP ELEV OF STORMWATER
12"- #57 WASHED STONE
EXISTING SLOPE
DESIGN OF SPILLWAYS
DRAINAGE AREA
MIN. WEIR LENGTH
(ACRES)
(FT)
1
4.0
2
6.0
3
8.0
4
10.0
5
12.0
i
KEYED RIP RAP
#5 WASHED STONE
VARIES CLASS 1
RIP RAP
SIDE VIEW r
NOTES:
HEIGHT AND WIDTH DETERMINED BY
EXISTING TOPOGRAPHY AND
SEDIMENT STORAGE REQUIRED.
KEY RIP RAP INTO THE DAM
FOR STABILIZATION.
EXISTING SLOPE
STEP SEQUENCE
MAINTENANCE NOTES:
1. INSPECT CHECK PROTECTION WEEKLY AND
AFTER g" RAINFALL EVENT AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT STRAW,
LIMBS, OR OTHER DEBRIS THAT COULD CLOG
THE CHANNEL WHEN NEEDED.
2. IMMEDIATELY CORRECT ANY DAMAGE
CAUSED BY SUBMERGED AND DEPOSITION
ABOVE THE CHECK DAM AND FROM HIGH
FLOWS AROUND THE EDGES.
3. REMOVE SEDIMENT ACCUMULATED BEHIND
THE DAMS AS NEEDED TO PREVENT DAMAGE
TO CHANNEL VEGETATION, ALLOW THE
CHANNEL TO DRAINTHROUGH THE STONE
CHECK DAM, AND PREVENT LARGE FLOWS
FROM CARRYING SEDIMENT OVER THE DAM.
ADD STONES TO DAMS AS NEEDED TO
MAINTAIN DESIGN HEIGHT AND CROSS
SECTION.
PUMP
INSERT DISCHARGE
HOSE IN TUBE
SUCTION HOSE
W W W W W SILT BAG W
III _III _
WATER 1 - DISCHARGE HOSE
- -III _III
00000
00000 -
-I
-III- III III II
NOTES:
1. CONTRACTOR TO USE SILT BAG PRIOR TO DEWATER TEMPARARY SEDIMENT BASINS
PRIOR TO REMOVAL.
2. SILT BAG CONTENTS TO BE DISPOSED OF OFF SITE.
STEEL POST
WOVEN WIRE FABRIC
HORIZONTAL POST
SILT FENCE FABRIC
CLASS 'B' RIP RAP (TYP) -
llnTnl All FOLD FABRIC
IZONTAL POST
12" #57 WASHED STONE
NOTES:
1, INSTALL SILT FENCE PER STD. SILT FENCE
DETAIL,
.T FENCE FABRIC
2, LOCATE REINFORCED OUTLET AT LOW POINTS OF
SILT FENCE BARRIER,
SECTION
cTn cn T rrni^r
ELEVATION
MAINTENANCE NOTES:
1. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON
THE FENCE/OUTLET. TAKE CARE TO AVOID UNDERMINING THE FENCE
DURING CLEANOUT. REMOVE & REPLACE STONE AS NECESSARY AS IT
BECOMES CLOGGED WITH SEDIMENT.
2. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT
DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER
THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
STABILIZED.
MAINTENANCE NOTES:
1. INSPECT AREA REGULARLY AND AFTER EACH RAIN EVENT
AND MAKE REPAIRS PROMPTLY,
2, ENSURE CONCRETE IS BEING CAPTURED AND IS NOT
FLOWING THROUGH OR AROUND BARRIERS,
3, REPLACE HAY BALES AND SILT FENCE THAT NO LONGER
DRAIN OR FILTER EFFICIENTLY.
4. REPLACE OR PATCH IMPERVIOUS LINER THAT IS
BECOMES DAMAGED, RE -ANCHOR LINER AS NEEDED,
5. REMOVE ACCUMULATED DRIED CONCRETE THAT IS
IMPEDING DRAINAGE OR REDUCING STORAGE VOLUME,
DISPOSE OF WASTE CONCRETE PROPERLY.
HAY BALES SHALL
ENCLOSE ENTIRE
CONCRETE WASHOUT
AREA.
PLAN
NOTES:
1. LOCATE WASH -OUT AREA AT LEAST 50' FROM
OPEN WATERS AND DRAINAGE INLETS,
2, LINE LIMITS OF TEMP CONCRETE WASH OUT
SILT FENCE DOWNSTREAM OF WASHOUT
AREA
AREA WITH IMPERVIOUS LINER OF 8-MIL
LAMINATED PLASTIC GEOTEXTILE FABRIC
EXTEND LINER OVER HAY BALES
AND STAPLE INHAY BAILS
(DURA-SKRIM 8BW OR APPROVED EQUAL),
DOWNSTREAM OF WASHOUT AREA
3, ADD STRAW BAILS ON DOWN -GRADIENT END OF
LINER,
IMPERVIOUS LINER
UNDER ENTIRE WASHOUT AREA
FLOW
4, PROPERLY DISPOSE OF DRIED CONCRETE AND
RESTORE AREA TO FINAL GRADES AND
SURFACES AT COMPLETION OF CONSTRUCTION.
PIN/KEY IN LINER TO
EXIST
SECURE TO GROUND
PIN/KEY IN LINER \ GCE
SECTION
TO SECURE TO
GROUND
O TEMPORARY ROCK CHECK DAM N.T.S. O DEWATERING PUMP WITH SILT BAG N.T.S. O TEMPORARY REINFORCED SILT FENCE OUTLET N.T.S. O TEMPORARY CONCRETE WASH -OUT AREA N.T.S.
I
NOTES-
1. INSTALL IN SEDIMENT BASIN(S) AS SHOWN ON PLANS.
2. BURY PLYWOOD IN SIDE SLOPES OF SEDIMENT BASIN
WHERE NECESSARY TO AVOID SHORT CIRCUITING.
TEMPORARY PLYWOOD BAFFLE
$, L
A A
0 000 8oco
0 O 0 O ° g° o��°o O� Q; OC
° _ - °00� O o 0 000� o ° 0� �o��
O
�° 8
Do _ wl 00 o� 0 0 0 0 00�'0 8 08 o0 wz
boo �° (3000OG°0°o00 096Co CO
0
lT� O0 ° C) 0 00 0 6 O,�0^ 0 0 0 o Q oco
° p 0 00 COCGO O° wOO 0 0 1Z01J Q cv
Do =OUTLET PIPE DIAMETER 00 �° °O00 00IS 0
r �7 co
PLAN
(OUTLET TO WELL DEFINED CHANNEL)
STONE CLASS
o 0 0
o o0 a°g
0 °p o�pOon . THICKNESS
BLANKET
SECTION A -A (AMOCO 2006
OR EQUIVALENT)
MAINTENANCE:
1. RIP RAP OUTLET STRUCTURES TO BE INSPECTED
WEEKLY AND AFTER EVERY RAINFALL EVENT. REPAIRS
ARE TO BE MADE IMMEDIATELY.
NOTES:
1. A FILTER BLANKET SHOULD BE INSTALLED BETWEEN THE RIPRAP AND
SOIL FOUNDATION.
2. MAINTAIN ENERGY DISSIPATERS INSTALLED DURING EARLY SITE
WORK THROUGHOUT THE CONSTRUCTION AREA.
3. TOP OF RIP RAP AT DOWNSTREAM END OF APRON SHALL BE FLUSH
WITH NATURAL GRADE OF THE RECEIVING CHANNEL.
4. VEGETATE ALL DISTURBED AREAS WITH VEGETATION IMMEDIATELY
AFTER INSTALLATION.
ENERGY DISSIPATER SCHEDULE
PIPE SIZE
W1 (FT)
W2 (FT)
ENGTH (FT)THICKNESS
(IN).
D50 SIZE
(IN.)
STONE
CLASS
RR-1
108"
22.0
22.0
72.0
36
23
2
RR-2
36"
9.0
33.0
30.0
36
23
2
RR-3
24"
6.0
10.0
8.0
12
3
A
RR-4
30"
7.5
17.5
15.0
22
6
B
RR-5
30"
7.5
17.5
15.0
22
6
B
N.T.S. 10
TEMPORARY RIPRAP OUTLET PROTECTION
Mulch orCcrnpo
for Untrenrhed 5ml
Sheet Flaw
1Nbrk.Are?i
1TOBE
rECTE❑
Compost Sock
Compost sock
I IN
AREA r. f1 BIE
PROTECTED
�� Ira fv1IN-�
-2inx2in
STAKES
SECTION
i OOD MULCH OR COMPOST
TO 112 HEIGHT OF LOG
UNTRENCHED INSTALLATION
compost Sock
3 IN.
F ram; AREATOSE
12 IN MIN.
�2 in x 2 in
STAKES
SECTION
TRENCH INTO
GROUND
4 IN_ MIN -
ENTRENCHED INSTALLATION*
'7I-II5 APPLICATION MAY NOT BE USW
VOTH COMAPOST S4XKS SMALLER THAN 12 IN,
CONSTRUCTION SPECIFICATIONS
1.
MATERIALS USED IN THE COMPOST SOCK MUST MEET THE SPECIFICATIONS OUTLINED ABOVE AND IN PRACTICE 6.18, COMPOST BLANKETS.
2.
COMPOST SOCKS SHOULD BE LOCATED AS SHOWN ON THE EROSION AND SEDIMENTATION CONTROL PLAN.
3.
PRIOR TO INSTALLATION, CLEAR ALL OBSTRUCTIONS INCLUDING ROCKS, CLODS, AND OTHER DEBRIS GREATER THAN ONE INCH THAT MAY INTERFERE WITH PROPER FUNCTION OF THE COMPOST SOCK.
4.
COMPOST SOCKS SHOULD BE INSTALLED PARALLEL TO THE TOE OF A GRADED SLOPE, A MINIMUM OF 10 FEET BEYOND THE TOE OF THE SLOPE. SOCKS LOCATED BELOW FLAT AREAS SHOULD BE LOCATED AT THE EDGE OF THE LAND -DISTURBANCE. THE ENDS
OF THE SOCKS SHOULD BE TURNED SLIGHTLY UP SLOPE TO PREVENT RUNOFF FROM GOING AROUND THE END OF THE SOCKS.
5.
FILL SOCK NETTING UNIFORMLY WITH COMPOST TO THE DESIRED LENGTH SUCH THAT LOGS DO NOT DEFORM.
6.
OAK OR OTHER DURABLE HARDWOOD STAKES 2" X 2" IN CROSS SECTION SHOULD BE DRIVEN VERTICALLY PLUMB, THROUGH THE CENTER OF THE COMPOST SOCK. STAKES SHOULD BE PLACED AT A MAXIMUM INTERVAL OF 4 FEET, OR A MAXIMUM INTERVAL OF 8
FEET IF THE SOCK IS PLACED IN A 4 INCH TRENCH. SEE FIGURE 6.66B. THE STAKES SHOULD BE DRIVEN TO A MINIMUM DEPTH OF 12 INCHES, WITH A MINIMUM OF 3 INCHES PROTRUDING ABOVE THE COMPOST SOCK.
7.
IN THE EVENT STAKING IS NOT POSSIBLE (I.E., WHEN SOCKS ARE USED ON PAVEMENT) HEAVY CONCRETE BLOCKS SHALL BE USED BEHIND THE SOCK TO HOLD IT IN PLACE DURING RUNOFF EVENTS.
8.
IF THE COMPOST SOCK IS TO BE LEFT AS PART OF THE NATURAL LANDSCAPE, IT MAY BE SEEDED AT TIME OF INSTALLATION FOR ESTABLISHMENT OF PERMANENT VEGETATION USING THE SEEDING SPECIFICATION IN THE EROSION AND SEDIMENTATION
CONTROL PLAN.
9.
COMPOST SOCKS ARE NOT TO BE USED IN PERENNIAL OR INTERMITTENT STREAMS.
FOR ALL STRUCTURES
MAINTENANCE:
ADD 22" OF CLASS B
1.
INSPECT COMPOST SOCKS WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL EVENT (1/2 INCH OR GREATER). REMOVE ACCUMULATED SEDIMENT AND ANY DEBRIS. THE COMPOST SOCK MUST BE REPLACED IF CLOGGED OR TORN. IF PONDING BECOMES
RIPRAP TO SLOPE ABOVE
EXCESSIVE, THE SOCK MAY NEED TO BE REPLACED WITH A LARGER DIAMETER OR A DIFFERENT MEASURE. THE SOCK NEEDS TO BE REINSTALLED IF UNDERMINED OR DISLODGED. THE COMPOST SOCK SHALL BE INSPECTED UNTIL LAND DISTURBANCE IS
AND AROUND TOP OF
COMPLETE AND THE AREA ABOVE THE MEASURE HAS BEEN PERMANENTLY STABILIZED.
