20220827 Ver 1_ePCN Application_20220616

Pre -Construction Notification (PCN) Form
For Nationwide Permits and Regional General Permits
(along with corresponding Water Quality Certifications)
April 13, 2022 Ver 4.3
Initial Review
Has this project met the requirements for acceptance in to the review process?*
OO Yes
0 No
Is this project a public transportation project?*
OYes 0No
Change only if needed.
Pre -Filing Meeting Date Request was submitted on:
9/21/2021
BIMS # Assigned* Version# *
20220827 1
Is a payment required for this project?*
0 No payment required
O Fee received
O Fee needed - send electronic notification
Reviewing Office*
Winston-Salem Regional Office - (336) 776-
9800
Information for Initial Review
What amout is owed?*
O $240.00
0 $570.00
Select Project Reviewer*
Sue Homewood:eads\slhomewood
la. Name of project:
Lowes Blvd Mebane NC
la. Who is the Primary Contact?*
David Cooper
1b. Primary Contact Email:*
[e-mail]
Date Submitted
6/16/2022
Nearest Body of Water
Little Haw Creek
Basin
Cape Fear
Water Classification
WS-V;NSW
Site Coordinates
Latitude:
36.067551
A. Processing Information
Longitude:
-79.305614
lc. Primary Contact Phone:*
[phone]
County (or Counties) where the project is located:
Alamance
Is this a NCDMS Project
Yes C• No
Is this project a public transportation project?*
O Yes •. No

la. Type(s) of approval sought from the Corps:
EI Section 404 Permit (wetlands, streams and waters, Clean Water Act)
O Section 10 Permit (navigable waters, tidal waters, Rivers and Harbors Act)
Has this PCN previously been submitted?*
0 Yes
O No
1b. What type(s) of permit(s) do you wish to seek authorization?
O Nationwide Permit (NWP)
0 Regional General Permit (RGP)
0 Standard (IP)
lc. Has the NWP or GP number been verified by the Corps?
0Yes ®No
Nationwide Permit (NWP) Number:
NWP Numbers (for multiple NWPS):
1d. Type(s) of approval sought from the DWR:
EO 401 Water Quality Certification - Regular
0 Non-404 Jurisdictional General Permit
0 Individual 401 Water Quality Certification
39 - Commercial/Institutional Developments
le. Is this notification solely for the record because written approval is not required?
For the record only for DWR 401 Certification:
For the record only for Corps Permit:
If. Is this an after -the -fact permit application?*
O Yes O No
O 401 Water Quality Certification - Express
Op Riparian Buffer Authorization
lg. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation of impacts?
O Yes O No
1g. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation of impacts?
O Yes O No
lh. Is the project located in any of NC's twenty coastal counties?
O Yes O No
1j. Is the project located in a designated trout watershed?
OYes 0No
B. Applicant Information
0Yes ONo
OYes 0No
Id. Who is applying for the permit?
O Owner O Applicant (other than owner)
le. Is there an Agent/Consultant for this project?*
0 Yes 0 No
2. Owner Information
2a. Name(s) on recorded deed:
DRPBS Hospitality LLC
2b. Deed book and page no.:
2c. Contact Person:
2d. Address
Street Address
5772 New Castle Lane
Address Line 2
City
Bettendorf
Postal / Zip Code
52722
State / Province / Region
IA
Country
USA

2e. Telephone Number:
[phone]
2f. Fax Number:
2g. Email Address: *
[e-mail]
4. Agent/Consultant (if applicable)
4a. Name:
David Cooper
4b. Business Name:
VHB
4c. Address
Street Address
940 Main Campus Drive
Address Line 2
Suite 500
City
Raleigh
Postal / Zip Code
27606
4d. Telephone Number:
[phone]
4f. Email Address: *
[e-mail]
C. Project Information and Prior Project History
State / Province / Region
NC
Country
USA
4e. Fax Number:
1. Project Information
lb. Subdivision name:
Of appropriate)
lc. Nearest municipality / town:
Mebane
2. Project Identification
2a. Property Identification Number:
160533
2c. Project Address
Street Address
Lot 1 NC 119 Hwy
Address Line 2
City
Mebane
Postal / Zip Code
27302
3. Surface Waters
3a. Name of the nearest body of water to proposed project: *
Little Haw 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.
030300020407
4. Project Description and History
2b. Property size:
7.87
State / Province / Region
NC
Country
USA
4a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this application: *
The parcel is currently wooded. Streams and a pond on and adjacent to the site are subject to the Jordan Lake riparian buffer rules. All streams on or adjacent to the site and shown on
either the USGS quad or soil survey are considered subject.

4b. Have Corps permits or DWR certifications been obtained for this project (including all prior phases) in the past?*
0 Yes CO No 0 Unknown
4f. List the total estimated acreage of all existing wetlands on the property:
0.095
4g. List the total estimated linear feet of all existing streams on the property:
95
4h. Explain the purpose of the proposed project:*
The purpose of this project is to construct hotels and office/retail space on the proposed parcel located at the end of Lowes Blvd in Mebane, NC.
4i. Describe the overall project in detail, including indirect impacts and the type of equipment to be used: *
The purpose of this project is to construct hotels and office/retail space on the proposed parcel located at the end of Lowes Blvd in Mebane, NC. The parcel is located adjacent to and
south of Hwy 40/85, between exits 152 and 153. The parcel is currently wooded. Streams and a pond on and adjacent to the site are subject to the Jordan Lake riparian buffer rules. All
streams on or adjacent to the site and shown on either the USGS quad or soil survey are considered subject. Riparian buffers will be avoided to the extent practicable. Buffer avoidance
has been discussed with Summit Design and Engineering Services (Summit) and the site plan has been modified to move a roadway out of the riparian buffer. At this time, it is anticipated
that grading and revegetation with grass in Zone 2 to be the only activities permanently affecting the buffer. Diffuse flow has also been discussed, and the site will install riprap dissipater
pads at pipes which outlet outside of the buffer, as well as a grassed swale in another area. No stream or pond impacts are proposed. One small jurisdictional wetland will be impacted by
construction.
5. Jurisdictional Determinations
5a. Have the wetlands or streams been delineated on the property or proposed impact areas?*
® Yes
Comments:
One small jurisdictional wetland will be impacted by construction.
0 No
5b. If the Corps made a jurisdictional determination, what type of determination was made? *
O Preliminary O Approved O Not Verified O Unknown C N/A
Corps AID Number:
SAW-2018-01858
5c. If 5a is yes, who delineated the jurisdictional areas?
Name (if known):
Agency/Consultant Company:
Other:
David Cooper
VHB
0 Unknown
5d. List the dates of the Corp jurisdiction determination or State determination if a determination was made by the Corps or DWR
Jurisdictional status of streams and wetlands were verified by David Bailey of the USAGE on July 5, 2018.
6. Future Project Plans
6a. Is this a phased project?*
O Yes O No
Are any other NWP(s), regional general permit(s), or individual permits(s) used, or intended to be used, to authorize any part of the proposed project or related activity?
No.
D. Proposed Impacts Inventory
1. Impacts Summary
la. Where are the impacts associated with your project? (check all that apply):
I Wetlands
0 Open Waters
2. Wetland Impacts
Streams -tributaries
0 Pond Construction
OO Buffers
2a. Site #* (?)
2a1 Reason (?)
2b. Impact type* (?)
2c. Type of W.*
2d. W. name
2e. Forested*
2f. Type of Jurisdicition*
(?)
2g. Impact
area*
1
Fill
P
Hardwood Flat
WA
Yes
Both
0.078
(acres)
2g. Total Temporary Wetland Impact
0.000
2g. Total Wetland Impact
0.078
2g. Total Permanent Wetland Impact
0.078
2i. Comments:
Impact to one entire wetland is necessary for the site plan.

6. Buffer Impacts (for DWR)
6a. Project is in which protect basin(s)?
Check all that apply.
O Neuse
0 Catawba
O Goose Creek
O Other
O Tar -Pamlico
O Randleman
O Jordan Lake
6b. Impact Type
6c. Per or Temp
6d. Stream name
6e. Buffer mitigation required?
6f. Zone 1 impact
6g. Zone 2 impact
Exempt
P
SA
No
0
910
Exempt
P
SC
No
0
1,814
Exempt
P
SA Pond
No
0
1,501
Exempt
T
SA Pond
No
0
459
6h. Total buffer impacts:
Total Temporary impacts:
Total Permanent impacts:
Total combined buffer impacts:
Zone 1
0.00
Zone 1
0.00
Zone 1
0.00
Zone 2
459.00
Zone 2
4,225.00
Zone 2
4,684.00
6i. Comments:
Impacts to Zone 1 are avoided entirely. Zone 2 impacts consist of grading and revegetation. A temporary impact for a skimmer basin outlet is also
proposed, which will be removed and the area revegetated following construction. This area is also included in the Zone 2 grading/revegetation
calculations for SA Pond in the table above.
E. Impact Justification and Mitigation
1. Avoidance and Minimization
la. Specifically describe measures taken to avoid or minimize the proposed impacts in designing the project:
The initial site design was reviewed to identify areas where impacts could be minimized. A roadway was re-routed in order to avoid additional buffer
impacts. Stormwater outlets were moved out of the buffer zones, and all Zone 1 impacts were avoided.
lb. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques:
Slopes in the vicinity of buffers and streams are as steep as feasible to minimize impacts. A retaining wall was discussed to further minimize impacts, but
was rejected due to cost and safety.
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?
O Yes ® No
2b. If this project DOES NOT require Compensatory Mitigation, explain why:
The project impacts are under the mitigation threshold for NWP 39.
F. Stormwater Management and Diffuse Flow Plan (required by DWR)
1. Diffuse Flow Plan
la. Does the project include or is it adjacent to protected riparian buffers identified within one of the NC Riparian Buffer Protection Rules?
U Yes O No
What type of SCM are you providing?
O Level Spreader
El Vegetated Conveyance (lower SHWT)
O Wetland Swale (higher SHWT)
OO Other SCM that removes minimum 30% nitrogen
O Proposed project will not create concentrated stormwater flow through the buffer
2. Stormwater Management Plan

2a. Is this a NCDOT project subject to compliance with NCDOT's Individual NPDES permit NCS000250?*
0Yes ®No
2b. Does this project meet the requirements for low density projects as defined in 15A NCAC 02H .1003(2)?
0 Yes • No
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?
O Yes • No
O N/A - project disturbs < 1 acre
3. Stormwater Requirements
3a. Select whether a completed stormwater management plan (SMP) is included for review and approval or if calculations are provided to document the project will not cause degradation of
downstream surface waters.*
O Stormwater Management Plan 0 Antidegradation Calculations
Comments:
Stormwater management is included in the construction drawings.
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?*
Yes • No
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)?*
Yes O No
3. Cumulative Impacts (DWR Requirement)
3a. Will this project result in additional development, which could impact nearby downstream water quality?*
Yes • No
3b. If you answered "no," provide a short narrative description.
The surrounding area is already developed and the proposed project is one of the last remaining areas of forested land. The project is not expected to
increase surrounding development.
4. Sewage Disposal (DWR Requirement)
4a. Is sewage disposal required by DWR for this project?*
• Yes No N/A
4b. Describe, in detail, the treatment methods and dispositions (non -discharge or discharge) of wastewater generated from the proposed project. If the wastewater will be treated at a
treatment plant, list the capacity available at that plant.
The project will tie in to existing sanitary sewer.
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?*
Yes • No
5b. Have you checked with the USFWS concerning Endangered Species Act impacts?*
Yes • No
5d. Is another Federal agency involved?*
Yes
5e. Is this a DOT project located within Division's 1-8?
0Yes ®No
• No Unknown
5f. Will you cut any trees in order to conduct the work in waters of the U.S.?
OYes 0No
5g. Does this project involve bridge maintenance or removal?
OYes 0No
5h. Does this project involve the construction/installation of a wind turbine(s)?*
0Yes ®No
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.?
GYes 0No

5j. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical Habitat?
On September 27, 2021, after reviewing the IPaC species list for the project area, the NC Natural Heritage Program Data Explorer report for the project
area, and making on -site habitat evaluations, we determined that biological conclusions of No Effect are appropriate for the three ESA federally
protected or proposed species shown in the IPaC database as occurring in Alamance County: Cape Fear shiner (Endangered), Atlantic pigtoe
(Proposed Threatened), and Schweinitz's sunflower (Endangered). Additionally, the project is adjacent to a small pond, but no bald eagle nests are
located on the parcel and no Bald and Golden Eagle Act permit is required.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as an Essential Fish Habitat?*
0 Yes O No
6b. What data sources did you use to determine whether your site would impact an Essential Fish Habitat?*
NOAA Fisheries 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?*
G Yes O No
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?*
NC State Historic Preservation Office's GIS Maps and Data.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain?*
0 Yes ® No
8c. What source(s) did you use to make the floodplain determination?*
This project is not within a FEMA-designated 100-year floodplain, per FIRM Panel 9804.
Miscellaneous
Please use the space below to attach all required documentation or any additional information you feel is helpful for application review. Documents should be combined into one file when
possible, with a Cover Letter, Table of Contents, and a Cover Sheet for each Section preferred.
Click the upload button or drag and drop files here to attach document
SupportinglnformationSubmittal.pdf 44.35MB
File must be PDF or KMZ
Comments
Signature U
By checking the box and signing below, I certify that:
• The project proponent hereby certifies that all information contained herein is true, accurate, and complete to the best of my knowledge and belief'; and
• The project proponent hereby requests that the certifying authority review and take action on this CWA 401 certification request within the applicable reasonable period of time.
• 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:
David G. Cooper
Signature
Date
6/16/2022

June 16, 2022
Mr. Chris Hopper
U.S. Army Corps of Engineers
Raleigh Regulatory Field Office
3331 Heritage Trade Drive, Suite 105
Wake Forest, NC 27587
www.vhb.com
Mr. Ryan Conchilla
N.C. Division of Water Resources
Winston-Salem Regional Office
450 West Hanes Mill Road, Suite 300
Winston-Salem, NC 27105
Subject: Pre -construction Notification
Construction of Hotel and Office/Retail Space at the end of Lowes Blvd in Mebane, NC
Mr. Hopper and Mr. Conchilla:
VHB, on behalf of Summit Design and Engineering Services, respectfully requests review of the attached information,
provided in support of the Pre -construction Notification for the above referenced hotel and office/retail space
construction project. We have enclosed the following information to assist with your review:
1. USGS Vicinity Map
2. Soil Survey Map
3. Project Permit Drawings
4. Approved Jurisdictional Determination
5. Project Construction Drawings
6. DWR Pre -Filing Meeting Request Form
Thank you for your assistance with this project. If you have any questions or need additional information, please
contact David Cooper at [e-mail] [phone].
Sincerely,
David Cooper
Senior Environmental Scientist
cc: William Wirt, PE, Summit Design and Engineering Services
Engineers I Scientists I Planners I Designers
Venture I
940 Main Campus Drive, Suite 500
Raleigh, North Carolina 27606
P 919.829.0328
F 919.833.0034

ATTACHMENT 1: USGS VICINITY MAP

USGS VICINITY MAP
MEBANE HOTEL
LOWES BLVD.
ALAMANCE COUNTY
MAY 2018

ATTACHMENT 2: SOIL SURVEY MAP

Prepared By:
‘14EdSsiii b
SOILS MAP
MEBANE HOTEL
LOWES BLVD.
ALAMANCE COUNTY
MAY 2018
1960 NRCS Alamance County Soil Survey
Map Sheets 16 & 20
NOTE: Streams shown on soil
survey in the vicinity of the Study
Area were hand digitized on this
figure due to poor resolution of
map image.
N
Figure
2

ATTACHMENT 3: PROJECT PERMIT DRAWINGS

40 & g5
STREAM "C"
END OF
3-WIRE FENCE
3-WIRE FENCE IN
DILAPIDATED CONDITION
RUNS WITH ❑
48" RCP
INVsoR22' ,!
SI4IV
WIYN&W
IBLEBOOT)
Stream C Buffer Impact
Zone 2 Grading/Revegetation
58 SF
Igo ',-.41111611rA
vow oawirr"
I�r i
Stream C Buffer Impact
EBAR
Stream p
Zone 2 Grading/Revegetation
1,756 SF
WETLAND "A"
Pond A Buffer Impact
Zone 2 Grading/Revegetation
1,024 SF
OP
Wetland A Impact
0.078 acre.
XI IF
ao�s
Pond A Buffer Impact
Zone 2 Grading/Revegetation
18 SF
Legend
Zone 2 Buffer
r Impacts, Grading &
Revegetation: 3,708
SF
Wetland Impact:
0.078 ac.
Buffer Zone 1
Buffer Zone 2
Limits of Disturbance
Streams
Pond A Shoreline
z Wetland B (No
r, Impact)
616
WETLAND "B"
SS MH
som..
Pond A Buffer Impact
Temp.Skimmer Basin Outlet,
Perm. Zone 2 Grading/Revegetation
459 SF
dOPS
•
Stream A Buffer Impact
Zone 2 Grading/Revegetation
910 SF
STREAM"A"
ti
Prepared By:
PERMIT IMPACT MAP
MEBANE HOTEL
LOWES BLVD.
ALAMANCE COUNTY
JUNE 2022
Based on construction drawings
prepared by Summit Design Engineers, PA
N
1
Figure
1 of 1

ATTACHMENT 4: APPROVED JURISDICTIONAL DETERMINATION

SAW-2018-01858
Property Owner:
Address:
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2018-01858 County: Alamance U.S.G.S. Quad: NC- Mebane
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Ecological Engineering
Attn: David Cooper
1151 SE Cary Parkway, Suite 101
Cary, NC 27518
Size (acres) —7.87 Nearest Town Mebane
Nearest Waterway UT to Back Creek River Basin Cape Fear
USGS HUC 03030002 Coordinates 36.067402 N,-79.305407 W
Location description: The project area, shown as the red -outlined "Study Area" on the attached figure entitled "Stream &
Wetland Sketch Map", is located on the south side of I-40/85, at the western terminus of Lowes Boulevard, in Mebane,
Alamance County, North Carolina. PIN # 9804937529.
Indicate Which of the Following Apply:
A. Preliminary Determination
❑ There appear to be waters including wetlands, on the above described project area/property, that may be subject to Section 404 of
the Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). The
waters including wetlands, have been delineated, and the delineation has been verified by the Corps to be sufficiently accurate and
reliable. The approximate boundaries of these waters are shown on the enclosed delineation map dated DATE. Therefore this
preliminary jurisdiction determination may be used in the permit evaluation process, including determining compensatory
mitigation. For purposes of computation of impacts, compensatory mitigation requirements, and other resource protection
measures, a permit decision made on the basis of a preliminary JD will treat all waters and wetlands that would be affected in any
way by the permitted activity on the site as if they are jurisdictional waters of the U.S. This preliminary determination is not an
appealable action under the Regulatory Program Administrative Appeal Process (Reference 33 CFR Part 331). However, you may
request an approved JD, which is an appealable action, by contacting the Corps district for further instruction.
❑ There appear to be waters including wetlands, on the above described project area/property, that may be subject to Section 404 of
the Clean Water Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). However,
since the waters including wetlands, have not been properly delineated, this preliminary jurisdiction determination may not be
used in the permit evaluation process. Without a verified wetland delineation, this preliminary determination is merely an
effective presumption of CWA/RHA jurisdiction over all of the waters including wetlands, at the project area, which is not
sufficiently accurate and reliable to support an enforceable permit decision. We recommend that you have the waters including
wetlands, on your project area/property delineated. As the Corps may not be able to accomplish this wetland delineation in a
timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by the Corps.
B. Approved Determination
❑ There are Navigable Waters of the United States within the above described project area/property subject to the permit
requirements of Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403) and Section 404 of the Clean Water Act
(CWA)(33 USC § 1344). Unless there is a change in law or our published regulations, this determination may be relied upon for
a period not to exceed five years from the date of this notification.
® There are waters including wetlands, on the above described project area/property subject to the permit requirements of
Section 404 of the Clean Water Act (CWA) (33 USC § 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ We recommend you have the waters including wetlands, on your project area/property delineated. As the Corps may not be
able to accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that
can be verified by the Corps.
® The waters including wetlands, on your project area/property have been delineated and the delineation has been
verified by the Corps. The approximate boundaries of these waters are shown on the enclosed delineation map dated
7/1/2018. We strongly suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and
verified by the Corps. Once verified, this survey will provide an accurate depiction of all areas subject to CWA

SAW-2018-01858
jurisdiction on your property which, provided there is no change in the law or our published regulations, may be relied
upon for a period not to exceed five years.
❑ The waters including wetlands, have been delineated and surveyed and are accurately depicted on the plat signed by the Corps
Regulatory Official identified below on DATE. Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ There are no waters of the U.S., to include wetlands, present on the above described project area/property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act (CAMA).
You should contact the Division of Coastal Management in Morehead City, NC, at [phone] to determine their
requirements.
Placement of dredged or fill material within waters of the US, including wetlands, without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Placement of dredged or fill material, construction or
placement of structures, or work within navigable waters of the United States without a Department of the Army permit may
constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or 403). If you have any questions
regarding this determination and/or the Corps regulatory program, please contact David E. Bailey at 919-554-4884 extension 30 or
D av i d. E. B ai le y 2 (d,u s ace. a rm y. m i 1.
C. Basis For Determination: See the Approved Jurisdictional Determination form dated 10/31/2018.
D. Remarks: None.
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the particular site
identified in this request. The delineation/determination may not be valid for the wetland conservation provisions of the Food Security
Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation in USDA programs, you should request
a certified wetland determination from the local office of the Natural Resources Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in B.
above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination you
must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 10M15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by 12/30/2018.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this correspondence. * *
Digitally signed by BAILEY.DAVID.E.1379283736
DN: c=US, o=U.S. Govemment, ou=DoD, ou=PII,
ou=USA, cn=BAILEY.DAVID.E.1379283736
Date: 2018.10.31 15:57:00-04'00'
Corps Regulatory Official:
Date of JD: 10/31/2018 Expiration Date of JD: 10/30/2023
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to do so,
please complete the Customer Satisfaction Survey located at http://corpsmapu.usace.army.mil/cm apex/f?p=136:4:0
Copy furnished:
Sue Homewood, NCDEQ-DWR, 450 W. Hanes Mill Rd, Suite 300, Winston-Salem, NC 27105

WB-01 TIE
TO POND
Stream C, Subject
to Jordan Buffer Rules.
/
/
/ / /
/ / / / /' /
/ / / / / /
/ I\ I\ �/ \I it ;\
I \
\ ///
1
IItNET, 1" = 60'
•
se -rig
\
/1------'
/,''
Legend
Study Area
4 Perennial Stream
C3 Pond
Wetland
\I \
Pond A, Not Flagged
Please locate edge of water
within 50' of project area.
Pond is subject to Jordan
Buffer Rules.
Wetland located outside
NCDOT ROW fence,
Not Flagged.
Wetland A
(See Inset)
Wetland B
(See Inset)
Stream A, Subject
to Jordan Buffer Rules.
s\i'N \ i
`I I
�� —/
N. SA-01
N / ��\ �N. /
—
NOTES:
1. Jurisdictional status of streams and wetlands
were verified by David Bailey of the USACE on
July 5, 2018.
2. Field delineations performed by Ecological
Engineering on May 24, 2018.
3. All features shown are sketched
approximately. This is not a survey.
Prepared By:
ECOLOGICAL
ENGINEERING
STREAM & WETLAND SKETCH MAP
MEBANE HOTEL
LOWES BLVD.
ALAMANCE COUNTY
JULY 2018
2014 NCOneMap Aerial
NCDOT Contours
N
Figure
3

SAW-2018-01858
NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
Applicant: Ecological Engineering (Attn: David Cooper) I File Number: SAW-2018-01858 Date: 10/31/2018
Attached is:
See Section below
❑
INITIAL PROFFERED PERMIT (Standard Permit or Letter of permission)
A
❑
PROFFERED PERMIT (Standard Permit or Letter of permission)
B
❑
PERMIT DENIAL
C
APPROVED JURISDICTIONAL DETERMINATION
D
❑
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION
Additional
or
I - The following identifies your rights and options regarding an administrative appeal of the above decision.
information may be found at or http://www.usace.army.mil/Missions/CivilWorks/RegulatoryProgramandPermits.aspx
the Corps regulations at 33 CFR Part 331. i
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.

SAW-2018-01858
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEA ' CTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
also contact:
Mr. Jason Steele, Administrative Appeal Review Officer
CESAD-PDO
U.S. Army Corps of Engineers, South Atlantic Division
60 Forsyth Street, Room 10M15
Atlanta, Georgia 30303-8801
Phone: [phone]
appeal process you may contact:
District Engineer, Wilmington Regulatory Division
Attn: David E. Bailey
Raleigh Regulatory Office
U.S Army Corps of Engineers
3331 Heritage Trade Drive, Suite 105
Wake Forest, North Carolina 27587
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunity to participate in all site investigations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: David E. Bailey, 69 Darlington Avenue, Wilmington, North Carolina
28403
For Permit denials, Proffered Permits and Approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele, Administrative Appeal
Officer, CESAD-PDO, 60 Forsyth Street, Room 10M15, Atlanta, Georgia 30303-8801
Phone: [phone]

APPROVED JURISDICTIONAL DETERMINATION FORM
U.S. Army Corps of Engineers
This form should be completed by following the instructions provided in Section IV of the JD Form Instructional Guidebook.
SECTION I: BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR APPROVED JURISDICTIONAL DETERMINATION (JD): October 31, 2018
B. DISTRICT OFFICE, FILE NAME, AND NUMBER: Wilmington District, Mebane Hotel site / Lowes Boulevard / Mebane /
Alamance County / commercial, SAW-2018-01858
C. PROJECT LOCATION AND BACKGROUND INFORMATION: The project area is located on the south side of I-40/85, at the
western terminus of Lowes Boulevard, in Mebane, Alamance County, North Carolina. PIN # 9804937529.
State: North Carolina County/parish/borough: Alamance County City: Mebane
Center coordinates of site (lat/long in degree decimal format): Lat. 36.0674021748497°N, Long. -79.3054074147499° W
Universal Transverse Mercator: 17 652606.42 3992753.24
Name of nearest waterbody: UT to Back Creek
Name of nearest Traditional Navigable Water (TNW) into which the aquatic resource flows:
Name of watershed or Hydrologic Unit Code (HUC): Haw, 03030002
® Check if map/diagram of review area and/or potential jurisdictional areas is/are available upon request.
❑ Check if other sites (e.g., offsite mitigation sites, disposal sites, etc...) are associated with this action and are recorded on a different
JD form:
D. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
❑ Office (Desk) Determination. Date:
® Field Determination. Date(s): 7/5/2018
SECTION II: SUMMARY OF FINDINGS
A. RHA SECTION 10 DETERMINATION OF JURISDICTION.
There Are "navigable waters of the U.S." within Rivers and Harbors Act (RHA) jurisdiction (as defined by 33 CFR part 329) in the
review area. [Required]
❑ Waters subject to the ebb and flow of the tide.
❑ Waters are presently used, or have been used in the past, or may be susceptible for use to transport interstate or foreign commerce.
Explain:
B. CWA SECTION 404 DETERMINATION OF JURISDICTION.
There • "waters of the U.S." within Clean Water Act (CWA) jurisdiction (as defined by 33 CFR part 328) in the review area. [Required]
1. Waters of the U.S.
a. Indicate presence of waters of U.S. in review area (check all that apply): i
❑ TNWs, including territorial seas
❑ Wetlands adjacent to TNWs
® Relatively permanent waters2 (RPWs) that flow directly or indirectly into TNWs
❑ Non-RPWs that flow directly or indirectly into TNWs
▪ Wetlands directly abutting RPWs that flow directly or indirectly into TNWs
® Wetlands adjacent to but not directly abutting RPWs that flow directly or indirectly into TNWs
❑ Wetlands adjacent to non-RPWs that flow directly or indirectly into TNWs
® Impoundments of jurisdictional waters
❑ Isolated (interstate or intrastate) waters, including isolated wetlands
b. Identify (estimate) size of waters of the U.S. in the review area:
Non -wetland waters: 95 linear feet, 6 wide, and/or 0.01 acres.
Wetlands: 0.04 acres.
c. Limits (boundaries) of jurisdiction based on:
Elevation of established OHWM (if known):
2. Non -regulated waters/wetlands (check if applicable):3
❑ Potentially jurisdictional waters and/or wetlands were assessed within the review area and determined to be not jurisdictional.
Explain:
SECTION HI: CWA ANALYSIS
A. TNWs AND WETLANDS ADJACENT TO TNWs
1 Boxes checked below shall be supported by completing the appropriate sections in Section III below.
For purposes of this form, an RPW is defined as a tributary that is not a TNW and that typically flows year-round or has continuous flow at least "seasonally"
(e.g., typically 3 months).
3 Supporting documentation is presented in Section III.F.

-2-
The agencies will assert jurisdiction over TNWs and wetlands adjacent to TNWs. If the aquatic resource is a TNW, complete
Section III.A.1 and Section III.D.1. only; if the aquatic resource is a wetland adjacent to a TNW, complete Sections IILA.1 and 2
and Section IILD.1.; otherwise, see Section IILB below.
1. TNW
Identify TNW:
Summarize rationale supporting determination:
2. Wetland adjacent to TNW
Summarize rationale supporting conclusion that wetland is "adjacent":
B. CHARACTERISTICS OF TRIBUTARY (THAT IS NOT A TNW) AND ITS ADJACENT WETLANDS (IF ANY):
This section summarizes information regarding characteristics of the tributary and its adjacent wetlands, if any, and it helps
determine whether or not the standards for jurisdiction established under Rapanos have been met.
The agencies will assert jurisdiction over non -navigable tributaries of TNWs where the tributaries are "relatively permanent
waters" (RPWs), i.e. tributaries that typically flow year-round or have continuous flow at least seasonally (e.g., typically 3
months). A wetland that directly abuts an RPW is also jurisdictional. If the aquatic resource is not a TNW, but has year-round
(perennial) flow, skip to Section IILD.2. If the aquatic resource is a wetland directly abutting a tributary with perennial flow,
skip to Section III.D.4.
A wetland that is adjacent to but that does not directly abut an RPW requires a significant nexus evaluation. Corps districts and
EPA regions will include in the record any available information that documents the existence of a significant nexus between a
relatively permanent tributary that is not perennial (and its adjacent wetlands if any) and a traditional navigable water, even
though a significant nexus finding is not required as a matter of law.
If the waterbody4 is not an RPW, or a wetland directly abutting an RPW, a JD will require additional data to determine if the
waterbody has a significant nexus with a TNW. If the tributary has adjacent wetlands, the significant nexus evaluation must
consider the tributary in combination with all of its adjacent wetlands. This significant nexus evaluation that combines, for
analytical purposes, the tributary and all of its adjacent wetlands is used whether the review area identified in the JD request is
the tributary, or its adjacent wetlands, or both. If the JD covers a tributary with adjacent wetlands, complete Section IILB.1 for
the tributary, Section IILB.2 for any onsite wetlands, and Section 111.B.3 for all wetlands adjacent to that tributary, both onsite
and offsite. The determination whether a significant nexus exists is determined in Section III.0 below.
1. Characteristics of non-TNWs that flow directly or indirectly into TNW
(i)
General Area Conditions:
Watershed size: 83 Ees
Drainage area: 31
Average annual rainfall: 46.6 inches
Average annual snowfall: 8.6 inches
(ii) Physical Characteristics:
(a) Relationship with TNW:
❑ Tributary flows directly into TNW.
® Tributary flows through I tributaries before entering TNW.
(b)
Project waters are
Project waters are
Project waters are
Project waters are
river miles from TNW.
(or less) river miles from RPW.
(or less) aerial (straight) miles from TNW.
• List aerial (straight) miles from RPW.
Project waters cross or serve as state boundaries. Explain:
Identify flow route to TNW5: Stream A (UT to Back Creek, RPW) to UT to Back Creek (RPW), to UT to Back
Creek (RPW), to Back Creek (RPW), to Haw River (TNW)
Tributary stream order, if known: 1st
General Tributary Characteristics (check all that apply):
' Note that the Instructional Guidebook contains additional information regarding swales, ditches, washes, and erosional features generally and in the arid
West.
5 Flow route can be described by identifying, e.g., tributary a, which flows through the review area, to flow into tributary b, which then flows into TNW.

-3-
Tributary is:
® Natural
® Artificial (man-made). Explain: Portion of Stream A subject to wetland adjacency review is
impounded (Pond A) by a man-made earthen berm dam.
❑ Manipulated (man -altered). Explain:
Tributary properties with respect to top of bank (estimate):
Average width: 5 feet
Average depth: 1 feet
Average side slopes: E.
Primary tributary substrate composition (check all that apply):
® Silts ® Sands
❑ Cobbles ® Gravel
❑ Bedrock ❑ Vegetation. Type/% cover:
❑ Other. Explain:
❑ Concrete
❑ Muck
Tributary condition/stability [e.g., highly eroding, sloughing banks]. Explain: stable
Presence of run/riffle/pool complexes. Explain: present above portion impounded as Pond A.
Tributary geometry:
Tributary gradient (approximate average slope): 1 %
(c) Flow:
Tributary provides for: Estimate average number of flow events in review area/year:
Describe flow regime: Perennial
Other information on duration and volume:
Surface flow is: Characteristics: Due to relatively small watershed, Stream A appears to be primarily
confined to its banks
Subsurface flow: -. Explain findings:
❑ Dye (or other) test performed:
Tributary has (check all that apply):
® Bed and banks
OHWM6 (check all indicators that apply):
® clear, natural line impressed on the bank
® changes in the character of soil
® shelving
® vegetation matted down, bent, or absent
® leaf litter disturbed or washed away
® sediment deposition
❑ water staining
❑ other (list):
❑ Discontinuous OHWM.7 Explain:
❑ the presence of litter and debris
❑ destruction of terrestrial vegetation
❑ the presence of wrack line
® sediment sorting
❑ scour
® multiple observed or predicted flow events
❑ abrupt change in plant community
If factors other than the OHWM were used to determine lateral extent of CWA jurisdiction (check all that apply):
❑ High Tide Line indicated by: ❑ Mean High Water Mark indicated by:
❑ oil or scum line along shore objects ❑ survey to available datum;
❑ fine shell or debris deposits (foreshore) ❑ physical markings;
❑ physical markings/characteristics ❑ vegetation lines/changes in vegetation types.
❑ tidal gauges
❑ other (list):
(iii) Chemical Characteristics:
Characterize tributary (e.g., water color is clear, discolored, oily film; water quality; general watershed characteristics, etc.).
Explain: Water was clear on day of site visit.
Identify specific pollutants, if known: Drainage area receives water from impervious parking lots and state -maintained
roads; as such, petrochemicals from road and parking lot runoff are likely.
6A natural or man-made discontinuity in the OHWM does not necessarily sever jurisdiction (e.g., where the stream temporarily flows underground, or where
the OHWM has been removed by development or agricultural practices). Where there is a break in the OHWM that is unrelated to the waterbody's flow
regime (e.g., flow over a rock outcrop or through a culvert), the agencies will look for indicators of flow above and below the break.
'Ibid.

-4-
(iv) Biological Characteristics. Channel supports (check all that apply):
® Riparian corridor. Characteristics (type, average width): >300 feet on south side, no greater than 50 feet on north and
east sides.: primarily deciduous forest
® Wetland fringe. Characteristics: Wetland fringe is present in narrow corridor on both sides of Stream A near
impoundment (Pond A).
® Habitat for:
❑ Federally Listed species. Explain findings:
® Fish/spawn areas. Explain findings: Stream is large enough for small fish, as is Pond A.
❑ Other environmentally -sensitive species. Explain findings:
® Aquatic/wildlife diversity. Explain findings: Water source for common urban-wildland interface species.
2. Characteristics of wetlands adjacent to non-TNW that flow directly or indirectly into TNW
(i)
Physical Characteristics:
(a) General Wetland Characteristics:
Properties:
Wetland size: 0.03 (Wetland A) acres
Wetland type. Explain: PFO
Wetland quality. Explain: medium -high
Project wetlands cross or serve as state boundaries. Explain:
(b) General Flow Relationship with Non-TNW:
Flow is: . Explain: Flow through wide natural swale during precipitation events.
Surface flow is:
Characteristics: Sheet flow from wetlandsthrough wide natural swale during precipitation events.
Subsurface flow: —. Explain findings:
❑ Dye (or other) test performed:
(c) Wetland Adjacency Determination with Non-TNW:
❑ Directly abutting
® Not directly abutting
® Discrete wetland hydrologic connection. Explain: Flow from Wetland A to Pond A through wide natural
swale during precipitation events. Evidence includes hydric soils and a clay aquitard --6" deep
continuing from the S end of Wetland A to the edge of Pond A. Wetland A and Pond A are seperated by
only—30 LE
❑ Ecological connection. Explain:
❑ Separated by berm/barrier. Explain:
(d) Proximity (Relationship) to TNW
Project wetlands are 2-5 river miles from TNW.
Project waters are aerial (straight) miles from TNW.
Flow is from:
Estimate approximate location of wetland as within the or greater floodplain.
(ii) Chemical Characteristics:
Characterize wetland system (e.g., water color is clear, brown, oil film on surface; water quality; general watershed
characteristics; etc.). Explain: No surface water present in Wetland A on day of site visit, though water stained leaves
were present.
Identify specific pollutants, if known: None noted
(iii) Biological Characteristics. Wetland supports (check all that apply):
® Riparian buffer. Characteristics (type, average width): This wetland is within 30 l.f. of the edge of Pond A, an
impoundment of Stream A.
® Vegetation type/percent cover. Explain: 90% cover, mature deciduous forest.
® Habitat for:
❑ Federally Listed species. Explain findings:
❑ Fish/spawn areas. Explain findings:
® Other environmentally -sensitive species. Explain findings: Slight depressional landform would allow shallow
seasonal ponding of water, which would provide excellent amphibian breeding habitat due to absense of fish.
® Aquatic/wildlife diversity. Explain findings: Cover habitat for common urban-wildland interface species.
3. Characteristics of all wetlands adjacent to the tributary (if any)

-5-
All wetland(s) being considered in the cumulative analysis:
Approximately 0.04 acres in total are being considered in the cumulative analysis.
For each wetland, specify the following:
Directly abuts? (Y/N)
Wetland A (N)
Size (in acres)
0.03
Directly abuts? (Y/N)
Wetland B (Y)
Size (in acres)
0.01
Summarize overall biological, chemical and physical functions being performed: Wetland A and others in similar
landscape (saddle/depressional) positions receive preciptation-derived water, retain water, allow biogeochemical
anaerobic processes (i.e. denitrification) to occur to improve water quality, and serve as groundwater recharge
areas. These depressional-type wetlands serve as breeding habitat for sensitive species such as amphibians, as well
as seasonal water sources for a variety of typical wildland/urban interface wildlife species.
C. SIGNIFICANT NEXUS DETERMINATION
A significant nexus analysis will assess the flow characteristics and functions of the tributary itself and the functions performed
by any wetlands adjacent to the tributary to determine if they significantly affect the chemical, physical, and biological integrity
of a TNW. For each of the following situations, a significant nexus exists if the tributary, in combination with all of its adjacent
wetlands, has more than a speculative or insubstantial effect on the chemical, physical and/or biological integrity of a TNW.
Considerations when evaluating significant nexus include, but are not limited to the volume, duration, and frequency of the flow
of water in the tributary and its proximity to a TNW, and the functions performed by the tributary and all its adjacent
wetlands. It is not appropriate to determine significant nexus based solely on any specific threshold of distance (e.g. between a
tributary and its adjacent wetland or between a tributary and the TNW). Similarly, the fact an adjacent wetland lies within or
outside of a floodplain is not solely determinative of significant nexus.
Draw connections between the features documented and the effects on the TNW, as identified in the Rapanos Guidance and
discussed in the Instructional Guidebook. Factors to consider include, for example:
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to carry pollutants or flood waters to
TNWs, or to reduce the amount of pollutants or flood waters reaching a TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), provide habitat and lifecycle support functions for fish and
other species, such as feeding, nesting, spawning, or rearing young for species that are present in the TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to transfer nutrients and organic carbon that
support downstream foodwebs?
• Does the tributary, in combination with its adjacent wetlands (if any), have other relationships to the physical, chemical, or
biological integrity of the TNW?
Note: the above list of considerations is not inclusive and other functions observed or known to occur should be documented
below:
1. Significant nexus findings for non-RPW that has no adjacent wetlands and flows directly or indirectly into TNWs. Explain
findings of presence or absence of significant nexus below, based on the tributary itself, then go to Section III.D:
2. Significant nexus findings for non-RPW and its adjacent wetlands, where the non-RPW flows directly or indirectly into
TNWs. Explain findings of presence or absence of significant nexus below, based on the tributary in combination with all of its
adjacent wetlands, then go to Section III.D:
3. Significant nexus findings for wetlands adjacent to an RPW but that do not directly abut the RPW. Explain findings of
presence or absence of significant nexus below, based on the tributary in combination with all of its adjacent wetlands, then go to
Section III.D: Wetland A is hydrologically connected to Pond A (impoundment of Stream A [RPW]) through a natural wide
swale, that directs water from the wetland to the impoundment due to general topographic relief and a shallow (6" deep)
clay aquitard). This wetland area has the capability to receive precipitation -derived water and treat this water through
anaerobic processes before either recharging groundwater or releasing via the above -referenced swale into Pond A. These
actions limit nutrient input into Pond A which drains out via overflow-outfall structure into Haw River in less than 5 river
miles via Back Creek and 2 of its unnamed tributaries. As such, Wetland A and similarly situate wetlands affect the
chemical, physical, and biological integrity of, and has a significant nexus with, the Haw River, a TNW. Note also that the
Haw River flows directly into Jordan Lake, a public water supply.
D. DETERMINATIONS OF JURISDICTIONAL FINDINGS. THE SUBJECT WATERS/WETLANDS ARE (CHECK ALL
THAT APPLY):

-6-
1. TNWs and Adjacent Wetlands. Check all that apply and provide size estimates in review area:
❑ TNWs: linear feet, wide, Or acres.
❑ Wetlands adjacent to TNWs: acres.
2. RPWs that flow directly or indirectly into TNWs.
® Tributaries of TNWs where tributaries typically flow year-round are jurisdictional. Provide data and rationale indicating that
tributary is perennial: Stream A is not within the review area (not included in waters estimate below), but was located
just to the south of the review area, and thus allowed evaluation during the site visit. This feature displayed flow
during the dry period of the year (summer), and the consultant noted tlow during his earlier site visit as well. See also
the OHWM indicators noted in Section III.B.(ii)(c). Note also that Pond A is an impoundment of Stream A, via an
earthen berm dam with swpillway/water control structure.
Stream C is within the review area, flows out of an NCDOT culvert under I-40/85, ocupies a man -altered channel
along the review area boundary, and was determined to be perennial by the consultant.
❑ Tributaries of TNW where tributaries have continuous flow "seasonally" (e.g., typically three months each year) are
jurisdictional. Data supporting this conclusion is provided at Section III.B. Provide rationale indicating that tributary flows
seasonally:
Provide estimates for jurisdictional waters in the review area (check all that apply):
® Tributary waters: 95 linear feet 6 wide.
® Other non -wetland waters: 0.1 acres.
Identify type(s) of waters: Pond A is an impoundment of Stream A, via an earthen berm dam with swpillway/water
control structure.
3. Non-RPWs8 that flow directly or indirectly into TNWs.
❑ Waterbody that is not a TNW or an RPW, but flows directly or indirectly into a TNW, and it has a significant nexus with a
TNW is jurisdictional. Data supporting this conclusion is provided at Section III.C.
Provide estimates for jurisdictional waters within the review area (check all that apply):
❑ Tributary waters: linear feet, wide.
❑ Other non -wetland waters: acres.
Identify type(s) of waters:
4. Wetlands directly abutting an RPW that flow directly or indirectly into TNWs.
® Wetlands directly abut RPW and thus are jurisdictional as adjacent wetlands.
® Wetlands directly abutting an RPW where tributaries typically flow year-round. Provide data and rationale indicating that
tributary is perennial in Section III.D.2, above. Provide rationale indicating that wetland is directly abutting an RPW:
Wetland B extends to the banks of Stream A and Pond A.
❑ Wetlands directly abutting an RPW where tributaries typically flow "seasonally." Provide data indicating that tributary is
seasonal in Section III.B and rationale in Section III.D.2, above. Provide rationale indicating that wetland is directly
abutting an RPW:
Provide acreage estimates for jurisdictional wetlands in the review area: 0.01 acres.
5. Wetlands adjacent to but not directly abutting an RPW that flow directly or indirectly into TNWs.
® Wetlands that do not directly abut an RPW, but when considered in combination with the tributary to which they are adjacent
and with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisidictional. Data supporting this
conclusion is provided at Section III.C.
Provide acreage estimates for jurisdictional wetlands in the review area: 0.03 acres.
6. Wetlands adjacent to non-RPWs that flow directly or indirectly into TNWs.
❑ Wetlands adjacent to such waters, and have when considered in combination with the tributary to which they are adjacent and
with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisdictional. Data supporting this
conclusion is provided at Section III.C.
Provide estimates for jurisdictional wetlands in the review area: acres.
7. Impoundments of jurisdictional waters.'
As a general rule, the impoundment of a jurisdictional tributary remains jurisdictional.
'See Footnote # 3.
9 To complete the analysis refer to the key in Section III.D.6 of the Instructional Guidebook.

-7-
® Demonstrate that impoundment was created from "waters of the U.S.," or
❑ Demonstrate that water meets the criteria for one of the categories presented above (1-6), or
❑ Demonstrate that water is isolated with a nexus to commerce (see E below).
E. ISOLATED [INTERSTATE OR INTRA-STATE] WATERS, INCLUDING ISOLATED WETLANDS, THE USE,
DEGRADATION OR DESTRUCTION OF WHICH COULD AFFECT INTERSTATE COMMERCE, INCLUDING ANY
SUCH WATERS (CHECK ALL THAT APPLY):1°
❑ which are or could be used by interstate or foreign travelers for recreational or other purposes.
❑ from which fish or shellfish are or could be taken and sold in interstate or foreign commerce.
❑ which are or could be used for industrial purposes by industries in interstate commerce.
❑ Interstate isolated waters. Explain:
❑ Other factors. Explain:
Identify water body and summarize rationale supporting determination:
Provide estimates for jurisdictional waters in the review area (check all that apply):
❑ Tributary waters: linear feet, wide.
❑ Other non -wetland waters: acres.
Identify type(s) of waters:
❑ Wetlaands: acres.
F. NON -JURISDICTIONAL WATERS, INCLUDING WETLANDS (CHECK ALL THAT APPLY):
❑ If potential wetlands were assessed within the review area, these areas did not meet the criteria in the 1987 Corps of Engineers
Wetland Delineation Manual and/or appropriate Regional Supplements.
❑ Review area included isolated waters with no substantial nexus to interstate (or foreign) commerce.
❑ Prior to the Jan 2001 Supreme Court decision in "SWANCC," the review area would have been regulated based solely on the
"Migratory Bird Rule" (MBR).
❑ Waters do not meet the "Significant Nexus" standard, where such a finding is required for jurisdiction. Explain:
❑ Other: (explain, if not covered above):
Provide acreage estimates for non -jurisdictional waters in the review area, where the sole potential basis of jurisdiction is the MBR
factors (i.e., presence of migratory birds, presence of endangered species, use of water for irrigated agriculture), using best professional
judgment (check all that apply):
❑ Non -wetland waters (i.e., rivers, streams): linear feet, wide.
❑ Lakes/ponds: acres.
❑ Other non -wetland waters: acres. List type of aquatic resource:
❑ Wetlands: acres.
Provide acreage estimates for non -jurisdictional waters in the review area that do not meet the "Significant Nexus" standard, where such
a finding is required for jurisdiction (check all that apply):
❑ Non -wetland waters (i.e., rivers, streams): linear feet, wide.
❑ Lakes/ponds: acres.
❑ Other non -wetland waters: acres. List type of aquatic resource:
❑ Wetlands: acres.
SECTION IV: DATA SOURCES.
A. SUPPORTING DATA. Data reviewed for JD (check all that apply - checked items shall be included in case file and, where checked
and requested, appropriately reference sources below):
® Maps, plans, plots or plat submitted by or on behalf of the applicant/consultant: Aerial, soils, and topo maps, and photos
(Ecological Engineering)
® Data sheets prepared/submitted by or on behalf of the applicant/consultant.
® Office concurs with data sheets/delineation report.
❑ Office does not concur with data sheets/delineation report.
❑ Data sheets prepared by the Corps:
❑ Corps navigable waters' study:
❑ U.S. Geological Survey Hydrologic Atlas:
❑ USGS NHD data.
10 Prior to asserting or declining CWA jurisdiction based solely on this category, Corps Districts will elevate the action to Corps and EPA HQ for
review consistent with the process described in the Corps/EPA Memorandum Regarding CWA Act Jurisdiction Following Rapanos.

-8-
❑ USGS 8 and 12 digit HUC maps.
® U.S. Geological Survey map(s). Cite scale & quad name: 1:24K; Mebane
® USDA Natural Resources Conservation Service Soil Survey. Citation: Alamance Co. Soil Survey
❑ National wetlands inventory map(s). Cite name:
❑ State/Local wetland inventory map(s):
❑ FEMA/FIRM maps:
❑ 100-year Floodplain Elevation is: (National Geodectic Vertical Datum of 1929)
® Photographs: ® Aerial (Name & Date): 2014 NCOneMap
or ® Other (Name & Date): David Cooper (Ecological Engineering) 5/24/2018.
❑ Previous determination(s). File no. and date of response letter:
❑ Applicable/supporting case law:
❑ Applicable/supporting scientific literature:
® Other information (please specify): LiDAR (NC Floodmaps)
B. ADDITIONAL COMMENTS TO SUPPORT JD:
This JD form documents Stream A (RPW, not within the review area), Stream C (RPW), Pond A (impoundment of Stream A),
Wetland B (abutting Stream A and Pond A), and Wetland A (adjacent to Pond A with significant nexus).

ATTACHMENT 5: PROJECT CONSTRUCTION DRAWINGS

to , N
VICINITY MAP
SITE INFORMATION
SCALE 1" = 2,000' N i_
Q
p
OWNER/
DEVELOPER: RAD PANDIT CONSTRUCTION DRAWINGS
DRPBS HOSPITALITY, LLC
5
5772 NEW CASTLE LANE
BETTENDORF, IA 52722 muniIpE Q Ia '
[phone]
e OD
[e-mail] �0 IIII
PIN: 9804-93-7529 FOR 1 Tanger OutL .__
PARCEL ID: 160533
CO
'.1IIlrc I Fx' :,Thu!is ZC!
LAND AREA: 7.12 ACRES
PROPERTY H 57
ADDRESS: LOWES BLVD. MEBANE, NC 27302 DRPBS HOSPITALITY , LLC
.. . ..„
_.. ,••
.,_,
EXISTING ZONING: B-2 _r_,,..„: ._.„._•. ., ,
__ _ _ _ _ _• . _ _ _ _
_ _ _ _• . .
�dd1m
Louses Boulevard
CURRENT USE: VACANT / za
PROPOSED USE: COMMERCIAL - / 4
JURISDICTION: MEBANE
STATE: NORTH CAROLINA LOWES BOULEVARD :,, 0-
TOTAL DISTURBED AREA: 277,371 SF a
BUILDING AREAS MEBANE, NC 27302 N.. . CON N-
2-HOTELS: 80,000 SF/EA(<5,000 SF MEErING SPACE)160,000 SF TOTAL 1- ` I
RETAIL: 5,000 SF
o QZ wz2 w 0 o�>�'OFFICE: 5,000 SF Ha4fields � zw wp�w¢=
cn
o Ozwx
TOTAL: 170,000 SF _ - o Z< -Z-zFIRST SUBMITTAL: 1/25/2022 . - W m
LL Z
aU Jw¢0O
BUILDING SETBACKS c,i z
TOTAL:40' SECOND SUBMITTAL: 4/12/2022 0 oO ow¢ wzwJ
0 I
-• _ • w w
REAR: 30' Hc• H ¢WOa¢}OoDEMLR SUBMITTAL: 5/13/2022 • W , o Oxz = o
MAX BUILDING HEIGHT: 70' �„ zzf zonxzz
W ¢ Q z. W W 1-167_ '
PARKING O ¢�wnt
REQUIRED: U cjoILD
Z >COLUZZin Qw
W awooz� ¢¢Op
(nJJz.,cw—
RETAIL: 1 SP/200 SF GFA 5,000 SF= 25 SPACES01 z w_, x o
OFFICE: 1 SP/200 SF GFA 5,000 SF= 25 SPACES
HOTEL: 1.25 SP/RENTAL UNIT ` `J
103&80 ROOMS=183 ROOMS=229 SPACES
TOTAL: 279 SPACES DEVELOPER/OWNER ENGINEER CONTACT SURVEY CONTACT
RAD PANDIT SUMMIT DESIGN&ENGINEERING SERVICES SUMMIT DESIGN&ENGINEERING SERVICES SHEET INDEX Uui
ACCESSIBLE SPACES REQUIRED w 0 H.
DRPBS HOSPITALITY, LCC TIMOTHY A. SMITH, PE BRANTLEY W.WELLS, PLS H o
7 TOTAL(INCLUDING 1 VAN SPACE) U O 2
5772 NEW CASTLE LANE 320 EXECUTIVE COURT 320 EXECUTIVE COURT = „J c� 2
BETTENDORF, IA 52722 HILLSBOROUGH, NC 27278 HILLSBOROUGH, NC 27278 Sheet
PARKING SPACES PROVIDED
RETAIUOFFICE= 50 SPACES [phone] [phone](PHONE) [phone](PHONE) N
Sheet Title Number
[e-mail] [phone](FAX) [phone](FAX) w w ¢ w
HOTELS= 210 SPACES [e-mail] [e-mail] Z o
w
TOTAL SPACES= 260 SPACES CD = z a cn ¢p
260 INCLUDING 7 ACCESSIBLE SPACES 3 WHICH ARE VAN ACCESSIBLE COVER SHEET C-1 zLi, ~ Q r ¢ w
NOTE:APPROVED SUP INCLUDES A REDUCTION IN REQUIRED PARKING H co. H m z coco
OF 19 SPACES. N
U U Z > ,_ o
PUBLIC SERVICE CONTACTS : EXISTING CONDITIONS PLAN C-2 3 8 Q o ; x
BIKE RACKS
0
REQUIRED WATER: CITY OF MEBANE PUBLIC WORKS DEPT. STATE ROADWAYS: NCDOT-DIVISION 7, DISTRICT 1 SLOPE ANALYSIS SHEET C-3 `a a I `.. i I
RETAIUOFFICE= 2 KYLE SMITH CHARLES N. EDWARDS(CHUCK), PE
HOTELS= 5 636 CORRIGIDOR STREET DISTRICT ENGINEER NOT FOR 1
TOTAL= 7 MEBANE, NC 27302 115 E. CRESCENT SQUARE DRIVE \\\\\�I I I I I I l d dd//
ENERAL NOTES -4
-N ARo/;'
PROVIDED: 7 [phone] PO BOX 766 \\` �
GRAHAM, NC27253 SITE & UTILITY PLAN C-5 o� =�
VEHICULAR USE AREA= 108,185 SF(ALL PARKING&DRIVE AISLES) SEWER: CITY OF MEBANE PUBLIC WORKS DEPT. [phone] �;'
KYLE SMITH IMPERVIOUS AREA: 636 CORRIGIDOR STREET PLANNING: CITY OF MEBANE GRADING & STORM DRAINAGE PLAN _ N
C-6 - •
BUILDING: 39,554 MEBANE, NC 27302 CY STOBER,AICP = ► ' 7
ASPHALT: 106,965 [phone]
CONCRETE: 106,96 DEVELOPMENT2 SEDIRECTOR
" FIRE: CITYQFMEBANE SS OUTFACE 'A' & WATERLINE 1 PROFILES C-7 ?;
'•fiGINE ••``��,'t
TOTAL: 178,220 SF(4.09 AC) 57.46 /"
MEBANE, NC 27302(919)563-9990 �0�- A.S�` `
BOB LOUIS,CHIEF WATERLINE 1 PROFILE C-8
450 N. FIRST STREET SOLID WASTE: CITY OF MEBANE PUBLIC WORKS DEPT. �//dll l l I II\��\
MEBANE, NC 27302 636 CORREGIDOR STREET (�_(� CONSTRUCTION}
[phone] MEBANE, NC 27302 WATERLINE 2 PROFILES v 9
GAS: PSNC ENERGY/DOMINION ENERGY [phone] ti 1
BRIAN SMITH RECYCLING: WASTE INDUSTRIES CROSSING PIPES PROFILES C-10 v
2541 WHILDEN DRIVE 703 E. GILBREATH STREET
DURHAM, NC 27713 GRAHAM, NC 27253
[phone] [phone] PRE-D EV. DRAINAGE MAP C-11 y
[e-mail]
EROSION CONTROL: DEMLR POST-DEV DRAINAGE MAP C-12 Nm = .0
ELECTRIC: DUKE ENERGY 450 WEST HANES MILL ROAD,SUIT 300,
1205 N.CHURCH STREET WINSTON-SALEM, NC 27105 = cv
ENGINEERING CONSTRUCTION PLAN REVIEW & INSPECTION FEES: BURLINGTON, NC 27217 [phone] EROSION CONTROL PHASE I C-13 Z
[phone] Z a
TELEPHONE: AT&T EROSION CONTROL PHASE II C-14 Z
STORMWATER MANAGEMENT FEES: AARON BOYKINS p a
[phone] LANDSCAPING PLAN LS-1 co M 00
M
1. OVERALL PLAN REVIEW FOR COMPLIANCE = $2,500 diJ o -g N
2. REVIEW/ INSPECTION PER DEVICE AT $1,500 EACH X 2 DEVICES = $3,000 PARCEL SITE DETAILS D-1 z
TOTAL = $6,500 PIN:9804937529 SITE, WATER & STORM DETAILS D-2 .
ZONING: B-2 o
STREET, STORM WATER & UTILITY INSPECTION FEES: 7.12ACREs 1 WATER AND SEWER DETAILS D-3 a �` s
W .� v
� Mx 'D
1. WATER MAIN 1,810 LF $2.50/LF = $4,525 .�, , ,, ,� a F ��.� ',., ` D-4
s R ;� r STORMWATER DETAILS
2. WATER SERVICES 3 BLDG. $500/BLDG = $1,500 v` ,.M ` Rp-« . . v.-y,, I;
�. - _ , � 6I i it t 6� SCM DETAILS-WETPOND I D-5
3. SEWER MAIN 670 LF $2.50/LF = $1 675 �",,,„,„. "` Ari "'" ! e� . ' :4-4'-' r� ,"H T '� '' `" ` _ 1
0
erf
4. SEWER SERVICES 3BLDG. $500/BLDG = $1,500 ° } :- � ' »�p " r - „, t; , `-� - ,, r ` . , ��'� '. ° SCM DETAILS-WETPOND II D-6
5. SIDEWALK 283 LF $1.0/LF = $283 "" *� �� kl °I'� I f --,e,.m
U
r
^� 1 EROSION CONTROL DETAILS D-7
TOTAL = $9,483 _° a °d(1 � ,,, �' �. ---- _ ,,
ITEMS REQUIRED TO BE PAID AT TIME OF FINAL CONSTRUCTION PLAN '' _ D-8
�� �~ It, ,:, ,j#:,-'7'
� 4 ' EROSION CONTROL DETAILS-1
t�@ c,'�,a h re fir" 4«ti%5^ ,'y� ,. ' 'k , '-{APPROVAL, AND BEFORE INITIATION OF CONSTRUCTION OR RECORDATION M^ ,, „ . , ��--L� i .y> ,.
OF FINAL PLAT. t,� ,., ��
1-' : - -41 a, ,I , j[ NCG01 GENERAL NOTES D-9A
` r ,1'1"� ` t � I NCG01 GENERAL NOTES D-9B u 1--1
;
s y ' ' ' = ',' TEMP SEDIMENT BASIN DETAILS D-10 Z
a Sus
;4'
BUILDING ELEVATIONS
o �
. , E.�� ,f, , ,t t. %/ -dl : BUILDING ELEVATIONS A401 A
-� Z
0,,4' ' , 0 . tv ,-. 0 0 Z I—
fir, 172a17 r r� 1
�n .� r ln;11d9 t,, C /\ W
�' �� ��IT"�R�� Fx'f153 S?N AN' �I
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�°n � fi""ad ti9 �/ � Z win >
T, �� { /0 "MEBANE / 1,1457
e 3
.? • pP
s a'. 11111P U S
TO + .,' SITE 1G,Y�
\:� ^rye nJ i` - wl / S ,.k,* /Fr55
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"C i ��v ` /
d° A l PROJECT NO.
l' 1rstiqr i
°; 23G, — 56
GV,--.7\ .. 4ss�R$ 1,fsa, DRAWING NAME:
Ell ". .4::'
,,, /
CONTRACTOR SHALL NOTIFY"NC811"(811)OR(1-800-632-4949)AT -" I 4 1„ia" '''''
g .1;1,,,2 fi 18-0156_CS.dwg
kVr
LEAST3FULLBUSINESSDAYSPRIORTOBEGINNINGCONSTRUCTION F " _>,, rt •4•
/ OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. SHEET NO.
CONTHEIR
CASHTLLCONTACTANYEOCAL PENDUNI OF
THAT PROVIDE SITE LOCATION MAP MEBANE CITY LIMITS MAP
THEIR OWN LOCATOR SERVICES INDEPENDENT OF"NC811". REPORT ^-
Know what's below. ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY. SCALE: 1" - 1000' /V
Call before you dig. NTS J