PIPE/FES/END WALL AS
SHOWN ON PLANS.
DISPOSAL/RECYCLING:
1.
COMPOST MEDIA IS A COMPOSTED ORGANIC PRODUCT RECYCLED AND MANUFACTURED FROM LOCALLY GENERATED ORGANIC, NATURAL, AND BIOLOGICALLY BASED MATERIALS. ONCE ALL SOIL HAS BEEN STABILIZED AND CONSTRUCTION ACTIVITY HAS BEEN
COMPLETED, THE COMPOST MEDIA MAY BE DISPERSED WITH A LOADER, RAKE, BULLDOZER OR SIMILAR DEVICE AND MAY BE INCORPORATED INTO THE SOIL AS AN AMENDMENT OR LEFT ON THE SOIL SURFACE TO AID IN PERMANENT SEEDING OR LANDSCAPING.
LEAVING THE COMPOST MEDIA ON SITE REDUCES REMOVAL AND DISPOSAL COSTS COMPARED TO OTHER SEDIMENT CONTROL DEVICES. THE MESH NETTING MATERIAL WILL BE EXTRACTED FROM THE MEDIA AND DISPOSED OF PROPERLY. THE
PHOTODEGRADABLE MESH NETTING MATERIAL WILL DEGRADE IN 2 TO 5 YEARS IF LEFT ON SITE. BIODEGRADABLE MESH NETTING MATERIAL IS AVAILABLE AND DOES NOT NEED TO BE EXTRACTED AND DISPOSED OF, AS IT WILL COMPLETELY DECOMPOSE IN
APPROXIMATELY 6 TO 12 MONTHS. USING BIODEGRADABLE COMPOST SOCKS COMPLETELY ELIMINATES THE NEED AND COST OF REMOVAL AND DISPOSAL.
N.T.S.
11
COMPOST SOCK N.T.S.
T 919 7818582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
info@smithsinnett,com
IL
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ID
DATE
DESCRIPTION
DRAWN BY: JL
CHECKED BY: FS
SITE DETAILS
2020063 8 OCT 2020
C5.2

CONSTRUCTION NOTES:
1. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW BASIN AS INDICATED ON DRAWINGS. CLEAR,
GRUB AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL
SURFACE SOILS CONTAINING HIGH AMOUNTS OF ORGANIC MATTER.
2. PLACE OUTLET BARREL ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS
MATERIAL SUCH AS SAND, GRAVEL OR CRUSHED STONE AS BACKFILL AROUND PIPE. PLACE FILL
MATERIAL AROUND PIPE IN 4" LAYERS AND COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST 900/0
OF THE STANDARD PROCTOR DENSITY. CARE SHALL BE TAKEN TO NOT RAISE THE PIPE FROM FIRM
CONTACT WITH ITS FOUNDATION.
3. ASSEMBLE THE SKIMMER IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ATTACH
SKIMMER TO BARREL PIPE WITH FLEXIBLE JOINT AND POSITION THE SKIMMER OVER THE EXCAVATED PIT.
ATTACH A ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN.
4. EMBANKMENT SHALL BE CONSTRUCTED OF CLEAN STRUCTURAL SOIL, FREE OF ROOTS, VEGETATION,
ROCKS & OTHER OBJECTIONABLE MATERIAL. SCARIFY SURFACES BEFORE PLACING FILL. PLACE FILL IN 6-8
INCH LOOSE LIFTS. COMPACT TO AT LEAST 90% OF THE STANDARD PROCTOR DENSITY.
5. LINE THE ENTIRE EMERGENCY SPILLWAY WITH LAMINATED PLASTIC OR IMPERMEABLE GEOTEXTILE
FABRIC. FABRIC SHALL BE WIDE ENOUGH TO COVER THE BOTTOM AND SIDES OF THE SPILLWAY AND
EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE EDGES SHALL BE SECURED
WITH 8" STAPLES OR PINS. THE FABRIC SHALL BE LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT
ONTO STABLE GROUND. THE WIDTH OF THE FABRIC SHALL BE ONE PIECE, NOT JOINED OR SPLICED. IF
THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILLWAY, MULTIPLE
SECTIONS, SPANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTIONS SHALL OVERLAP THE
LOWER SECTIONS SO WATER CANNOT FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES
OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS.
6. ALL SEDIMENTATION BASIN EMBANKMENTS SHALL BE PROVIDED WITH ADEQUATE GROUND COVER
IMMEDIATELY UPON CONSTRUCTION.
MAINTENANCE NOTES:
1. INSPECT DEVICE AFTER EACH RAINFALL.
2. REMOVE SEDIMENT WHEN SEDIMENT REACHES A DEPTH OF NO MORE THAN ONE-HALF THE HEIGHT OF
THE RISER. REPAIR BAFFLES IF THEY ARE DAMAGED.
3. PULL SKIMMER TO SIDE OF BASIN WITH ROPE AND INSPECT REGULARLY. KEEP SKIMMER HEAD, ORIFICE
AND PIPE FREE OF DEBRIS. REMOVE SEDIMENT FROM BENEATH SKIMMER.
4. CHECK AND REPAIR FABRIC LINED SPILLWAY FOR DAMAGE. MAKE SURE IT DOES NOT INTERFERE WITH
SKIMMER OPERATION.
SCM CONVERSION NOTES (REFER TO WET DETENTION AND STORMWATER CONTROL MEASURE DETAIL FOR
ADDITIONAL INFORMATION).
AFTER ALL SEDIMENT PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, AND EROSION CONTROL
MEASURES HAVE BEEN APPROVED TO BE REMOVED BY NCDEQ , CONVERT THE SEDIMENT BASIN TO THE
PERMANENT SCM IN ACCORDANCE WITH THE REQUIREMENTS ON THE PLANS, INCLUDING, BUT NOT LIMITED
TO:
• DEWATER THE BASIN
• REMOVE ALL SEDIMENT
• REMOVE THE SKIMMER DEVICE AND GROUT THE ORIFICE IN THE RISER
• EXPOSE THE PERMANENT ORIFICES IN THE RISER PER THE REQUIREMENTS
• EXCAVATE TO THE REQUIRED ELEVATIONS FOR THE PERMANENT SCM
• INSTALL THE CLAY LINER AND WEIRS
• INSTALL AQUATIC PLANTS ON BENCH
BASIN
NUMBER
A
(FT)
B
(FT)
C
(FT)
D
(FT)
E
(IN)
F
(IN)
G
(FT)
A
714.5
716
726
728
6.0
4.0
10
B
719.5
721
733
735
5.0
3.0
10
C
697.5
699
704
706
2.0
1.5
10
FLOATING SKIMMER SKIMMER SIZE: E
ORIFICE SIZE: F
MANUFACTURER: J.W. FAIRCLOTH & SONS
BASIN INV EL = B
TOP OF EMBANKMENT EL = D
EMER. SPILLWAY CREST EL = C
TOP OF EMBANKMENT
REFER TO PLAN
~�I EMERGENCY SPILLWAY
ROPE FOR ACCESS TO SKIMMER FOR
MAINTENANCE 3 LINE EMERGENCY SPILLWAY
�1� WITH LAMINATED PLASTIC OR
IMPERMEABLE GEOTEXTILE
FABRIC. SEE NOTE 5.
EXCAVATE 18" DEEP PIT BELOW
SKIMMER TO PREVENT IT FROM
SETTLING IN MUD
TEMPORARY SKIMMER SEDIMENT BASIN
NOTES:
1. CONSTRUCT THE ENTRANCE TO THE SLOPE DRAIN OF A STANDARD FLARED -END SECTION OF PIPE WITH A
MINIMUM 6-INCH METAL TOE PLATE (CROSS-SECTION VIEW). MAKE ALL FITTINGS WATERTIGHT. A
STANDARD T-SECTION FITTING MAY ALSO BE USED AT THE INLET.
2. USE AN EARTHEN DIVERSION TO DIRECT SURFACE RUNOFF INTO THE TEMPORARY SLOPE DRAIN. MAKE
THE HEIGHT OF THE BERM OVER THE DRAIN CONDUIT A MINIMUM OF 1.5 FT AND AT LEAST 6 INCHES
HIGHER THAN THE ADJOINING BERM ON EITHER SIDE. THE LOWEST POINT OF THE DIVERSION BERM
SHOULD BE A MINIMUM OF 1 FT
3. ABOVE THE TOP OF THE DRAIN SO THAT DESIGN FLOW CAN FREELY ENTER THE PIPE.
4. PROTECT THE OUTLET OF THE SLOPE DRAIN FROM EROSION WITH RIPRAP DISSIPATER.
CONSTRUCTION SPECIFICATION
1. PLACE SLOPE DRAINS ON UNDISTURBED SOIL OR WELL COMPACTED FILL AT LOCATIONS AND ELEVATIONS SHOWN ON PLAN.
2. SLIGHTLY SLOPE THE SECTION OF PIPE UNDER THE DIKE TOWARDS ITS OUTLET.
3. HAND TAMP THE SOIL UNDER AND AROUND THE ENTRANCE SECTION IN LIFTS NOT EXCEEDING 6 INCHES.
4. ENSURE THAT FILL OVER THE DRAIN AT THE TOP OF THE SLOPE HAD MINIMUM DIMENSIONS OF 1.5 FEET DEPTH, 4 FEET TOP
WIDTH, AND 3:1 SIDE SLOPES.
5. ENSURE THAT ALL SLOPE DRAIN CONNECTIONS ARE WATERTIGHT.
6. ENSURE THAT ALL FILL MATERIAL IS WELL -COMPACTED. SECURELY FASTEN THE EXPOSED SECTION OF THE DRAIN WITH GROMMETS
OR STAKES SPACES NO MORE THAN 10 FEET APART.
7. EXTEND THE DRAIN BEYOND THE TOE OF THE SLOPE, AND ADEQUATELY PROTECT THE OUTLET FROM EROSION.
8. MAKE THE SETTLED, COMPACTED DIKE RIDGE NO LESS THAN 1 FOOT ABOVE THE TOP OF THE PIPE AT EVERY POINT.
9. IMMEDIATELY STABILIZE ALL DISTURBED AREAS FOLLOWING CONSTRUCTION.
MAINTENANCE PLASTIC
1 INSPECT THE SLOPE DRAIN AND SUPPORTING DIVERSION AFTER EVERY RAINFALL AND CORRUGATED PIPE
PROMPTLY MAKE NECESSARY REPAIRS. WHEN THE PROTECTED AREA HAS BEEN
PERMANENTLY STABILIZED, TEMPORARY MEASURES MAY BE REMOVED, MATERIALS
DISPOSED OF PROPERLY, AND ALL DISTURBED AREAS STABILIZED APPROPRIATELY. STABILIZE
OUTLET
SLOPE
DRAIN
AREA (ACRES)
TOTAL FLOW
(CFS)
SIZE
A
4.43
1.2
24"
B
3.33
3.8
24"
Maximum Drainage
Pipe Diameter
Area per Pipe (acres)
(inches)
0.50
12
❑.75
15
1.00
18
71.00"
as designed
"Inlet design becomes more complex
beyond this size.
\V^V
V
COMPACTED
SELECT FILL7
PERMANENT CAST IN PLACE OUTLET
STRUCTURE (REFER TO WET DETENTION
STORMWATER CONTROL MEASURE)
EMER. SPILLWAY CREST
"'"' LINE EMERGENCY SPILLWAY
WITH LAMINATED PLASTIC OR
G IMPERMEABLE GEOTEXTILE
FABRIC. SEE NOTE 5.
EMERGENCY SPILLWAY SECTION
3
11 SEED & MULCH EMBANKMENT
4'
BERM
3:1
HOLD-DOWN STAKES 1.5' MIN
10' SPACING �^
V
4' MIN
LEVEL SECTION
CROSS-SECTION VIEW
INLET
Y4NmWwfll lv Yv 11,NWJV✓'L.� �/•,i�-1 i . ,
YMNmWww'IVa,v\ vll W�V✓W.A ir*
M U
rwN.ww'^N„� Yv,V,m�'wWv./YVY� •
YrNwY� ���i„4
YrNwu,
PLAN VIEW
STANDARD T-SECTION
24" TEMPORARY CMP OUTLET PIPE
WITH RIPRAP OUTLET PROTECTION
N.T.S.
NOTES:
1. SLOPE SURFACE SHALL BE SMOOTH PRIOR TO PLACEMENT
OF MATTING TO ENSURE PROPER SOIL CONTACT,
2. LIME, FERTILIZE, AND SEED PRIOR TO PLACING MATTING,
PLANT SHRUBS, TREES, ETC. FOLLOWING PLACEMENT OF
MATTING.