ACE 111_60,*
B�A,IR 40 &'S5
LN��R5 RSABI.E WN WV 600
48" Rcp
M..
0
RAN MONUMENT
CAP & RESAR
GPIN 9804922987
PARCEL ID 1 70381
TOLLINGWOQD-HA WFIELDS LLC
DS 2835/293
PS 73/102
I, BRANTLEY WELLS, PLS NO. 4544, CERTIFY THAT THE
NC COORDINATE SYSTEM DATA SHOWN ON THIS PLAT
WAS OBTAINED F-ROM AN ACTUAL GLOBAL NAVIGATION
SATELLITE SYSTEM (CASS) SURVEY MADE UNDER MY
SUPERVISION AND THE FOLLOWING INFORMATION WAS
USED TO PERFORM THE SURVEY.
7) DATE(S) OF SURVEY: SEPTEMBER 25, 2018
2) TYPE OF GIBS FIELD PROCEDURE: VRS
3) CONTROL USED: HELD IRS STATIONS
4) HORIZONTAL DATUM/EPOCH: NAD 83/2011
5) VERTICAL DATUM: NAVE) 88
6) GEOID MODEL: GEOIDI20
7) COORDINATE SYSTEM: NC STATE PLANE (FIPS 32o0)
8) UNITS: US SURVEY FAT
9) COMBINED SCALE FACTOR: 0.99994821
SYMBOL LEGEND
BENCHMARK
0
IRON PIN SET
Q
IRON PIN FOUND
■
MONUMENT FOUND
E
MONUMENT SET
ilk
CONIFEROUS TREE
0
DECIDUOUS TREE
O
ElOLARD
F
SIGN
Re
SANITARY CLEANOUT
SANITARY MANHOLE
r D
HIRED END SECTION
m.
STORM INLET
}
STORM MANHOLE
Li -
ELECTRIC BOIL
-G
GUY WIRE ANCHOR
LIGHT POLE
#
YARD LIGHT
0
POWER POLE
5
GAS METER
ca °"
GAS VALVE
TE
TELEPHONE i3Ox
V
FIRE HYDRANT
61
WATER METER
'A WATER VALVE
ecr BACK FLOW PREVENTER
PVC
POLW1NYL CHLORIDE PIPE
RCP
REINFORCED CONCRETE PIPE
DIP
DUCTILE hRON PIPE
C&G
CURB AND GUTTER
INV
INVERT
ELEV
ELEVATION
FENCE UNE
x
x
WATER UNE
-
W
OVERHEAD ELECTRIC UNE
OH
SANITARY UNE
SA
GAS LINE
G
PROPERTY UNE (SURVEYED)
PROPERTY UNE (NOT SURVEYED)
RIGHT OF WAY UNE
— —
EXISTING STORM PIPE
NM
MI
INN
M
EXISTII1G TREE UNE
STREAM "C"
SEE NOW "M"
604.
1
FLOWS
WORTHH
II
11
r —
N -1.°12 5
r ' 11 E.
ZONE f (0' — 30') &
ZONE 2 (30' - 50')
JDRDAN BUFFER
ON STREAM
ZONE I (0" - 30' &
ZONE 2 (30' - 50')
JOfRDAN BUFFER
ON POND "A"
1
END OF
3- WIRE FENCE
0
o
g
3-WIRE FENCE IN
DILAPIDATED CONDITION ---. -
RUNS WITH
(
f
NO2 '08'09 "W
100.09'
SHORELINE OF FOND "A",
DIGITIZED FROM
0RTH-IORECTI'f QED
AERIAL PHOTOGRAPHY
WETLAND FOLLOWS
DITCH LINE AND IS
LOCATED INSIDE R/W
SEE NOTE "M"
5-WIRE FENCE
RUNS WITH R/W
48' RCP
!NV. 600.14'
_ f
R/W MONUMENT
Ef i GAP & f EDAR
(CRIMPED).6 �r
EIP
S89'51'26"W
100.05'
PROPERTY
CORNER
FALLS IN
POND
I HEREBY CERTIFY THAT THIS PLAT IS OF THE FOLLOWING TYPE:
•
NTIt55742"W
2 .51'
R/W !MCNU ,IEN T
CAP & REAR ri
FLOWS
N or1-1
N
N
N
WETLAND "A"
SEE NOTE "M"
DP
SHORELINE OF POND) "A", -
AS SURVEYED
POND "A"
SEE NOTE "M"
GPIN 9804922987
PARCEL f0 170381
TOLLINGVOOD---HAWHEW S LLC
UB 2835/293
PB 73/102
G.S. 47-30 'F)(11)(C)(1). THIS SURVEY IS OF AN EXISTING PARCEL OR PARCELS OF LAND
AND DOES NOT CREATE A NEW STREET OR CHANGE AN EXISTING STREET.
1, BRANTLEY W. WELLS, PLS NO. 4544, CERTIFY T144T THIS MAP WAS DRAWN UNDER MY
SUPERVISION FROM AN ACTUAL SURVEY MADE UNDER MY SUPERVISION (DEED DESCRIPTION
RECORDED W BOOK/PAGE: (AS NOTED HEREON) OR OTHER REFERENCE SOURCE (AS NOTED
HEREON); THAT THE BOUNDARIES NOT SURVEYED ARE INDICATED IN A BROKEN UNETYPE AS
DRAWN FROM INFORMATION IN BOOK/PAGE: (AS NOTED HEREON) OR OTHER REFERENCE
SOURCE. (AS NOTED HEREON): THAT THE RATIO OF PRECISION OR POSITIONAL ACCURACY IS
170,000+; AND THAT THIS MAP MEETS THE REQUIREMENTS OF THE STANDARDS OF PRACTICE
FOR LAND SURVEYING IN NORTH CAROLINA (21 NCAC 56. 1600). WITNESS MY ORIGINAL
SIGNATURE. REGISTRATION NUMBER AND SEAL T -15 1ST DAY OF NOVEMBER, 20 18."
`0,011iiiil l"if/
PROFESSi4T LAND SURVEYOR REG. NUMBER L-4544
SUI 1T DESIGN & ENGINEERING SERVICES, PLLC. REG. NUMBER P-0339
L47432.50' R=5555.20'
CFI-N 79 52'41 "F
CH. GIST 432.39'
SS MH
RAM ELEV. = 513.94'
INV IN = 605.91' (8" VP)
INV. OUT - 604.08' (8" VP)
/
k
ti
\
•
GPIN 9804937529
- PARCEL- ID 160533 �. /
JAN ISLEY RUMARKS .
& ALBERT RUMARKS
de Iva TON F BROWN III
-
deMARGARET I. BROWN
DB 1981/659
PARCEL AREA
309,382 SO, FEET
7.102 ACRES
1.14 » � Ai
1
S89 5? 26"W
196.14'
ROCK (SEE
P8 66/,302)
ty
5-WIRE FENCE
RUNS WI77-I R/W
•
SI lad /
J
SIGf /
WETLAND FOLLOWS
DITCH LINE AND IS
LOCATED INSIDE RfW
SEE NOTE 'M"
SIGN
sp,
/
z
J
I /
J / / {{/
#\
7
FIP
(CRIMPED)
7
-620
WETLAND "5'
SEE NOTE
N
EP (CRIMPED)
FOUND BENT
AND LEANING
JUNCTiON POINTS OF JORDAN
BUFFERS FOR POND "A" AND .--
STREAlvf "A'
285.
STREAM "A"
sEE NOTE "M"
SUBSURFACE AND ENVIRONMENTAL CONDITIONS WERE NOT
EXAMINED OR CONSIDERED DURING THIS SURVEY. ALL BUILDINGS,
SURFACE AND SUBSURFACE IMPROVEMENTS ON AND ADJACENT TO
THE SITE ARE NOT NECESSARILY SHOWN HEREON. NO STATEMENT
IS MADE CONCERNING THE EXISTENCE OF UNDERGROUND
CON TAINERS WHICH MAY AFFECT THE USE OF TI-IIS TRACT.
THE LOCATION OF UNDERGROUND UTILITIES AS SHOINN ARE BASED
ON VISIBLE EVIDENCE AND DRAWINGS PROVIDED TO THE SURVEYOR.
LOCATION OF UNDERGROUND UTILITIES AND STRUCTURES MAY VARY
FROM LOCATIONS SHOWN HEREON, AND ADDITIONAL BURIED
COMPANIES FOR INFORMATION REGARD/61G BURIED UTILITIES.
ALL DISTANCES ARE HORIZONTAL GROUND DISTANCES. AREAS WERE
DE TERMWED BY COORDINATE COMPUTATION.
17-IIS SURVEY WAS DONE WITHOUT A TER_E SEARCH AND IS BASED
ON REFERENCED INFORMATION. THERE MAY EXIST OTHER
DOCUMENTS OF RECORD WHICH COULD AFFECT 77-1IS PROPERTY.
GROUND
EIR
•
SS kik-I
NC COORDINATE SYSTEM
GRID de GROUND
EnD
FouNo PENT
EIR
FOUND BENT IP)
20.04'
JORDAN BUFFER
ON STRFAM
EXCEPT AS SPECIFICALLY STATED OR SHOWN, THIS SURVEY DOES
NOT REPORT ANY OF THE FOLLOWING: EASEMENTS,. OTHER THAN
THOSE VISIBLE DURING FIELD EXAMINATION, BUILDING SETBACKS,
RESTRICTIVE COVENANTS, ZONING OR LAND USE REGULATIONS AND
ANY FACTS WHICH A TITLE SEARCH MAY DISCLOSE.
WETLANDS, JURISDICTIONAL WATERS OR OTHER CONDI TIONS WHICH
MAY EIE REGULATED BY FEDERAL OR STATE OR LOCAL AGENCIES
WERE NOT INVESTIGATED DURING 11-If S SURVEY. RIPARIAN BUFFERS
AND OTHER RESTRICTIONS ON DEVELOPMENT MAY BE REWIRED.
SEE FINAL PLAT "CORPORATE LIMITS EXTENSION, CITY OF MEBANE"
RECORDED W PLAT BOOK 66, PAGE 302.
SEE ALSO DEED BOOK 686 PAGE 216, JOHN & VIS WILLIAMS
(GRANTORS) TO NC DEPARTMENT OF TRANSPORTATION. DATED
APRIL 10TH, 2015 AND NC DOT PROJECT 8.1500307 SHEET 4,
NOTE "PI"
NO NC GEODETIC SURVEY MONUMEN TS WERE FOUND 2000'
OF THIS SITE.
SAMTARY SEWER UNE. SEE PLA T BOOK
PLAT FOR LOWS HOME CLIVIORS,
FREELAND, PLS.
PARCEL ID 163487
LOWES HOME CENTERS WC.
•
GPIN 9814031565
HARRY P ISLE Y
Pe 68/376
EIR
PAVEMENT CURB
248.50'
EIR
0.08' SOUTH
OF FOUND BENT IP
EIR
SPRING FOREST °R
MINI-7-Y MAP
NOT TO SCALE
301" RCP
NORM
CATCH ASW
10" PVC
8_ TRANSFORMER ON
TPED
MH
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a000 ZONES ARE BASED ON GIS SHAPE FILES PROVIDED BY THE.
NORTH CAROLINA FLOOD RISK INFORMATION SYSTEM (rFRIS), THIS
INFORMATION CAN ALSO BE SEEN ON FIRM MAPS; MAP
THIS PROPERTY IS WITHIN THE CAPE FEAR RIVER BASIN.
ZONING
MINIMUM LOT AREA
MINIMUM LOT WIDTH
MINIMUM FRONT SETBACK
: B-2 GENERAL BUSINESS
MINIMUM REAR SETBACK : 30 Fr
REFERENCE: UNIFIED DEVELOPMENT ORDINANCE, arY OF MEBANE
THE STREAMS MID WETLANDS SHOWN ON THIS PLAT WERE
DELWEATED IN THE Flap BY ECOLOGICAL ENGINEERING (CARY,
NC) ON MAY 24714, 2078, AND SUBSEQUENTLY LOCATED BY
SUMMIT DESIGN & ENGINEERING SERVICES, ACCORDING TO 17-FE
DELINEATION FLAGS AND MARKS PLACED BY IN THE FIELD
ECOLOGICAL ENGINEERING.
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1 inch 50 ft.
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DATE
CITY OF MEBANE COMMENTS
REVISIONS
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DRAWING ALTERATION
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FIRST ISSUE DATE
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PROJECT NO.
18-0156
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GPIN 9804922987
PARCEL ID 170381
TOLLINGWOOD -HAWFIELDS LLC
DB: 2835/293
PB: 73/102
VACANT COMMERCIAL LAND
ZONING: M-2
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GPIN 9804922987
PARCEL ID 170381
TOLLINGWOOD-HAWFIELDS LLC
DB 2835/293
PB 73/102
VACANT COMMERCIAL LAND
ZONING: M-2
FLOWS
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INV. 600.14'
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RIM ELEV. = 613.94'
INV. IN = 605.91' (8" VP)
INV. OUT = 604.08' (8" VP)
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GPIN 9804937529
PARCEL LD 160533
DRPBS HOSPILITY LLC
DB: 3827/260
AREA: 7.18 AC
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RIM ELEV. = 624.83'
INV. IN = 616.60' (8" VP)
INV. OUT = 615.86' (8" VP)
GPIN 9814037566
PARCEL ID 163487
LOWES HOME CENTERS INC.
DB 2065/997
PB 68/376
DISCOUNT STORE
ZONING: B-2
GPIN 9814031565
PARCEL ID 163482
HARRY P ISLEY
& J. MACK ISLEY JR.
DB 911/162
PB 68/376
VACANT -COMMERCIAL LAND
ZONING: B-2
1
A
Slopes Table
Number
Minimum Slope
Maximum Slope
Color
2D AREA
3D AREA
1
15.00%
24.99%
2919.11
2976.77
2
25.00%
100.00%
1783.05
1893.01
GPIN 9814026895
PARCEL ID 163481
COMPASS POINTE CENTER
OWNERS ASSOC.
DB 3387/540
PB 76/410
COMMERCIAL COMMON AREA
ZONING: B-2, M-1 & M-2
ST MH
ST MH
30" RCP
FLOWS
NORTH
TPED
CATCH BASIN
24" RCP
TRANSFORMER ON
CONCRETE PAD
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DATE
CITY OF MEBANE COMMENTS
REVISIONS
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State License #: P-0339
320 Executive Court
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PROJECT NO.
DRAWING NAME:
SHEET NO.