3. ON SLOPES FLATTER THAN 4: 1, ROLLS MAY BE PLACED IN
HORIZONTAL STRIPS,
4, DO NOT STRETCH MATTING TIGHT. ALLOW ROLLS TO
CONFORM TO ANY IRREGULARITIES.
5. INSTALL STAPLES IN PATTERNS AS RECOMMENDED BY
MATTING MANUFACTURER.
MAINTENANCE NOTES:
1, INSPECT MATTING AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (1/2" OR GREATER) RAINFALL AND REPAIR
IMMEDIATELY AS NEEDED.
2, ENSURE GOOD CONTACT WITH SOIL SURFACE IS
MAINTAINED AND EROSION DOES NOT OCCUR BENEATH
MATTING.
3. AREAS OF MATTING THAT ARE DAMAGED OR WHERE NOT
IN CLOSE CONTACT WITH THE SOIL SHALL BE REPAIRED
AND STAPLED.
4. IF EROSION OCCURS DUE TO POORLY CONTROLLED
DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE
ERODED AREAS PROTECTED,
5. MONITOR AND REPAIR MATTING AS NECESSARY UNTIL
GROUND COVER IS ESTABLISHED.
2
SLOPE INSTALLATION
NORTH
AMERICAN
GREEN
EROSION CONTROL Products
Guaranteed SOLUTIONS
14649 HIGHWAY 41 NORTH
EVANSVILLE,IN 47725
800-772-2040
www.nagreen.com
1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECP's), 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 RECP's IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCH
WITH APPROXIMATELY 12" (30cm) OF RECP's EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE
RECP's WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30 CM) APART IN THE BOTTOM OF THE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30 CM)
PORTION OF RECP's BACK OVER SEED AND COMPACTED SOIL. SECURE RECP's OVER COMPACTED SOIL WITH A ROW OF
STAPLES/STAKES SPACED APPROXIMATELY 12" (30 CM) APART ACROSS THE WIDTH OF THE RECP's.
3. ROLL THE RECP's (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. RECP's WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL RECP's MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/ KES
IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM STAPL STAKES
SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. THE EDGES OF PARALLEL RECP's MUST BE STAPLED WITH APPROXIMATELY 2" - 5" (5 CM - 12.5 CM) OVERLAP DEPENDING
ON RECP's TYPE.
5. CONSECUTIVE RECP's SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE
3" (7.5 CM) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30 CM) APART ACROSS ENTIRE
RECP's WIDTH.
NOTE:
*IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15 CM) MAY BE NECESSARY TO
PROPERLY SECURE THE RECP's.
TEMPORARY ROLLED EROSION CONTROL PRODUCT
PLAN
I- F'
0
F
REINFORCEMENT
SECTION
END VIEW
REV. 01/05 I
N.T.S.
DIMENSIONS FOR END SECTIONS
D
T
A
B
C
E
F
H:V
WT.
12"
1 718
112'-0"
4'-1"
2'-0"
6'-1"
3:1
730
15"
1718"
6"
2'-3"
3'-10"
2'-6"
6'-1"
3:1
730
18"
2"
9"
2'-3"
3'-10"
3'-0"
6'-1"
3:1
1190
24"
1 2112"
10
3'-8"
2'-6"
4'-0"
6'-2"
3:1
1770
30"
2314"
V-0"
4'-6"
V-8"
5'-0"
6'-2"
3:1
2380
36"
3"
V-3"
5'-3"
2'-11"
6'-0"
8'-2"
3:1
5320
42"
3112"
V-10"
5'-3"
2'-11"
6'-6"
8'-2"
3:1
5920
48"
4"
2'-1"
C-0"
2'-2"
7'-0"
8'-2"
3:1
7470
54"
5 112'
2'-4"
5'- 3"
3'-2"
8'-0"
1 8'- 5"
3.1
8810
60"
6"
2'_ 7"
V-0"
3'-5"
8'-F'
1 8'-5"
3:1
11180
FLARED END SECTIONS - REINFORCEMENT
D
QTY. & DIM. OF RODS
STEEL #'S
FABRIC
12"
(2) #3X4'-0" SIDE RODS
3.0
18" 2X8 - X2.1 X X1.7
15"
(2) #3X4'-0" SIDE RODS
3.0
18" 2X8 - X2.1 X X1.7
18"
(2) #3X4'-0" SIDE RODS
3.0
18" 2X8 - X2.1 X X1.7
24"
(2) #3X6'-0" SIDE RODS
4.5
24" 2X8 - X2.9 X X2.9
30"
(2) #4X6'-0" SIDE RODS
8.0
30" 2X8 - X4.0 X X2.9
36"
(2) #4X8'-0" SIDE RODS
10.7
42" 2X8 - X4.0 X X2.9
42"
(2) #4X8'-0" SIDE RODS
10.7
48" 2X8 - X4.5 X X2.9
48"
(2) #4X6'-0" SIDE RODS
10.7
48" 2X8 - X4.5 X X2.9
GENERAL NOTES:
• END SECTIONS TO BE USED AS SHOWN BY PLANS OR AS
DIRECTED BY THE ENGINEER.
• CHAMFER ALL EXTERIOR CORNERS 1"
• FLARED END SECTIONS ARE NORMALLY USED ON PIPES
WITH SKEW ANGLES FROM 75' TO 105'.
• FLARED END SECTIONS - END CONFIGURATION
• INLET LOCATION - TONGUE
• OUTLET LOCATION - GROOVE
OTEMPORARY SLOPE DRAIN N.T.S. 4O REINFORCED CONCRETE FLARED END SECTION 12" THRU 60" PIPE N.T.S.
0
8" DOWN &
4" FORWARD
ALONG THE
24" FILTER
FABRIC
WIRE FENCE
FILTER FABRIC
BACKFILL TRENCH
AND COMPACT
THOROUGHLY
STEEL POST NATURAL GROUND
.................
...4'.MIN...... .
8" MIN UPSLOPE
24'
TEMPORARY SEDIMENT FENCE
INSTALLATION SPECIFICATIONS:
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ON FOOT HIGHER THAN THE
MIDDLE OF THE FENCE. CHECK WITH A LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARD
APPLICATIONS.
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND AS
CLOSE AS POSSIBLE TO THE FABRIC, ENABLING POSTS TO SUPPORT THE FABRIC FROM
UPSTREAM WATER PRESSURE.
4. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP 8
INCHES OF THE FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES THROUGH THE
FABRIC, WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY APART. ALSO, EACH TIE
SHOULD BE POSITIONED TO HANG ON A POST NIPPLE WHEN TIGHTENED TO PREVENT
SAGGING.
6. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH
3 TIES.
7. NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.
S. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS
BEFORE COMPACTION.
9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL
IMMEDIATELY NEXT TO THE SILT FENCE WITH THE FRONT WHEEL OF THE TRACTOR, SKID
STEER, OR ROLLER EXERTING AT LEAST 60 POUNDS PER SQUARE INCH. COMPACT THE
UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE FOR A TOTAL OF FOUR TRIPS.
10. TREE PROTECTION SIGNS ARE TO BE PLACED EVERY 50-FT AND FENCE MUST REMAIN
UNTIL CLOSEOUT OF PROJECT.
MAINTENANCE:
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE
ANY REQUIRED REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE, OR
BECOME INEFFECTIVE, REPLACE IT IMMEDIATELY.
3. 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.
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING
THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA
HAS BEEN PROPERLY STABILIZED.
TREE
CONSERVATION
AREA
ZONA DE
CONSERVACION
DEARBOL
16" X12' SIGN
1" BLOCK LETTERS
BLACK LETTERS ON WHITE
BACKGROUND
1/4" BLACK BORDER
ALL WEATHER MEDIA
200' SPACING BETWEEN SIGNS
PLACE SIGN ON ALL TREE PROTECTION
FENCING AND WHERE SILT FENCE
REPLACES TREE PROTECTION FENCING.
TREE CONSERVATION SIGNAGE
N.T.S.
❑O
EXCAVATED
TRENCH
NOTE: AN ACCEPTABLE ALTERNATE TO FILTER FABRIC
FENCE IS A LINE OF STAKED STRAW BALES
EROSION CONTROL PROTECTION FOR PIPE TRENCHING
N.T.S.
T 919 7818582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
info@smithsinnett,com
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ID
DATE
DESCRIPTION
DRAWN BY:
JL
CHECKED BY:
FS
SITE DETAILS
2020063
8 OCT 2020
C5.3

CONSTRUCTION NOTES:
1. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW BASIN AS INDICATED ON DRAWINGS. CLEAR,
GRUB AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL
SURFACE SOILS CONTAINING HIGH AMOUNTS OF ORGANIC MATTER.
2. PLACE OUTLET BARREL ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE PERVIOUS
MATERIAL SUCH AS SAND, GRAVEL OR CRUSHED STONE AS BACKFILL AROUND PIPE. PLACE FILL
MATERIAL AROUND PIPE IN 4" LAYERS AND COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST 90%
OF THE STANDARD PROCTOR DENSITY. CARE SHALL BE TAKEN TO NOT RAISE THE PIPE FROM FIRM
CONTACT WITH ITS FOUNDATION.
3. ASSEMBLE THE SKIMMER IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ATTACH
SKIMMER TO BARREL PIPE WITH FLEXIBLE JOINT AND POSITION THE SKIMMER OVER THE EXCAVATED PIT.
ATTACH A ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN.
4. EMBANKMENT SHALL BE CONSTRUCTED OF CLEAN STRUCTURAL SOIL, FREE OF ROOTS, VEGETATION,
ROCKS & OTHER OBJECTIONABLE MATERIAL. SCARIFY SURFACES BEFORE PLACING FILL. PLACE FILL IN 6-8
INCH LOOSE LIFTS. COMPACT TO AT LEAST 90% OF THE STANDARD PROCTOR DENSITY.
5. LINE THE ENTIRE EMERGENCY SPILLWAY WITH LAMINATED PLASTIC OR IMPERMEABLE GEOTEXTILE
FABRIC. FABRIC SHALL BE WIDE ENOUGH TO COVER THE BOTTOM AND SIDES OF THE SPILLWAY AND
EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE EDGES SHALL BE SECURED
WITH 8" STAPLES OR PINS. THE FABRIC SHALL BE LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT
ONTO STABLE GROUND. THE WIDTH OF THE FABRIC SHALL BE ONE PIECE, NOT JOINED OR SPLICED. IF
THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILLWAY, MULTIPLE
SECTIONS, SPANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTIONS SHALL OVERLAP THE
LOWER SECTIONS SO WATER CANNOT FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES
OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS.
6. ALL SEDIMENTATION BASIN EMBANKMENTS SHALL BE PROVIDED WITH ADEQUATE GROUND COVER
IMMEDIATELY UPON CONSTRUCTION.
MAINTENANCE NOTES:
1. INSPECT DEVICE AFTER EACH RAINFALL.
2. REMOVE SEDIMENT WHEN SEDIMENT REACHES A DEPTH OF NO MORE THAN ONE-HALF THE HEIGHT OF
THE RISER. REPAIR BAFFLES IF THEY ARE DAMAGED.
3. PULL SKIMMER TO SIDE OF BASIN WITH ROPE AND INSPECT REGULARLY. KEEP SKIMMER HEAD, ORIFICE
AND PIPE FREE OF DEBRIS. REMOVE SEDIMENT FROM BENEATH SKIMMER.
4. CHECK AND REPAIR FABRIC LINED SPILLWAY FOR DAMAGE. MAKE SURE IT DOES NOT INTERFERE WITH
SKIMMER OPERATION.
SCM CONVERSION NOTES (REFER TO WET DETENTION AND STORMWATER CONTROL MEASURE DETAIL FOR
ADDITIONAL INFORMATION).