GENERAL NOTES:
1. COMPLETENESS OR ACCURACY OF LOCATION AND DEPTH OF EXISTING UNDERGROUND
UTILITIES AND STRUCTURES IS NOT GUARANTEED.
2. LOCATION OF ALL EXISTING AND PROPOSED SERVICES ARE APPROXIMATE AND SHALL
BE CONFIRMED INDEPENDENTLY WITH LOCAL UTILITY COMPANIES AND NC811 PRIOR
TO COMMENCEMENT OF ANY CONSTRUCTION OR EXCAVATION. SANITARY SEWER
AND ALL OTHER UTILITY SERVICE CONNECTION POINTS SHALL BE CONFIRMED
INDEPENDENTLY BY THE CONTRACTOR IN THE FIELD PRIOR TO THE COMMENCEMENT OF
CONSTRUCTION. ALL DISCREPANCIES SHALL BE REPORTED IMMEDIATELY IN WRITING TO
THE ENGINEER. CONSTRUCTION SHALL COMMENCE BEGINNING AT THE LOWEST INVERT
(POINT OF CONNECTION) AND PROGRESS UP GRADIENT. PROPOSED CROSSINGS WITH
EXISTING UNDERGROUND UTILITIES SHALL BE FIELD VERIFIED BY TEST PIT PRIOR TO
COMMENCEMENT OF CONSTRUCTION.
3. AS SHOWN ON THE FLOOD INSURANCE RATE MAPS. PORTIONS OF THE SITE
AREA PROPOSED TO BE DEVELOPED LIE WITHIN "ZONE X" DEFINED AS AREAS
DETERMINED TO BE OUTSIDE THE 100 YEAR FLOOD PLAIN.
4. CONSTRUCTION/DEMOLITION; ALL CONSTRUCTION AND DEMOLITION CONDUCTED
SHALL BE IN COMPLIANCE OF THE CURRENT EDITION OF CHAPTER 14 OF THE NC FPC.
CONSTRUCTION AND GRADING NOTES:
1. ALL WORK SHALL COMPLY WITH APPLICABLE STATE, FEDERAL AND LOCAL CODES AND
OSHA STANDARDS ALL NECESSARY LICENSES AND PERMITS SHALL BE OBTAINED BY
THE CONTRACTOR AT HIS EXPENSE UNLESS PREVIOUSLY OBTAINED BY THE
OWNER/DEVELOPER.
2. THE CONTRACTOR SHALL BE REQUIRED TO REVIEW AND ABIDE BY SPECIFICATIONS OF
THE PLAN AND ALL SUPPORTING DOCUMENTS, PERMITS, AND REPORTS FOR THIS SITE,
INCLUDING NOT BUT NOT LIMITED TO: EROSION AND SEDIMENTATION CONTROL PLAN
STORMWATER MANAGEMENT PLAN.
3. THE CONTRACTOR SHALL IMMEDIATELY INFORM THE ENGINEER OF ANY
DISCREPANCIES OR ERROR THEY DISCOVER IN THE PLANS.
4. DEVIATION FROM THESE PLANS AND NOTES WITHOUT THE PRIOR CONSENT OF THE
OWNER OR HIS REPRESENTATIVE OR THE ENGINEER MAY BE CAUSE OF THE WORK TO
BE UNACCEPTABLE.
5. UTILITY COORDINATION SHALL BE INCLUDED IN THE PROJECT SCHEDULE AND IT IS THE
EXPLICIT RESPONSIBILITY OF THE CONTRACTOR TO ASSURE THAT THE PROJECT
SCHEDULE INCLUDES THE NECESSARY RELOCATIONS. THE CONTRACTOR WILL NOT BE
PAID ADDITIONALLY FOR THIS COORDINATION. THE CONTRACTOR SHOULD SEEK
ASSISTANCE FROM ALL UTILITY COMPANIES TO LOCATE AND PROTECT THEIR
FACILITIES. IF CONFLICTS ARE FOUND, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY
THE OWNER AND DESIGN ENGINEER FOR INSTRUCTION BEFORE PROCEEDING WITH
WORK.
6. ALL MATERIALS SHALL BE NEW UNLESS USED OR SALVAGED MATERIALS ARE SPECIFICALLY
AUTHORIZED BY THE OWNER AND APPLICANT.
7. TRAFFIC CONTROL METHODS, SUCH AS BARRICADES, SUFFICIENT LIGHTS, SIGNS, ETC.,
MAY BE NECESSARY FOR THE PROTECTION AND SAFETY OF THE PUBLIC SHALL BE
PROVIDED AND MAINTAINED THROUGHOUT THE CONSTRUCTION IN ACCORDANCE WITH
CURRENT AND NCDOT STANDARDS.
8. CONTRACTOR SHALL FURNISH AND MAINTAIN ALL NECESSARY BARRICADES, FENCING
AND OTHER APPROPRIATE SAFETY ITEMS/MEASURES NECESSARY TO PROTECT THE
PUBLIC FROM THE WORK AREA CONSTRUCTION ACTIVITIES.
9. HIGH INTENSITY LIGHTING FACILITIES SHALL BE SO ARRANGED THAT THE SOURCE OF
ANY LIGHT IS CONCEALED FROM PUBLIC VIEW AND FROM ADJACENT RESIDENTIAL
PROPERTY AND DOES NOT INTERFERE WITH TRAFFIC.
10. THE CONTRACTOR SHALL MAINTAIN ACCESS FOR EMERGENCY VEHICLES AROUND AND
TO ALL BUILDINGS NEAR CONSTRUCTION. IN TIME OF RAIN OR MUD, ROADS SHALL BE
ABLE TO CARRY A FIRE TRUCK BY BEING PAVED OR HAVING A CRUSHED STONE BASE,
ETC. WITH A MINIMUM WIDTH OF 20 FEET.
11. BEDDING REQUIREMENTS SPECIFIED HEREIN ARE TO BE CONSIDERED AS MINIMUMS
FOR RELATIVELY DRY, STABLE EARTH CONDITIONS. ADDITIONALLY BEDDING SHALL BE
REQUIRED FOR ROCK TRENCHES AND WET AREAS. CONTRACTOR SHALL HAVE THE
RESPONSIBILITY TO PROVIDE SUCH ADDITIONAL BEDDING AS MAY BE REQUIRED TO
PROPERLY CONSTRUCT THE WORK.
12. BACKFILL OF ALL TRENCHES IN STRUCTURAL AREAS SHALL BE COMPACTED TO THE DENSITY
OF 95% OF THEORETICAL MAXIMUM DRY DENSITY UP TO THE LAST 12" OF BACKFILL WHICH
WILL BE COMPACTED TO 98% OF THE MAXIMUM DRY DENSITY (ASTM D698). BACKFILL
MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, OR OTHER FOREIGN DEBRIS AND SHALL BE
PLACED IN LAYERS NOT TO EXCEED SIX (6) INCHES IN COMPACTED FILL THICKNESS. A REPORT
FROM A GEOTECHNICAL ENGINEER MAY BE REQUIRED BY THE CITY INSPECTOR. CORRECTION
OF ANY TRENCH SETTLEMENT WITHIN A YEAR FROM THE DATE OF APPROVAL WILL BE THE
RESPONSIBILITY OF THE CONTRACTOR.
12. THE CONTRACTOR WILL ENSURE THAT POSITIVE AND ADEQUATE DRAINAGE IS
MAINTAINED AT ALL TIMES WITHIN THE PROJECT LIMITS. THIS MAY INCLUDE, BUT NOT
BE LIMITED TO, A) REPLACEMENT OR RECONSTRUCTION OF EXISTING DRAINAGE
STRUCTURES THAT HAVE BEEN DAMAGED OR REMOVED, OR B) REGRADING AS
REQUIRED BY THE ENGINEER, EXCEPT FOR THOSE DRAINAGE ITEMS SHOWN AT
SPECIFIC LOCATIONS AND HAVING SPECIFIC PAY ITEMS IN THE DETAILED ESTIMATE. NO
SEPARATE PAYMENT WILL BE MADE FOR ANY COSTS INCURRED TO COMPLY WITH THIS
REQUIREMENT.
13. THE CONTRACTOR SHALL PROVIDE ANY AND ALL EXCAVATION AND MATERIAL SAMPLES
NECESSARY TO CONDUCT REQUIRED SOIL TESTS. ALL ARRANGEMENTS AND
SCHEDULING FOR THE TESTING SHALL BE THE CONTRACTOR'S RESPONSIBILITY.
14. SOIL TESTING AND ON -SITE INSPECTION SHALL BE PERFORMED BY AN INDEPENDENT
GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS REQUIRED TO INSPECT,
TEST AND CERTIFY TO THE COMPACTION OF ALL LOAD BEARING FILLS. THE
GEOTECHNICAL ENGINEER SHALL PROVIDE COPIES OF TEST REPORTS TO THE
CONTRACTOR, THE OWNER AND TO THE OWNER'S REPRESENTATIVE AND SHALL
PROMPTLY NOTIFY THE OWNER, HIS REPRESENTATIVE AND THE CONTRACTOR,
SHOULD WORK PERFORMED BY THE CONTRACTOR FAIL TO MEET THESE SPECIFICATIONS.
15. ALL PERMITS MUST BE OBTAINED PRIOR TO THE START OF CONSTRUCTION.
16. ALL PAVEMENT MARKINGS AND REGULATORY SIGNS SHALL CONFORM TO CURRENT
MUTCD STANDARDS.
17. ALL DAMAGE TO PUBLIC OR PRIVATE MAINTAINED STREETS DUE TO PROJECT
CONSTRUCTION WILL BE REPAIRED AT NO COST TO THE OWNER PRIOR TO ISSUANCE OF
CERTIFICATE OF OCCUPANCY.
19. A PRECONSTRUCTION MEETING WITH THE GOVERNING MUNICIPALITY, GENERAL
CONTRACTOR, GRADING AND UTILITY CONTRACTORS IS REQUIRED PRIOR TO START OF
PROJECT CONSTRUCTION.
20. PRIOR TO ANY WORK IN THE STREET OR RIGHT-OF-WAYS OR SITE WORK IT WILL BE
NECESSARY TO CONTACT THE CITY OF MEBANE INSPECTIONS DEPT.
21. ALL CASTINGS TO BE USED FOR WATER, SEWER AND STORM DRAINAGE SHALL BE
DOMESTICALLY CAST.
Know what's below.
CaII before you dig.
UTILITY NOTES:
1. ALL NEW UTILITIES SHALL BE LOCATED UNDERGROUND.
2. ALL PUBLIC UTILITIES AND CONNECTIONS TO PUBLIC UTILITIES SHALL CONFORM TO
THE CITY OF MEBANE STANDARDS AND SPECIFICATIONS.
3. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY PERMITS NECESSARY FOR
CONSTRUCTION.
4. PRIOR TO THE CONSTRUCTION OF ANY WATER OR SEWER MAIN EXTENSIONS, THE
ENGINEER OF RECORD SHALL BE CONTACTED BY THE GENERAL CONTRACTOR TO
DISCUSS CERTIFICATION REQUIREMENTS. FAILURE TO CONTACT THE ENGINEER OF
RECORD OR PROVIDE ANY OF THE REQUESTED DOCUMENTATION DISCUSSED MAY
RESULT IN THE INABILITY OF THE ENGINEER TO CERTIFY THE LINE AND PREVENT
ACCEPTANCE OF UTILITIES BY CITY OF MEBANE.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF THE LOCATION
AND/OR RELOCATION OF ALL EXISTING UTILITIES WITH THE APPROPRIATE UTILITY,
AGENCY OR COMPANY.
6. THE CONTRACTOR SHALL COORDINATE ALL UTILITY CONNECTIONS AND
DISTURBANCES WITH EXISTING USERS AND CITY OF MEBANE SO THAT ANY SERVICE
INTERRUPTIONS ARE MINIMAL.
7. RELATION OF WATER MAINS TO SEWERS SHALL BE IN ACCORDANCE WITH CITY OF
MEBANE STANDARDS AND STATE REGULATIONS.
8. ANY CONSTRUCTION WITHIN THE LOWES BLVD. PUBLIC R/W SHALL BE PER THE
APPROVED PLANS AND NCDOT ENCROACHMENT AGREEMENT.
9. ANY LANE CLOSURES, BARRICADES, ETC, FOR THE NEW WATER / SEWER TAPS TO BE
IN ACCORDANCE WITH NCMUTCD, NCDOT AND CITY OF MEBANE REQUIREMENTS.
10. DUE TO HIGH RESIDUAL PRESSURES ALL WATER SERVICE CONNECTIONS SHALL
CONTAIN A PRESSURE REDUCING ASSEMBLY.
11. ALL WATER MAIN MATERIALS SHALL BE CLASS 50 DUCTILE IRON PIPE UNLESS NOTED
OTHERWISE ON THE PLANS.
12. ALL SEWER MAIN MATERIAL SHALL BE SDR-35 PVC UNLESS NOTED OTHERWISE ON THE
PLANS.
13. THE CONTRACTOR SHALL ENSURE THAT GATE VALVES/BOXES DO NOT FALL WITHIN
CURB AND GUTTER OR ACCESSIBLE RAMPS
14. ALL UTILITIES AND SERVICES INCLUDING BUT NOT LIMITED TO GAS, WATER, ELECTRIC,
SANITARY AND STORM SEWER, TELEPHONE, CABLE, FIBER OPTIC, ETC. WITHIN THE
LIMITS OF DISTURBANCE SHALL BE VERTICALLY AND HORIZONTALLY LOCATED. THE
CONTRACTOR SHALL USE AND COMPLY WITH THE REQUIREMENTS OF THE APPLICABLE
UTILITY NOTIFICATION SYSTEM TO LOCATE ALL THE UNDERGROUND UTILITIES. THE
CONTRACTOR IS RESPONSIBLE FOR REPAIRS OF DAMAGE TO ANY EXISTING UTILITIES
DURING CONSTRUCTION AT NO COST TO THE OWNER.
15. UTILITY COORDINATION SHALL BE INCLUDED IN THE PROJECT SCHEDULE AND IT IS THE
EXPLICIT RESPONSIBILITY OF THE CONTRACTOR TO ASSURE THAT THE PROJECT
SCHEDULE INCLUDES THE NECESSARY RELOCATIONS. THE CONTRACTOR WILL NOT BE
PAID ADDITIONALLY FOR THIS COORDINATION.
16. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE THE LOCATIONS AND
DEPTHS OF ALL EXISTING UNDERGROUND UTILITIES AND STRUCTURES BEFORE THE
START OF WORK AND TO TAKE WHATEVER STEPS NECESSARY TO PROVIDE FOR THEIR
PROTECTION. THE ENGINEER HAS DILIGENTLY ATTEMPTED TO LOCATE AND INDICATE
ALL EXISTING FACILITIES ON THESE PLANS; HOWEVER, THIS INFORMATION IS SHOWN
FOR THE CONTRACTOR'S CONVENIENCE ONLY. THE ENGINEER ASSUMES NO
RESPONSIBILITY FOR THE LOCATIONS OF UTILITIES SHOWN OR NOT SHOWN.
COMPLETENESS OR ACCURACY OF LOCATION AND DEPTH OF UNDERGROUND
UTILITIES AND STRUCTURES IS NOT GUARANTEED.
17. THE CONTRACTOR SHALL CONTACT ALL UTILITY COMPANIES FOR EXACT LOCATION
AND PROTECTION OF THEIR UTILITIES PRIOR TO STARTING CONSTRUCTION. IT SHALL
BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO REPAIR AND REPLACE ANY
AND ALL DAMAGE MADE TO UTILITIES BY THE CONTRACTOR.
18. CONTRACTOR MUST APPLY FOR ALL UTILITY CONNECTION APPLICATIONS.
CONTRACTOR IS RESPONSIBLE FOR ALL UTILITY CONNECTION FEES FOR
CONSTRUCTION. REFER TO COVER SHEET FOR AVAILABLE UTILITY COMPANY LIST.
19. CONTRACTOR MUST OBTAIN ANY REQUIRED UTILITY DETAILS FOR RECONNECTION OF
EXISTING SERVICES OR NEW SERVICE AND IS RESPONSIBLE FOR THE CONSTRUCTION
OF EACH NEW SERVICE PER THE APPROPRIATE UTILITY COMPANY'S SPECIFICATIONS.
20. IF CONFLICTS ARE FOUND, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE
OWNER AND ENGINEER FOR INSTRUCTION BEFORE PROCEEDING WITH WORK.
21. ALL PIPE LENGTHS AND DISTANCES BETWEEN STRUCTURES ARE MEASURED FROM
CENTER OF STRUCTURE TO CENTER OF STRUCTURE ALONG A HORIZONTAL PLANE.
22. THE CONTRACTOR SHALL PROVIDE ANY AND ALL EXCAVATION AND MATERIAL
SAMPLES NECESSARY TO CONDUCT REQUIRED SOIL TESTS. ALL ARRANGEMENTS AND
SCHEDULING FOR THE TESTING SHALL BE THE CONTRACTOR'S RESPONSIBILITY.
23. SOILS TESTING AND ON -SITE INSPECTION SHALL BE PERFORMED BY AN INDEPENDENT
GEOTECHNICAL ENGINEER. THE SOILS ENGINEER SHALL PROVIDE COPIES OF TEST
REPORTS TO THE CONTRACTOR, THE OWNER AND THE OWNER'S REPRESENTATIVE
AND SHALL PROMPTLY NOTIFY THE OWNER, HIS REPRESENTATIVE AND THE
CONTRACTOR SHOULD WORK PERFORMED BY THE CONTRACTOR FAIL TO MEET
THESE SPECIFICATIONS.
24. CONTRACTOR SHALL EXCAVATE ONLY ENOUGH TRENCH FOR WHICH PIPE CAN BE
INSTALLED AND TRENCH BACKFILLED BY THE END OF EACH WORK DAY.
25. BEDDING REQUIREMENTS SPECIFIED HEREIN ARE TO BE CONSIDERED AS MINIMUMS
FOR RELATIVELY DRY, STABLE EARTH CONDITIONS. ADDITIONAL BEDDING SHALL BE
REQUIRED FOR ROCK TRENCHES AND WET AREAS. CONTRACTOR SHALL HAVE THE
RESPONSIBILITY TO PROVIDE SUCH ADDITIONAL BEDDING AS MAY BE REQUIRED TO
PROPERLY CONSTRUCT THE WORK.
26. COMPACTION OF THE BACKFILL OF ALL TRENCHES IN STRUCTURAL AREAS SHALL BE
COMPACTED TO THE DENSITY OF 95% OF THEORETICAL MAXIMUM DRY DENSITY UP TO
THE LAST 12" OF BACKFILL WHICH WILL BE COMPACTED TO 100% OF THE MAXIMUM
DRY DENSITY (ASTM D698). BACKFILL MATERIAL SHALL BE FREE FROM ROOTS,
STUMPS, OR OTHER FOREIGN DEBRIS AND SHALL BE PLACED IN LIFTS NOT TO EXCEED
8 INCHES IN COMPACTED FILL THICKNESS. A REPORT FROM A GEOTECHNICAL
ENGINEER MAY BE REQUIRED BY THE PUBLIC WORKS INSPECTOR. CORRECTION OF
ANY TRENCH SETTLEMENT WITHIN A YEAR FROM THE DATE OF APPROVAL WILL BE THE
RESPONSIBILITY OF THE CONTRACTOR.
27. RUNOFF FROM IMPERVIOUS AREAS SHALL NOT BE DIRECTED INTO THE SANITARY
SEWER NOR ONTO ADJACENT PROPERTIES.
28. ALL JOINTS ON THE STORM WATER CONVEYANCE SYSTEM SHALL BE WATERTIGHT.
29. ALL ELECTRICAL SERVICE LINES TO OR AROUND THE PROPOSED STRUCTURE SHALL
BE UNDERGROUND.
30. CONTRACTOR SHALL SET ALL WATER GATE VALVE BOXES AND SANITARY SEWER
MANHOLE RIM ELEVATIONS FLUSH WITH INITIAL PLACEMENT OF ASPHALT AND
ADJUST TO FINAL ASPHALT ELEVATION JUST PRIOR TO THAT PLACEMENT. FULL
DEPTH ASPHALT COLLARS SHALL BE PROVIDED AROUND EACH AS REQUIRED BY THE
CITY OF MEBANE AFTER FINAL ADJUSTMENTS HAVE BEEN MADE AND PREVIOUS TO
THE FINAL LIFT INSTALLED.
SUP MODIFICATION NOTES:
1. ALL HOTEL AND SITE IDENTIFICATION SIGNS SHALL BE PERMITTED SEPARATELY
THROUGH THE CITY OF MEBANE.
2. LIGHTED BUILDING MOUNTED SIGNS WILL BE PLACED NEAR THE TOP OF THE PHASE 1
HOTEL ON ALL FOUR SIDES. DETAILS FOR THIS SIGNS WILL BE PROVIDED WITH
CONSTRUCTION DRAWINGS.
CONTRACTOR SHALL NOTIFY "NC811" (811) OR (1-800-632-4949) AT
LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE
THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NC811". REPORT
ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
WATER AND SEWER SERVICE NOTES:
1. HORIZONTAL AND VERTICAL SEPARATION
1.1
SANITARY SEWERS SHALL BE LAID AT LEAST 10-FEET HORIZONTALLY FROM ANY EXISTING OR PROPOSED WATER
MAIN. THE DISTANCE SHALL BE MEASURED EDGE TO EDGE. IN CASES WHERE IT IS NOT PRACTICAL TO MAINTAIN A
10-FOOT SEPARATION, THE PUBLIC WORKS SUPPLY MAY ALLOW DEVIATION A CASE -BY -CASE BASIS, IF SUPPORTED BY
DATA FROM THE DESIGN ENGINEER. SUCH DEVIATION ON MAY ALLOW THE INSTALLATION OF THE SANITARY SEWER
CLOSER TO A WATER MAIN, PROVIDED THAT THE WATER MAIN IS IN A SEPARATE TRENCH OR ON AN UNDISTURBED
EARTH SHELF LOCATED ON ONE SIDE OF THE SANITARY SEWER AND AT AN ELEVATION SO THE BOTTOM OF THE
WATER MAIN IS AT LEAST 18-INCHES ABOVE THE TOP OF THE SEWER.
1.2 IF IT IS IMPOSSIBLE TO OBTAIN PROPER HORIZONTAL AND VERTICAL SEPARATION AS DESCRIBED ABOVE OR ANYTIME
THE SANITARY SEWER IS OVER THE WATER MAIN, BOTH THE WATER MAIN AND SANITARY SEWER MUST BE
CONSTRUCTED OF FERROUS PIPE COMPLYING WITH THE PUBLIC WATER SUPPLY DESIGN STANDARDS AND BE
PRESSURE TESTED TO 150PSI TO ASSURE WATER TIGHTNESS BEFORE BACKFILLING.
1.3 A 24-INCH VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN STORM SEWER AND SANITARY SEWER LINES OR
FERROUS PIPE SPECIFIED. A 12-INCH VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN STORM SEWER AND
WATER MAIN.
1.3.1 IF A 12-INCH VERTICAL SEPARATION IS NOT MAINTAINED AT A CROSSING BETWEEN STORM SEWER AND WATER MAINS
(OR PRESSURE SEWERS). THE WATER MAIN SHALL BE CONSTRUCTED OF FERROUS PIPE AND A CONCRETE COLLAR
SHALL BE POURED AROUND WATER MAINS AND STORM SEWER TO IMMOBILIZE THE CROSSING.
2. CROSSINGS
2.1 SANITARY SEWER CROSSING WATER MAINS SHALL BE LAID TO PROVIDE A MINIMUM VERTICAL DISTANCE OF 18-INCHES
BETWEEN THE OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF THE SANITARY SEWER. THE CROSSING SHALL BE
ARRANGED SO THAT THE SANITARY SEWER JOINTS WILL BE EQUIDISTANT AND AS FAR AS POSSIBLE FROM THE
WATER MAIN JOINTS.
2.2 WHEN IT IS IMPOSSIBLE TO OBTAIN PROPER HORIZONTAL AND VERTICAL SEPARATION AS STIPULATED ABOVE, ONE OF
THE FOLLOWING METHODS MUST BE SPECIFIED.
2.2.1 THE SANITARY SEWER SHALL BE DESIGNED AND CONSTRUCTED OF FERROUS PIPE AND SHALL BE PRESSURE TESTED
AT 150-PSI TO ASSURE WATER TIGHTNESS PRIOR TO BACKFILLING, OR
2.2.2 EITHER THE WATER MAIN OR THE SANITARY SEWER LINE MAY BE ENCASED IN A WATERTIGHT CARRIER PIPE, WHICH
EXTENDS 10-FEET ON BOTH SIDES OF THE CROSSING, MEASURED PERPENDICULAR TO THE WATER MAIN. THE
CARRIER PIPE SHALL BE OF MATERIALS APPROVED BY THE PUBLIC WATER SUPPLY FOR USE IN WATER MAIN
CONSTRUCTION.
FIRE DEPARTMENT NOTES:
1. FIRE APPARATUS ACCESS ROADS; ANY FIRE APPARATUS ACCESS ROADS, ANY PUBLIC/PRIVATE STREET, PARKING LOT
ACCESS, FIRE LANES AND ACCESS ROADWAYS, USED FOR FIRE DEPARTMENT ACCESS SHALL BE ALL WEATHER AND
DESIGNED TO CARRY THE IMPOSED LOAD OF FIRE APPARATUS WEIGHING AT LEAST 80,000 LBS. FIRE APPARATUS
ACCESS ROADS SHALL HAVE A MINIMUM WIDTH OF 20' EXCLUSIVE OF SHOULDERS WITH AN OVERHEAD CLEARANCE OF
AT LEAST 13'-6" FOR STRUCTURES NOT EXCEEDING 30' IN HEIGHT AND SHALL PROVIDE ACCESS TO WITHIN 150' OF ALL
EXTERIOR PORTIONS OF THE BUILDING. STRUCTURES EXCEEDING 30' IN HEIGHT SHALL BE PROVIDED WITH AN AERIAL
APPARATUS ACCESS ROAD 26' IN WIDTH IN THE IMMEDIATE VICINITY OF THE BUILDING OR PORTION THEREOF AND
SHALL PROVIDE AT LEAST ONE OF THE REQUIRED ACCESS ROADS TO BE LOCATED NOT LESS THAN 15' AND NOT MORE
THAN 30' FROM THE STRUCTURE PARALLEL TO ONE ENTIRE SIDE OF THE STRUCTURE. NC FPC 2018 502.1,503.1.1, 503.2.1,
D102.1
2. GRADE AND APPROACH; FIRE APPARATUS ACCESS ROADS SHALL NOT EXCEED 10% IN GRADE UNLESS APPROVED BY
THE FIRE CHIEF AND ALL APPROACH AND DEPARTURE ANGLES SHALL BE WITHIN THE LIMITS ESTABLISHED BASED ON
THE DEPARTMENTS APPARATUS. NC FPC 2018, 503.2.7, 503.2.8 and D103.2
3. GATES AND BARRICADES; WHERE REQUIRED OR AUTHORIZED BY THE FIRE CODE OFFICIAL AND PERMANENT OR
TEMPORARY CONSTRUCTION, ANY GATES ACROSS FIRE APPARATUS ACCESS ROADS SHALL BE A MINIMUM WIDTH OF 20
FEET, BE OF SWINGING OR SLIDING TYPE, HAVE AN EMERGENCY MEANS OF OPERATION, SHALL BE OPENABLE BY
EITHER FORCIBLE ENTRY OR KEYED, CAPABLE OF BEING OPERATED BY ONE PERSON, AND SHALL BE INSTALLED AND
MAINTAINED ACCORDING TO UL 325 and ASTM F 2200. NC FPC 2018, 503.5, 503.6, D103.5
4. FIRE LANES; WHERE REQUIRED, APPROVED MARKING SIGNS INCLUDING THE WORDS, NO PARKING -FIRE LANE SIGNS
SHALL BE PROVIDED FOR FIRE APPARATUS ACCESS ROADS TO IDENTIFY SUCH ROADS. NC FPC 2018, 503.3, D103.6,
D103.6.1, D103.6.2
5. PREMISE IDENTIFICATION; APPROVED BUILDING ADDRESS NUMBERS, PLACED IN ACCEPTABLE POSITION TO THE FIRE
CODE OFFICIAL, SHALL BE REQUIRED ON ALL NEW BUILDINGS. NC FPC 2018, 505.1
6. KEY BOXES; WHERE REQUIRED BY THE FIRE CODE OFFICIAL, A SECURE KEY BOX, MOUNTED ON THE ADDRESS SIDE OF
THE BUILDING, NEAR THE MAIN ENTRANCE, SHALL BE PROVIDED TO ENSURE ADEQUATE ACCESS TO THE BUILDING
BASED ON LIFE SAFETY AND/OR FIRE PROTECTION NEEDS. NC FPC 2018, 506
7. FIRE HYDRANTS; THE ADDITION OF ANY REQUIRED HYDRANTS TO SERVE THE SUBMITTED BUILDING MUST FLOW A
MINIMUM OF 2500 GPM PER TOWN ENGINEERING STANDARDS UNLESS APPROVED BY THE FIRE CODE OFFICIAL. THE
FARTHEST HYDRANT SERVING A PROPOSED STRUCTURE MUST BE NO MORE THAN 500 FEET DISTANT. A MAXIMUM
DISTANCE OF 500 FEET SPACING BETWEEN HYDRANTS MUST BE MAINTAINED UNLESS OTHERWISE APPROVED BY THE
FIRE CODE OFFICIAL. LESSER SPACING DISTANCES MAY BE REQUIRED. A MINIMUM WORKING SPACE OF 3 FEET MUST BE
MAINTAINED AROUND ALL HYDRANTS. WHERE HYDRANTS ARE SUBJECT TO PHYSICAL IMPACT, PHYSICAL PROTECTION
MAY BE REQUIRED, NC FPC 2018, 507.5.6. THE MINIMUM NUMBER OF REQUIRED HYDRANTS AND THEIR SPACING MUST
MEET NC FPC 2018, APPENDIX C, TABLE C 105.1
8. FIRE DEPARTMENT CONNECTIONS, LOCATIONS; ANY REQUIRED FDCS FOR ANY BUILDINGS SHALL MEET THE DESIGN
AND INSTALLATION REQUIREMENTS FOR THE CURRENT, APPROVED EDITION OF NFPA 13, 13D, 13R, OR 14 OF THE NC
FPC 2018 AND TOWN ORDINANCES; 7-38 FOR LOCATION. FDCS SHALL BE INSTALLED ON THE STREET/ADDRESS SIDE OF
THE BUILDING AND WITHIN 100' OF A HYDRANT OR UNLESS OTHERWISE APPROVED BY THE FIRE CODE OFFICIAL AND
SHALL NOT BE OBSTRUCTED OR HINDERED BY PARKING OR LANDSCAPING. FDC'S SHALL BE EQUIPPED WITH NST.
9. FIRE DEPARTMENT CONNECTIONS, INSTALLATION; A WORKING SPACE OF NOT LESS THAN 36 INCHES IN WIDTH AND
DEPTH AND A WORKING SPACE OF 78 INCHES IN HEIGHT SHALL BE PROVIDED ON ALL SIDES WITH THE EXCEPTION OF
WALL MOUNTED FDC'S UNLESS OTHERWISE APPROVED BY THE FIRE CODE OFFICIAL. THE FDC'S WHERE REQUIRED
MUST BE PHYSICALLY PROTECTED BY AN APPROVED BARRIER FROM IMPACTS. NC FPC 2018, 912.1, 912.2 912.2.1, 912.3.2,
312
PROJECT NOTES:
1. TWO ENTRANCE FEATURES SHALL BE PROVIDED AT THE ENTRANCE INTO THE SITE. ONE BEING A SITE
IDENTIFICATION SIGN.
2. CONSTRUCTION ON THIS PROJECT SHALL BE IN ACCORDANCE WITH THE CITY OF MEBANE , STATE, NCDOT, AND
UTILITY PROVIDER STANDARDS, CODE OF ORDINANCES, BUILDING CODES, STANDARD DETAILS AND
SPECIFICATIONS.
3. ALL SITE WORK, AT A MINIMUM, SHALL BE PERFORMED IN ACCORDANCE WITH THE 2018 NCDOT ROADWAY
STANDARD DRAWINGS AND STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES UNLESS OTHERWISE
NOTED OR DIRECTED.
4. UNDERGROUND UTILITIES MAY EXIST ON, ALONG OR WITHIN CONFLICT OF THIS PROJECT. THE CONTRACTOR
SHALL FIELD VERIFY VERTICAL AND HORIZONTAL LOCATIONS OF ALL UTILITIES PRIOR TO CONSTRUCTION.
CONTRACTOR IS RESPONSIBLE FOR CONTACTING NC-811 OR THE APPROPRIATE UTILITY COMPANIES PRIOR TO ANY
EXCAVATION.
5. CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO VERIFY LOCATION OF AND PREVENT DISTURBANCE
TO EXISTING UTILITIES IN WORK AREA.
6. THE CONTRACTOR SHALL OBSERVE ALL REQUIRED SAFETY PRECAUTIONS IN THE PERFORMANCE OF ALL WORK IN
ACCORDANCE WITH OSHA.
7. THE CONTRACTOR SHALL GRADE, SEED AND SOD OR OTHERWISE PROVIDE TEMPORARY AND PERMANENT
STABILIZATION OF ALL DISTURBED AREAS, ESPECIALLY SLOPES. SEE EROSION CONTROL INSTRUCTIONS, IF
APPLICABLE.
8. ANY SUBSTITUTIONS, CHANGES, OR MODIFICATIONS SHALL BE APPROVED BY THE PROJECT ENGINEER, PLANNING
DEPARTMENT STAFF, AND DEVELOPER PRIOR TO INSTALLATION/CONSTRUCTION OF CORRESPONDING ITEMS.
9. THE GRADE LINES DENOTE THE FINISHED ELEVATIONS OF THE PROPOSED SURFACE. GRADE LINES MAY BE
ADJUSTED AT THEIR BEGINNING, ENDING AND AT STRUCTURES AS DIRECTED BY THE ENGINEER IN ORDER TO
PROVIDE A PROPER TIE-IN. CONTRACTOR SHALL FIELD VERIFY ALL PROPOSED INVERTS & FINISHED SURFACES TO
ENSURE THAT MINIMUM SLOPE & COVER REQUIREMENTS ARE PROVIDED PRIOR TO INSTALLATION OF REFERENCED
ITEMS.
10. PRIOR TO BEGINNING CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING ALL PERMITS
NECESSARY FOR CONSTRUCTION. THE CONTRACTOR SHALL READ ALL PERMITS AND ENSURE THAT
CONSTRUCTION COMPLIES WITH THE PERMITS. REQUIRED PERMITS AND REVIEWS MAY INCLUDE, BUT ARE NOT
LIMITED TO: CITY/COUNTY APPROVALS/PERMITS, CITY FIRE DEPARTMENT, SOLID WASTE REVIEWS, NCDOT PERMITS,
DRIVEWAY PERMITS, RIGHT OF WAY ENCROACHMENT AGREEMENTS, SOIL AND EROSION CONTROL PERMITS,
NCDENR PERMITS, WATER PERMITS, SEWER PERMITS, ENVIRONMENTAL PERMITS, WETLAND DISTURBANCE
PERMITS, STREAM CROSSING PERMITS, POWER EASEMENT ENCROACHMENT AGREEMENTS, USACE/DWQ PERMITS,
STORMWATER PERMITS, ZONING APPROVAL, AND BUILDING CODE APPROVALS/PERMITS. IF THE CONTRACTOR HAS
QUESTIONS ABOUT PERMIT LANGUAGE, OR THE NEED FOR A PERMIT, HE MUST CONTACT THE DEVELOPER AND THE
ENGINEER PRIOR TO BEGINNING CONSTRUCTION.
11. THE EXISTING WETLAND LOCATIONS WERE DETERMINED BY: PERMITTING AND MITIGATION MUST BE PROVIDED
PRIOR TO THE START OF CONSTRUCTION.
GRADING AND STORM DRAINAGE NOTES:
1. ANY WALLS EXCEEDING 4' IN HEIGHT SHALL BE DESIGNED AND CERTIFIED BY A PROFESSIONAL
ENGINEER. CONTRACTOR SHALL OBTAIN ANY REQUIRED WALL PERMITS THROUGH THE BUILDING
INSPECTIONS DEPARTMENT.
2. THIS PROPERTY IS WITHIN THE HAW CREEK UNPROTECTED WATERSHED IN THE CAPE FEAR RIVER
BASIN.
3. ALL PIPE TO BE INSTALLED ON -SITE AND IN THE RIGHT OF WAY SHALL MEET OR EXCEED THE DOT ASTM
AND AASHTO SPECIFICATION REQUIREMENTS FOR SUCH PIPE MATERIAL. CONTRACTOR SHALL VERIFY
APPROVAL WITH DOT FOR ALL PIPE MATERIALS TO BE USED IN THEIR RIGHT OF WAY.
4. ALL WORK WITHIN DOT ROW SHALL COMPLY WITH LATEST 2018 NCDOT STANDARD SPECIFICATIONS FOR
ROADS AND STRUCTURES, NCDOT STANDARD DRAWINGS, AND THE MUTCD STANDARDS.
5. ALL ON -SITE PIPE SHALL BE INSTALLED MEETING COVER, BACKFILL AND BEDDING REQUIREMENTS PER
THE MANUFACTURER'S RECOMMENDATIONS.
6. NCDOT PRE -CAST DRAINAGE STRUCTURES / MANHOLES CAN BE USED IN LIEU OF NCDOT STANDARD
BRICK OR CONCRETE CATCH BASINS. ANY DEVIATION FROM THE SPECIFIED STRUCTURES SHALL BE
APPROVED BY ENGINEER PRIOR TO INSTALLATION AND SHALL MAINTAIN COMPLIANCE WITH ALL
CORRESPONDING DOT MATERIAL, DRAWING & DETAILED SPECIFICATIONS. NO WAFFLE BOXES SHALL BE
USED.
7. CONTRACTOR SHALL FIELD VERIFY THAT PROPOSED GRADES MATCH EXISTING PAVEMENT AT ALL
CONNECTION/TIE POINTS PRIOR TO FINAL LIFT OF ASPHALT. CONTRACTOR SHALL NOTIFY ENGINEER IF
DISCREPANCY OCCURS.
8. PROPOSED CONTOUR LINES REPRESENT FINISHED GRADE ELEVATIONS. CONTOUR LINES MAY BE
ADJUSTED AT THEIR BEGINNING, ENDING AND AT STRUCTURES AS DIRECTED BY THE ENGINEER IN
ORDER TO PROVIDE A PROPER TIE-IN.
9. CONTRACTOR SHALL FIELD VERIFY TIE OUTS POINTS AND INVERTS PRIOR TO CONSTRUCTION TO AVOID
CONFLICTS. CONTACT ENGINEER IF DISCREPANCIES ARE FOUND. ANY PROPOSED GRADE SPOT
ELEVATIONS,PROPOSED INVERTS,FFE'S,ETC PROVIDED SHALL OVERRULE CONTOUR LINES.
10. A SEDIMENTATION AND EROSION CONTROL PLAN SHALL BE APPROVED BY NCDEQ PRIOR TO
CONSTRUCTION.
11. EROSION CONTROL INSPECTOR OR CITY/TOWN PLANNING DEPARTMENT STAFF SHALL BE CONTACTED
TO INSPECT TREE PROTECTION FENCING BEFORE GRADING WORK BEGINS.
12. THE CITY OF MEBANE MUST APPROVE THE STORMWATER MANAGEMENT PLAN FOR THIS PROJECT PRIOR
TO BEGINNING CONSTRUCTION.
13. CONTRACTOR SHALL MONITOR, MAINTAIN, MOVE AND/OR ADD SILT FENCE, SILT FENCE OUTLETS, AND
J-HOOKS AS NEEDED BASED ON FIELD AND RUN-OFF CONDITIONS AND AS DIRECTED BY THE ENGINEER
AND/OR E.C. REPRESENTATIVE.
14. IF AN OFFSITE SOIL SPOIL OR BORROW SITE IS UTILIZED, THEN THE DISTURBED AREA FOR THE
SPOIL/BORROW SITE MUST BE INCLUDED IN THE LAND -DISTURBANCE PLAN AND PERMIT UNLESS THE
SPOIL/BORROW SITE ALREADY HAS A LAND -DISTURBING PERMIT.
15. SEE SIA FOR DETAILED NUTRIENT AND PEAK FLOW CALCULATIONS.
16. ALL REQUIRED STORM DRAINAGE AND BMP EASEMENTS TO BE PLATTED UPON FINAL CONSTRUCTION OF
NEW CONVEYANCES.
17. ALL UTILITY TRENCHING, BACKFILL, FOOTER AND BUILDING PAD PREPARATIONS, AND SUB -GRADE
COMPACTION EFFORTS SHALL MEET/EXCEED GEOTECHNICAL RECOMMENDATIONS. ADDITIONAL
SPECIFICATIONS AND REQUIREMENTS FOR BUILDING PAD PREPARATION AND COMPACTION MAY EXIST IN
ARCHITECTURAL AND STRUCTURAL DRAWINGS AND SHALL BE EXECUTED/IMPLEMENTED AS REQUIRED.
18. ALL 2:1 SLOPES ON SITE SHALL BE MATTED AND PREPARED TO ENSURE VEGETATIVE COVER. ALL GRASS
SLOPES WHICH EXCEED 3:1 (H:V) SHALL UTILIZE NORTH AMERICAN GREEN (NAG) CONSTRUCTION
PRODUCTS TURF REINFORCEMENT MATS SC150 OR APPROVED EQUAL, UNLESS OTHERWISE SPECIFIED
ON PLANS. MATS SHALL BE INSTALLED PER MANUFACTURERS SPECIFICATIONS AND STANDARDS.
CONTRACTOR SHALL COORDINATE INSTALLATION INSPECTION WITH MANUFACTURER.
19. ALL STORM DRAINAGE EASEMENTS ARE PRIVATE.
20. STORMWATER RUN-OFF FROM ALL BUILT UPON AREAS RELATED TO PUBLIC ROADWAYS,
RESIDENTIAL DRIVEWAYS, AND UNITS SHALL BE TREATED AT STORMWATER BMP's. SEE GRADING AND
STORM DRAINAGE PLAN FOR STORM STRUCTURE INFORMATION.
21. SEE SCM DETAIL SHEETS FOR ADDITIONAL GRADING AND STORM STRUCTURE INFORMATION.
22. CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING ALL PAVED AREAS AND CURB PROVIDE POSITIVE
DRAINAGE TO A DRAINAGE STRUCTURE AND NO BIRD BATHS' ARE PRESENT IN THE FINAL PRODUCT
ADA INSTRUCTIONS TO CONTRACTOR:
1. CONTRACTORS MUST EXERCISE APPROPRIATE CARE AND PRECISION IN CONSTRUCTION OF ADA
ACCESSIBLE COMPONENTS AND ACCESS ROUTES FOR THE SITE. THESE COMPONENTS, AS CONSTRUCTED,
MUST COMPLY WITH THE CURRENT ADA STANDARD SAND REGULATIONS BARRIER FREE ACCESS AND ANY
MODIFICATIONS, REVISIONS OR UPDATES TO SAME. FINISHED SURFACES ALONG THE ACCESSIBLE ROUTE
OF TRAVEL FROM PARKING SPACE(S), PUBLIC TRANSPORTATION, PEDESTRIAN ACCESS, INTER -BUILDING
ACCESS, TO POINTS OF ACCESSIBLE BUILDING ENTRANCE/EXIT, MUST COMPLY WITH THESE ADA CODE
REQUIREMENTS. THESE INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING:
2. PARKING SPACES AND PARKING AISLES - SLOPE SHALL NOT EXCEED 1:50 (1/4" PER FOOT OR NOMINALLY
2.0%) IN ANY DIRECTION.
3. CURB RAMPS - SLOPE MUST NOT EXCEED 1:12 (8.3%) FOR A MAXIMUM OF SIX (6) FEET.
4. LANDINGS - MUST BE PROVIDED AT EACH END OF RAMPS, MUST PROVIDE POSITIVE DRAINAGE, AND MUST
NOT EXCEED 1:50 (1/4" PER FOOT OR NOMINALLY 2.0%) IN ANY DIRECTION.
5. PATH OF TRAVEL ALONG ACCESSIBLE ROUTE - MUST PROVIDE A 36-INCH OR GREATER UNOBSTRUCTED
WIDTH OF TRAVEL (CAR OVERHANGS AND/OR HANDRAILS CANNOT REDUCE THIS MINIMUM WIDTH). THE
SLOPE MUST BE NO GREATER THAN 1:20 (5.0%) IN THE DIRECTION OF TRAVEL, AND MUST NOT EXCEED 1:50
(1/4" PER FOOT OR NOMINALLY 2.0%) IN CROSS SLOPE. WHERE PATH OF TRAVEL WILL BE GREATER THAN
1:20 (5.0%), ADA RAMP REGULATIONS MUST BE ADHERED TO. A MAXIMUM SLOPE OF
1:12 (8.3%), FOR A MAXIMUM RISE OF 2.5 FEET, MUST BE PROVIDED. THE RAMP MUST HAVE ADA HAND RAILS
AND "LEVEL" LANDINGS ON EACH END THAT ARE CROSS SLOPED NO MORE THAN 1:50 IN ANY DIRECTION
(1/4" PER FOOT OR NOMINALLY 2.0%) FOR POSITIVE DRAINAGE.
6. DOORWAYS - MUST HAVE A "LEVEL" LANDING AREA ON THE EXTERIOR SIDE OF THE DOOR THAT IS SLOPED
AWAY FROM THE DOOR NO MORE THAN 1:50 (1/4" PER FOOT OR NOMINALLY 2.0%) FOR POSITIVE DRAINAGE.
THIS LANDING AREA MUST BE NO LESS THAN 60 INCHES (5 FEET) LONG, EXCEPT WHERE OTHERWISE
PERMITTED BY ADA STANDARDS FOR ALTERNATIVE DOORWAY OPENING CONDITIONS. (SEE ICC/ANSI
A117.1-2003 AND OTHER REFERENCED INCORPORATED BY COD.)
7. WHEN THE PROPOSED CONSTRUCTION INVOLVES RECONSTRUCTION, MODIFICATION, REVISION OR
EXTENSION OF OR TO ADA COMPONENTS FROM EXISTING DOORWAYS OR SURFACES, CONTRACTOR MUST
VERIFY EXISTING ELEVATIONS SHOWN ON THE PLAN. NOTE THAT TABLE 405.2 OF THE DEPARTMENT OF
JUSTICES ADA STANDARDS FOR ACCESSIBLE DESIGN ALLOWS FOR STEEPER RAMP SLOPES, IN RARE
CIRCUMSTANCES. PRIOR TO THE COMMENCEMENT OF WORK, THE CONTRACTOR MUST IMMEDIATELY
NOTIFY THE DESIGN ENGINEER IN WRITING OF ANY DISCREPANCIES AND/OR FIELD CONDITIONS THAT
DIFFER IN ANY WAY OR ANY RESPECT FROM WHAT IS SHOWN ON THE PLANS, IN WRITING, BEFORE
COMMENCEMENT OF WORK. CONSTRUCTED IMPROVEMENTS MUST FALL WITHIN THE MAXIMUM AND
MINIMUM LIMITATIONS IMPOSED BY THE BARRIER FREE REGULATIONS AND THE ADA REQUIREMENTS.
8. THE CONTRACTOR MUST VERIFY THE SLOPES OF CONTRACTOR'S FORMS PRIOR TO POURING CONCRETE. IF
ANY NON-CONFORMANCE IS OBSERVED OR EXISTS, CONTRACTOR MUST IMMEDIATELY NOTIFY THE
ENGINEER PRIOR TO POURING CONCRETE. CONTRACTOR IS RESPONSIBLE FOR ALL COSTS TO REMOVE,
REPAIR AND REPLACE NON -CONFORMING CONCRETE.
9. THE SITE SHALL BE FULLY COMPLIANT WITH THE NORTH CAROLINA ACCESSIBILITY CODES (ANSI 117.1 -2009
AND CHAPTER 11 OF THE NCBC) UNLESS AND EXCEPT IN AREAS WHERE AN APPROVED STATEMENT FROM A
SITE ENGINEER, SURVEYOR OR ARCHITECT VERIFIES THAT SITE CONDITIONS EXIST WHERE THE
TOPOGRAPHY OF THE SITE IS EXTREME AND ONLY ALTERNATE METHODS OF COMPLIANCE ARE POSSIBLE.
10.ACCESSIBILITY REQUIREMENTS: THAT PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY, THE
APPLICANT SHALL PROVIDE THE MINIMUM REQUIRED ACCESSIBLE PARKING SPACES AND DESIGN ALL
ACCESSIBLE PARKING SPACES, RAMPS, AND CROSSWALKS, AND ASSOCIATED INFRASTRUCTURE
ACCORDING TO AMERICANS WITH DISABILITIES ACT STANDARDS, NORTH CAROLINA BUILDING CODE,
AMERICAN NATIONAL STANDARDS INSTITUTE ANSI CODE, AND TOWN STANDARD.. PARKING - NUMBER OF
SPACES TO COMPLY WITH NCBC 2012 SECTION 1106.1, 1 PER 6 COMPLIANT SPACES OR PORTION THEREOF
MUST BE VAN ACCESSIBLE, NO SLOPE TO EXCEED 2 PERCENT IN ANY DIRECTION. SIGNAGE PER NC
EQUIREMENTS, MUT-CD AND ICC A 117.1.2. CURB CUTS AND ACCESSIBLE ROUTES PER ICC A117.1 2009 ED.
CROSS SLOPE LIMITED TO 2 PERCENT, CALL FOR INSPECTION BEFORE PLACEMENT OF CONCRETE. A SLOPE
GREATER THAN 5 PERCENT REQUIRES CONSTRUCTION AS A RAMP.
IT IS STRONGLY RECOMMENDED THAT THE CONTRACTOR REVIEW THE INTENDED CONSTRUCTION WITH
THELOCAL BUILDING CODE PRIOR TO COMMENCEMENT OF CONSTRUCTION.
MEBANE GENERAL NOTES:
1. ALL CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH THE PROJECT PLANS AND/OR
SPECIFICATIONS, CITY OF MEBANE STANDARD DETAILS AND CONSTRUCTION STANDARDS, STATE
CONSTRUCTION STANDARDS, OSHA REGULATIONS AND OTHER APPLICABLE CONTRACT DOCUMENTS.
2. A COPY OF THE CONSTRUCTION DRAWINGS BEARING THE APPROVAL STAMP FROM THE CITY OF
MEBANE SHALL ALWAYS BE ON SITE AND AVAILABLE.
3. MATERIAL SUBMITTALS TO BE APPROVED BY THE CITY OF MEBANE PRIOR TO ORDERING MATERIAL.
4. MODIFICATION TO THE APPROVED DRAWINGS SHALL NOT BE MADE WITHOUT THE WRITTEN APPROVAL
OF THE DESIGN ENGINEER AND THE CITY OF MEBANE.
5. PRIOR TO CONSTRUCTION, ALL NECESSARY PERMITS TO COMPLETE THE CONSTRUCTION SHOULD BE
ACQUIRED AND FOLLOWED.
6. PRIOR TO STARTING CONSTRUCTION, THE GENERAL CONTRACTOR SHALL HOLD A PRE -CONSTRUCTION
CONFERENCE WITH THE CITY OF MEBANE, OWNER/REP, PLANNING, EROSION CONTROL,
GEOTECHNICAL ENGINEER, ALL SUB -CONTRACTORS, AND ENGINEER/REP.
7. GEOTECHNICAL SPREADSHEET TO BE PROVIDED TO THE CITY PRIOR TO PRE -CONSTRUCTION MEETING
FOR REVIEW. SPREADSHEET TO ACCOMPANY GEOTECHNICAL REPORTS.
8. ALL SOIL WITHIN THE RIGHT OF WAY AND PUBLIC EASEMENTS SHALL BE COMPACTED TO CITY OF
MEBANE SPECIFICATIONS. CITY REPRESENTATIVE TO BE NOTIFIED 24 HOURS IN ADVANCE AND GIVEN
THE OPPORTUNITY TO BE PRESENT DURING GEOTECH TESTING.
9. ALL UTILITY SEPARATIONS SHALL MEET THE REQUIREMENTS AS STATED IN THE CITY OF MEBANE
CONSTRUCTION DOCUMENTS CHECKLIST. ALL UTILITY SEPARATIONS TO BE FIELD VERIFIED DURING
INSTALLATION AND AS -INSTALLED SEPARATION LABELED ON AS -BUILT DRAWINGS. CONTRACTOR
SHALL PROVIDE DESIGN ENGINEER VERIFICATION OF AS -INSTALLED SEPARATIONS TO BE INCLUDED
ON AS -BUILT DRAWINGS SUBMITTED TO STATE.
10. ALL WATER MAIN TO INCLUDE TWO FORMS OF RESTRAINT (MEGA -LUGS AND BLOCKING) AND CONFORM
TO THE DISTANCES STATED IN DETAIL W-26.
11. TESTING PROCEDURES PER CITY OF MEBANE STANDARDS AS FOLLOWS: WATER LINE -- PRESSURE
TEST, CHLORINATE, BAC-T. SANITARY SEWER -- PRESSURE TEST, VACUUM TEST MANHOLES, MANDREL,
VIDEO. STORM SEWER -- VIDEO. CONCRETE -- CYLINDERS EVERY 30 YARDS. ROADWAY -- DENSITY AND
PROOF ROLL. ASPHALT -- CORES FOR BINDER, NUCLEAR DENSITY GAUGE TESTS ON FINAL LIFT.
12. FOR ALL PROJECTS WHERE THE FINAL LIFT OF ASPHALT IS NOT ANTICIPATED PRIOR TO THE ONSET OF
WINTER, ALL MANHOLES AND VALVE BOXES ARE TO BE ADJUSTED FLUSH WITH THE BINDER COURSE.
THE FINAL ADJUSTMENT TO FINISH GRADE WILL NOT BE DONE UNTIL IMMEDIATELY PRIOR TO THE
PLACEMENT OF THE FINAL LIFT OF SURFACE COURSE.
13. CLASS III RCP SHALL HAVE A MINIMUM OF 3' OF COVER WITHIN THE ROW PER NCDOT REQUIREMENTS,
WHERE 3 OF COVER IS NOT PROVIDED, CLASS IV RCP SHALL BE USED.
14. ALL DRAINAGE SWALES SHALL HAVE A MINIMUM OF 1% SLOPE.
15. ALL THIRD -PARTY UTILITIES TO ACQUIRE AN ENCROACHMENT AGREEMENT WITH THE CITY OF MEBANE
PRIOR TO STARTING INSTALLATION.
16. BORROW PIT LOCATIONS TO BE SURVEYED FOR IN FIELD VERIFICATION AND BE IDENTIFIED ON THE
PLAT.
17. UNDER ABSOLUTELY NO CIRCUMSTANCES SHALL ANY UNMANNED EXCAVATION BE LEFT OPEN OR
UNPROTECTED DURING NON- WORKING HOURS. UTILIZE SIGNS, BARRICADES, ETC. TO ENSURE THE
SAFETY OF THE GENERAL PUBLIC.
18. WHEN STAKING WATER LINE, CURB RADIUS POINTS SHOULD ALSO BE STAKED TO ENSURE VALVES ARE
PLACED OUTSIDE OF CURB LINE AND HANDICAP RAMP TRUNCATED DOMES.
19. CONTRACTOR RESPONSIBLE FOR NOTIFYING THE CITY OF MEBANE AND THE DESIGN ENGINEER PRIOR
TO TESTING WATER AND SEWER LINES TO COORDINATE SCHEDULING SINCE DESIGN ENGINEER WILL
BE CERTIFYING AND MAY WANT TO WITNESS TESTING.
20. CONTRACTOR TO SCHEDULE PUNCH LIST WALK THROUGH AFTER BINDER LIFT OF ASPHALT HAS BEEN
INSTALLED.
DAM ENBANKMENT NOTES:
1. CONTROLLED FILL, AS SPECIFIED BY THE GEOTECHNICAL ENGINEER, IN THE DAM EMBANKMENT SHALL
BE PLACED IN 6-INCH LOOSE LAYERS 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.
MATERIAL SHALL BE HIGHLY IMPERMEABLE.
2. SOIL MATERIALS USED FOR EARTH FILL WHICH ARE CONSIDERED PERMEABLE OR WHICH EXHIBIT
SIGNIFICANT SHRINK SWELL, SHALL NOT BE USED IN THE EMBANKMENT UNLESS A SPECIFIC DETAILED
DESIGN REPORT FROM A GEOTECHNICAL ENGINEER IS SUBMITTED AND ACCEPTEDBY THE ENGINEER OF
RECORD.
3. 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.
4. 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.
5. 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.
6. SURFACE WATER SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION AND THE
PLACEMENT OF CONTROLLED FILL.
7. FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND/OR UNSUITABLE SOILS IN
ADDITION TO THAT INDICATED ON THE 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.
8. A CUTOFF TRENCH (KEY TRENCH) OF A MINIMUM WIDTH OF FIVE (5) FEET, ENTERED ON THE
CENTERLINE OF THE DAM, SHALL BE INCORPORATED. THE CUTOFF TRENCH SHALL EXTEND TO A
MINIMUM DEPTH OF TWO (2) FEET; HOWEVER, IN ALL CASES IT SHALL EXTEND INTO SOILS SUITABLE
FOR THE EMBANKMENT FOUNDATION.
9. 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.
10. FILL ADJACENT TO THE RISER AND PIPE SHALL BE PLACED SO THAT LIFTS ARE AT THE SAME LEVEL ON
BOTH SIDES OF THE STRUCTURES.
11. 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.
12. COMPACTION BY MEANS OF DROP WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED.
13. HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CAST -IN -PLACE STRUCTURES (INCLUDING
THE CRADLE) UNTIL ADEQUATE CURING TIME HAS ELAPSED.
14. 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 SODDED AND MULCHED.
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vil\Current Drawings \18-0156 S.dwg, C-5 SITE & UTILITY PLAN, 5/23/2022 4:58:53 PM, govinda.sed
N:\2018\18-0156.010 - DRPB Hospitality LLC - Mebane Ho
FD
4� & $5
C A�� ��"�g`\G R\G'N �v�\PB�Ew\DEN
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146.52
GPIN 9804922987
PARCEL ID 170381
TOLLINGWOOD -HAWFIELDS LLC
DB: 2835/293
PB: 73/102
VACANT COMMERCIAL LAND
ZONING: M-2
2" TAP, 2" G.V., 2"
SERVICE, 2" METER IN
BOX & 2" BFP IN HOT BOX.
2" TAP CONNECTION
TO 6" FIRE LINE
(1) 8"X6" TEE,
(1) 6" G.V.
(2) 8" G.V. &
(1) REDUCER
(8" TO 6")
8" WATER
MAI N
I/
/
FL
10.00' BUFFER
(SHARED)
8"x6" REDUCER 6"
GATE VALVE & LEG,
FIRE HYDRANT
COMBINED SCM ACCESS &
WATERLINE EASEMENT
A
6" FIRE LINE
WITH RPZ BFP
IN HOT BOX
A
13' RESTRAINED
JOINT PIPE AT BENTS
(TYP.)-
UTILITY
EASEMENT
FIRE & DOM. SERVICE 'C' DETAIL
SCALE 1:10
Know what's below.
Call before you dig.
48" 1-RCP
INV. 600.22'
H
FIRE & DOMESTIC
SERVICE 'C'
(SEE DETAIL)
6' RESTRAINED
JOINT PIPE AT
BENTS -
FLOWS
NORTH
11
1
SS MH
RIM ELEV. = 613.94'
INV. IN = 605.91' (8" VP)
INV. OUT = 604.08' (8" VP)
NEW INV. IN = 608.23'
(WITH FLEXIBLE BOOT)
' 48" RCP
INV. 600.14'
if
N12 55'42/W
WET POND 1
(SEE SHEET D-5
FOR DETAILS)
PATIO
FIRE HYDRANT ASSEMBLY
8" x 6" TEE LEG AND FIRE
HYDRANT
HOTEL (WEST)
80 ROOMS
(4-STORY)
FFE= 615.20'
8"-22 1/2°
FIRE HYDRANT
ASSEMBLY (TYP)
8"X6" TEE LEG AND
FIRE HYDRANT-
2BIKE
RACKS °
FLOWS
NORTH
RT£_—_
-HERE -
MEDIUM DUTY
ASPHALT
PHASE 2
ALL PARKING AREAS SHALL CONFORM TO
THELIGHTING AND LANDSCAPING
REQUIREMENTS OF THE CITY OF MEBANE.
EXISTING
POND
GPIN 9804922987
PARCEL ID 170381
TOLLINGWOOD-HAWFIELDS LLC
DB 2835/293
PB 73/102
VACANT COMMERCIAL LAND
ZONING: M-2
HEAVY DUTY
ASPHALT
30'
WATERLINE
EASEMENT
TRANSFORMER PAD
DUMPSTER ENCLOSURE FOR SOLID
WASTE AND RECYCLING SHALL BE BRICK
OR BLOCK TO MATCH BUILDINGS (TYP.)-
NEW 30' SANITARY SEWER
EASEMENT ALONG EXISTING
OUTFALL WITHIN SITE
L=432.50' R=5655.20'
CH=N 79 52'41 "E
CH. DIST=432.39'
13' RESTRAINED
JOINT PIPE AT BENTS
(TYP.)
STREETSCAPE (PROPERTY
LINE TO S.S. EASEMENT)
WIDTH VARIES
�J���:1-Efi�trt
8"- 45° BENDS - _ S
PAINTED
CROSS -WALK
_ - (TYP.)
-.� - - 8"x8"TEE ----
(3) 8" GATE
VW " VALVE
RETAINING
WALL WITH
FENCE
-
PHASE 1
HOTEL (EAST)
103 ROOMS
(4-STORY)
FFE= 624.65'
3 BIKE
RACKS
ADA RAMP (TYP.)
SEE TYPE 2 ON
DETAIL SHEET
(2) LP
-5' CONCRETE
SIDEWALK (MIN.)
2BIKE ._-
RACKS= =
WET POND 2
(SEE SHEET D-6
FOR DETAILS)
40' COMBINED WATER
& SS EASEMENT
MEDIUM DUTY
ASPHALT
GREASE
TRAP
ACC. RAMP
(TYP.)
■ _
DOGHOUSE
MANHOLE #1
Ss
8"- 45° BENDS
13' RESTRAINED
JOINT LENGTH (TYP.)
FIRE HYDRANT ASSEMBLY.
12"x6" TEE, LEG & FIRE
HYDRANT
FIRE & DOMESTIC
SERVICE'B' (SEE DETAIL)
SSMH #2
WAIVER REQUEST FOR 10'
SHARED BUFFER ALONG
LOWE'S PROPERTY
ADA RAMP (TYP.)
SEE TYPE 2 ON
DETAIL SHEET I
OFFICES
OVER RETAI
5,000 SF/FLR
(2-STORY)
FFE= 625.10'
C/O
(4) 45° BENDS WITH-
REQD. RESTRAINTS
FOR WATER CROSSING
A PUBLIC ROAD RIGHT-OF-WAY SHALL BE
EXTENDED THROUGH THIS SOUTHEAST
PORTION OF THE DRPBS PROPERTY FOR
THE EXTENSION OF LOWE'S BLVD. THAT IS
PART OF THE FUTURE THROUGHFARE PLAN
THAT HAS BEEN APPROVED BY THE CITY OF
MEBANE. R/W DELINEATION AND SPECIFICS
WILL BE DETERMINED AT A LATER DATE.
12"x12"TEE
(2) 12" GATE VALVE
(1) 12" PLUG
\ SSMH #5
40' COMBINED SAN. &
WATER EASEMENT
30" STANDARD CURB
& GUTTER (TYPICAL)
HEAVY DUTY
ASPHALT
LP (LIGHT POLE TYP.)
SSMH #3
SS
FLOWS
WEST
SS
SS MH
RIM ELEV. = 624.83'
INV. IN = 616.60' (8" VP)
INV. OUT = 615.86' (8" VP)
4" SERVICE,
3" WATER METER IN BOX,
3" BFP IN HOT BOX.
STRIPED PEDESTRIAN
CROSSING (TYP.)
ALL PEDESTRIAN
CROSSINGS SHALL BE
ADA COMPLIANT AND
ALL RAMPS SHALL HAVE
TRUNCATED DOMES
12"x8"TEE
(1) 12" GATE VALVE
(2) 12" x 8" REDUCER
(2) 8" GATE VALVE
FIRE HYDRANT
ASSEMBLY
12"x6" TEE, LEG &
FIRE HYDRANT
FIRE & DOMESTIC
SERVICE 'A' (SEE DETAIL)
40' COMBINED S.S. &
WATER EASEMENT
4" S.S. SERVICE WITH
CLEANOUT 5' FROM PROPERTY
LINE FOR POSSIBLE FUTURE
USE w/ 20' EASEMENT
SSMH #4
SS
GPIN 9814037566
PARCEL ID 163487
LOWES HOME CENTERS INC.
DB 2065/997
PB 68/376
DISCOUNT STORE
ZONING: B-2
UTILITIES LEGEND
EXIST /
N
0Go
w
PROPOSED
N
Y
1
1I I
►L
w
•
•
•
•
G G
G
OHE OHE
UGE
ss ss
ss
v //// //// //// //// //// //// //// ////
GENERAL NOTES:
WATER VALVE
FIRE HYDRANT
WATER METER
BACKFLOW DEVICE
FIRE DEPT. CONNECTION (FDC)
REDUCER
PLUG & BLOCK
MECHANICAL JOINT / BEND
POST INDICATOR VALVE (PIV)
AIR RELEASE VALVE (ARV)
SANITARY SEWER MANHOLE
SEWER CLEAN OUT
CURB INLET
DROP INLET
JUNCTION BOX
FLARED END SECTION (FES)
EXISTING WATER MAIN
PROPOSED WATER MAIN / SERVICE
EXISTING GAS MAIN
PROPOSED GAS MAIN
EXISTING OVERHEAD ELECTRIC
PROPOSED UNDERGROUND ELECTRIC
EXISTING SEWER MAIN
PROPOSED SEWER MAIN / SERVICE
EXISTING STORM PIPE
PROPOSED STORM PIPE
HEAVY DUTY ASPHALT
MEDIUM DUTY ASPHALT
1. PROJECT BOUNDARY AND EXISTING TOPO TAKEN FROM FIELD
SURVEY PROVIDED BY SUMMIT DESIGN & ENGINEERING SERVICES.
2. TRAFFIC IMPACT ANALYSIS HAS BEEN APPROVED BY THE CITY OF
MEBANE AND NCDOT.
3. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CITY OF
MEBANE AND/OR NCDOT STANDARDS AND SPECIFICATIONS, LATEST
VERSIONS.
4. ALL LANDSCAPING & LIGHTING TO MEET CITY OF MEBANE UDO
REQUIREMENTS.
5. ALL SIGNAGE SHALL BE INSTALLED IN ACCORDANCE WITH MUTCD &
CITY OF MEBANE STANDARDS.
6. DRIVE AISLES AND DRIVEWAYS SHALL BE HEAVY DUTY ASPHALT AND
PARKING AISLES SHALL BE STANDARD DUTY ASPHALT.
1" TAP CONNECTION
— TO 4" FIRE LINE
1" TAP, 1" BALL VALVE, 1"
SERVICE WITH 1" METER IN
BOX & 1" BFP IN HOT BOX.
HIGH VISIBILITY CROSSWALK- PAINT
SHALL MEET NCDOT STANDARDS
1,
•
8
A
I11111
toworrist
lOtag
Q o
F6 I
4" FIRE LINE
WITH RPZ BFP
IN HOT BOX
W
_ 12"X4" TEE
& 4" G.V.
12" WATER -
MAIN
FIRE & DOM. SERVICE 'A' DETAIL
SCALE 1:10
RE -STRIPE END OF LOWES BLVD. AS
SHOWN TO ALLOW FOR TRUCK TURN
RADII. MATCH EXISTING STRIPING
USING PAINT MEETING NCDOT
STANDARDS. STRIPING TO BE
REMOVED SHALL ALSO BE PER
NCDOT STANDARDS.
N8931'07'E 271.
0' (TIE)
'Al
N8929'24"E 248.50'
EXIST. 12"
WATERLINE
REMOVE PLUG & EXTEND
12" WATER MAIN AS SHOWN
NEW 5' WIDE CONC. SIDEWALK
EXTENDED TO THE INTERSECTION
MATCH EXISTING CURB OFF -SET AS
EXISTING SIDEWALK TO THE EAST
CROSS -SLOPE SHALL BE 4'/FT MAX.
ST MH
RIM ELEV. = 639.49'
INV. IN = 633.79' (18" RCP)
INV. OUT = 632.88' (24" RCP)
LOWES BLVD.
(60' WIDE PUBLIC RIGHT OF WAY)
EXIST. YELLOW
DOUBLE LINE
GPIN 9814026895
PARCEL ID 163481
COMPASS POINTE CENTER
OWNERS ASSOC.
DB 3387/540
PB 76/410
COMMERCIAL COMMON AREA
ZONING: B-2, M-1 & M-2
wv
30" RCP
FLOWS
NORTH
I
TPED
4'
CATCH BASIN
RIM ELEV. = 643.02'
INV. IN = 637.29' (10" PVC)
INV. IN = 634.60' (24" RCP)
INV. IN = 632.36' (24" RCP)
INV. OUT = 632.30' (30" RCP)
JG
24" RCP
TRANSFORMER ON
CONCRETE PAD
ST M H
RIM ELEV. = 639.38'
INV. OUT = 634.32' (18" RCP)
GRAPHIC SCALE
20 0 10 20 40
80
( IN FEET)
1 inch = 40 ft.
J
0
m
N
N
N
DATE
m
o
z
o
0
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REVISIONS
�CO��MNrJ
ENGINEERING SERVICES
DRAWING ALTERATION
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ate'a w U¢¢> o O m
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�rnzcn!)).
Oarfn
U w_ p ¢ L w
Q E-pLu
n°go
�� I Z
i
(PROJECT ENGINEER/ARCHITECT
TAS ([e-mail])
PROJECT MANAGER
i
GS ([e-mail])
FIRST ISSUE DATE
0
NOT FOR 1
\\���\11111111/��,„
\\� `, C^^nn /,
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CONSTRUCTION)
DESIGN AND ENGINEERING SERVICES
State License #: P-0339
320 Executive Court
Fax: [phone]
l
PROJECT NO.
18-0156
DRAWING NAME:
18-0156_S.dwg
SHEET NO.
C-5
1