AFTER ALL SEDIMENT PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, AND EROSION CONTROL
MEASURES HAVE BEEN APPROVED TO BE REMOVED BY NCDEQ , CONVERT THE SEDIMENT BASIN TO THE
PERMANENT SCM IN ACCORDANCE WITH THE REQUIREMENTS ON THE PLANS, INCLUDING, BUT NOT LIMITED
TO:
• DEWATER THE BASIN
• REMOVE ALL SEDIMENT
• REMOVE THE SKIMMER DEVICE AND GROUT THE ORIFICE IN THE RISER
• EXPOSE THE PERMANENT ORIFICES IN THE RISER PER THE REQUIREMENTS
• EXCAVATE TO THE REQUIRED ELEVATIONS FOR THE PERMANENT SCM
• INSTALL THE CLAY LINER AND WEIRS
• INSTALL AQUATIC PLANTS ON BENCH
BASIN
NUMBER
A
(FT)
B
(FT)
C
(FT)
D
(FT)
E
(IN)
F
(IN)
G
(FT)
A
714.5
716
726
728
6.0
4.0
10
B
719.5
721
733
735
5.0
3.0
10
C
697.5
699
704
706
2.0
1.5
10
FLOATING SKIMMER SKIMMER SIZE: E
ORIFICE SIZE: F
MANUFACTURER: J.W. FAIRCLOTH & SONS
BASIN INV EL = B
TOP OF EMBANKMENT EL = D
EMER. SPILLWAY CREST EL = C
TOP OF EMBANKMENT
REFER TO PLAN
EMERGENCY SPILLWAY
ROPE FOR ACCESS TO SKIMMER FOR
MAINTENANCE 3 LINE EMERGENCY SPILLWAY
WITH LAMINATED PLASTIC OR
/ IMPERMEABLE GEOTEXTILE
FABRIC. SEE NOTE 5.
EXCAVATE 18" DEEP PIT BELOW
SKIMMER TO PREVENT IT FROM
SETTLING IN MUD
OTEMPORARY
SKIMMER SEDIMENT BASIN
NOTES:
1.
CONSTRUCT THE ENTRANCE TO THE SLOPE DRAIN OF A STANDARD FLARED -END SECTION OF PIPE WITH A
MINIMUM 6-INCH METAL TOE PLATE (CROSS-SECTION VIEW). MAKE ALL FITTINGS WATERTIGHT. A
STANDARD T-SECTION FITTING MAY ALSO BE USED AT THE INLET.
2.
USE AN EARTHEN DIVERSION TO DIRECT SURFACE RUNOFF INTO THE TEMPORARY SLOPE DRAIN. MAKE
THE HEIGHT OF THE BERM OVER THE DRAIN CONDUIT A MINIMUM OF 1.5 FT AND AT LEAST 6 INCHES
HIGHER THAN THE ADJOINING BERM ON EITHER SIDE. THE LOWEST POINT OF THE DIVERSION BERM
SHOULD BE A MINIMUM OF 1 FT
3.
ABOVE THE TOP OF THE DRAIN SO THAT DESIGN FLOW CAN FREELY ENTER THE PIPE.
4.
PROTECT THE OUTLET OF THE SLOPE DRAIN FROM EROSION WITH RIPRAP DISSIPATER.
CONSTRUCTION SPECIFICATION
1.
PLACE SLOPE DRAINS ON UNDISTURBED SOIL OR WELL COMPACTED FILL AT LOCATIONS AND ELEVATIONS SHOWN ON PLAN.
2.
SLIGHTLY SLOPE THE SECTION OF PIPE UNDER THE DIKE TOWARDS ITS OUTLET.
3.
HAND TAMP THE SOIL UNDER AND AROUND THE ENTRANCE SECTION IN LIFTS NOT EXCEEDING 6 INCHES.
4.
ENSURE THAT FILL OVER THE DRAIN AT THE TOP OF THE SLOPE HAD MINIMUM DIMENSIONS OF 1.5 FEET DEPTH, 4 FEET TOP
WIDTH, AND 3:1 SIDE SLOPES.
5.
ENSURE THAT ALL SLOPE DRAIN CONNECTIONS ARE WATERTIGHT.
6.
ENSURE THAT ALL FILL MATERIAL IS WELL -COMPACTED. SECURELY FASTEN THE EXPOSED SECTION OF THE DRAIN WITH GROMMETS
OR STAKES SPACES NO MORE THAN 10 FEET APART.
7.
EXTEND THE DRAIN BEYOND THE TOE OF THE SLOPE, AND ADEQUATELY PROTECT THE OUTLET FROM EROSION.
8.
MAKE THE SETTLED, COMPACTED DIKE RIDGE NO LESS THAN 1 FOOT ABOVE THE TOP OF THE PIPE AT EVERY POINT.
9.
IMMEDIATELY STABILIZE ALL DISTURBED AREAS FOLLOWING CONSTRUCTION.
MAINTENANCE PLASTIC
1. INSPECT THE SLOPE DRAIN AND SUPPORTING DIVERSION AFTER EVERY RAINFALL AND CORRUGATED PIPE
PROMPTLY MAKE NECESSARY REPAIRS. WHEN THE PROTECTED AREA HAS BEEN
PERMANENTLY STABILIZED, TEMPORARY MEASURES MAY BE REMOVED, MATERIALS
DISPOSED OF PROPERLY, AND ALL DISTURBED AREAS STABILIZED APPROPRIATELY. STABILIZE
OUTLET n
SLOPE
DRAIN
AREA (ACRES)
TOTAL FLOW
(CFS)
SIZE
A
4.43
1.2
24"
B
3.33
3.8
24"
Maximum Drainage
Pipe Diameter
Area per Pipe (acres)
(inches)
0.50
12
0.75
15
1.00
18
>1.00*
as designed
*Inlet design becomes more complex beyond this size.
OTEMPORARY SLOPE DRAIN
14�"FDOORWW
. &ARD
LONG THE
24" FILTER
FABRIC
WIRE FENCE
v FILTER FABRIC
BACKFILL TRENCH
AND COMPACT
THOROUGHLY
STEEL POST NATURAL GROUND
.................
... 4'. MIN...... .
8" MIN UPSLOPE
24'
5� TEMPORARY SEDIMENT FENCE
/COMPACTED
SELECT FILL7
PERMANENT CAST IN PLACE OUTLET
STRUCTURE (REFER TO WET DETENTION
STORMWATER CONTROL MEASURE)
1
EMER. SPILLWAY CREST
"�"�""""'�"'"" LINE EMERGENCY SPILLWAY
WITH LAMINATED PLASTIC OR
G IMPERMEABLE GEOTEXTILE
FABRIC. SEE NOTE 5.
EMERGENCY SPILLWAY SECTION
3
�1 SEED & MULCH EMBANKMENT
4'
BERM
3:1
HOLD-DOWN STAKES 1.5' MIN
10' SPACING Ae�D
4' MIN
LEVEL SECTION
CROSS-SECTION VIEW
II..... �,...III...III
INLET
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PLAN VIEW
STANDARD T-SECTION
INSTALLATION SPECIFICATIONS:
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ON FOOT HIGHER THAN THE
MIDDLE OF THE FENCE. CHECK WITH A LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARD
APPLICATIONS.
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND AS
CLOSE AS POSSIBLE TO THE FABRIC, ENABLING POSTS TO SUPPORT THE FABRIC FROM
UPSTREAM WATER PRESSURE.
4. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP 8
INCHES OF THE FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES THROUGH THE
FABRIC, WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY APART. ALSO, EACH TIE
SHOULD BE POSITIONED TO HANG ON A POST NIPPLE WHEN TIGHTENED TO PREVENT
SAGGING.
6. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH
3 TIES.
7. NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.
8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS
BEFORE COMPACTION.
9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL
IMMEDIATELY NEXT TO THE SILT FENCE WITH THE FRONT WHEEL OF THE TRACTOR, SKID
STEER, OR ROLLER EXERTING AT LEAST 60 POUNDS PER SQUARE INCH. COMPACT THE
UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE FOR A TOTAL OF FOUR TRIPS.
10. TREE PROTECTION SIGNS ARE TO BE PLACED EVERY 50-FT AND FENCE MUST REMAIN
UNTIL CLOSEOUT OF PROJECT.
MAINTENANCE:
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE
ANY REQUIRED REPAIRS IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE, OR
BECOME INEFFECTIVE, REPLACE IT IMMEDIATELY.
3. 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.
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING
THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA
HAS BEEN PROPERLY STABILIZED.
TREE
CONSERVATION
AREA
ZONA DE
CONSERVACION
DEARBOL
16" X12' SIGN
1" BLOCK LETTERS
BLACK LETTERS ON WHITE
BACKGROUND
1/4" BLACK BORDER
ALL WEATHER MEDIA
200' SPACING BETWEEN SIGNS
PLACE SIGN ON ALL TREE PROTECTION
FENCING AND WHERE SILT FENCE
REPLACES TREE PROTECTION FENCING.
TREE CONSERVATION SIGNAGE
24" TEMPORARY CMP OUTLET PIPE
WITH RIPRAP OUTLET PROTECTION
N.T.S.
N.T.S.
N.T.S.
NOTES:
1. SLOPE SURFACE SHALL BE SMOOTH PRIOR TO PLACEMENT
OF MATTING TO ENSURE PROPER SOIL CONTACT.
2, LIME, FERTILIZE, AND SEED PRIOR TO PLACING MATTING.
PLANT SHRUBS, TREES, ETC. FOLLOWING PLACEMENT OF
MATTING.
3. ON SLOPES FLATTER THAN 4: 1, ROLLS MAY BE PLACED IN
HORIZONTAL STRIPS.
4. DO NOT STRETCH MATTING TIGHT. ALLOW ROLLS TO
CONFORM TO ANY IRREGULARITIES.
5. INSTALL STAPLES IN PATTERNS AS RECOMMENDED BY
MATTING MANUFACTURER.
MAINTENANCE NOTES:
1. INSPECT MATTING AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (1/2" OR GREATER) RAINFALL AND REPAIR
IMMEDIATELY AS NEEDED.
2. ENSURE GOOD CONTACT WITH SOIL SURFACE IS
MAINTAINED AND EROSION DOES NOT OCCUR BENEATH
MATTING.
3. AREAS OF MATTING THAT ARE DAMAGED OR WHERE NOT
IN CLOSE CONTACT WITH THE SOIL SHALL BE REPAIRED
AND STAPLED.
4. IF EROSION OCCURS DUE TO POORLY CONTROLLED
DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE
ERODED AREAS PROTECTED.
5. MONITOR AND REPAIR MATTING AS NECESSARY UNTIL
GROUND COVER IS ESTABLISHED.
2
EO
0
F
SLOPE INSTALLATION
NORTH
AM ERICAN
GREEN
EROSION CONTROL Products
Guaranteed SOLUTIONS
14649 HIGHWAY 41 NORTH
EVANSVILLE,IN 47725
800-772-2040
vmw. nag reen. com
1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECP's), 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 RECP's IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCH
WITH APPROXIMATELY 12" (30cm) OF RECP's EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE
RECP's WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30 CM) APART IN THE BOTTOM OF THE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30 CM)
PORTION OF RECP's BACK OVER SEED AND COMPACTED SOIL. SECURE RECP's OVER COMPACTED SOIL WITH A ROW OF
STAPLES/STAKES SPACED APPROXIMATELY 12" (30 CM) APART ACROSS THE WIDTH OF THE RECP's.
3. ROLL THE RECP's (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. RECP's WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL RECP's MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/ KES
IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM STAPL STAKES
SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. THE EDGES OF PARALLEL RECP's MUST BE STAPLED WITH APPROXIMATELY 2" - 5" (5 CM - 12.5 CM) OVERLAP DEPENDING
ON RECP's TYPE.
5. CONSECUTIVE RECP's SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE
3" (7.5 CM) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30 CM) APART ACROSS ENTIRE
RECP's WIDTH.
NOTE:
*IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15 CM) MAY BE NECESSARY TO
PROPERLY SECURE THE RECP's.
TEMPORARY ROLLED EROSION CONTROL PRODUCT
~i
PLAN
I- F'
0
F
REINFORCEMENT
SECTION
END VIEW
REV. 01/05
N.T.S.
DIMENSIONS FOR END SECTIONS
D
T
A
B
C
E
F
H:V
WT.
12"
1718"
"
2'-0"
4'-1"
2'-0"
6'-1"
3:1
730
15"
1718"
6"
2'-3"
3'-10"
2'-6"
6'-1"
3:1
730
18"
2"
9"
2'-3"
3'-10"
3'-0"
6'-1"
3:1
1190
24"
2112"
10"
3'-8"
2'-6"
4'-0"
6'-2"
3:1
1770
30"
2 314 "
1'-0"
4'-6"
1'-8"
5-0"
6'-2"
3:1
j 2380
36"
3"
1'-3"
5'-3"
2'-11"
6'-0"
8'-2"
3:1
5320
42"
3112"
1'-10"
5'-3"
2'-11"
6'-6"
8'-2"
3:1
5920
48"
4"
2'-1"
6'-0"
2'-2"
7'-0"
8'-2"
3:1
7470
54"
5 112"
2'-4"
5'- 3"
X-2"
8'-0"
8'- 5"
3:1
8810
60"
6"
2'-7"
5'-0"
FLARED END SECTIONS - REINFORCEMENT
D
QTY. & DIM. OF RODS
STEEL #'S
FABRIC
12-
(2) #3X4'-0" SIDE RODS
3.0
18" 2X8 - X2.1 X X1.7
15"
(2) #3X4'-0" SIDE RODS
3.0
18" 2X8 - X2.1 X X1.7
18"
(2) #3X4'-0" SIDE RODS
3.0
18" 2X8 - X2.1 X X1.7
24"
(2) #3X6'-0" SIDE RODS
4.5
24" 2X8 - X2.9 X X2.9
30"
(2) #4X6'-0" SIDE RODS
8.0
30" 2X8 - X4.0 X X2.9
36"
(2) #4X8'-0" SIDE RODS
10.7
42" 2X8 - X4.0 X X2.9
42"
(2) #4X8'-0" SIDE RODS
10.7
48" 2X8 - X4.5 X X2.9
48"
(2) #4X6'-0" SIDE RODS
10.7
48" 2X8 - X4.5 X X2.9
GENERAL NOTES:
• END SECTIONS TO BE USED AS SHOWN BY PLANS OR AS
DIRECTED BY THE ENGINEER.
• CHAMFER ALL EXTERIOR CORNERS 1"
• FLARED END SECTIONS ARE NORMALLY USED ON PIPES
WITH SKEW ANGLES FROM 75' TO 105'.
• FLARED END SECTIONS - END CONFIGURATION
• INLET LOCATION - TONGUE
• OUTLET LOCATION - GROOVE
REINFORCED CONCRETE FLARED END SECTION 12" THRU 60" PIPE
EXCAVATED
TRENCH
NOTE: AN ACCEPTABLE ALTERNATE TO FILTER FABRIC
FENCE IS A LINE OF STAKED STRAW BALES
EROSION CONTROL PROTECTION FOR PIPE TRENCHING
N.T.S.
N.T.S.
T 919 7818582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, i
27607
[e-mail]
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C5.3

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POSTS
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1. LAP RAIL IN THE DIRECTION OF TRAFFIC FLOW.
2. SEE ROADWAY PLANS FOR LOCATIONS AND CONTINUATION OF RAIL OR END SECTIONS.
3. MINIMUM DISTANCE OF 5 FEET BEHIND THE GUARDRAIL SHOUL3 BE CLEAR OF ANY
FIXED -OBJECT HAZARDS THAT COULD SNAG AN IMPACTING VEHICLE.
SECTION C-C FRONT
WEAKENED WOOD POST
SIDE FRONT
NOTES:
A - §'B" DIA. BUTTON HEAD SPLICE BOLT 1�/q" LONG (8 RED. PER SPLICE JOINT).
B - W DIA. BUTTON HEAD BOLT 7�"/9" LONG WITH NUT FOR BOLTING G"/8" ROUTED OFFSET BLOCK TO STEEL POSTS.
C - FIELD PUNCHING OF HOLES INTO GUARDRAIL AS DIRECTED BY THE ENGINEER.
TYPICAL GUARDRAIL AND GUARDRAIL POST ALTERNATIVES
APPROACH TO RIGID BARRIER OR BRIDGE RAIL
STEEL
GUARDR,
POST
DRAWING NOT TO SCALE
ISOMETRIC VIEW
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F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
[e-mail]
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SITE DETAILS
2020063 8 OCT 2020
C5.4

DRY DETENTION BASIN MAINTENANCE SCHEDULE
DESCRIPTION
METHOD
FREQUENCY
SEASON
EMBANKMENT
INSPECT AND REPAIR
EROSION/ANIMAL NESTINGS
VISUAL
ONCE PER YEAR
ALL
INSPECT AND RESEED
GRASS COVERAGE
VISUAL
WHENEVER NEEDED
ALL
OUTLET STRUCTURE
DEBRIS / OBSTRUCTIONS
BY HAND
WHENEVER NEEDED
ALL
EROSION AT OUTLET
DISCHARGE
VISUAL
ONCE PER YEAR
ALL
FOREBAY/MAIN POOL
SEDIMENT / DEBRIS
BY HAND
ONCE PER YEAR
ALL
REMOVE TRASH
BY HAND
WHENEVER NEEDED
ALL
CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE UNTIL SUBSTANTIAL COMPLETION
AT WHICH TIME OWNER WILL ASSUME MAINTENANCE RESPONSIBILITY.
TOP OF EMBANKMENT ELEV: 736.00
30" x 24" LOCKABLE ACCESS
/ HATCH WITH HINGES
EMERGENCY SPILLWAY SECTION
SCALE: N.T.&
INSTALL SLOPE PROTECTION MATTING
ON ALL SLOPES STEEPER THAN 6:1
10,
TOP OF EMBANKMENT ELEV: 736.00
TOP OF EMBANKMENT ELEV.
WITH 5% SETTLEMENT: 736.00
EMER. SPILLWAYCRESTELEV: 735.00
EMBANKMENT SECTION AT EMERGENCY SPILLWAY
3
1
TOE OF SLOPE
WELDED ALUMINUM BAR
WELDED ALUMINUM BAR
GRATING 3" x 3"OPENINGS
WELDED ALUMINUM BAR
GRATING 3" x 3" OPENINGS
OUTLET STRUCTURE NOTES:
GRATING 3" x 3" OPENINGS
1.
ALL STRUCTURES OVER X-6" IN DEPTH TO BE PROVIDED WITH
PEAKED ROOF TRASH RACK
ape PEAKED ROOF TRASH RACK
PEAKED
ads
ROOF TRASH RACK
STEPS 1'-2" ON CENTERS. STEPS SHALL BE IN ACCORDANCE WITH
AS -BUILT SURVEY REQUIREMENTS
�o
MATERIAL: ALUMINUM WITH 25
aQ❑❑❑ p A: MATERIAL: ALUMINUM WITH 25
A:
aQ❑❑❑ �p YEAR
MATERIAL: ALUMINUM WITH 25
DESIGN LIFE
STANDARD 840.66.
N
YEAR DESIGN LIFE
YEAR DESIGN LIFE
2.
LOCATE ACCESS OVER STEPS.
aQ❑❑❑❑❑❑❑❑❑per
3.
PRECAST CONCRETE SHALL CONFORM TO ASTM C-478.0.
NOTE: CONTRACTOR SHALL PROVIDE BUILT TOPOGRAPHIC
aQ❑❑❑❑❑❑❑❑❑❑❑❑❑❑�p
aQ❑❑❑❑❑❑❑❑❑❑❑❑❑❑�p,
4.
GROUT SHALL BE NON -SHRINK (ASTM-C1107).
N
SURVEY PERFORMED BYA PROFESSIONAL LAND SURVEYOR
CERTIFYING DRY DETENTION POND AREA DIMENSIONS,
3" x 3" OPENINGS
a a0❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑�
a a0❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑�
5.
TRASH RACK SHALL HAVE A LOCKABLE 24"X30"ACCESS HATCH
ELEVATIONS, OUTLET STRUCTURE INVERTS, ORIFICE DIAMETER,
❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑�❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑�
AND ANTI VORTEX PLATE.
PIPE SIZES AND UT LOCATIONS. TOPOGRAPHY SHALL
❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑
RIM ELEV: 728.50
❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑
❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑
EXTEND 20 FEET OUTSIDE LIMITS OF POND.
OUTSIDE
X
N CONTRACTOR SHALL
O °
00
a
1/2" STEEL PLATE
Q
°
a
d
u
PROVIDE STEP IN
d
a ''
4' 0"
;
°. °' d .
d:
a°
''
ACCORDANCE WITH NCDOT
POND CONSTRUCTION SEQUENCE
°'
4�-0°
EMBANKMENT
A
4'_0"
(6) 1/2" X 4"
STAINLESS STEEL
° :
°
a .d
°
STD. 840.66. STEPS SHALL BE
a
SLOPE
Zi '°
STAINLESS STEEL
d
°
BOLTS (TYP).
° °
PLACED AT 16" 0. C.
1.
INSTALL POND BARREL, OUTLET STRUCTURE, EMBANKMENT AND ALL
(6) 1/2" X 4"
STAINLESS STEEL
°'' 4
d .'
d °
BOLTS PER SIDE (TYP).
d
°.
a .'
°
5" MIN. WALL (TYP)
OTHER POND COMPONENTS.
BOLTS PER SIDE (TYP).
d
° '
�°
Y
Y
2.
CALL FOR SITE INSPECTION PRIOR TO BACKFILLING POND BARREL.
d
5" MIN. WALL (TYP)
a
X..
3.
INSTALL TEMPORARY SKIMMER TO OUTLET STRUCTURE.
ORIFICE WITH TRASH
°
d
° °
a<
4.
EXCAVATE POND TO TEMPORARY SKIMMER BASIN DIMENSIONS, SEE
A.
°
EROSION CONTROL PLAN.
RACK WITH WELDED
"°
o
<; d
EMBANKMENT
(TYP)
5" MIN. WALL TYP
°' d
4.
5.
INSTALL BAFFLES AND OTHER TEMPORARY SKIMMER BASIN
ALUMINUM BAR GRATING
COMPONENTS, SEE TEMPORARY SKIMMER BASIN DETAIL.
3" x 3" OPENINGS
A.
°
6.
SEE CONSTRUCTION SEQUENCE ON EROSION CONTROL PLAN FOR
DIA.=6.0"
°.
d
d
ORIFICE
o
OUTLET
INFORMATION.
d
°
ORIFICE
ORIFICE
E
°
q a
d
'
DIA.=6.0"
�
BARREL
7.
ONCE SITE IS APPROVED, REMOVE TEMPORARY SKIMMER, BAFFLES
BOTTOM OF POND
° .
°
d
5" MIN. WALL (TYP)
°
RCP PIPE
AND OTHER TEMPORARY COMPONENTS, EXCAVATE SEDIMENT AND
ELEVATION = 725.00 ORIFICE
OUTLET
d
DIA=24"
GRADE TO FINAL CONTOURS, SEE GRADING PLAN.
ELEV.:725.00
BARREL
°..
O
O
°
PRIMARY SPILLWAY
°. '
CD
d , d
8.
SEED ALL DISTURBED AREAS.
RCP PIPE
A. a
d
OUTLET BARREL
DIA=24"
°
"
°
n
ELEv.:7ls.00
d '' .
d
A.
d
OUTLET BARREL
°
°
°� d
°
d
ELEV.:718.00
4' o"
m
IMIMIMI�II�II�II�IIMIMI�II�II�II�I
d
-
�
�II�III�II�II
a'
a°. d
a
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a
.
`°
I I
° .
° '
ADDITIONAL CLASS e
d
.d.
ADDITIONAL CLASS B
' d a
°
'a °
d
°' °
d
CONCRETE IN BOTTOM
d
d
d
°
CONCRETE IN BOTTOM
.aa
d.. d °°' .
.
II
° ° ' d. °
°.
OF STUCTURE
°' '
a d
OF STUCTURE
°
° °a. d
°°
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°
I
a
°'d'
d d....
d
° d . ..
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FI-
X
N
IImI�III�IItlII-
Y-Y
I I
I�II�COMPACTED
SUBGRADE
COMPACTED
SUBGRADE
SECTION X-X SEE SPECS.
SECTION Z-Z
PLAN VIEWSECTION
SEE SPECS.
PERMANENT OUTLET STRUCTURE
WNCAM PK OMMMAS
AASKM M-1198M
ray
AI I s
DK +1
DIM
KULL
Fret & _
L-T00WX OR MOVE VIALL-­
[OrIAF
WALL
OR
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160
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FLARED END E T ON
ors
100-YR STORM ELEV=729.00
10-YR STORM ELEV=727.95
2-YR STORM ELEV=726.43
1-YR STORM ELEV=725.93
CAST -IN -PLACE CONCRETE IS TO HAVE A MINIMUM
COMPRESSIVE STRENGTH OF 3,000 PSI AT28 DAYS AND
CONFORM TO THE REQUIREMENTS OF ASTM C 94.
.ol"'"_%
FLIAI€ITIgMc
40
PIPE
3,000 PSI ODNIDI ETE
GMAIN WALL
1s'Hx6"1x3S
(SEE WET KMD NOTE #6)
CONCRETE CURTAIN WALL
NTS
TOP OF EMBANKMENT ELEV: 736.00
TOP OF EMBANKMENT ELEV. WITH 5% SETTLEMENT: 736.00
EMER. SPILLWAY CREST ELEV.: 735.00
A WETMEADOWOR WETLAND SEED MIXTUREIS OUTLET STRUCTURE
3 REQUIREDFOR THEBASINFLOOR. THEBASIN SEE DETAIL THIS SHEET.
1 FLOOR SHALL BE OVER EXCA VA TED SIX INCHES (6)
IN ORDER TO ACCOMMODATE THIS. THE BOTTOM ORIFICE WITH TRASH RACK
OF THE BASIN SHOULD NOT BE MOWED. \
(INSTALL MEADOW OR WETLAND SEE MIXTURE TO
llJJ1 V/ --307'ELEVATIONL--------
I-III-III- o -
25/SEDIMENT STORAGE
POND FLOOR - ELEV = 725.0
SEDIMENT DEPTH
MEASURING STICK
SEASONAL HIGH WA TER
TABLE(SHWTI =XXX.00
L COMPACTED
SUBGRADE
SEE SPECS.