vil\Current Drawings \18-0156 G.dwg, C-6 GRADING & DRAINAGE PLAN, 5/23/2022 4:37:29 PM, govinda.sedhay,
N:\2018\18-0156.010 - DRPB Hospitality LLC - Mebane Ho
GRADING & STORM LEGEND:
EXIST / PROPOSED
111111
SD
•
0
CM
SD
LD/TP
LD/SF
LD
100
98
100
LD/TP
LD/SF
98
CURB INLET
DROP INLET
JUNCTION BOX
FLARED END SECTION (FES)
EXISTING STORM PIPE
PROPOSED STORM PIPE
LIMITS OF DISTURBANCE
LIMITS OF DISTURBANCE &
TREE PROTECTION FENCE
LIMITS OF DISTURBANCE
& SILT FENCE
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
WOODS LINE
PROPOSED SWALE
HEAVY DUTY ASPHALT
MEDIUM DUTY ASPHALT
- !48.52
10.00' BUFFER
(SHARED)
GPIN 9804922987
PARCEL ID 170381
TOLLINGWOOD -HAWFIELDS LLC
DB: 2835/293
PB: 73/102
VACANT COMMERCIAL LAND
ZONING: M-2
l
Know what's below.
Call before you dig.
/
l
J
l
604�
�6�6021j i
613.0
612.55
GPIN 9804922987
PARCEL ID 170381
TOLLINGWOOD-HAWFIELDS LLC
DB 2835/293
PB 73/102
VACANT COMMERCIAL LAND
ZONING: M-2
- l \
EX. GRADE
48" 1-RCP
INV. 600.22'
FLOWS
NORTH
1 1
11
48" RCP
INV. 600.14'
W . W W606
-747
606 z/ W
-"606.50-'�
o in o io
CO CO CO
- 61-4 S -
- 4
613.83
EXISTING
POND
2.5_
5' NEW CONCRETE
SIDEWALK 2.5' INSIDE
R/W WITH 2' SHOULDER
@1/4 " PER FT. (MAX.)
5'
EX. C&G
2"
60' R/W
SS MH
RIM ELEV. = 613.94'
INV. IN = 605.91' (8" VP)
INV. OUT = 604.08' (8" VP)
NEW INV. IN = 608.23'
(WITH FLEXIBLE BOOT)
615.6
\14.12
HOTS (WEST)
80 ROOMS
(4-STORY)
FFE= 615.20'
EXISTING
ROADWAY
614.6
PHASE 2
MEDIUM DUTY
ASPHALT
LOWES BLVD. TYPICAL
SECTION "A -A"
NTS
FLoN'S
NORTH
HEAVY DUTY
ASPHALT
617.58
L=432.50' R=5655.20'
CH=N79 52'41 "E
CH. DIST=432.39'
6 6\0 / // /
/ .1�Z3�
02- 617'3
1- -
1-79
---fir
.1G
615• -
614.12
.--'f4-6S--
617.00
VARIES
EX. C&G
619,64
-619.24--
�.1s_.�o-
_ „1-4.-6_0--
6..5
61.08
N
INTERSTATE
TE TH PUBLIC RIGHT OF WAY)
615
(VARIABL -614 /
613-
- �=
0.34 -
619_84- -
61982-
- .•36
- .233
623. c 624.14-.23_18 -
209 LF +/-
PROPOSED
RETAINING WALL
4-
-ems -
_ �z3 os -
CP
NN--
21.45
620.95.2
--6225
- 62223-
622.02
624.64-
623.16
624.6'
- 624.10
•
-
621.18
624.10
623.85
623.95
616-
619 620
624.10
623.70
620.77
622.1
6216�
FL
23.60
622.00
24.50
623.25 - --- -
624.91 -
56-
- __
- 8-25,1
6-24768
24.35 /
623.99
250 - --
.
-622700- -
624.11
623.60
OFFICES
OVER RETAIL
5,000 SF/FLR
(2-STORY)
FFE= 625.10'
10'Lx5'Wx22"D CLASS
B RIP RAP OUTLET
PROTECTION
- 616-
620.31
\ 620`
SS
21.00
620.50
SS
SS
FLOWS
WEST
SS
SS MH
RIM ELEV. = 624.83'
INV. IN = 616.60' (8" VP)
INV. OUT = 615.86' (8" VP)
GPIN 9814037566
PARCEL ID 163487
LOWES HOME CENTERS INC.
DB 2065/997
PB 68/376
DISCOUNT STORE
ZONING: B-2
HASE
LINE
MEDIUM DUTY
ASPHALT
HEAVY DUTY
ASPHALT
GPIN 9814031565
PARCEL ID 163482
HARRY P ISLEY
& J. MACK ISLEY JR.
DB 911/162
PB 68/376
VACANT -COMMERCIAL LAND
ZONING: B-2
626.18 \ A
26.50
626.00
26.01
64 625.51
6214 .26.75
625.25
SECTION "A -A"
PIPE SCHEDULE
NAME
LENGTH
SIZE
SLOPE
START
INVERT IN
END
INVERT OUT
P-1
30.01'
15"
1.67%
ST-1
620.50
FES-1
620.00
P-2
53.25'
15"
2.91%
ST-2
622.15
ST-1
620.60
P-3
46.73'
15"
7.49%
ST-3
620.00
616.50
P-5
36.93'
18"
0.81%
ST-5
615.30
FES-3
615.00
P-6
96.10'
15"
4.24%
ST-6
622.57
ST-5
618.50
P-7
73.97'
18"
0.54%
ST-7
615.80
ST-5
615.40
P-8
73.11'
15"
1.09%
ST-8
619.50
ST-7
618.70
P-9
127.09'
15"
0.55%
ST-9
616.60
ST-7
615.90
P-10
92.63'
15"
0.97%
ST-10
617.60
ST-9
616.70
P-11
95.76'
15"
1.04%
ST-11
620.00
ST-10
619.00
P-12
35.74'
24"
0.84%
ST-12
606.80
FES-7
606.50
P-13
139.67'
24"
0.64%
ST-13
607.80
ST-12
606.90
P-14
135.57'
21"
0.52%
ST-14
608.60
ST-13
607.90
P-15
64.06'
21"
0.62%
ST-15
609.10
ST-14
608.70
P-16
74.72'
15"
0.80%
ST-16
609.80
ST-15
609.20
P-17
107.73'
15"
0.56%
ST-17
610.50
ST-16
609.90
P-18
56.42'
15"
2.48%
ST-18
612.00
ST-17
610.60
P-19
75.01'
18"
0.53%
ST-19
609.60
ST-15
609.20
P-20
63.92'
18"
0.63%
ST-20
610.10
ST-19
609.70
P-21
170.80'
18"
0.64%
ST-21
611.10
ST-20
610.00
P-22
69.95'
15"
1.00%
ST-22
611.90
ST-21
611.20
P-23
190.28'
15"
0.79%
ST-23
613.50
ST-22
612.00
P-24
77.92'
15"
1.41%
ST-24
614.70
ST-23
613.60
STRUCTURE DATA
FES-1 (FES)
RIM = 623.30
INV IN = 620.00 (P-1)
FES-2 (FES)
RIM = 623.50
FES-3 (FES)
RIM = 619.54
INV IN = 615.00 (P-5)
FES-7 (FES)
RIM=611.58
INV IN = 606.50 (P-12)
ST-1 (CI)
RIM = 625.30
INV IN = 620.60 (P-2)
INV OUT = 620.50 (P-1)
ST-2 (CI)
RIM = 626.80
INV OUT = 622.15 (P-2)
ST-3 (CI)
RIM=624.16
INV OUT = 620.00 (P-3)
ST-5 (CI)
RIM = 622.80
INV IN = 615.40 (P-7)
INV IN = 618.50 (P-6)
INV OUT = 615.30 (P-5)
ST-6 (CI)
RIM = 625.67
INV OUT = 622.57 (P-6)
ST-7 (CI)
RIM=623.10
INV IN = 615.90 (P-9)
INV IN = 618.70 (P-8)
INV OUT = 615.80 (P-7)
ST-8 (CI)
RIM = 622.60
N8931'07'E 271.70' (TIE)
W LP
vt.I vt.I
N89 29'24'E 248.50'
EXIST. 12"
WATERLINE
LD
ST-9 (CI)
RIM = 623.25
INV IN = 616.70 (P-10)
INV OUT = 616.60 (P-9)
ST-10 (JB)
RIM = 625.21
INV IN = 619.00 (P-11)
INV OUT = 617.60 (P-10)
ST-11 (CI)
RIM = 624.04
INV OUT = 620.00 (P-11)
ST-12 (CI)
RIM = 612.57
INV IN = 606.90 (P-13)
INV OUT = 606.80 (P-12)
ST-13 (CI)
RIM = 613.92
INV IN = 607.90 (P-14)
INV OUT = 607.80 (P-13)
ST-14 (CI)
RIM = 616.90
INV IN = 608.70 (P-15)
INV OUT = 608.60 (P-14)
ST-15 (CI)
RIM = 618.50
INV IN = 609.20 (P-19)
INV IN = 609.20 (P-16)
INV OUT = 609.10 (P-15)
ST-16 (CI)
RIM = 615.34
INV IN = 609.90 (P-17)
INV OUT = 609.80 (P-16)
ST-17 (CI)
RIM = 613.70
INV IN = 610.60 (P-18)
INV OUT = 610.50 (P-17)
ST-18 (CI)
RIM = 614.12
INV OUT = 612.00 (P-18)
ST-19 (CI)
RIM = 621.20
INV IN = 609.70 (P-20)
INV OUT = 609.60 (P-19)
NEW 5' WIDE CONC. SIDEWALK
EXTENDED TO THE INTERSECTION
ST MH
RIM ELEV. = 639.49'
INV. IN = 633.79' (18" RCP)
INV. OUT = 632.88' (24" RCP)
LOWES BLVD.
(60' WIDE PUBLIC RIGHT OF WAY)
-Qt./
EXIST. YELLOW
DOUBLE LINE
GPIN 9814026895
PARCEL ID 163481
COMPASS POINTE CENTER
OWNERS ASSOC.
DB 3387/540
PB 76/410
COMMERCIAL COMMON AREA
ZONING: B-2, M-1 & M-2
WV
Ge
�� TPED
ST-20 (CI)
RIM = 620.95
INV IN = 610.00 (P-21)
INV OUT = 610.10 (P-20)
ST-21 (CI)
RIM = 619.22
INV IN = 611.20 (P-22)
INV OUT = 611.10 (P-21)
ST-22 (CI)
RIM = 617.49
INV IN = 612.00 (P-23)
INV OUT = 611.90 (P-22)
ST-23 (CI)
RIM = 620.27
INV IN = 613.60 (P-24)
INV OUT = 613.50 (P-23)
ST-24 (CI)
RIM=621.70
INV OUT = 614.70 (P-24)
30" RCP
FLOWS
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BOOT
11
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0
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620
615
610
605
600
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11.53
625 615 615 620
620
615
610
0+00 0+50 0+87.79
P-25, 35.9 LF
18" RCP @ 0.56%
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INV = 605.8'
610 615
605 610
600 605
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630
625
620
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630
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620
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ST-15: 618.500
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DESIGN AND ENGINEERING SERVICES
State License #: P-0339
320 Executive Court
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DRAWING NAME:
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ST-19 TO ST-22 PROFILE ST-12 TO FES-7 PROFILE
ST-13 TO ST-24 PROFILE
ST-25 TO FES-6 PROFILE ST-15 TO ST-14 PROFILE
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EXISTING
POND
POND
48" RCP
INV. 600.14'
606—
1
•
SS MH
RIM ELEV. = 613.94'
INV. IN = 605.91' (8" VP)
INV. OUT = 604.08' (8" VP)
1
G P I N 9804937529
PARCEL LD 160533
JAN ISLEY RUMARKS &
ALBERT RUMARKS &
MILTON E. BROWN III &
MARGARET I. BROWN
DB 1981/659
AREA 7.102 AC
6
5
616
617
FLOWS
NORTH
ikMM
L=432.50' R=5655.20'
CH=N79 52'41 "E
CH. DIST=432.39'
POINT OF
ANALYSIS #1
J
—613
— — — /
/
/
PRE -DEVELOPMENT DA 1
FLOW PATH (TR-55)
PRE DEVELOPMENT /
DRAINAGE AREA 1
6, s•7,
\ s
WETLAND "B"
N
7
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7
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/
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DRAINAGE AREA 2 /
f/
—620
ss
/
l
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PRE -DEVELOPMENT DA 2 '-
FLOW PATH (TR-55)
61,n
POINT OF
ANALYSIS #2
ss
11
A
ss
I
FLOWS
WEST
SS—
SS MH
RIM ELEV. = 624.83'
INV. IN = 616.60' (8" VP)
INV. OUT = 615.86' (8" VP)
PRE -DEVELOPMENT
DRAINAGE AREAS
PRE DA #1
HSG
SF
AC
CN
C
IMPERVIOUS
N/A
0
0.00
98.00
PERVIOUS
D
212,148
4.87
77.0
0.2
PRE DA #2
HSG
SF
AC
CN
C
IMPERVIOUS
N/A
0
0.00
98.00
PERVIOUS
D
97,230
2.23
77.0
0.2
TOTAL PRE DA
309,378
7.10
N8931'07"E 271.70' (TIE)
VV
N89 29'24"E 248.50'
NOTES:
1. THE STREAM AND WETLANDS LOCATIONS SHOWN WERE DELINEATES IN THE FIELD BY
ECOLOGICAL ENGINEERING (CARY, NC) ON MAY 24TH, 2018, AND SUBSEQUENTLY
LOCATED BY SUMMIT DESIGN & ENGINEERING SERVICES ON NOVEMBER 1ST, 2018.
ST MH
RIM ELEV. = 639.49'
INV. IN = 633.79' (18" RCP)
INV. OUT = 632.88' (24" RCP)
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30" RCP
FLOWS
NORTH
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TPED
CATCH BASIN
RIM ELEV. = 643.02'
INV. IN = 637.29' (10" PVC)
INV. IN = 634.60' (24" RCP)
INV. IN = 632.36' (24" RCP)
INV. OUT = 632.30' (30" RCP)
JG
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24" RCP
TRANSFORMER ON
CONCRETE PAD
ST MH
RIM ELEV. = 639.38'
INV. OUT = 634.32' (18" RCP)
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DATE
CITY OF MEBANE COMMENTS
L. REVISIONS
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320 Executive Court
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PROJECT NO.
DRAWING NAME:
2. BOUNDARY & TOPOGRAPHY INFORMATION TAKEN FROM SURVEY BY SUMMIT DESIGN
AND ENGINEERING SERVICES DATED: 11/01/2018.
SHEET NO.