RESTRICTIVE PLANTING ZONE COVERS THE ENTIRE
STRUCTURAL EMBANKMENT, INCLUDING
EMERGENCY SPILLWAYAND EXIT CHANNEL, AND
FOUNDATION AREAS AND WHICH PROHIBITS THE
PLANTING OF TREES AND ALL OTHER LANDSCAPING
EXCEPT GRASS. THIS ZONE SHALL BE MOWED
INSTALL SLOPE PROTECTION MATTING REGULARLY.
DAM EMBANKMENT CONSTRUCTION STANDARDS
1. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN 6-INCH LOOSE LAYERS (3-INCH LOOSE
LAYERS WITHIN 3-FEET OF EITHER SIDE OF THE PRINCIPAL SPILLWAY PIPE TO A DEPTH OF 2-FEET OVER THE PIPE) AND SHALL BE COMPACTED TO A DENSITY OF
NO LESS THAN 95% OF THE STANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT OF + OR - TWO PERCENTAGE POINTS OF THE OPTIMUM
MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698.
2. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE REQUIRED DENSITY.
SOILS WITH ORGANIC MATTER CONTENT EXCEEDING 5% BY WEIGHT SHALL NOT BE USED. STONES GREATER THAN 3-INCH (IN ANY DIRECTION) SHALL BE
REMOVED FROM THE FILL PRIOR TO COMPACTION.
3. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES OR AT MOISTURE CONTENTS OUTSIDE THE SPECIFIED RANGES OR
OTHERWISE NOT CONFORMING TO SPECIFIED REQUIREMENTS SHALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS.
4. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM EVENT SHALL BE PROPERLY SCARIFIED PRIOR TO THE
PLACEMENT OF THE NEXT SOIL LIFT.
5. SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION AND THE PLACEMENT OF CONTROLLED FILL.
6. FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND/OR UNSUITABLE SOILS IN ADDITION TO THAT INDICATED ON THE PLANS. ALL SUCH
UNDERCUTTING SHALL BE PERFORMED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER AND SHALL BE MONITORED AND DOCUMENTED. IN NO CASE
SHALL THERE BE AN ATTEMPT TO STABILIZE ANY PORTIONS OF THE FOUNDATION SOILS WITH CRUSHED STONE.
7. TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATION, FOUNDATION DEWATERING AND ROCK FOUNDATION PREPARATION (I.E., TREATMENT WITH SLUSH
GROUTING, DENTAL CONCRETE, ETC.) MAY BE REQUIRED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER. ALL SUCH ACTIVITIES SHALL BE CLOSELY
MONITORED AND DOCUMENTED BY THE GEOTECHNICAL ENGINEER.
8. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY PIPE SHALL BE PLACED SO THAT LIFTS ARE AT THE SAME LEVEL ON BOTH SIDES OF THE STRUCTURES.
9. EARTHWORK COMPACTION WITHIN 3-FEET OF ANY STRUCTURES SHALL BE ACCOMPLISHED BY MEANS OF HAND TAMPERS, MANUALLY DIRECTED POWER
TAMPERS OR PLATE COMPACTORS OR MINIATURE SELF-PROPELLED ROLLERS.
10. COMPACTION BY MEANS OF DROP WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED.
11. HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CAST -IN -PLACE STRUCTURES (INCLUDING THE CRADLE) UNTIL ADEQUATE CURING TIME HAS
ELAPSED.
12. TO RE-ESTABLISH VEGETATION AFTER CONSTRUCTION, A 2- TO 3-INCH LAYER OF TOPSOIL SHALL BE PLACED ON THE DISTURBED EMBANKMENT SURFACE AND
THE AREA SEEDED AND MULCHED OR HYDROSEEDED.
TESTING, OBSERVATION, AND CERTIFICATION
1. TESTS OF THE DEGREE (%) OF COMPACTION OF THE PLACED FILL IN THE DAM SHALL BE PERFORMED AS A PART OF THE PERMITTEE'S NORMAL QUALITY
CONTROL PROGRAM FOR THE CONSTRUCTION OF THE DAM. TESTS SHALL BE CONDUCTED CONCURRENT WITH THE INSTALLATION OF THE COMPACTED FILL AND
THE CONTRACTOR SHALL COORDINATE THE CONSTRUCTION OF THE DAM SO THAT THE TESTING CAN BE COMPLETED. SHOULD THE RESULTS OF THE TESTS
INDICATE THAT THE SPECIFIED DEGREE OF COMPACTION HAS NOT BEEN OBTAINED; THE PORTIONS OF THE DAM REPRESENTED BY SUCH TESTS SHALL BE
REWORKED OR REBUILT. ALL PORTIONS OF THE DAM SHALL ACHIEVE THE SPECIFIED MINIMUM DEGREE OF COMPACTION.
2. CONSTRUCTION OF CLASS A, B AND C DAM EMBANKMENTS SHALL BE DONE UNDER THE OBSERVATION OF A QUALIFIED GEOTECHNICAL ENGINEER, WHO IS
REGISTERED AS A PROFESSIONAL ENGINEER IN THE STATE OF NORTH CAROLINA. THE GEOTECHNICAL ENGINEER MUST HAVE EXPERIENCE IN THE DESIGN AND
CONSTRUCTION MONITORING OF DAMS OF THE SIZE AND SCOPE COVERED BY THESE STANDARDS AND GUIDELINES.
3. ON CLASS A, B, AND C DAMS (WITH THE EXCEPTION OF DETENTION ONLY CLASS C DAMS THAT COLLECT DRAINAGE FROM AN AREA OF 25-ACRES OR LESS), THE
GEOTECHNICAL ENGINEER, AS DEFINED ABOVE, SHALL OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM (I.E., PREPARATION OF THE FOUNDATION,
INSTALLATION OF THE CUT-OFF TRENCH, INSTALLATION OF THE PRINCIPAL SPILLWAY PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION OF
COMPACTED FILL, ETC.). THE FREQUENCY OF OBSERVATION AND TESTING MUST BE SUFFICIENT FOR THE GEOTECHNICAL ENGINEER (OR THE DESIGN ENGINEER
ON CLASS D DAMS AND CLASS C, DETENTION ONLY, DAMS) TO STATE, IN HIS/HER PROFESSIONAL OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED
WERE INSTALLED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
ON ALL SLOPES STEEPER THAN 6.1 90 EMERGENCY SPILLWAY
AND FLOOR OF POND RESTRICTIVE PLANTING ZONE
II II II � II II II I I II -
\I/\I7 RESTRICTIVE PLANTING ZONE
\GZONE CLASS C EMBANKNMENT /NGZOn/F
3 1 PNt�N CONC. ANTI -SEEP
REgtR GtwE P ZCOMPACTED OLALAR (6 I/AT)
CONTROLLED
N FILL SEE �( N LEAST 1 DOWNSTREAM
SPECS. OF THE CENTERLINE
OF DAM
OUTLET BARREL: 193LF24"RCP (ASTM C-76, CLASS M) GASKETED JOINT PIPE MANUFACTURERE
WITHOUT LIFT HOLES. GASKETED JOINT PIPE SHALL BE WRAPPED WITH A DOUBLE LAYER OF
BARREL OUTLET INVERT ELEV: 718.00 NON -WOVEN FILTER FABRIC ON THE OUTSIDE OF THE PIPE AT EACH JOINT.
:. `Y:. 4.i •. "L'y =:fit-••:. •• •.. I.~.•�.: �:..�:. >•:•.;+'••. -
:...I -I I -I I -I I -I I -I I -I . I -I . I -I I -I I • I I -I I -I I -I I -I I -I I -I I -I � I -I I -I I -I I -I I -I I -I I -I I -I I -I I III -I I I
N COMPACTED EART 1� 1
1COMPACTED
SUBGRAD
SEE SPECS. 4 •
i
EMBANKMENT SECTION
SCALE: N.T.S.
ei
2-FT DEEP CUT OFF TRENCH. EXCAVATE TRENCH
ALONG CENTERLINE OF EMBANKMENT AND EXTEND
INTO BOTH ABUTMENTS TO AT LEAST THE
ELEVATION OF THE RISER CREST. BACKFILL
TRENCH WITH IMPERVIOUS FILL.
THE OWNER'S GEOTECHNICAL ENGINEER HAS BEEN IN
INVOLVED IN REVIEW AND DESIGN OF THE CUT-OFF
TRENCH, DAM, AND DAM COMPONENTS.
INSTALL SLOPE PROTECTION MATTING
1 ON ALL SLOPES STEEPER THAN 6:1
SEED & MULCH EMBANKMENT
--SEE SEEDING SCHEDULE.
FES W/CURTAIN WALL OUTLET INV
PER NCDOT STD DWG 310.02
ELEV.: 716.00
TIE CURTAIN WALL INTO
FES VIA EPDXY COATED
REBAR AND EPDXY GLUE
OUTLET PROTECTION
9 SEE GRADING PLAN.
O DRY EXTENDED DETENTION POND SCM N.T.S.
T 919 7818582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
[e-mail]
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ID
DATE
DESCRIPTION
DRAWN BY:
JL
CHECKED BY:
FS
SITE DETAILS
2020063
8 OCT 2020
C5.5

AQUATTIC BENCH ELEV: 721.00
OUTSIDE EDGE OF AQUATIC BENCH IS
6-IN ABOVE PERMANENT POOL ELEV
TIC BENCH ELEV: 720.50 3
10-FT WEIR WIDTH
FORBAY WEIR CREST ELEV: 719.50
FOREBAY WEIR SECTION
3
1�
24-IN THICK CLASS B
RIPRAP OVER FILTER
FABRIC
TOP OF EMBANKMENT ELEV: 728.00
100-YR STORM ELEV
726.04
10-YR STORM ELEV
724.65
2-YR STORM ELEV
723.21
1-YR STORM ELEV
722.69
6' WIDE AQUATIC BENCH
TOP OF WEIR
PROVIDE 6' X 6' DEPRESSED AREA
AROUND ENTIRE POND
ELEV: 720.50
2-FT BELOW PRINCIPAL SPILLWAY
(SEE SHEETS C4.1 & C6.1)
AQUATIC BENCH ELEV: 720.00
WITHIN AQUATIC BENCH FOR
INSIDE EDGE OF AQUATIC BENCH IS
6-FT LENGTH
3 3' SUBMERGED
6-IN BELOW PERMANENT POOL ELEV
FOREBAY WEIR
ADEQUATE DRAINAGE
�1
ELEV: 719.50
1
PERMANENT POOL ELEV: 720.50
PERMANENT POOL ELEV: 720.50
3
�1 FOREBAY ENTRANCE ELEV: 716.00 1 2 2
EXIT ELEV: 717.00 I1 MAIN POOL INV= 716.00
RIPRAP PAD FOREBAY
EMBANKMENT TOP OF PERM. SED. STOR. ELEV: 716.00
TOP OF PERM. SED. STOR. BOT. OF PERM. SED. STOR. ELEV: 715.00
FOREBAY ENTRANCE TOP OF PERM. SED. STOR.
ELEV: 716.00 FOREBAY EXIT
BOT. OF PERM. SED. STOR. ELEV: 716.00
FOREBAY ENTRANCE
ELEV: 715.00 6" IMPERVIOUS FILL
LAYER UNDER ALL
BOT. OF PERM. SED. STOR. WATER SURFACES
FOREBAY EXIT SEASONAL HIGH WATER TABLE BELOW ELEV: 1192.00
ELEV: 715.50
SEQUENCE OF CONVERSION FROM SEDIMENT BASIN TO STORMWATER
CONTROL MEASURE
1. INSTALL POND BARREL, OUTLET STRUCTURE, EMBANKMENT AND
ALL OTHER POND COMPONENTS.
2. CALL FOR SITE INSPECTION PRIOR TO BACKFILLING POND BARREL.
3. INSTALL TEMPORARY SKIMMER TO OUTLET STRUCTURE.
4. EXCAVATE POND TO TEMPORARY SKIMMER BASIN DIMENSIONS,
SEE EROSION CONTROL PLAN.
5. INSTALL BAFFLES AND OTHER TEMPORARY SKIMMER BASIN
COMPONENTS, SEE TEMPORARY SKIMMER BASIN DETAIL.