vil\Current Drawings \18-0156 G.dwg, C-12 POST-DEV DRAINAGE MAP, 5/23/2022 4:57:28 PM, govinda.sedhay,
N:\2018\18-0156.010 - DRPB Hospitality LLC - Mebane Ho
l
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Call before you dig.
J
10.00' BUFFER
(SHARED)
l
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=6021j --
48" 1-RCP
INV. 600.22'
_%
FLOWS
NORTH
1
1
1
1
48" RCP
INV. 600.14'
N12 55.4 'W
24. 61 '
-
W 61W W W W
POST DEVELOPMENT
LDRAINAGE AREA
BYPASS
POINT OF
ANALYSIS #1
SS MH
RIM ELEV. = 613.94'
INV. IN = 605.91' (8" VP)
INV. OUT = 604.08' (8" VP)
NEW INV. IN = 608.23'
(WITH FLEXIBLE BOOT)
WET POND 1
. (SEE SHEET D-5
HOTS (WEST)
80 ROOMS
(4-STORY)
FFE= 615.20'
EXISTING WETLANDS SHALL BE
MITIGATED. ALL REQUIRED PERMITTING
ASSOCIATED WITH THE WETLAND WILL
BE PROVIDED PRIOR TO FINAL APPROVAL
OF THE CONSTRUCTION DRAWINGS.
EXISTING
POND
PHASE 2
617�
FLOWS
NORTH
POINT OF
ANALYSIS #2-
L=432.50' R=5655.20'
CH=N79 52'41 "E
CH. DIST=432.39'
/
6 610/
611
612"
N
•
— 61( -
OFFICES
OVER RETAIL
5,000 SF/FLR
(2-STORY)
FFE= 625.10'
SS
POST DEV. DA BYPASS
FLOW PATH (TR-55)
POST DEV. DA 1
FLOW PATH (TR-55)
\\61s—
\ 617 —
INTERSTATE uGKwAY40&gs
TH PUBLIC RIGHT OF \11AY) 615
(VARIABL -61
613—
—
POST DEVELOPMENT
DRAINAGE AREA 1
616
—619
9
HOTEL EAST
103 ROOMS
(4-S ORY)
FFE= 624.65',
WET POND 2
(SEE SHEET D-6
FOR DETAILS)
/
F�620`
A
SS
FLOWS
WEST
SS
SS MH
RIM ELEV. = 624.83'
INV. IN = 616.60' (8" VP)
INV. OUT = 615.86' (8" VP)
0
J
GRADING & STORM LEGEND:
EXIST / PROPOSED
111111
SD
•
■
PIN
SD
LD/TP
LD/SF
LD
100
98
100
LD/TP
LD/SF
98
CURB INLET
DROP INLET
JUNCTION BOX
FLARED END SECTION (FES)
EXISTING STORM PIPE
PROPOSED STORM PIPE
LIMITS OF DISTURBANCE
LIMITS OF DISTURBANCE &
TREE PROTECTION FENCE
LIMITS OF DISTURBANCE
& SILT FENCE
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
WOODS LINE
PROPOSED SWALE
POST DEVELOPMENT
DRAINAGE AREAS
POST DA #1 (SCM 1)
HSG
SF
AC
CN
C
IMPERVIOUS
N/A
122,578
2.81
98.0
0.96
PERVIOUS (WOOD - GOOD)
D
42,350
0.97
77.0
0.2
TOTAL
164,928
3.79
POST DA #2 (SCM 2)
IMPERVIOUS
N/A
53,077
1.22
98.0
0.95
PERVIOUS (WOOD -GOOD)
D
30,211
0.69
77.0
0.2
TOTAL
83,288
1.91
POST DA #3 (BYPASS)
IMPERVIOUS
N/A
2,565
0.06
98.0
0.95
PERVIOUS (WOOD - GOOD)
D
58,597
1.35
77.0
0.2
TOTAL
61,162
1.40
TOTAL POST DA
309,378
7.10
N8931'07'_E 271_70' (TIE)
\II
N89 29'24"E
EXIST. 12"
WATERLINE
LP
248.50'
LD
ST MH
RIM ELEV. = 639.49'
INV. IN = 633.79' (18" RCP)
INV. OUT = 632.88' (24" RCP)
LOWES BLVD.
(60' WIDE PUBLIC RIGHT OF WAY)
WV
30" RCP
FLOWS
NORTH
I
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�� TPED
4'
CATCH BASIN
RIM ELEV. = 643.02'
INV. IN = 637.29' (10" PVC)
INV. IN = 634.60' (24" RCP)
INV. IN = 632.36' (24" RCP)
INV. OUT = 632.30' (30" RCP)
JG
24" RCP
TRANSFORMER ON
CONCRETE PAD
ST M H
RIM ELEV. = 639.38'
INV. OUT = 634.32' (18" RCP)
GRAPHIC SCALE
20 0 10 20 40
•
80
(IN FEET)
1 inch = 40 ft.
V
0
m
N
N
N
DATE
0
0
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0
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0
0
REVISIONS
1`CO��Cr)CVr
ENGINEERING SERVICES
DRAWING ALTERATION
i
(PROJECT ENGINEER/ARCHITECT
TAS ([e-mail])
i
GS ([e-mail])
C NOT FOR
1111III11111,,
\\\\ '\N CAROB 1/,,
SEAL
1. 030517
///
//,//Tyy A •S\\\\
/1111111\\\
`CONSTRUCTION
DESIGN AND ENGINEERING SERVICES
State License #: P-0339
320 Executive Court
Fax: [phone]
00
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PROJECT NO.
18-0156
DRAWING NAME:
18-0156_G.dwg
SHEET NO.
C-12
1

vil\Current Drawings\18-0156 EC.dwg, C-13 EC PHASE I, 5/23/2022 4:52:35 PM, govinda.se
N:\2018\18-0156.010 - DRPB Hospitality LLC - Mebane Ho
S' 4.5-
14u.52
GPIN 9804922987
PARCEL ID 170381
TOLLINGWOOD -HAWFIELDS LLC
DB: 2835/293
PB: 73/102
VACANT COMMERCIAL LAND
ZONING: M-2
J
Know what's below.
CaII before you dig.
l
LD/SF
NEW TREE
LINE
•
604-
604 3
-6021j
•
48" 1-RCP
INV. 600.22'
605/�
/N�5
.23 �"645E
FLOWS
NORTH
1.
1 1
48" RCP
INV. 600.14'
EXISTING
POND
SS MH
RIM ELEV. = 613.94'
INV. IN = 605.91' (8" VP)
INV. OUT = 604.08' (8" VP)
NEW INV. IN = 608.23'
(WITH FLEXIBLE BOOT)
TEMPORARY SEDIMENT BASIN #1
(SEE SHEET D-10 FOR DETAILS)
DRAINAGE ARES
26,173 SF (0.60 AC)
LD/SF
NOTIFICATION OF LAND RESOURCES SEDIMENT AND
EROSION CONTROL SELF -INSPECTION PROGRAM:
r LOWS
NORTH
-609
L=432.50' R=5655.20'
CH=N79 52'41 "E
CH. DIST=432.39'
STRAW
WATTLES
(TYP)
OP-1
3'Lx2.25'Wx12"D CLASS
/ A FINE RIP RAP
10' WIDE SPILLWAY
STABILIZE PER NCDEQ
SPECIFICATION USING SOIL
STABILIZATION GEOTEXTILE.
SEE EC DETAILS.
DRAINAGE AREAS FOR
TSB #1=199,586 SF (4.58 AC)
THE SELF -INSPECTION PROGRAM IS A REQUIREMENT OF THE NPDES STORMWATER PERMIT FOR CONSTRUCTION ACTIVITIES.
-619
10' WIDE SPILLWAY
STABILIZE PER NCDEQ 618- --
SPECIFICATION USING SOIL \`--
STABILIZATION GEOTEXTILE. 617- -
SEE EC DETAILS.
"THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE THAT PERSONS RESPONSIBLE FOR
LAND -DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH PHASE OF CONSTRUCTION TO MAKE SURE THAT THE
APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED. RULES DETAILING THE DOCUMENTATION OF
THESE INSPECTIONS TOOK EFFECT OCTOBER 1, 2010." - NCDEQ DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
THE FOCUS OF THE SELF -INSPECTION REPORT IS THE INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENTATION
CONTROL MEASURES ACCORDING TO THE APPROVED PLAN. THE INSPECTIONS MUST BE CONDUCTED AFTER EACH PHASE OF
THE PROJECT AND CONTINUED UNTIL PERMANENT GROUND COVER IS ESTABLISHED IN ACCORDANCE WITH NCGS 113A-54.1
AND 15A NCAC4B.0131. THE SELF -INSPECTION REPORT FORM IS AVAILABLE AS AN EXCEL SPREADSHEET FROM
HTTPS://DEQ.NC.GOV/ABOUT/DIVISIONS/ENERGY-MINERAL-LAND-RESOURCES/EROSION-SEDIMENT-CONTROL/FORMS. IF YOU
HAVE ANY QUESTIONS OR CANNOT ACCESS THE FORM, PLEASE CONTACT THE NCDEQ OFFICE AT [phone].
N
•
6
TD-1
(TEMPORARY
DIVERSION DITCH
#1 LINE WITH NAG
S150 MATTING)
TD-2
(TEMPORARY
DIVERSION DITCH
#2 LINE WITH NAG
S150 MATTING) /
615
-614
INTERSTATE HIGHWAYS 40 & 85
VARIABLE WIDTH PUBLIC RIW
STRAW
WATTLES
DRAINAGE AREAS FOR
TSB #2=57,178 SF (1.17 AC)
10' x 10'
CONCRETE
WASHOUT AREA
OP-2
3'Lx2.25'Wx12"D
CLASS A FINE RIP RAP
WETLAND "B"
i
ss
NEW TREE
LINE
1
TEMPORARY SEDIMENT BASIN #2 \
(SEE SHEET D-10 FOR DETAILS)
TD-3
(TEMPORARY
DIVERSION DITCH
#3 LINE WITH NAG
S150 MATTING)
620
SS
i
1
i
50' x 25' GRAVEL
CONSTRUCTION
ENTRANCE/EXIT
LD/SF
SS
FLOWS
WEST
SS
SS MH
RIM ELEV. = 624.83'
INV. IN = 616.60' (8" VP)
INV. OUT = 615.86' (8" VP)
GPIN 9814037566
PARCEL ID 163487
LOWES HOME CENTERS INC.
DB 2065/997
PB 68/376
DISCOUNT STORE
ZONING: B-2
GPIN 9814031565
PARCEL ID 163482
HARRY P ISLEY
& J. MACK ISLEY JR.
DB 911/162
PB 68/376
VACANT -COMMERCIAL LAND
ZONING: B-2
DRAINAGE ARES FOR
BYPASS=11,980 SF (0.27 AC)
CIP
( IP
(SFO)
C_TCD)
CLD
CLD/TP�
CLD/SF�
EROSION CONTROL LEGEND:
EXIST / PROPOSED
111111
0
c
CURB INLET
• DROP INLET
Q JUNCTION BOX
FLARED END SECTION (FES)
SF
Vi//////////oo////o/
LD
LD/TP LD/TP
• SF SF -
LD/SF LD/SF
100
Pg
100
99
CATCH BASIN INLET PROTECTION
ROCK PIPE INLET PROTECTION
SILT FENCE OUTLET
TEMPORARY CHECK DAM
STRAW WATTLES
CONSTRUCTION ENTRANCE / EXIT
EXISTING STORM PIPE
PROPOSED STORM PIPE
LIMITS OF DISTURBANCE
LIMITS OF DISTURBANCE & TREE
PROTECTION FENCE
SILT FENCE
LIMITS OF DISTURBANCE &
SILT FENCE
DIVERSION DITCH
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
WOODS LINE
NOTE: "WOODS LINE" IS FOR ILLUSTRATIVE
PURPOSES ONLY AND CLARITY OF THE PLANS.
REFER TO THE "LIMITS OF DISTURBANCE" LINE
FOR ACTUAL CLEARING LIMITS.
CONSTRUCTION SEQUENCE:
1. OBTAIN APPROVED SET OF CONSTRUCTION DRAWINGS. AN EROSION AND SEDIMENT CONTROL (E&SC) PERMIT AND A
CERTIFICATE OF COVERAGE (COC) MUST BE OBTAINED BEFORE ANY LAND DISTURBING ACTIVITIES OCCUR. KEEP A COPY ONSITE
THROUGHOUT CONSTRUCTION. CONTACT DEMLR WINSTON-SALEM REGIONAL OFFICE AT [phone] A MINIMUM OF 48
HOURS PRIOR TO INITIATING LAND DISTURBING ACTIVITIES. CONTRACTOR SHALL BE RESPONSIBLE FOR NPDES REPORTING
THROUGHOUT CONSTRUCTION. SEE SELF -INSPECTION PROGRAM NOTES THIS SHEET.
2. INSTALL TEMPORARY CONSTRUCTION ENTRANCE/EXIT AND MAINTAIN PER THE NOTES ON THIS SHEET D-8 AND IN
ACCORDANCE WITH ALL APPLICABLE FEDERAL, STATE AND LOCAL GUIDELINES. PROPOSED PIPE AT THE
CONSTRUCTION ENTRANCE TO BE INSTALLED WHEN CONSTRUCTION ENTRANCE IS INSTALLED. THE ASSOCIATED
DITCH LINES WILL BE STABILIZED WITH MATTING IMMEDIATELY AFTER CONSTRUCTION. ALL CONSTRUCTION TRAFFIC
MUST ENTER AND EXIT THE PROPERTY AT THIS LOCATION.
3. CLEAR & GRADE ONLY AS NECESSARY TO INSTALL THE EROSION CONTROL DEVICES AS SHOWN ON THIS PLAN. INSTALL SILT
FENCING, ALL SILT FENCE OUTLETS AND TREE PROTECTION FENCE AS SHOWN, AND PROVIDE SUPPLEMENTAL OUTLETS AS
NEEDED IN LOCATIONS WHERE FIELD CONDITIONS INDICATE AREAS WHERE SITE RUNOFF WILL POND. AFTER SILT FENCE
INSTALLATION, DEMLR WINSTON-SALEM REGIONAL OFFICE AT [phone]-TO SCHEDULE A SILT FENCE INSPECTION. THIS
INSPECTION MUST BE COMPLETED AND PASSED PRIOR TO PERFORMING ANY ADDITIONAL WORK.
4. INSTALL TEMPORARY SKIMMER BASIN AS SHOWN ON THE PLAN. ENSURE THAT A STONE PAD IS PROVIDED UNDERNEATH THE
SKIMMER AS A PREVENTATIVE MEASURE AGAINST IT BECOMING STUCK. ATTACH A LINE TO THE SKIMMER SHOULD IT NEED TO
BE FREED AT ANY TIME. AFTER THE SKIMMER BASIN IS INSTALLED, CONTACT DEMLR WINSTON-SALEM REGIONAL OFFICE AT
[phone] TO SCHEDULE A SKIMMER BASIN INSPECTION. THIS INSPECTION MUST BE COMPLETED AND PASSED PRIOR TO
PERFORMING ANY ADDITIONAL WORK.
5. INSTALL TEMPORARY DIVERSIONS DITCHES AND THEIR ASSOCIATED BERMS WITH MATTING AND STRAW WATTLES AS SHOWN
DOWN SLOPE FROM CONSTRUCTION ACTIVITIES TO CONVEY SEDIMENT LADEN RUNOFF AND DIRECT FLOW AS NEEDED TO
PROMOTE POSITIVE DRAINAGE TO TEMPORARY SKIMMER BASIN AS SHOWN ON PLANS.
6. TEMPORARILY SEED, MULCH, ANCHOR AND STABILIZE ALL EROSION CONTROL DEVICES IMMEDIATELY AFTER CONSTRUCTION.
7. ONCE CLEARING & EROSION CONTROL CONSTRUCTION HAS BEEN COMPLETED, CONTACT THE DEMLR WINSTON-SALEM
REGIONAL OFFICE AT [phone] FOR ONSITE INSPECTION AND APPROVAL.
8. BEGIN CUT/FILL ACTIVITIES TO OBTAIN FINISHED GRADES AS SHOWN ON THE PLANS.
9. RELOCATE/RE-ESTABLISH TEMPORARY DIVERSIONS AT THE END OF EACH WORK -DAY TO NEW CONSTRUCTED TOP OF SLOPE
SUCH THAT DRAINAGE AREA TO BASIN IS MAXIMIZED AND UPLAND AREAS CAPTURED BY SILT FENCE ARE MINIMIZED.
N8931'07"E 271.70' (TIE)
N8929'24"E 248.50'
TEMPORARY DIVERSION SCHEDULE PH 1
NAME
DEPTH
SLOPE (%)
025 (cfs)
V25 (fps)
FLOW DEPTH
SHEAR
MATTING
TD-1
1.50
2.70%
1.77
3.19
0.43
0.72
NAG-SC150
TD-2
1.50
1.00%
0.59
1.70
0.34
0.21
NAGSC150
TD-3
1.50
1.50%
0.59
2.45
0.28
0.26
NAGSC150
ST MH
RIM ELEV. = 639.49'
INV. IN = 633.79' (18" RCP)
INV. OUT = 632.88' (24" RCP)
GPIN 9814026895
PARCEL ID 163481
COMPASS POINTE CENTER
OWNERS ASSOC.
DB 3387/540
PB 76/410
COMMERCIAL COMMON AREA
ZONING: B-2, M-1 & M-2
ce
co
WV WV
30" RCP
FLOWS
NORTH
TPED
CATCH BASIN
RIM ELEV. = 643.02'
INV. IN = 637.29' (10" PVC)
INV. IN = 634.60' (24" RCP)
INV. IN = 632.36' (24" RCP)
INV. OUT = 632.30' (30" RCP)
JG
10
24" RCP
TRANSFORMER ON
CONCRETE PAD
ST MH
RIM ELEV. = 639.38'
INV. OUT = 634.32' (18" RCP)
•
GRAPHIC SCALE
20 0 10 20 40
80
(IN FEET)
1 inch = 40 ft.
1
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PROJECT NO.
18-0156
DRAWING NAME:
18-0156_EC.dwg
SHEET NO.
C-13
1

vil\Current Drawings \18-0156 EC.dwg, C-14 EC PHASE II, 5/23/2022 4:52:10 PM, govinda.se
N:\2018\18-0156.010 - DRPB Hospitality LLC - Mebane Ho
10' WIDE SPILLWAY
STABILIZE PER NCDEQ
SPECIFICATION USING SOIL
STABILIZATION GEOTEXTILE.
SEE EC DETAILS.
`/S 40 86 RCP
INV.6000.22'
NWT' w
-` P-���D N pUp���G RI
`N� �� PR�I'`p�`` w 604- ! •• ��!i
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E)
! 48.52
LD/SF
TEMPORARY SEDIMENT BASIN #1
(SEE SHEET D-5 FOR DETAILS)
GPIN 9804922987
PARCEL ID 170381
TOLLINGWOOD -HAWFIELDS LLC
DB: 2835/293
PB: 73/102
VACANT COMMERCIAL LAND
ZONING: M-2
LF0
GPIN 9804922987
PARCEL ID 170381
TOLLINGWOOD-HAWFIELDS LLC
DB 2835/293
PB 73/102
VACANT COMMERCIAL LAND
ZONING: M-2
Know what's below.
Call before you dig.
FLOWS
NORTH
48" RCP
INV. 600.14'
EXISTING
POND
(WITH FLEXIBLE BOOT)
HOTEL (WEST)
80 ROOMS
(4-STORY)
FFE= 615.20'
L=432.50' R=5655.20'
FLOWS
NoRTH
609
DRAINAGE AREAS FOR
TSB #1=177,042 SF (4.06 AC)
WETLAND "B"
613-
HOTEL (EAST)
DRAINAGE AREAS FOR
TSB #2=99,573 SF (2.28 AC)
•
la WIDE SPILLWAY
STABILIZE PER NCDEQ
SPECIFICATION USING SOIL
STABILIZATION GEOTEXTILE.
SEE EC DETAILS.
615
-614
— 616—
OFFICES
OVER RETAIL
5,000 SF/FLR
(2-STORY)
FFE= 625.10'
CONCRETE
WASHOUT AREA
TEMPORARY SEDIMENT BASIN #2
(SEE SHEET D-5 FOR DETAILS)
LD/SF
623
623
ss
LD/SF
ss
FLOWS
WEST
SS
SS MH
GPIN 9814037566
PARCEL ID 163487
LOWES HOME CENTERS INC.
DB 2065/997
PB 68/376
DISCOUNT STORE
ZONING: B-2
GPIN 9814031565
PARCEL ID 163482
HARRY P ISLEY
& J. MACK ISLEY JR.
DB 911/162
PB 68/376
VACANT -COMMERCIAL LAND
ZONING: B-2
DRAINAGE ARES FOR
BYPASS=11,980 SF (0.27 AC)
IP
(TCD)
CID
EROSION CONTROL LEGEND:
EXIST / PROPOSED
111111
•
•
SF
LD
SF SF
100
99
99
CURB INLET
DROP INLET
JUNCTION BOX
FLARED END SECTION (FES)
CATCH BASIN INLET PROTECTION
ROCK PIPE INLET PROTECTION
SILT FENCE OUTLET
TEMPORARY CHECK DAM
STRAW WATTLES
CONSTRUCTION ENTRANCE / EXIT
EXISTING STORM PIPE
PROPOSED STORM PIPE
LIMITS OF DISTURBANCE
LIMITS OF DISTURBANCE & TREE
PROTECTION FENCE
SILT FENCE
LIMITS OF DISTURBANCE &
SILT FENCE
DIVERSION DITCH
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
WOODS LINE
NOTE: "WOODS LINE" IS FOR ILLUSTRATIVE
PURPOSES ONLY AND CLARITY OF THE PLANS.
REFER TO THE "LIMITS OF DISTURBANCE" LINE
FOR ACTUAL CLEARING LIMITS.
10. AFTER THE CURB AND GUTTER AND STORM PIPE SYSTEM IS INSTALLED, INSTALL INLET PROTECTION
AROUND THE CURB INLETS AND DRAINAGE INLETS AND ADJUST DIVERSION DITHES AS REQUIRED TO
DIRECT AS MUCH RUNOFF FROM DISTURBED AREAS TEMPORARY SKIMMER BASINS.
11. CONTINUE MAINTENANCE AND INSPECTION OF EROSION CONTROL DEVICES FOLLOWING RUNOFF
PRODUCED BY STORM EVENTS. NO DISTURBED AREAS ARE TO BE LEFT WITHOUT PROTECTIVE COVER
(MULCH OR STRAW/ TACK) AFTER COMPLETION OF CONSTRUCTION OR DEVELOPMENT ACTIVITIES PER
THE TIME FRAMES ESTABLISHED IN THE STABILIZATION CHART ON THE EROSION CONTROL DETAIL
SHEET. DURING CONSTRUCTION OR DEVELOPMENT ACTIVITIES, ANY DISTURBED AREAS SHALL BE
PROTECTED AND STABILIZED ACCORDING TO THE STABILIZATION TIMEFRAME CHART ON THE DETAIL
SHEET. DISTURBED AREAS FOR ANY PORTION OF THE SITE SHALL BE STABILIZED WITHIN 7 DAYS UPON
COMPLETION OF CONSTRUCTION OR DEVELOPMENT ACTIVITIES IN THAT AREA.
12. NO SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHOUT APPROVAL OF THE EROSION
CONTROL OFFICER.
13. STORM SYSTEMS USED TO CONVEY STORMWATER DURING CONSTRUCTION SHALL BE CLEANED OUT
PRIOR TO OWNER ACCEPTANCE AND CERTIFICATION BY THE PROJECT ENGINEER.
14. DECOMMISSION ALL TEMPORARY SEDIMENT BASINS PER THE NOTES ON AND CONVERT THEM TO THEIR
PERMANENT SCM CONFIGURATION. UPON APPROVAL, REMOVE ALL TEMPORARY EROSION CONTROL
MEASURES INCLUDING SILT FENCE, INLET PROTECTION, AND SEDIMENT BASIN, FINE GRADE,
PERMANENTLY SEED AND STABILIZE AREAS DISTURBED FROM REMOVAL OF DEVICES AS NEEDED.
INSTALL BLANKET MATTING ON ALL SLOPES 3:1 OF GREATER PER THE EROSION CONTROL DETAILS.
15. WHEN SITE IS FULLY STABILIZED, AND PERMANENT VEGETATION ID ESTABLISHED, CONTACT THE DEMLR
WINSTON-SALEM REGIONAL OFFICE AT [phone] FOR ONSITE INSPECTION AND FINAL APPROVAL.
ADDITIONALLY, THE PERMITTEE SHALL CONTACT DEMLR TO CLOSE OUT THE E&SC PLAN. AFTER DEMLR
INFORMS THE PERMITTEE OF THE PROJECT CLOSE OUT, VIA INSPECTION REPORT, THE PERMITTEE SHALL
VISIT DEQ.NC.GOV/NCGO1 TO SUBMIT AN ELECTRONIC NOTICE OF TERMINATION (e-NOT). A $100 ANNUAL
GENERAL PERMIT FEE WILL BE CHARGED UNTIL THE e-NOT HAS BEEN FILLED OUT.
N8929'24"E 248.50'
ST MH
30" RCP
FLOWS
NORTH
ce
(60' WIDE PUBLIC RIGHT OF WAY)
GPIN 9814026895
PARCEL ID 163481
COMPASS POINTE CENTER
OWNERS ASSOC.
DB 3387/540
PB 76/410
COMMERCIAL COMMON AREA
ZONING: B-2, M-1 & M-2
ST MH
GRAPHIC SCALE
NQI
CATCH BASIN
24" RCP
TRANSFORMER ON
CONCRETE PAD
•
•
GS
C.
DATE
CITY OF MEBANE COMMENTS
LREVISIONS
‘ . . k
ENGINEERING SERVICES
DRAWING ALTERATION
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PROJECT NO.
18-0156
DRAWING NAME:
SHEET NO.
C-14

vil\Current Drawings \18-0156 LS.dwg, C-4 SIGNAGE LIGHTING LANDSCAPING & TRUCK TURNING RADIUS PLAN, 5/23/2022 4:50:35 PM, govinda.se
N:\2018\18-0156.010 - DRPB Hospitality LLC - Mebane Ho
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NB�`N
10' BUFFER
(SHARED)
Know what's below.
Call before you dig.
48" 1-RCP
INV. 600.22'
H
FLOWS
NORTH
■■
1 1
" RCP
INV. 600.14'
48
•
Yr
•
EXISTING
POND
STREETSCAPE BETWEEN PROPERTY
LINE AND NEW S.S. EASEMENT. (SEE
TYPICAL SECTION BELOW)
Yr If Yr If
RT-E -_
H ERE__
L=432.50' R=5655.20'
CH=N79 52'41 "E
CH. DIST=432.39'
HOTELS IDENTIFYING
FREESTANDING POLE SIGN
(60' MAX. HEIGHT, 300 SF MAX.)
Yr
QTY.
TREES
9
SYMBOL BOTANICAL NAME
AG
AMELANCHIER X
'PRINCESS DIANA'
68 IN Q ILEX NELLIE R STEVENS
45 JV
24 MG
JUNIPERUS VIRGINIANA
MAGNOLIA GRANDIFOLIA
63 NS ' NYSSA SYLVATICA
'RED RAGE'
SHRUBS
127
60
7
14
143
74
DVJ °
GAN 0
HVI @
IVO *
RBU •
VDA 0
VRH
PERENNIALS/ GRASSES
39,408 SF
+ + + + +
+ + + +
+ + + + +
DISTYLLIUM VINTAGE JADE'
GARDENIA JASMINOIDES
'AUGUST BEAUTY'
HAMAMELIS VIRGINIANA
ILEX VOMITORIA 'NANA'
ROSA'BUBBLICIOUS'
VIBURNUM DAVIDII
PLANTING SCHEDULE
COMMON NAME
SERVICEBERRY
HOLLY
EASTERN RED CEDAR
SOUTHERN MAGNOLIA
BLACK TUPELO
DISTYLLIUM
GARDENIA
CALIPER HEIGHT SPREAD ROOT SPACING NOTES
2" 8'
2.5" 10'
2.5" 10'
2.5" 10'
2.5" 10'
WITCH HAZEL -
DWARF YAUPON HOLLY -
BUBBLICIOUS ROSE -
DAVID VIBURNUM -
VIBURNUM RHYTIDOPHYLLUM LEATHERLEAF VIBURNUM
SEEDED LAWN: SEE PERMANENT SEEDING NOTES
B&B AS SHOWN MULTI -STEM, SPECIMEN
B&B AS SHOWN
B&B ASH SHOWN
B&B AS SHOWN SPECIMEN
B&B AS SHOWN MATCHED, SPECIMEN
24" 24"-30" CONT. 4' O.C.
24" 24"-30" CONT. 4' O.C.
48"
24"
18"
24"
36"
30"-36"
24"-30"
18" - 24"
24"-30"
30"-36"
CONT
CONT.
CONT.
CONT
CONT
10' O.C.
4' O.C.
2' O.C.
4' O.C.
7' O.C.
LEGEND:
WAIVER REQUEST FOR 10'
SHARED BUFFER ALONG
LOWE'S PROPERTY
0 TREE PROTECTION FENCE
"LANDSCAPING REQUIREMENTS:
TYPE B SEMI -OPAQUE BUFFER:
SEMI -OPAQUE SCREEN FROM GROUND TO HEIGHT OF AT LEAST 6'.
DECIDUOUS OR EVERGREEN TREES TO REACH MINIMUM HEIGHT OF 40' AT MATURITY;
INSTALLED AT 2.5" CALIPER AND 10' HEIGHT.
AT LEAST 75% OF THE REQUIRED SHRUBS SHALL BE EVERGREENS ADAPTED TO THE AREA.
MAXIMUM SPACING 20' BETWEEN TREES AND 5'-8' BETWEEN SHRUBS.
ONE CANOPY TREE PER 20 LINEAR FEET OF BUFFER (1054/20 = 53 REQUIRED)
1,520 LINEAR FEET OF BUFFER REQUIRED ALONG PROPERTY LINE. NOTE, 466 LINEAR FEET
ARE WITHIN THE STREAM BUFFER. THE EXISTING VEGETATION IN THE STREAM BUFFER WILL
BE MAINTAINED AND WILL ONLY BE SUPPLEMENTED IF NECESSARY. VEGETATION WILL BE
PLANTED ALONG THE REMAINING 1,054 LINEAR FEET OF BUFFER.
PROVIDED -
CANOPY TREES - 75 (CONICAL EVERGREENS USED FOR A MORE OPAQUE BUFFER WHERE IT
CAN HELP SHIELD THE SITE FROM THE FREEWAY.)
UNDERSTORY TREES - 9
SHRUBS - 63 (89% EVERGREEN)
STREETSCAPE LANDSCAPING:
ONE CANOPY TREE FOR EVERY 40 LINEAR FEET OF STREETSCAPE. (301/40 = 8 REQUIRED)
ONE UNDERSTORY FOR EVERY 20 LINEAR FEET OF STREETSCAPE. (301/20 = 16 REQUIRED)
SHRUBS SHALL BE PLANTED TO MEET THE INTENT OF THE STREETSCAPE.
301 LINEAR FEET OF STREETSCAPE REQUIRED.
PROVIDED -
CANOPY TREES - 8
EVERGEEN CONICAL TREES - 20 (TO CREATE A MORE OPAQUE SCREEN AT THE FREEWAY)
EVERGREEN SHRUBS - 23
STORMWATER CONTROL POND SCREENING:
- STORMWATER DEVICES MUST BE SCREENED WITH EVERGREEN PLANTING.
PROVIDED - A SCREEN OF 36 EVERGREEN CONICAL TREES IS SHOWN.
PARKING LOT SCREENING:
-- PARKING LOTS ARE TO BE SCREENED FROM THE STREET WITH EVERGREEN SHRUBS TO A
MINIMUM HEIGHT OF 3'.
PROVIDED - A SCREEN OF EVERGREEN SHRUBS IS PROVIDED ARE AROUND THE PARKING LOT.
TRASH CONTAINMENT SCREENING:
-- IF THE TRASH CONTAINMENT AREA WILL NOT BE VISIBLE FROM THE STREET, NO SCREENING
IS REQUIRED.
PROVIDED - TO HELP BEEF UP THE PERIMETER BUFFERS, EVERGREEN SCREENING IS SHOWN.
J
SIGNAGE NOTE:
ALL FREESTANDING AND BUILDING MOUNTED
SIGNS WILL BE COORDINATED THROUGH THE
CONSTRUCTION DRAWING PROCESS AND
SHALL MEET MEBANE UDO REQUIREMENTS.
N8931'07"E 271.70' (TIE)
N8929'24"E 248.50'
TREE PLANTING AND STAKING:
STAKING - SEE TREE PLANTING AND STAKING DETAIL ON SHEET L-2.
WRAPPING - WRAP ONLY THIN BARKED TREES IF THEY HAVE BEEN REMOVED FROM SHADE TO WHERE THE
TRUNK IS EXPOSED TO DIRECT SUNLIGHT DURING THE DAY. WRAPPING SHOULD BEGIN AT THE BOTTOM AND
WORK UP. WRAPPING MATERIAL SHOULD NOT TRAP OR HOLD WATER.
PRUNING - CLEANLY PRUNE DAMAGED BRANCHES AND ROOTS AT THIS TIME. ADDITIONAL PRUNING SHOULD
BE ONLY FOR SHAPING PURPOSES.
PLANTING - ALL SYNTHETIC MATERIALS SHALL BE CLEARED FROM THE ROOTS, TRUNK AND CROWN OF THE
PLANT. THE ROOT BALL MEDIUM SHOULD BE SHAKEN GENTLY FROM THE ROOT BALL IF IT IS A SOILESS
MIXTURE. LOOSEN AND SPREAD THE ROOTS IN THE PLANTING HOLE. DAMAGED ROOTS AND ROOTS WHICH
ENCIRCLE THE TRUNK SHOULD BE CLEANLY PRUNED. SET THE PLANT SO THAT IT WILL BE AT ITS ORIGINAL
DEPTH OR SLIGHTLY ABOVE EXISTING GRADE. BACKFILL WITH SOIL FROM THE HOLE. TAMP AND WATER THE
SOIL TO PREVENT AIR POCKETS. DO NOT AMEND THE SOIL AT THIS POINT EXCEPT TO AMEND THE PH.
WATERING - THE BACKFILL AND ROOTS OF ALL NEWLY SET PLANTS SHOULD BE WATERED AS BACKFILLING IS
BEING DONE SO THAT THE SOIL AND ROOTS ARE THOROUGHLY SOAKED.
MULCHING - ALL PLANTING BEDS (NOT INCLUDING SEEDED AREAS) ARE TO RECEIVE MULCH TO A DEPTH OF
TREE PROTECTION FENCING: PROVIDE FENCING TO A MINIMUM HEIGHT OF 4' TO REMAIN IN PLACE UNTIL THE
COMPLETION OF THE PROJECT. NO MATERIALS ARE TO BE STORED WITHIN THE DRIP LINE OF EXISTING
TREES. NO VEHICLES ARE PERMITTED WITHIN THE DRIPLINE OF EXISTING TREES.
NOTES :
1. TREE PROTECTION BARRIERS OR FENCING SHALL BE MAINTAINED FOR ALL COMMON SPACES,
STREAM BUFFERS, AND TREE SAVE AREAS UNTIL ALL SITE WORK IS COMPLETE. NO GRADING
OR LAND DISTURBING ACTIVITIES SHALL BE ALLOWED IN AREAS IDENTIFIED TO BE
PROTECTED UNLESS APPROVED BY ZONING ADMINISTRATOR.
2. A LANDSCAPE PLAN MEETING ALL UDO REQUIREMENTS SHALL BE SUBMITTED AND APPROVED
BY THE CITY OF MEBANE PRIOR TO FINAL CONSTRUCTION PLAN APPROVAL.
PLANTINGS WITHIN STREETSCAPE
AS REQUIRED TO PROVIDE
OPAQUE SCREEN
RAN
_NEW S.S. EASEMENT._
1-40/85
STREETSCAPE TYPICAL SECTION
NTS
LOWES BLVD. 1 L
(60' WIDE PUBLIC RIGHT OF WAY)
30" RCP
FLOWS
NORTH
i
TPED
RIM ELEV. = 643.0
INV. IN = 637.29'
INV. IN = 634.60' ('
INV. IN = 632.36'
INV. OUT = 632.3(
JG
^O Q/
24" RCP
TRANSFORMER ON
CONCRETE PAD
20
0
GRAPHIC SCALE
10 20 40
80
(IN FEET)
1 inch = 40 ft.
4'
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ENGINEERING SERVICES
DRAWING ALTERATION
(PROJECT ENGINEER/ARCHITECT
TAS ([e-mail])
PROJECT MANAGER
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FIRST ISSUE DATE
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DESIGN AND ENGINEERING SERVICES
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320 Executive Court
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PROJECT NO.
18-0156
DRAWING NAME:
18-0156_LS.dwg
SHEET NO.
LS-1
1

1
4,000 PSI AIR
ENTRAINED CONCRETE
12"
CONSTRUCTION
JOINT
4 - #5 CONT
3" CLEAR
16"
MIN.
SURFACE COURSE
BINDER COURSE
CONCRETE/ASPHALT JOINT DETAIL
NTS
SEAL 1/2" DEEP HOLE
W/ MORTAR
PRECAST CONCRETE
WHEELSTOP
NTS
RESERVED
PARKING
L�
MAXIMUM
PENALTY
$250
G.S. 20-37.6
WHITE BACKGROUND
ALL TEXT & LINES
ARE GREEN
CORNER RADIUS
1 1/2" (TYPICAL)
LETTERS, BORDER AND
NUMBERS ARE GREEN
WHITE SYMBOL ON
BLUE FIELD
WHITE BACKGROUND
3/8"
7-3/8"
ARROW IS GREEN
BOTTOM
wi OF SIGN
12" -1 R7-8E
1 /2" RAD
1'
6"
(
ACVA aL 1
RESERVED
PARKING
MAXIMUM
PENALTY
$250
c0
ACCESSIBLE PARKING SIGN
0
2'
1'-6"
3" RAD
1 /8" RAD
SPILL -\
4 °.
MIN. 3,000 PSI
.CLASS "A" CONCRETE
CONTROL JOINTS
SHALL BE PLACED
AT 10' INTERVALS
EXPANSION JOINTS
SHALL BE PLACED
„ AT 30' INTERVALS
AGGREGATE
BASE COURSE
COMPACTED
SUBGRADE
24' CURB AND GUTTER
NTS
19'
VAN
9' MIN
MAX 2% ANY
DIRECTION
9.0'
18'
VAN ACCESSIBLE
NOTE: PARKING STRIPES, ARE TO
STRIPES, A MINIMUM OF 2 COATS.
PARKING SPACES
NTS
2.5'R
19'
9.0'
1.5'1
EOP
REGULAR SPACE
w/ CURB
BE 4" WIDE WHITE
(NCDOT STD 1205.01)
- TYPICAL
LOCATE AT EDGE OF PARKING SPACE UNLESS
ACCOMPANIED BY "VAN" LETTERING
ACCESSIBLE PARKING SYMBOL
NTS
NIL
law
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LOWES ISLV
D,
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•
NEW DOUBLE YELLOW LINES
lr�trl4Fi"�
L
NEW MINI SKIP LINES
s.
100'
la::
•
RESTRIPE LEFT TURN LANE
TRANSITIONS AS SHOWN TO
PROVIDE 240 FEET OF STORAGE
FOR LEFT ONTO NC HWY. 119
4•
NEW SINGLE WHITE LINE
▪ (EXTEND AS REQUIRED)
•
LOWES BLVD. LEFT TURN LANE ENHANCEMENT EXHIBIT
NOTE: ALL PAVEMENT STRIPING SHALL BE PER NCDOT STANDARDS.
•
APur r
25 0 12.5 25 25
9—
ti
1' it7
100
(IN FEET)
1 inch = 50 ft.
2'-6"
6"
2'-0"
1/2" RAD.
APO
12"
6"
CURING
COMPOUND
NOTES:
1. 3,000 PSI CONCRETE CURB.
2. EXPANSION JOINT EVERY 90' AND CONTRACTION JOINT EVERY 10'.
3. PROVIDE SEALANT OVER EXPANSION JOINTS AS PER NCDOT
STANDARD SPECIFICATIONS.
CITY OF MEBANE
STANDARD
5"
7,,
I ST-8
30" STANDARD CURB
SCALE: N.T.S.
DATE: 7/1/21
'DRAWN BY: WDF
RAMP/LANDING
(5'X5)
6" X 12"
CONCRETE
CURB
SIDEWALK
WIDTH-5' MIN.
3.5'
2'L X 5'W DETECTABLE
WARNING SURFACE SEE
DETAIL & NOTE 1, 2 & 4
EXPANSION
JOINT
3.5'
3.5'
5
SIDEWALK
AREA
2.5' WIDE
GRASS STRIP
30" ROLLED
CURB & GUTTER
2'L X 5'W DETECTABLE
WARNING SURFACE SEE
DETAIL & NOTES 1, 2 & 4
/F DESIGN CALLS FOR A SINGLE CROSSING,
OMIT RAMP IN DIRECTION NOT NEEDED,
SUBJECT TO APPROVAL BY CITY ENGINEER.
EXPANSION
JOINT
3.5'
O 8.33% (12:1) MAX. RAMP SLOPE
2O CROSS SLOPE: 2.00%
3O CURB RAMPS REQUIRE A (5'-0') MINIMUM LANDING
WITH A MAXIMUM GROSS SLOPE AND LONGITUDINAL
SLOPE OF 2.00% WHERE PEDESTRIANS PERFORM
TURNING MANEUVERS. SLOPE TO DRAIN TO CURB.
4O CAST IN PLACE TRUNCATED DOMES MUST BE USED
ON ALL NEW CURB RAMPS.
RAMP/LANDING
(5' X 5), TYP.
SIDEWALK
AREA
2.5' WIDE
GRASS STRIP
30" ROLLED
CURB & GUTTER
ST-9
CITY OF MEBANE
STANDARD
CURB RAMP
SCALE: N.T.S. I DATE.: 7/1/21 I DRAWN BY: WDF
30" CURB
2'L X 5'W DETECTABLE
WARNING SURFACE SEE
NOTES 1 & 2
12:1 MAX
6" X 12" CONCRETE
CURB MAY NOT BE
REQUIRED WITH
ROLLED CURB
2% MAX
VARIES 5'
SECTION
NOTES:
1. DETECTABLE WARNING DOMES SHALL COVER
2'-0" LENGTH AND FULL WIDTH OF THE RAMP
FLOOR AS SHOWN ON THE DETAILS.
2. THE RAMP MAY BE YELLOW IN COLOR OR ANY
COLOR WITH A 70% CONTRAST RATIO.
3. PROVIDE SEALANT OVER EXPANSION JOINTS AS
PER NCDOT STANDARD SPECIFICATIONS.
0.9" (TYP.)
SECTION
FULL WIDTH OF
RAMP 5' MIN.
O
O
O
oO
PLAN
0.45" R
(TYP.)
2'-0"
LENGTH
DETECTABLE WARNING DOMES DETAIL
0.20" R
(TYP.)
I ST-10
CITY OF MEBANE
STANDARD
CURB RAMP
SCALE N.T.S. (DATE 7/1/21
IDRAWN BY.• WDF
5'I/1IN
1.1
6" CID STEEL BOLLARDS,
TYP OF 2 BEHIND EACH
CONTAI NER
RE
L
A
B
L
ES
C
oD
16'
MIN.
26'
MIN.
CMU WITH BRICK VENEER ENCLOSURE FOR GARBAGE
AND CARDBOARD DUMPSTERS. GRADE CONCRETE
PAD PER GRADING PLAN FOR PROPER DRAINAGE.
WOOD COMPOSITE DOUBLE GATE FOR
GARBAGE AND CARDBOARD
DUMPSTERS (SEE GATE DETAIL).
GATE RETAINERS TO BE
PROVIDED w/ MIN. 2" INSET
IN DUMPSTER PAD
8" CONCRETE PAD
3,500 PSI (MIN.) I�
6.0'
10.0'
24' CLEAR
OPENING
(MIN.)
TOP OF ENCLOSURE TO BE AT LEAST
8 FEET OR 2 FEET TALLER THAN
FACILITY (WHICHEVER IS GREATER).
SEE STRUCTURAL PLANS FOR WALL
AND FOOTER DESIGN IF USED AS A
RETAINING WALL.
NNNNNNNN
NNNN
NNNNN
NUNNUNNM
1 1
NNNNNNNN
1
NNNNN
NNMPINNIINN
MUNN
NMNNNNMNNN
NUNN
UNNUM
MUNNMMNNIINNIINN
NMNNHNNHNN
NUNN
NNM
UNNUM
MMNMN
N NUN
NMNNIINNIINN
NUNN
UNNUM
8"
COMPACTED SUBGRADE
98°/0 STANDARD PROCTOR
16.0'
8'MIN
GATE OPENING = 24'
LEAF = 12'
HEAVY DUTY WROUGHT STEEL T-HINGE (TYP.)
7AVY DUTY DOOR SECURITY SURrACE BOLT
1
VINYL OR WOOD
COMPOSITE SLATS
GATE RETAINERS
1/8" TENSION WIRE WITH A 3" "EYE & EYE"
TURNBUCKLE, WIRE ROPE THIMBLES
AND CLAMPS. SECURE EACH END OF
WIRE WITH SCREW EYEBOLTS.
2x4 TREATED WOOD
STRINGER AND BRACE (TYP)
PLACE LOWER END OF
BRACE TOWARDS THE
HINGE, NOT THE LATCH
ENCLOSURE GATE
CC
CK
LIJ
CD
CC Li j
NOTE:
1. ACTUAL GATE TO BE FULLY OPAQUE. SLATS SHOWN WITH GAPS TO SHOW BRACING DETAIL.
2. THE DUMPSTER ENCLOSURE AND ALL APPURTENANCES SHALL BE CONSTRUCTED IN
ACCORDANCE WITH ALL CITY OF MEBANE AND ORANGE COUNTY SOLID WASTE
DEPARTMENT STANDARDS AND SPECIFICATIONS.
3. SEE SITE PLAN FOR PEDESTRIAN ACCESS WITHIN ENCLOSURE (4' MINIMUM WIDTH).
DUMPSTER ENCLOSURE ELEVATION
NTS
JOINT SEALER
SURFACE OF
CONCRETE
4" COMPACTED
SUBGRADE OR ABC
NOTES:
• A GROOVE JOINT 1" DEEP W/ 1/8" RADIUS SHALL BE REQUIRED IN THE CONC.
SIDEWALK AT 5' INTERVALS. ONE 1/2" EXPANSION JOINT WILL BE REQUIRED AT 50'
INTERVALS. A 1/2" EXPANSION JOINT WILL BE REQUIRED WHERE THE SIDEWALK
JOINS ANY RIGID STRUCTURE.
• FINISHED SURFACE OF SIDEWALK TO BE BROOM FINISHED, PERPENDICULAR TO
TRAFFIC FLOW.
• CROSS -SLOPE OF SIDEWALK SHALL NOT EXCEED 2°/o
1/8" TO 1/4"
JOINT
FILLER
CONCRETE
3000 PSI (MIN.)
2.0"S 9.5B SURFACE COURSE
8" CABC (CRUSHED
11Plefte AGGREGATE BASE COURSE) MPS...
Leigtoigtostostoigtoigem
LIGHT DUTY ASPHALT
NEW PARKING SPACES
2.0"S 9.5B SURFACE COURSE
3.5" 119B COURSE
AGGREGATE BASE COURSE)
HEAVY DUTY ASPHALT
LOADING AREA & DRIVE AISLES
5" CONCRETE (4,000 PSI MIN )
•
4" CABC (CRUSHED
AGGREGATE BASE COURSE)
HEAVY DUTY CONCRETE
TRUCK / LOADING AREAS
NOTE: TYPICAL SECTIONS ABOVE ARE BASED ON RECOMMENDATIONS FROM GEOTECHNICAL
REPORT PREPARED BY SUMMIT DESIGN AND ENGINEERING SERVICES, DATED 10/18/2018.
ASPHALT/CONCRETE PAVING RECOMMENDATIONS
NTS
FINISHED
GRADE
6"
ENCASE IN
CONCRETE
(TYPICAL)
ROUND CONCRETE
TOP OF PIPE SMOOTH
6" DIA. GALVANIZED
SCHEDULE 40 STEEL PIPE
FILLED WITH CONCRETE
PAINT OSHA YELLOW
PAINT CONCRETE BLACK
AFTER CURING AT
ASPHALT LOCATIONS
WHERE GUARDPOST
OCCURS ABOVE
FOOTING, START PIPE
AT TOP OF FOOTING
TYP. LINE POST
7 GA. BOTTOM
TENSION %/ARE
rip. TOP RAIL CONNECTION
AS SHOWN - 20' 0.C.
GALV. PIPE
10' FtAll END
2"x2"x9 GA. FABRIC
KNUCKLED TOP &
BOTTOM
ALL WIRE FABRIC SHALL BE BLACK
VINYL COATED AND FENCE HARDWARE
SHALL BE GALVANIZED & PAINTED
BLACK.
3500 psi CONCRETE
pePICAL LINE POST
FOOTING
POST CAP
POST BAND
DRAW BAR
TERMINAL POST 2
ALL CORNERS &
INTERSECTIONS
3500 psi CONCRETE
TYPICAL CORNER POST
FOOTING
GS
DATE
CITY OF MEBANE COMMENTS
L. REVISIONS
' .
cip
G SERVICES
DRAWING ALTERATION
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TAS ([e-mail])
PROJECT MANAGER
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ISSUE DATE
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DESIGN AND ENGINEERING SERVICES
State License #: P-0339
320 Executive Court
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Fax: [phone]
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PROJECT NO.
18-0156
DRAWING NAME:
18-01 56_D.dwg
SHEET NO.
SIDEWALK DETAIL
NTS
BOLLARD DETAIL
NTS
CHAIN LINK FENCE DETAIL

-i (-6' WALL
PART SECTION
6" WALL
1-LH
PART SECTION
8" WALL/4" LIP
PART SECTION OF END ELEVATION
PART SECTION
6" WALL/4" LIP
--I F-8" WALL
PART SECTION
8" WALL
TABLES OF QUANTITIES FOR PIPE SET IN PAD
PIPE
D
"W'
DIM
"Wl"
DIM
-T"
DIM
C.Y. QUANIR1ES WHEAL IS
12"
16'
20'
12'
1'-1 7/8"
0'-7 7/8'
0'-1 3/4'
0.005
0.007
0.008
15"
1'-3 5/8"
0'-9 1/8"
0'-9 7/8'
0.006
0.008
0.010
18'
l'-5 1/4"
0'-10 3/8"
0'-2"
0.007
0.010
0.012
24"
l'-8 3/4"
1'-0 1/8"
O'-2 1/2"
0.011
0.014
0.018
30"
2'-0 1/4"
1'-2 3/4'
0'-2 3/4'
0.014
0.018
0.023
36"
2'-3 3/4'
1'-5 3/8"
0'-3"
0.017
0.023
0.025
42"
2'-7 1/8"
1'-7"
0'-3 1/2"
0.075
0.030
0.036
46"
2'-10 5/8"
1'-8 3/4-
0'-4'
0.028
0.038
0.047
54'
3'-2 1/8"
1'-10 1/2'
0'-4 1/2"
0.035
0.047
0.058
60'
3'-5 5/8"
2'-0 1/4"
0'-5'
0.042
0.056
0.071
66'
3'- 9"
2'-2 1/4'
0'-5 1/2"
0.050
0.067
0.084
72'
4'-0 1/2'
2'-3 3/4'
0'-6"
0.058
0.078
0.098
GENERAL NOTES:
THIS STANDARD SHALL BE USED WITH ALL DRAINAGE STRUCTURES
USING REINFORCED CONCRETE PIPE SET IN BASE SLAB.
I ST-14
CITY OF MEBANE
STANDARD
STANDARD CONCRETE BASE PAD
FOR DRAINAGE STRUCTURES
SCALE N.T.S. I DATE 7/1/21
DRAWN BY.: WDF
U
O
w
A
m
/4 0 7" O.C.
I{6 0 7" O.C.
/ \ / // \\ \
/ // \\
/1 // \\
Il \\
\
/
(8) #5 DIAGONALS
6 1/2"
Wf
2'-10 1/2"
3'-5"
PLAN
THE MANUFACTURER SHALL STAMP OR STENCIL
ITS LOGO OR NAME IN TWO LOCATIONS ON
THE SIDE OR REAR EDGES OF THE TOP
A
5'-f0" (#402 INLET)
/407"0.C.
/6 0 7" O.C.
1" COVER
SECTION B-B
NOTES:
1. CONCRETE: 28 DAY COMPRESSIVE
STRENGTH f'c = 4,500 PSI.
2. REINFORCING: ASTM A-615, GRADE 60.
3. ALL COVER TO REINFORCING IS 1 "
4. ALL STEEL CUT OUT FOR OPENINGS WILL
BE REPLACED, 1/2 THE REINFORCING
ON EACH SIDE OF OPENING.
FOR USE ON #402 INLET BOX
I ST-17
CITY OF MEBANE
STANDARD
STD. PRECAST CONCRETE CURB INLET
TOP FOR STD. 402 CURB INLET
SCALE N.T.S. IDATE 7/1/21 'DRAWN BY WDF
1/2"
1 1/8"
2 7/8"
PLAN
19 1/2"
r r
by
■■\
1 4' �w 1
1'-11 3/4"
SECTION A -A
1/2"
1 1/8"
2 7/8"
RING - 70 LBS.
COVER - 118 LBS.
U7 N
SECTION B-B
3/4"
ST-19
CITY OF MEBANE
STANDARD
INLET RING & COVER DETAIL
SCALE N.T.S. !DAM 7/1/21 !DRAWN BY: WDF
4"
SMALL BOX
VARIES
4,
8
VARIES
4'
MINIMUM DIMENSIONS FOR BRICK YARD INLET
PIPE (IN)
A
B
SMALL BOX D
C
E
LARGE BOX D
12
2'-8"
2'-8"
3'-1 "
15
2'-8"
2'-8"
3'-3"
18
2'-8"
2'-8"
3'-6"
24
2'-8"
2'-8"
4'-0"
30
5'-0"
5'-0"
4'-6"
36
5'-O"
5'-0"
5' D"
42
�L'
6'-O"
6'-0"
5'-6"
48
6'-0"
6'-0"
6'-0"
ST-20
CITY OF MEBANE
STANDARD
1
STANDARD BRICK YARD INLET
12" THRU 48" PIPE
SCALE N.T.S. !DATE: 7/ 1 /21
IDRAWN BY.: WDF
30"
y
STOP
5' MIN.
(7' MIN. WHEN
ADJACENT TO
SIDEWALK)
y
11-111-111-111-1 I 1-111-111-111
30"
R1-1
MUTCD R1-1 30" X 30"
GALVANIZED STEEL CHANNEL (TYP.)
FINISHED GRADE
STOP SIGN
NTS
NOTES:
10"
10"
10"
VVHITE (RETROREFLECTIVE)
BACKGROUND
RED (RETROREFLECTIVE)
BACKGROUND
1. INSTALL QUANTITY AND AT LOCATIONS REQUIRED BY
CODE AND/OR AS INDICATED ON SITE PLAN.
2. ALL SIGNS SHOWN SHALL CONFORM TO N.C. MANUAL ON
UNIFORM TRAFFIC CONTROL DEVICES.
3. ALL SIGNS SHOWN SHALL BE REFLECTORIZED TO SHOW
THE SAME COLOR BY NIGHT AS BY DAY.
4. ALL SIGNS SHALL BE SECURELY MOUNTED ON GALVANIZED
STEEL CHANNEL POSTS.
5. ALL STOP SIGNS TO BE LOCATED WHERE THEY WILL NOT
IMPACT PEDESTRIAN WALKWAYS. REFER TO SITE PLAN.
1
•
OS&Y GATE VALVE
INCREASER
(IF NEEDED)
6" MIN.
•
fDISMANTLING
COUPLING
1
4" GRAVITY DRAIN TO
DAYLIGHT ENGINEER SHALL
PROFILE DRAIN 1% MINIMUM
GRADE FOR VAULT DRAIN
PE STEPS ® 12" 0.C.
SLOPE TO DRAIN REDUCER
(IF NEEDED)
OS&Y GATE VALVE
36"
6" MIN.
SLOPE TO DRAIN
METRON FARNIER METER
•
•
VAULT SIZES (INSIDE DEM):
3" METER - 10'x6' VAULT
4" METER - 10'x6' VAULT
6" METER - 12'x8' VAULT
8" METER - 14'x8' VAULT
DISMANTLING COUPLING
OS&Y GATE VALVE
BY-PASS TEE -
INCREASER
(IF NEEDED)
12" MIN.
SLOPE
TO DRAIN
TOP VIEW
METRON FARNIER
METER
BLOCKING, 2
(TYPICAL)
4" GRAVITY DRAIN TO DAYLIGHT
ENGINEER SHALL PROFILE DRAIN 1 %
MINIMUM GRADE FOR VAULT DRAIN
THRU WALL SLEEVE WITH GROUT,
(TYPICAL)
ALUMINUM HATCH TPD-4872 BY PARK
USA CAST INTO TOP
1' BUTYL RUBBER
SEALANT IN JOINT
R
t0 z
OS&Y GATE
VALVE
BY-PASS
TEE
REDUCER -
(IF NEEDED)
3000 PSI CONCRETE
SECTION
(SHEET 1 OF 2)
12" MIN.
SLOPE
TO DRAIN
NO. 57 STONE
THICKEN SLAB TO 8" AT
BLOCKING LOCATIONS, (TYP.)
I W-21
CITY OF MEBANE
STANDARD
3" - 8" METER ASSEMBLY WITH
PRECAST METER VAULT
SCALE NTS. (DATE: 7/1/21 I DRAWN BY: WDF
PROVIDE (2) 2" HOLES FOR RADIO
READ ANTENNAS
STEPS AT
12" 0.C.
NOTES:
SECTION
S&Y GATE
VALVE
METRON
FARNIER
METER
BLOCKING,
(TYPICAL)
ALUMINUM HATCH TPD-4872 BY PARK
USA CAST INTO TOP
1" BUTYL RUBBER
SEALANT IN JOINT
PRECAST CONCRETE VAULT
,/-
-
1-VAULT WALLS TO BE THE MIN CONCRETE THICKNESS INDICATED, REINFORCED WITH NO. 4 REBAR
ON 12" CENTERS EACH WAY, PLACED 2" FROM THE INSIDE WALL THE AMOUNT OF REINFORCING
AND WALL THICKNESS MAY BE INCREASED FOR EXTRA DEPTH WALLS OR IN HEAVY TRAFFIC
SITUATIONS AS REQUIRED BY THE ENGINEER.
2-SUBSTITUTE MATERIALS MAY BE USED AS APPROVED BY THE ENGINEER.
3-REINFORCED CONCRETE LID WITH TRAFFIC BEARING DOORS H-20 LOADING TO BE USED IN TRAFFIC
SITUATIONS.
4-PROVIDE A THRU WALL SLEEVE AT OPENING IN CONCRETE OR CMU WALL LARGE ENOUGH FOR FLANGE
OF PIPE TO PASS THRU. FILL VOID BETWEEN PIPE AND SLEEVE WITH NON SHRINK GROUT.
5-PIPE OUTSIDE VAULT TO BE M.J. WITH RETAINER GLANDS.
6-ALL CLEARANCE DIMENSIONS ARE MINIMUMS.
7-ALL JOINTS TO BE FLANGED THROUGH OUT VAULT.
8-STEPS ARE TO BE INSTALLED IN ALL VAULTS EXCEEDING 4 FEET DEEP AT A LOCATION FOR EASE OF
ACCESS. LOCATE DOOR OVER STEPS. CONTRACTOR TO COORDINATE SIZE OF VAULT TO THE SIZE OF
VAULT DOOR TO WORK PROPERLY.
9-CONCRETE TO BE A MINIMUM OF 3000 PSI.
10-ALL METERS MUST BE INSTALLED LEVEL.
11-ALL VALVES GREATER THAN 2" SHALL BE OS&Y VALVES.
12-ADDITIONAL BACKFLOW PREVENTION WILL BE REQUIRED ON ALL 3' - 8' METERS.
13-DISMANTLING COUPLING SHALL BE A SMITH BLAIR INC., 970 SERIES OR APPROVED EQUAL.
(SHEET 2 OF 2)
I W-22
CITY OF MEBANE
STANDARD
3" - 8" METER ASSEMBLY WITH
PRECAST METER VAULT
SCALE N.T.S. !DATE 7/1/21
IDRAWN BY WDF
8
z
m
ZE
ED
S7IV130137N1 Sun°
6-
1/2" expansion
joint materia
4
4
5' 10"12"
2'-11"
•
4
•
4
8
CONCRETE CURB Jr GUTTER"
•
PLAN WITH TOP
8
•
PLAN WITHOUT TOP
NO 4 BAR
EMMCEAM
\ ' I 0 4 1. �,a
tl
CONCRETE BASE
3000 PSI •
SECTION AA
5' 10
5' 2"
5"
8"
1-- 4"TOP OF CURB 1/2" EXPANSION JOINT MATERIAL
2' 0
16"
6" 1.5"
3.7"
PARABOLIC CURVE
4
6"
GENERAL NOTES*
1. ALL CURB INLETS OVER 4'-0" IN DEPTH TO BE PROVIDED
WITH STEPS 12" ON CENTER.
2. CLASS A" CONCRETE 3000 PSI TO BE USED.
3. BRICK MASONRY CAN BE STANDARD CLAY BRICK, JUMBO BRICK,
OR CONCRETE BRICK.
4. FOR 8'-0" IN HEIGHT OR LESS USE 8-INCH WALL. OVER
8'-0' IN HEIGHT USE 12-INCH WALL TO 6'-0" FROM TOP
OF WALL AND 8-INCH WALL FOR THE REMAINING 6'-0".
5. IF REINFORCED CONCRETE PIPE IS SET IN BASE OF SLAB
OF BOX USE STANDARD SPECIFICATION DRAWING ST-14.
6. MANHOLE RING AND COVER IN CONCRETE TOP SHALL CONFORM
TO STANDARD SPECIFICATION DRAWING NO. ST-19.
7. REINFORCING STEEL SHALL CONFORM TO ASTM A-615 GRADE 60.
SEAL END OF 4" PIP.
AT COMPLETION OF
ASPHALTIC BINDER
.1. ' 6. CONC: CURB
•
I L 4 6" �I
CLEAR SPAN
•
1/2" EXPANSION JOINT MATERIAL
4
•
5' 0"
* 4" CAST IRON SOIL
PIPE OR PVC
ASPHALT SURFACE
STONE BASE
PARABOLIC CURVE
J' 8"�
SECTION BB
8"
MORTAR
OR CONCRETE
CROSSWALK PLACEMENT GUIDANCEI
UNLESS OTHERWISE SPECIFIED,
HI -VISIBILITY CROSSWALK MARKINGS
SHOULD BE USED AT MID -BLOCK CROSSINGS,
SEE DETAIL 'C'
4' MIN., SEE NOTE 5
4' MIN. TO STOP BAR
HI -VISIBILITY CROSSWALK, SEE DETAIL 'C'
STANDARD CROSSWALK- 0" MIN. WHITE
TRANSVERSE LINES WITH 6' MIN.
GAP BETWEEN THE LINES
CURB & GUTTER
SIDEWALK
STOPBAR
4' MIN.
4' X 4' CLEAR SPACE, SEE NOTE 6
DETAIL 'A'- DUAL CURB RAMPS
STOPBAR
CURB & GUTTER
4' MIN.
SIDEWALK
2' MIN.
SEE NOTE 7
2' MIN.
4' X 4' CLEAR SPACE,
SEE NOTE 6
DETAIL 'B'- SINGLE DIAGONAL CURB RAMP
24" MAX. WIDTH
24" MIN. GAP
8' MIN. WIDTH
DETAIL 'C'- HI -VISIBILITY CROSSWALK
GENERAL NOTES:
1- USE THE DETAILS ABOVE AND THE FOLLOWING NOTES FOR GUIDANCE IN PLACING CROSSWALK MARKINGS.
REFER TO NCDOT ROADWAY STANDARD DRAWINGS, MUTCD AND ADA STANDARDS FOR ADDITIONAL GUIDANCE.
2- THE LOCATION AND TYPE OF CROSSWALK MARKINGS SHOWN ON THE ABOVE DETAILS ARE FOR REFERENCE ONLY.
LOCATE CROSSWALK MARKINGS AS SHOWN ON THE PROJECT DETAIL SHEETS OR AS DIRECTED BY THE ENGINEER.
THE CROSSWALK MARKING TYPE, STANDARD OR HI -VISIBILITY, SHALL BE INSTALLED AS SPECIFIED ON THE
PROJECT DETAIL SHEETS OR AS DIRECTED BY THE ENGIMEER.
3- THE STANDARD CROSSWALK I8 TWO WHITE 8" MIN. TRANSVERSE LINES WITH A 6' MIN. GAP BETWEEN THE
LINES. THE HI -VISIBILITY CROSSWALK IS WHITE 24" MAX. WIDE LONGITUDINAL LINES WITH 24" MIN. GAPS
BETWEEN LINES, SEE DETAIL 'C'. HI -VISIBILITY CROSSWALKS SHOULD BE A MINIMUM OF 6' WIDE.
CURB RAMPS SHALL BE WHOLLY CONTAINED WITHIN THE MARKINGS, EXCLUDING ANY FLARES.
4- STOP BARS SHOULD BE PLACED A 4' MIN. IN ADVANCE OF NEAREST CROSSWALK LINE.
5- SET BACK DISTANCE FROM INSIDE CROSSWALK MARKING TO NEAREST EDGE OF TRAVEL IS 4' MIN.
6- BEYOND THE BOTTOM GRADE BREAK, A CLEAR SPACE OF 4' X 4' MIN. SHALL BE PROVIDED WITHIN
THE MARKINGS.
7- SINGLE DIAGONAL CURB RAMPS WITH FLARED SIDES SHALL HAVE A SEGMENT OF CURB 2' MIN. LONG
LOCATED ON EACH SIDE OF THE CURB RAMP AND WITHIN THE NARKED CROSSING, SEE DETAIL 'B'.
8- CURB RAMPS SHALL BE CONSTRUCTED IN ACCORDANCE TO THE LATEST NCDOT ROADWAY STANDARD DRAWINGS.
CURB RAMPS THROUGH MEDIAN ISLANDS, SINGLE RAMPS AT DUAL CROSSWALKS OR LIMITED R/W SITUATIONS,
WILL BE HANDLED BY SPECIAL DETAILS. CONTACT THE CONTRACT STANDARDS AND DEVELOPMENT UNIT FOR
DETAILS 0R A SPECIAL DESIGN.
ROADWAY STANDARD DRAWING FOR
N
CD
Z
1-1
hd
cCC
1-
Z
w
W
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d
PEDESTRIAN CROSSWALKS
SHEET 1 OF 1
1205.07
PREFAB. ALUMINUM
FENCE SECTION
H
I I-.
CONCRET
FENCE POST
INSTALLATION
POSTS 6' O.C. (MAX.)
SLOPE SECTIONS OF
FENCE TO FOLLOW
GRADE AT TOP OF WALL
II -III -
RETAINING WALL _
-� I I - (SEE WALL DETAILS) -
HORIZONTAL RAILS
3/4 " SQUARE PICKETS
WITH SPACING LESS THAN
4" BETWEEN PICKETS
FINISHED GRADE
NOTES:
1. FENCE SHALL BE PAINTED BLACK. CONTRACTOR TO SUBMIT
SAMPLES FOR APPROVAL.
2. REFER TO RETAINING WALL DETAILS INCLUDED WITH THIS SET
FOR FENCE PLACEMENT AND FOOTING DEPTH.
17
2" SQUARE
POST
1" X1.5" -\
RETAINING WALL DECORATIVE FENCE (TYP.)
NTS
8" MIN. LOW PERMEABLE SOIL KEYSTONE CAP UNIT
111
APPROXIMATE
LIMITS OF
EXCAVATION
(RETAINED SOIL)
4" PERFORATED PVC 11
DRAINAGE TILE
KEYSTONE COMPAC III
UNIT
UNIT DRAINAGE FILL
(3/4" CRUSHED
ROCK OR STONE)
GEOGRID REINF.
DESIGN HEIGHT
FINISHED GRADE
NOTE: WHEN SITE CONDITIONS UNREINFORCED CONCRETE
REQUIRE, WRAP DRAINAGE TILE IN 3/4" OR CRUSHED STONE
AGGREGATE AND FILTER FABRIC WITH FOUNDATION SOID LEVELING PAD
DRAINAGE COMPOSITE OR AGGREGATE
BACK DRAIN SYSTEM, AS DIRECTED BY
GEOTECHNICAL ENGINEER.
TYPICAL REINFORCED WALL SECTION
COMPAC III UNIT - 1" SETBACK
D3 co
jOM 'A8 NMM10I
S71V130 137N1 SNnO
0)
SEAL END OF 4" PIPE
AT COMPLETION OF
ASPhALTIC BINDER
4" CAST IRON SOIL
PIPE OR PVC
PLAN
ASPNALT SURFACE
STONE BASE
H Milt
EQUALLY SPACED
EQUALLY SPACED
1 1/2"
4 BARS
PLAIN OF TOP SLAB
3"
/4 BARS If
EQUALLY SPACED
•
SECTION S-S
1 1/2"]
DIMENSIONS FOR BRICK CURB INLET
DIMENSIONS OF BOX AND PIPE
SLAB
DIMENSION
REINFORCING
PIPE
SFAN
WIDTH
WIDTH
HEIGHT
BARS U
BARS V
BARS W
5
6
NOTES:
INSTALL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRUCTURE WALL.
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS.
1-181 STATE OF
NORTH CAROLINA
DEPT. OF TRANSPORTATION
DIVISION OF HIGHWAYS
RALEIGH, N.C.
.---4t
--1-
_
1"
....,..
ROADWAY STANDARD DRAWING FOR
DRAINAGE STRUCTURE STEPS
PLAN SIDE
ELEVATION
PLAN SIDE
ELEVATION
.
r
4.1
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CAST IRON
ELEVATION
ELEVATION
#8 BAR
GALV'D.
NT
3
did.
12
LP
11/AVAWAWAWAUP
Vio
1
POLYPROPYLENE
PLAN PLASTIC
3,t- SIDE
SIDE
ELEVATION
ELEVATION
it"
PLAN
•::::
Pflf
REINFORCING STEEL
1444._
12
1 / \f1flqi-
ELEVATION
STEEL ROD
SECTION A -A
SANITARY SEWER MANHOLES.
ELEVATION
SHEET 1 OF 1
840.66
GS
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DATE BY)
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CITY OF MEBANE COMMENTS
REVISIONS
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CA
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DRAWING ALTERATION
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PROJECT MANAGER
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ISSUE DATE
DESIGN AND ENGINEERING SERVICES
CARyl
State License #: P-0339
320 Executive Court
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Fax: [phone]
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PROJECT NO.
18-0156
DRAWING NAME:
SHEET NO.
D-2