6. REFER TO TEMPORARY SEDIMENT SKIMMER BASIN DETAIL FOR
ELEVATION OF SKIMMER CONNECTION.
7. SEE CONSTRUCTION SEQUENCE ON EROSION CONTROL PLAN FOR
INFORMATION.
8. ONCE SITE IS APPROVED, REMOVE TEMPORARY SKIMMER,
BAFFLES AND OTHER TEMPORARY COMPONENTS
9. FILL HOLE IN OUTLET STRUCTURE FROM SKIMMER WITH
NON -SHRINK GROUT. PROVIDE PERMANENT WATERTIGHT SEAL.
10. EXCAVATE SEDIMENT AND GRADE TO FINAL CONTOURS, SEE
GRADING PLAN.
11. CONSTRUCT WET POND STORMWATER CONTROL MEASURE AS
SHOWN ON THE DRAWINGS.
AS -BUILT SURVEY REQUIREMENTS
NOTE: CONTRACTOR SHALL PROVIDE AS -BUILT TOPOGRAPHIC
SURVEY PERFORMED BY A PROFESSIONAL LAND SURVEYOR CERTIFYING
WET DETENTION POND AREA DIMENSIONS AND ELEVATIONS OF THE
FOLLOWING:
1. TOPOGRAPHIC SURVEY OF THE WET POND AND EMBANKMENT
2. OUTLET STRUCTURE TOPS AND INVERTS
3. OUTLET STRUCTURE DIMENSIONS
4. ORIFICE DIAMETERS
5. BARREL PIPE SIZES AND INVERTS
6. EMERGENCY SPILLWAY ELEVATION AND DIMENSIONS.
OUTLET STRUCTURE NOTES
1. CAST -IN -PLACE CONCRETE RISER IS REQUIRED WITHOUT
EXCEPTION.
2. CLASS "A" (3,000 PSI) CONCRETE TO BE USED.
6. ALL MORTOR JOINTS ARE 1/2" f 1/8".
7. GROUT SHALL BE NON -SHRINK (ASTM-C1107)
8. ALL STRUCTURES OVER 3'-6" IN DEPTH TO BE PROVIDED WITH
STEPS V-2" ON CENTERS. STEPS SHALL BE IN ACCORDANCE WITH
STANDARD 840.66.
9. LOCATE MANHOLE OVER STEPS.
6-IN DUCTILE IRON DRAIN PIPE
WITH GATE VALVE AND HAND
WHEEL
CONCRETE
PIPE ANCHOR
X
r
00 d°
da.
d d
V d
O
°
9
RISER IS F
REQUIRED WITHOUT
y CAST IN PLACE
EXCEPTION
PVC PRIMARY SPILLWAY
d'
ORIFICE DIAMETER: 6-IN
8-IN
E
LL
°
a '
d
d . d:
TEMPORARY SKIMMER TO BE
d
°d
REMOVED (SEQUENCE OF
FILL SKIMMER
CONVERSION FROM SEDIMENT
HOLE WITH
BASIN TO STORMWATER
NON -SHRINK
CONTROL MEASURE)
GROUT FOR
WATERTIGHT
SEAL
X
OUTLET
BARREL
142-LF 24-IN RCP
8-IN
d
:W °.
CONTRACTOR SHALL PROVIDE
STEP IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
OUTLET STRUCTURE
PLAN VIEW
/ END CAP WITH \
/ DRILL OPENING \
/ DIAMETER:3.5-IN \
/ °
° d ANCHOR \
° d DRAWDOWN
/ 4 PIPE TO WALL \
/ ° d
/ 10-IN
° d °..
/ 4" PVC
If AaaPRIMARY I
TOP ELEV: 724.70
6-FT WIDE ACCESS
PAD TO OUTLET
STRUCTURE 6-IN
BELOW WEIR
TOP OF EMBANKMENT ELEV: 728.00
3
�1
10-FT WEIR WIDTH
SPILLWAY CREST ELEV: 726.50
EMERGENCY SPILLWAY SECTION
10-FT
3
1�
24-IN THICK CLASS B
RIPRAP OVER FILTER
FABRIC
EMERGENCY SPILLWAY CREST ELEV: 726.50
PRINCIPAL
SPILLWAY
INV-721.90
6-IN COMPACTED COMPACTED
-
OUTLET STRUCTURE SELECT FIL-
• IL f. SELECT FILL J
INV=720.50 N N
BARREL OUTLET BARREL: 125-LF 30" RCP @12.8% SLOPE (ASTM C-76, CLASS III) GASKETED JOINT PIPE MANUFACTURED WITHOUT LIFT HOLES. GASKETED
INV-708.00 JOINT PIPE SHALL BE WRAPPED WITH A DOUBLE LAYER OF NON -WOVEN FILTER FABRIC ON THE OUTSIDE OF THE PIPE AT EACH JOINT.
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
INV=715.9
p.
LL
IN THICK
N CONCRETE PIPE N
SCHEDULE A PRE -INSTALLATION
CONFERENCE PRIOR TO
CONSTRUCTION OF THE
STORMWATER CONTROL MEASURE
SEED & MULCH EMBANKMENT SEE SEEDING SCHEDULE
(INSTALL SLOPE PROTECTION MATTING ON ALL SLOPES
STEEPER THAN 6: 1)
PROPOSED STORMWATER MANHOLE
r----- _ - -
i
LL
N \
COLLAR TO CONC. ANTI -SEEP COLLAR 6" WIDE
6 DUCTILE IRON ( ) \ g. • .d.
DRAIN PIPE SPRINGLINE 3 TOTAL UNDER EMBANKMENT WITH \ " / /�i .4.
N
POND AND EMBANKMENT SECTION
WET DETENTION BASIN MAINTENANCE SCHEDULE
DESCRIPTION
METHOD
FREQUENCY
SEASON
EMBANKMENT
INSPECT AND REPAIR
EROSION / ANIMAL NESTINGS
VISUAL
ONCE PER YEAR
ALL
INSPECT AND RESEED
GRASS COVERAGE
VISUAL
WHENEVER NEEDED
ALL
OUTLET STRUCTURE
DEBRIS / OBSTRUCTIONS
BY HAND
WHENEVER NEEDED
ALL
OPERATE POND DRAIN VALVE
BY HAND
ONCE PER YEAR
ALL
EROSION AT OUTLET DISCHARGE
VISUAL
ONCE PER YEAR
ALL
FOREBAY / MAIN POOL
SEDIMENT / DEBRIS
BY HAND
ONCE PER YEAR
ALL
REMOVE TRASH
BY HAND
WHENEVER NEEDED
ALL
CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTENANCE UNTIL PROJECT CLOSE OUT
AT WHICH TIME OWNER WILL ASSUME MAINTENANCE RESPONSIBILITY.
4"PVC TEE
SPILLWAY
I
INV=1201.50
I
PERM. POOL ELEV: 1201.50
I
° d d ..
WATERTIGHT
I
I
4"PVC
NON -SHRINK
I
GROUT
8-IN
ad .
ANCHOR
/
DRAWDOWN
/
PIPE TO WALL
°
HEAVY DUTY
VALVE
\
�
WHEEL
\ END CAP WITH
/
\ DRILL OPENING
/
\ DIAMETER: 3.5-IN
/
\
/
3" DIA. CONCRETE CORE
\ PRIMARY SPILLWAY
/
\
/
24"
ENLARGEMENT
TOP SLAB ELEV: 725.50
\
°
TRASH RACK
•° °'
IS ON ALL
\
WEIR ELEV: 721.90
FOUR SIDES
•`
\
8-IN
8-IN
6-IN
\
PRIMARY _ _
is •
_�
VALVE STEM GUIDE. ATTACH
'.
\
SPILLWAY /
TO RISER WITH THREADED
/
\
ROD FILLED WITH GROUT
INV=720.50
1\
HEAVY DUTY
Y
C =Z�
/I
VALVE STEM
TEMPORARY SKIMMER TO
\ \
'/
•' :°:
BE REMOVED ( SEE
_ -
\ \
CONSTRUCTION
\ \
',
U-SHAPED STEEL
SEQUENCE)
\ \
BRACKET ATTACHED TO
-
- - - - _
\ \
BASE WITH THREADED
\ \
ROD FILLED WITH GROUT
\
8-IN
OUTLET
EXTEND PIPE
I I
!•
BARREL
OUTSIDE
I I_
•
INV=708.00
EMBANKMENT
I I- '
INV=715.90
125-LF 30-IN RCP
INV=716.00
TOP PERMANENT SEDIMENT STORAGE ELEV: 716.00
/
6" DUCTILE IRON DEWATERING PIPE
•°
CONCRETE FILL F e.:•..a e'a'.'.•.. '.
, :.
BOTTOM PERMANENT SEDIMENT STORAGE ELEV: 715.00
/ \
/
. ''
: ,.' "'
' TO EXCEED °'•� N ,.
•.
°
BUOYANT FORCE
r: °
CONCRETE
/
PIPE ANCHOR
• ,
00
FLANGED, NRS, RESILIENT WEDGE GATE
/
\
VALVE WITH EXTENSION STEM, HAND WHEEL
/
\
AND STEM GUIDES AS MANUFACTURED BY
/
\
CLOW OR APPROVED EQUAL.
ONE COLLAR UNDER CENTER OF /
DAM \ / \:e
CONCRETE
30" PIPE
1
N
RCP COLLAR I
\ \ „' a .y � e • e s .�:, : N /
\ 24 24 /
MIN MIN /
\ ANTI -SEEP COLLAR
\ ENLARGEMENT /
DAM EMBANKMENT CONSTRUCTION STANDARDS
1. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN THE DAM EMBANKMENT SHALL BE PLACED IN 6-INCH LOOSE LAYERS (3-INCH LOOSE LAYERS WITHIN 3-FEET OF
EITHER SIDE OF THE PRINCIPAL SPILLWAY PIPE TO A DEPTH OF 2-FEET OVER THE PIPE) AND SHALL BE COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE STANDARD PROCTOR
MAXIMUM DENSITY AT A MOISTURE CONTENT OF + OR - TWO PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698.
2. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE REQUIRED DENSITY. SOILS WITH ORGANIC MATTER
CONTENT EXCEEDING 5% BY WEIGHT SHALL NOT BE USED, STONES GREATER THAN 3-INCH (IN ANY DIRECTION) SHALL BE REMOVED FROM THE FILL PRIOR TO COMPACTION.
3. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES OR AT MOISTURE CONTENTS OUTSIDE THE SPECIFIED RANGES OR OTHERWISE NOT CONFORMING TO
SPECIFIED REQUIREMENTS SHALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS.
4. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM EVENT SHALL BE PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL
LIFT.
5. SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION AND THE PLACEMENT OF CONTROLLED FILL.
6. FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND/OR UNSUITABLE SOILS IN ADDITION TO THAT INDICATED ON THE PLANS. ALL SUCH UNDERCUTTING SHALL BE
PERFORMED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER AND SHALL BE MONITORED AND DOCUMENTED. IN NO CASE SHALL THERE BE AN ATTEMPT TO STABILIZE ANY PORTIONS
OF THE FOUNDATION SOILS WITH CRUSHED STONE.
7. TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATION, FOUNDATION DEWATERING AND ROCK FOUNDATION PREPARATION (I.E., TREATMENT WITH SLUSH GROUTING, DENTAL CONCRETE,
ETC.) MAY BE REQUIRED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER. ALL SUCH ACTIVITIES SHALL BE CLOSELY MONITORED AND DOCUMENTED BY THE GEOTECHNICAL ENGINEER.
8. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY PIPE SHALL BE PLACED SO THAT LIFTS ARE AT THE SAME LEVEL ON BOTH SIDES OF THE STRUCTURES.
9. EARTHWORK COMPACTION WITHIN 3-FEET OF ANY STRUCTURES SHALL BE ACCOMPLISHED BY MEANS OF HAND TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR PLATE COMPACTORS OR
MINIATURE SELF-PROPELLED ROLLERS.
10. COMPACTION BY MEANS OF DROP WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED.
11. HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CAST -IN -PLACE STRUCTURES (INCLUDING THE CRADLE) UNTIL ADEQUATE CURING TIME HAS ELAPSED.
12. TO RE-ESTABLISH VEGETATION AFTER CONSTRUCTION, A 2- TO 3-INCH LAYER OF TOPSOIL SHALL BE PLACED ON THE DISTURBED EMBANKMENT SURFACE AND THE AREA SEEDED AND
MULCHED OR HYDROSEEDED.
TESTING, OBSERVATION, AND CERTIFICATION
1. TESTS OF THE DEGREE (%) OF COMPACTION OF THE PLACED FILL IN THE DAM SHALL BE PERFORMED AS A PART OF THE PERMITTEE'S NORMAL QUALITY CONTROL PROGRAM FOR THE
CONSTRUCTION OF THE DAM. TESTS SHALL BE CONDUCTED CONCURRENT WITH THE INSTALLATION OF THE COMPACTED FILL AND THE CONTRACTOR SHALL COORDINATE THE CONSTRUCTION
OF THE DAM SO THAT THE TESTING CAN BE COMPLETED. SHOULD THE RESULTS OF THE TESTS INDICATE THAT THE SPECIFIED DEGREE OF COMPACTION HAS NOT BEEN OBTAINED; THE
PORTIONS OF THE DAM REPRESENTED BY SUCH TESTS SHALL BE REWORKED OR REBUILT. ALL PORTIONS OF THE DAM SHALL ACHIEVE THE SPECIFIED MINIMUM DEGREE OF COMPACTION.
2. CONSTRUCTION OF CLASS A, B AND C DAM EMBANKMENTS SHALL BE DONE UNDER THE OBSERVATION OF A QUALIFIED GEOTECHNICAL ENGINEER, WHO IS REGISTERED AS A PROFESSIONAL
ENGINEER IN THE STATE OF NORTH CAROLINA. THE GEOTECHNICAL ENGINEER MUST HAVE EXPERIENCE IN THE DESIGN AND CONSTRUCTION MONITORING OF DAMS OF THE SIZE AND SCOPE
COVERED BY THESE STANDARDS AND GUIDELINES.
3. ON CLASS A, B, AND C DAMS (WITH THE EXCEPTION OF DETENTION ONLY CLASS C DAMS THAT COLLECT DRAINAGE FROM AN AREA OF 25-ACRES OR LESS), THE GEOTECHNICAL ENGINEER,
AS DEFINED ABOVE, SHALL OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE DAM (I.E., PREPARATION OF THE FOUNDATION, INSTALLATION OF THE CUT-OFF TRENCH, INSTALLATION OF
THE PRINCIPAL SPILLWAY PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION OF COMPACTED FILL, ETC.). THE FREQUENCY OF OBSERVATION AND TESTING MUST BE
SUFFICIENT FOR THE GEOTECHNICAL ENGINEER (OR THE DESIGN ENGINEER ON CLASS D DAMS AND CLASS C, DETENTION ONLY, DAMS) TO STATE, IN HIS/HER PROFESSIONAL OPINION,
THAT THE SPECIFIC ITEMS OBSERVED AND TESTED WERE INSTALLED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DRAWINGS AND SPECIFICATIONS.
6-FT WIDE ACCESS
PAD TO OUTLET
STRUCTURE 6-IN
BELOW WEIR
3
1F
CONCRETE SLAB
N THICK
MANHOLE RING AND COVER
C
CONCRETE SLAB
#4 BARS 8" O.C. E.W.
#4 BARS
8"O.C. E.W.
3 R
TOP SLAB ELEV: 725.50
•
TRASH RACK
#4 REBAR 6" O.C. E.W.
TRASH RACK (ALL
3" �° °'
IS ON ALL
FOUR SIDES OF
RIM ELEV: 721.90
FOUR SIDES
OUTLET STRUCTURE)
ANCHOR TRASH RACK
8-IN
(ALL CONTACT POINTS)
8 IN
- MIDPOINT OF
e.
AQUATIC BENCH
PRIMARY
. W.
SPILLWAY
INV=720.50
PERMANENT POOL ELEV: 720.50
°•
111J11ll
°. '
it
F
LL
3
1
FILL SKIMMER HOLE WITH N
NON -SHRINK GROUT.
PROVIDE PERMANENT
ELEV: 716.00
WATERTIGHT SEAL.
,
DEWATERING
PIPE INV=715.90
CONCRETE FILL
TO EXCEED
°
BUOYANT FORCE
OUTLET STRUCTURE
SECTION X-X
lO PERMANENT WET DETENTION POND STORMWATER CONTROL MEASURE (SCM) NTS
3
1�
-FT X 6-FT X 2.5-FT DEEP 6
DEPRESSION UNDER PRINCIPAL
SPILLWAY FOR ADEQUATE
DRAINAGE. TIE BACK TO AQUATIC
BENCH AT 3:1 SLOPE.
T 919 7818582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
[e-mail]
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SITE DETAILS
2020063
8 OCT 2020
C5.6

DOUBLE
WIRE Bf
FENCE ((
STREAN
NOTE:
CONTRACTOR SHALL FOLLOW CONSTRUCTION
SEQUENCE AS NOTED ON CONTRACT DRAWNGS,
DISCHARGE WITH STABLE OUTLET
PUMP ZONE
T 919 7818582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
info@smithsinnett•com
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CONSTRUCTION SEQUENCE
STEP 1
IN. 1 LI 7 1 ►l{,j� •11�
1. PRIOR TO CLEARING TREES, GRUBBING, OR
DISTURBING THE SITE, ENTER THE SITE USING THE
CAMP BURTON ROAD CONSTRUCTION ENTRANCE,
CLEAR A 15' WIDE STRIP OF TREES AND INSTALL
DOUBLE ROW OF SILT FENCE AND A REINFORCED
SILT FENCE OUTLET ALONG THE TOP OF WESTERN
AND EASTERN STREAM BANKS AS SHOWN.
2. CONTACT THE CIVIL ENGINEER FOR AN INSPECTION
OF THE INSTALLED SILT FENCE AND WHEN
APPROVED.
3. STABILIZE DISTURBED GROUND WITH TEMPORARY
SEEDING AND TEMPORARY SLOPE LININGS DAILY.
4. INSTALL THE COFFER DAM AND PUMP WATER
AROUND THE WORK AREA AS SHOWN ON PLANS.
SCALE: 1" = 40'
)UTLET
J
ASS 1 RIP RAP, NJ BARRIER
OTHER APPROVED MATERIAL,
USiNO RIP -RAP DOWNSTREAM, DI
OPE NO 'GREATEN THAN %.D : 1) H(
COFFER DAM
CONSTRUCTION SEQUENCE
STEP 2
1. APPROACH STREAM FROM CAMP BURTON ROAD AND REPLACE CULVERT BEDDING SOILS WITH
STRUCTURAL FILL AND COMPACT SOIL TO 95%. COORDINATE WITH OWNER'S GEOTECHNICAL
TESTING AGENCY.
2. INSTALL CULVERT IN THE DRY. (DURING INSTALLATION OF THE CULVERT, EXPOSED AREAS NOT
BEING WORKED SHOULD BE STABILIZED.)
3. FILL OVER PIPE TO ELEVATION 715 AND KEY RIPRAP (SEE SHEET C2.1) PADS INTO STREAM BED,
MATCH EXISTING GRADES. KEEP STREAM FLOWING THROUGH PUMP.
4. DO NOT DISTURB BEYOND 5LF OF THE RIPRAP PADS (STREAM BED IMPACTS SHALL ONLY BE
WITHIN THE LIMITS AUTHORIZED BY THE NATIONWIDE PERMIT).
5. SURVEY THE EXISTING NORMAL STREAMBED ELEVATIONS AT THE UPSTREAM AND DOWNSTREAM
ENDS OF THE PERMANENT CULVERT PIPE. RECORD THESE ELEVATIONS FOR FUTURE
REFERENCE.
7. INSTALL ROAD AND REMAINING INFRASTRUCTURE.
8. INSTALL ADDITIONAL EROSION CONTROL DEVICES AS REQUIRED DURING CONSTRUCTION.
9. STABILIZE DISTURBED GROUND WITH TEMPORARY SEEDING AND TEMPORARY SLOPE LININGS
DAILY.
FILL TO
EL. XXX &
INSTALL
RIPRAP
INSTALL
GABIAN IN
THE DRY
CULVERT CONSTRUCTION SEQUENCE
22" THICK CLASS B
RIP RAP, 14" CLASS
2 RIP RAP ON 3:1
SLOPES (BOTH
SIDES)
SCALE: 1 " = 40' SCALE 1 "=40'
0 40' 80'
N.T.S.
WITH ROCK PAD BASE FLOW
NOTES:
1. WORK AREA TO BE STABILIZED AT THE END OF EACH WORK DAY.
2. ROCK SILT SCREENS REQUIRED FOR PUMP AROUND OPERATIONS ARE CONSIDERED
INCIDENTAL TO PUMPING.
3. STABLE OUTLET TO CONSIST OF ROCK PLACED IN CHANNEL FOR ENERGY DISSIPATION
AND 45' ELBOW INSTALLATION AT THE END OF THE PIPING SO THAT THE WATER
DISCHARGES VERTICALLY UP IN THE AIR. THE OUTLET WILL BE APPROVED BY THE
DESIGNER PRIOR TO PUMPING.
TYPICAL PUMP AROUND
CONSTRUCTION NOTE: MAINTENANCE NOTE:
1. SPECIAL STILLING BASIN LOCATION TO BE APPROVED BY THE 1. THE SILT BAG SHOULD BE REPLACED AND DISPOSED OF WHEN IT
ENGINEER PRIOR TO INSTALLATION. IS 75% FULL OR WHEN IT IS IMPRACTICABLE TO MOVE OR
2. PROVIDE STABILIZED OUTLET TO DRAIN TOWARDS STREAM. OTHERWISE NOT FILTERING WATER AT A REASONABLE FLOW
3. THE SILT BAG SHOULD BE REMOVED TO AN UPLAND AREA AND RATE.
DISPOSED OF WITH OTHER WASTE MATERIAL IN AN AREA
PROTECTED BY SEDIMENT AND EROSION CONTROL MEASURES.
THE CONTENTS OF THE SILT BAG SHOULD BE DISPOSED OF IN
THIS AREA AND THE BAG ITSELF TAKEN OFF -SITE FOR DISPOSAL.
SPECIAL STILLING BASIN
N.T.S.
N.T.S.
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SITE DETAILS
2020063
8 OCT 2020
C5.7

L
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCG01 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization
Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swales,
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization Permanent Stabilization
• Temporary grass seed covered with straw or • Permanent grass seed covered with straw or
other mulches and tackifiers other mulches and tackifiers
• Hydroseeding • Geotextile fabrics such as permanent soil
• Rolled erosion control products with or reinforcement matting
without temporary grass seed • Hydroseeding
• Appropriately applied straw or other mulch • Shrubs or other permanent plantings covered
• Plastic sheeting with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with izrass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
FORTH CAROLINA
_fEnvtr, onmentat Q'rtWiq
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect
(during normal
Inspection records must Include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Indication of whether the measures were operating
event > 1.0 inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDOs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event > 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to cleanup or stabilize the sediment that has left
hours of a rain
the site limits,
event > 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
If the stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event > 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional Office per Part III, Section C, Item (2)(a) of this permit
of this permit.
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
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BELOW GRADE WASHOUT
STRUCTURE
ABOVE 1311611E WASHOUT
N� WI
STRUCTURE
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be documented in the manner
described:
Item to Document
Documentation Requirements
(a) Each E&SC Measure has been installed
Initial and date each E&SC Measure on a copy
and does not significantly deviate from the
of the approved E&SC Plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC Plan.
E&SC Measure shown on the approved E&SC
Plan. This documentation is required upon the
initial installation of the E&SC Measures or if
the E&SC Measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
Plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
Plan or complete, date and sign an inspection
Plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC Measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC Measures.
Plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation
In addition to the E&SC Plan documents above, the following items shall be kept on the
site
and available for agency inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make this
requirement not practical:
(a) This general permit as well as the certificate of coverage, after it is received.
(b) Records of inspections made during the previous 30 days. The permittee shall record
the required observations on the Inspection Record Form provided by the Division or
a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
(c) All data used to complete the Notice of Intent and older inspection records shall be
maintained for a period of three years after project completion and made available
upon request. [40 CFR 122.41]
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that must be reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
• They are within 100 feet of surface waters (regardless of volume).
(a) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(b) Anticipated bypasses and unanticipated bypasses.
(c) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Division's Emergency Response personnel at [phone], (800)
858-0368 or [phone].
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
a Within 24 hours, an oral or electronic notification.
deposition in a
• Within 7 calendar days, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
• If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
• Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(b)-(c) above
(c) Anticipated
. A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
• Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
. Within 7 calendar days, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance
. Within 24 hours, an oral or electronic notification.
with the conditions
• Within 7 calendar days, a report that contains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(1)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(1)(6).
• Division staff may waive the requirement for a written report on a
case -by -case basis.
T 919 7818582
F 919 7813979
4600 Lake Boone Trail
Suite 205
Raleigh, NC
27607
[e-mail]
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ID
DATE
DESCRIPTION
DRAWN BY:
JL
CHECKED BY:
FS
SITE DETAILS
2020063
8 OCT 2020
C5.8
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