1
TYPICAL SECTION
STREETS
TYPICAL SECTION
OUTFALL
CLASS 'B" CONCRETE COLLAR
AROUND MANHOLE COVER IN
PAVED AREAS
ROAD SHOULDER OR
PAVED STREETS
12 MIN.
BASE
2-4" GRADE RINGS MAXIMUM
ON ALL MANHOLES
WRAP OUTSIDE JOINT WITH
EXTERNAL JOINT WRAP, TYP.
SEALANT BETWEEN
JOINT, TYP.
3,000 P.S.I.
CONCRETE
5"
1
TRACER WIRE IS REQUIRED
IF PVC PIPE IS USED
UNDISTURBED 17
EARTH
II-
16"
-n"
r BOOT
GROUT
-3"MIN.
C. f. M.H. RING AND COVER
BY U.S. FOUNDARY OR
EQUAL. SEE DETAIL SS-5
III-111-
5"
CLASS 'B"
CONCRETE
�r
TYPE "M" MORTAR
2 3/4" ANCHOR BOLTS
(REDHEADS)
2' MIN.
INSTALL TRACER WIRE BETWEEN
TOP OF CONE AND MH RING.
TIE TRACER WIRE OFF AT STEPS.
w
ER
4'-8" MAX.
III 1 III III II III II
-111-111=111= II-1 -1 I- 1 I
III III II
II III-III=I
6"
8"
COPOLYMER POLYPROPYLENE
M.H. STEPS ® 16" 0.C.
BY M.A. INDUSTRIES, INC.,
PS1-PF
NO. 67 STONE, COMPACTED
NOTES:
1. MANHOLES ARE TO BE AS MFG. N.C. PRODUCTS OR APPROVED EQUAL.
2. GROUT ALL JOINTS FROM INSIDE.
CITY OF MEBANE
STANDARD
STANDARD PRECAST
MANHOLE
SCALE: N.T.S.
IL1A7E 7/1/21 I DRAwN eY WDF
4- 1/2- X 13/4" HEXHEAD,
STAINLESS STEEL BOLTS
AT 90° COUNTERSUNK.
BOLTS TO BE TYPE 316
STAINLESS STEEL.
(FOR WATERTIGHT MANHOLES)
BOTTOM OF
COVER
7 1/2"
3/4" OR 1/2"
TOP OF COVER
RING & COVER WILL BE MACHINED AND
WILL CONFORM TO ASTM A48, CLASS 30B
MINIMUM AVERAGE' WEIGHTS
RING
COVER
TOTAL
1/4"
190 LBS.
120 LBS
310 LBS.
3/4" MIN.
`1 1/2"
1/2"� 3 V
4 3/8"
1.-10
1/4"
4
3/8"
2'-
1/2"
2'-9I
1/4"
SS-5
CITY OF MEBANE
STANDARD
MANHOLE RING & COVER
SCALE N.T.S. 'DATE: 7/1/21
IDRAWN BY WDF
PROPERTY LINE
PVC HUB WITH 4"
PVC CLEAN OUT
CAP
4" CLEAN OUT
(3'-0" ABOVE
GRADE)
4" LONG SWEEP
ELBOW
TRACER WIRE
(IF PVC PIPE IS USED)
4" - 1/8" BEND
4" P.V.C. SCH. 40
TRACER WIRE J
(IF PVC PIPE IS USED)
USE WIRE NUT TO
CONNECT TRACER
WIRES TOGETHER, TYP.
PLAN
TAPE TRACER WIRE TO
STACK AS REQUIRED
BEDDING
STONE
PROFILE
SEWER MAIN
NOTE: PLUMBER TO CONNECT TO STUB-OUT/STACK AND
LOWER CLEAN -OUT CAP TO GROUND LEVEL
SEWER MAIN
I SS-6
CITY OF MEBANE
STANDARD
SEWER SERVICE
CONNECTION
SCALE N.T.S. I DATE: 7/1/21 'DRAWN BY.: WDF
COMPACTED
BACKFILL
CRUSHED
STONE
INCLUDE BEDDING
IN PIPE COST
0'-12'
DEPTH
=11111111=111=1111111111=111=11=111 ,,III-111-111-111.
-111F
CLASS "C"
4"
BEDDING
12'-24'
DEPTH
COMPACTED
BACKFILL
CRUSHED
STONE
INCLUDE BEDDING III III III III IIIIIIII-III-III-II=II-III-
I1E0111=III=III III=III III=i"
IN PIPE COST
CLASS "B"
1/2 0.D.
4"
BEDDING
COMPACTED
BACKFILL
CLASS "C"
CONCRETE
CRUSHED
STONE
24' PLUS
DEPTH
INCLUDE BEDDING ' IIIIT1111111111111111111111111111111IpI11lilll=lllIll IP`
IN PIPE COST
CLASS
'A"
BEDDING
I SS-7
CITY OF MEBANE
STANDARD
SANITARY SEWER
BEDDING
SCALE N.T.S. IRATE 7/1/21 'DRAWN BY WDF
1' MIN.
WIDTH OF EXCAVATED
1 " MIN
OPENING
CLASS "A" CONCRETE PAVEMENT
(8" MIN. THICKNESS)
1 " DEEPER THAN EXISTING
PAVEMENT TO BE SAWED
36" MINIMUM
-111=11= vy 11fi
TI-IT-� 1 =1..
-III-III- . . . . 111E1
11E111E11 =111 1
-III-III- . . . . . :IIIIII1
T1-IT-� 1 -III-III-
-IT-III- 11E111E1
11E111E11 -III-III-
=1I1-111E . . . . . . . 11=111=1
11E111E11 I I-1 11-
111=111E 111 1-1
f=-I 1=1_I =1 f-
-III-III- . . . . . . . :III-111__.
11E111E111 El I -I 1 I-
=111=III= III=111=1
11E111E11 -III-I I I-
-I I I=1 I I- 111=111=1
11E111E11 =1 11=1 11=
-III-III- . . . . . . . 111E111E1
11E111E11 -1 I I -I I I-
=111-III- . . . . . . . III=111E1
1_I1111I 111111=
-1I 1-111E 1 11E111E1
11=111=11 =1 11=1 11=
-III-III- . . . . . . . III=III=1
11 FH I+ =1I1=1I1=
III -III- . . . 111=III=1
11=111=11 =1 I I -I I I-
-III -III- . . . 111E111E1
11-111=11 -III-I I I-
11=111- 111=111=1
11=III=1 P ° =III=111-
-III-111E - 111=1I1=1
11=WI11 - T < -III-II1-
-III-II1E ° ... :. 111 III 1
11-111=11-111-111=11 f-111-111-111-111-11-111-111=
=111 111=1 1=1 I r 11=1 1=1 1=1 I rI 1=1 r 1=1 I 1
HEI111 1111 III 111 rn HI 111 III III 1111-11111IlllE
111
NOTE:
WHERE THE EDGE OF THE PATCH OR SECTION OF
REMOVED PAVEMENT IS LESS THAN 10' FROM A
TRANSVERSE EXPANSION OR CONTRACTION JOINT
OR CRACK, THE ENTIRE SECTION OF PAVEMENT
SHALL BE REMOVED UP TO THE JOINT OR CRACK
AND REPLACED WITH NEW CONCRETE AND ABC
STONE IN ACCORDANCE WITH THE MOST CURRENT
N.C.D.O.T. STANDARD SPECIFICATIONS.
THE BACKFILL SHALL BE MADE IN 6" LAYERS
AND SHALL BE COMPACTED TO AT LEAST 95%
OF STANDARD DENSITY (AASHTO METHOD T-99).
EACH LAYER MUST BE THOROUGHLY TAMPED BY
A MECHANICAL TAMP BEFORE THE NEXT LAYER
IS PLACED.
111=111-111
11E111E111=I
=1I 1=111=111=
11E111E111=_
-I 11=111-111-
III 111 IT-111=111-
EXISTING PAVEMENT
3" COMPACTED STONE
AS DIRECTED BY ENGINEER
12" SUBGRADE
BACKFILL (SEE NOTE)
UNDISTURBED SOIL
PIPE
STONE STABILIZATION
(IF REQUIRED BY THE ENGINEER)
SS-19
CITY OF MEBANE
STANDARD
CONCRETE DRIVEWAY
REPAIR DETAIL
SCALE N.T.S. DATE 7/1/21 DRAWN BY WDF
jOM A8 NMI ?10I
NOIIV77V1SNI 1NVb'OAH 3b+13
HYDRANT TEE
W/ 6" BRANCH
3,000 PSI
CONCRETE
BLOCKING
AMERICAN DARLING OR CLOW
IF VALVE BOX IS NOT
IN PAVED AREA, PROVIDE
A 7-0" X 2'-O" CONCRETE
COLLAR (TYP. OF ALL VALVES)
CAST IRON
VALVE BOX
6" GATE
VALVE
6" DUCTILE
IRON PIPE
VARIES
18" MIN.
20" MAX.
2"
6" DUCTILE
IRON PIPE
SUPPORT VALVE WITH
CONCRETE BLOCKING
VARIES
**MEGA -LUG FROM TEE THROUGH VALVE TO HYDRANT
CAP
RUST-OLEUM
OIL BASED
BRIGHT WHITE
BARRELL
RUST-OLEUM
OIL BASED
TRACTOR RED
#57 WASHED STONE
BY CONTRACTOR
UNDISTURBED EARTH
3,000 PSI
CONCRETE BLOCKING
BOLTS, NUTS AND
DRAIN PORTS TO BE
FREE OF CONCRETE
MINIMUM 6" CONCRETE
PLACED UNDER BASE
CMU BLOCKS MAY BE
TO SUPPORT HYDRANT
WHILE POURING BLOCKING
7-1
jOM 'A8 NMV210I
SON38 - SM00781SfWH1
6" MIN.-\
CLASS B
CONCRETE
UNDISTURBED
EARTH
/
TRENCH WIDTH
i
CLASS B
CONCRETE
i
UNDISTURBED
4 EARTH
PLAN - BENDS
SECTION
BUTTRESS DIMENSIONS
PIPE
SIZE
22 1/2 BENDS
45' BENDS
90° BENDS
L
H
L
H
L
H
8"
1'-O"
1'-0"
1'-4"
1'-2"
1'-10"
1'-6"
12"
1'-4"
1 '-4"
1 '-10"
1 '-10"
2'-8"
2'-3"
NOTES:
1. DIMENSION "A" SHOULD BE AS LARGE AS POSSIBLE WITHOUT INTERFERRING WITH THE MECHANICAL JOINT BOLTS
2. THE SHAPE OF THE BACK OF THE BUTTRESS MAY VARY PROVIDED THE CONCRETE IS AGAINST FIRM, UNDISTURDED EARTH.
3. BUTTRESS DIMENSIONS ARE BASED UPON A SOIL RESISTANCE OF TWO TONS PER SQ. FT. AND A WATER PRESSURE OF 150 P.S.I.
jOM 'A8 NMVNOI
S331 -)1007815(1 b'H1
L
1/2 L 1/2 L
CLASS B
CONCRETE
/UNDISTURBED
\ EARTH
r-
(
PLAN - TEE
UNDISTURBED
EARTH
TRENCH WIDTH
SECTION
BUTTRESS DIMENSIONS
B. D.
L
H
C
D
6"
1'-3"
1'-0"
m
2 m
m
a m
8"
1'-6"
1'-4"
P
12"
2'-3"
2'-0"
m
m
B. D. = BRANCH DIAMETER
4
CLASS B
CONCRETE
NOTES:
1. DIMENSION "C" SHOULD BE LARGE ENOUGH TO MAKE ANGLE "A" EQUAL TO OR GREATER THAN 45'.
2. DIMENSION D" SHOULD BE AS LARGE AS POSSIBLE WITHOUT INTERFERRING WITH EHT MECHANICAL JOINTS.
3. BUTTRESS DIMENSIONS ARE BASED UPON A SOIL RESISTANCE OF TWO TONS PER SQ. FT AND A WATER PRESSURE OF 150 P.S.I.
jOM 'A8 NMVHOI
rTI
STD. CURB -\
COPPER SERVICE PIPE
INSTALLED BY PROPERTY OWNER TO CITY SPEC.
MAINTAINED BY CITY
10'
NO ALTERATIONS NOR ADJUSTMENTS TO BE MADE
IN THIS AREA WITHOUT APPROVAL OF THE U77LITIES
ENGINEER.
MBX-2 CAST IRON METER BOX W/HOLE IN
PLASTIC LID FOR RADIO READ ANTENNA
-FORD METER SETTER
#VBHH74-44-44G W/
COMPRESSION FITTINGS ONLY.
NO DUEL PURPOSE NUTS.
ANGLE BALL VALVE
WITH LOCKING WING -METRON FARNIER
RADIO METER
0
rn
COMPRESSION
NUT
FORD 1" BRASS CORPORATION COCK
EQUAL
SEE NOTE 1
1-1 METER
Vgr
VERTICAL
INLET
4" WASHED STONE
BALL VALVE McDONALD
MODEL 6100T
WASHED STONE
MAINTAINED BY PROPERTY
OWNER
ALL WORK IN
INSTALLED AS
CODES
Ffif
/ SLEEVE
BACK FLOW PREVENTER
W/ DUAL CHECK VALVE
ASSE APPROVED
1" TYPE "K" COPPER
MODEL 825Y FEBCO RPZ
ASSEMBLY W/STRAINER
AFTER SETTER - OR EQUAL
THIS AREA TO BE
PER PLUMBING
1" STRAINER
1" BALL
VALVE
4" WASHED
STONE
CONCRETE PAD
INSTALL THRE4DED
UNIONS ABOVE
CONCRETE PAD FOR
REMOVAL
1" BRASS PIPE
1" BRASS ELBOW
1" MALE COMPRESSION
FITTING (MCF)
HOT BOX
MODEL 1-18 2
POWER SUPPLY
BY PROPER7Y
OWNER
4 FLOW
INSTALL AS
PER
PLUMBING
CODE
NOTE:
1) COMPRESSION FITTINGS ONLY. NO FLARED FITTINGS.
DIRECT TAP ALLOWED ON D.I. ONLY. USE FORD DOUBLE
STRAP BRASS SADDLE FOR AC AND PVC PIPES.
2) RPZ'S TO BE TESTED ANNUALLY. PROVIDE COPY OF
TEST TO CITY.
73
CO
ril
cn
co
CD
INSTALLED BY PROPERTY OWNER TO CITY SPEC.
MAINTAINED BY CITY
PIN VII' EQ.
EQ 016
12" MIN. FROM TOP OF METER
TO TOP OF METER BOX
METRON FARNIER METER
(ONLY IN GALLONS)
MCDONALD 2" METER SETTER
MBX-5 CAST IRON METER
BOX W/ HOLE IN LID FOR
RADIO READ ANTENNA
BOX / COVER
12" TO MAIN IF
UNDER PAVEMENT
COPPER
\ FLOW
SEE DETAIL BRICK
BELOW
2" MCF
2" DOUBLE STRAP BRONZE
SADDLE (FORD STYLE 2029)
WITH 2" NIPPLE
FLOW
2" BRASS NIPPLE
2"0 BRASS
SPOOL
1N3W3SV3
MAINTAINED BY PROPERTY OWNER
ALL WORK IN THIS AREA TO BE
INSTALLED AS PER PLUMBING CODE
SLEEVE
2" TYPE "K"
COPPER
BRICK
30" MIN. SEPARATION
METER BOX TO HAVE BRICK
SUPPORTS WITH 4" OF WASHED
STONE.
111
2'' MALE COMPRESSION
FITTING (MCF)
2" STRAINER
2" BRASS
PIPE
BRASS
ELBOW
2" DUCTILE IRON GATE VALVE
2" OPERATING NUT (200 P.S.L
WATER WORKING PRESSURE)
F6103 BY CLOW
2" BALL
VALVES
INSTALL THREADED
UNIONS ABOVE
CONCRETE PAD FOR
REMOVAL, (1YPICAL)
HOTBOX
MODEL HB2S
SLEEVE
POWER SUPPLY
BY PROPERTY OWNER
2" BRASS PIPE
BRASS ELBOW
INSTALL AS PER
PLUMBING CODE
4" WASHED STONE
50"L X 24"W X 4"T
CONCRETE PAD
FEBCO RPZ BACKFLOW
VALVE ASSEMBLY
(825YBV) OR
APPROVED EQUAL
NOTE:
1) COMPRESSION FITTINGS ONLY.
NO FLARED FITTINGS.
2) RPZ'S TO BE TESTED ANNUALLY.
PROVIDE COPY OF TEST TO CITY.
DO Do
DEAD ENDS
UNDISTURBED SOIL
LR
/ HORIZONTAL BENDS \,x\
RESTRAINED LENGTHS, LR, FOR DUCTILE IRON PIPE
NOMINAL
PIPE
SIZE
INCHES
HORIZONTAL BENDS
VERTICAL OFFSETS
DEAD
ENDS
90' BEND FITTINGS
45° BEND FITTINGS
22 12' BEND FITTINGS
DOWN
BEND
UP
BEND
DOWN
BEND
UP
BEND
DOWN
BEND
up
BEND
909
45°
22 1/2'
4
18
7
4
31
18
13
7
6
3
31
6
25
10
5
44
25
18
10
9
5
44
8
32
13
6
58
32
24
13
11
6
58
12
45
19
9
81
45
34
19
16
9
81
VERTICAL UP BENDS
NOTES
1. ALL JOINTS WITHIN THE SPECIFIED LENGTH, LR, MUST BR
RESTRAINED. ALL LENGTHS ARE GIVEN IN FEET.
2. THE MAXIMUM TEST PRESSURE SHALL NOT EXCEED 200 PSL
3. THE MINIMUM DEPTH OF BURY SHALL BE 3' TO TOP OF PIPE.
4. RESTRAINED LENGTHS MAY BE REDUCED WHEN SUPPORTED BY
ENGINEERING CALCULATIONS.
5. RESTRAINT SYSTEMS SHALL BE INSPECTED AND APPROVED
PRIOR TO BACKFILLING.
6. MECHANICAL RESTRAINTS FOR PIPE L4RGER THAN 12" IN
DIAMETER MUST BE DESIGNED BY A LICENSED ENGINEER AND
APPROVED BY CITY ENGINEER.
011011111
LR
UNDISTURBED SOIL
VERTICAL DOWN BENDS
APPROVED DEVICES
A. RPZ
REMOTE READOUT (GAL)
2. FEBCO SERIES LF866
DETECTOR WITH REMOTE
READER (GAL.)
1. FEBCO LF825Y WITH
REMOTE READER (GAL.)
2. WILKINS MODEL
975XL2 ADA WITH
REMOTE READOUT (GAL)
ABOVE GROUND ENCLOSURE
"HEAT SOURCE TO BE PROVIDED BY OWNER"
REDUCED PRESSURE DECTECTOR BACKFLOW * OR
DOUBLE DETECTOR CHECK VALVE AS REQUIRED
BY car OF MEBANE
D.I.P. REQUIRED FROM
METER TO BACKFLOW
CONCRETE BLOCKING
BRICK
PIER
GATE VALVE
* NOTE: RPZ
REQUIRED ON
FIRE LINES
WITH FIRE
DEPARTMENT
CONNECTIONS.
12"
3,000 PSI CONCRETE BASE
DETECTOR METER - METRON
3/4" - GALLON REGISTER.
MEGALUG ALL MJ FITTINGS.
DITCH MUST REMAIN OPEN
UNTIL BACKFLOW IS INSPECTED
BY CITY OF MEBANE.
OUTLET SIDE OF BACKFLOW
CONCRETE BLOCKING
NOTES
1. THE BACKFLOW DEVICE SHALL BE WITHIN 10' OF AND ON THE PROPERTY SIDE OF THE METER.
ENCLOSURE SHALL NOT OBSTRUCT SITE DISTANCE AT ROAD CROSSINGS.
2. ALL BACKFLOW DEVICES SHALL BE INSTALLED ABOVE GROUND IN A HORIZONTAL POSITION
UNLESS OTHERWISE PRE4PPROVED BY THE CITY OF MEBANE.
3. SHUT OFF VALVES SHALL BE RESILIENT SEAT WITH FLANGED END AND 0.S.&Y HAND WHEELS.
4. ALL INTERIOR AND EXTERIOR IRON SURFACES SHALL HAVE EPDXY COATINGS TO CONFORM TO
ANSVAWWA C550 OR MANUFACTURED OF STAINLESS STEEL.
5. APPROVED ABOVE GROUND ENCLOSURES: "HOT BOX", HYDROCOWL, SMI MODEL b68-EHPZD,
ENCLOSURE MUST HAVE A DRAIN
6. CONTRACTOR SHALL PROVIDE AND INSTALL ON EXTERIOR OF ABOVE GROUND ENCLOSURE AN
EXTERIOR ANTENNA FOR DETECTOR METER.
7. TANDEM BACKFLOWS REQUIRED IF SERVING MULTIPLE USERS OR SERVICE CANNOT BE
INTERRUPTED
8. DETECTOR METER AND BACKFLOW ASSEMBLY SHALL BE INSTALLED IN ENCLOSURE.
9. PIPE & FITTINGS BELOW GRADE TO BE M.J. WITH RETAINER GLANDS, 150 PSI MIN. WORKING
PRESSURE.
10. INSTALL BACKFLOW DEVICE NEAR MAIN WATERLINE CONNECTION AT STREET RIGHT OF WAY.
11. ALL BACKFLOW DEVICES SHALL BE TESTED, INSPECTED, AND MAINTAINED BY THE OWNER.
PROVIDE ANNUAL REPORTS TO CITY.
CITY OF MEBANE
STANDARD
ABOVE GRADE BACKFLOW
PREVENTER, 3" AND GREATER
SCALE N.T.S. DATE 7/1121 'DRAWN BY: WDF
GS
DATE
CITY OF MEBANE COMMENTS
L. REVISIONS
' .
o
cip
( DoL:tj° ‘:ct u )2 Lii_LU; = n>-L UZ L JLCLj' n ,W5LI 12 ix<
:17° 5: oul ;t‘ uz octu
0
0
0
TAS ([e-mail])
PROJECT MANAGER
ui
GS ([e-mail])
ISSUE DATE
NOT FOR
EE
DESIGN AND ENGINEERING SERVICES
State License #: P-0339
320 Executive Court
oo
cv
4.4
Fax: [phone]
00
el
en mt
N
1-4
4t
a) P-1
cn
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LLI
CO
LLJ
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PROJECT NO.
18-0156
DRAWING NAME:
SHEET NO.

1
OH tLF vrS ION
- - I
SECTION Y-Y
RISER -T.
VARIES
RISER HT.
YA�IfS
•
MERE 90" TO 36' PIPE IS JSED
WHERE q2" r0 54" WIPE LS USED
DETA.j L S#€ 1WT. IG IUIETIIOD
EF RISER CONSTRUCTION
KRAME ORATE AND HOOK
SEE SIO,NO, e90.t13
_L
Tor' FI FLAT ITN
SEC NC-C
SECTION X-X
GENERA! NOTES:
USE CLASS "11" CONCRETE THROLhGHTU1-
ARC1'IDF All CATCH BASINS CVFR 3'•8" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WrECH CL5NPLY }I•.TH STD. DRAWING 940.56.
OPTIONAL CONSTRUCTION MONOLITHIC POUR,, 2' KEYWAY, CR aM BAIT NOELS. AT
12" CENTERS AS OIREGTCU BT THE ENGINEER.
LJ$F FIRMS FQA THE QQNSTFRLJCTICN OF THE. BOTTOM 3L t.9.
IP REINFORCED CONCRETE PIPE IS SET TM BOTTOM SLAB OF BOX, ADO TO SLAB
AS SHOWN 03 STD- ND. $40-00.
USE TYPE "E", "F" AHD "C" ORATES UNLESS 4THFRWERF INL7TCATFD-
FOR B'-0" IN HEIGH1 CA LESS USE 6" YLALLS A!,'0 BOTTOM SLAB. OVER
9 D" TO 1& -O" IN HEIGHT USE 8" WA._LS AND BOTTOM SLAB. ADJUST
QUANTTTTFS AQOC,H1TNI:I Y,
CONSIHOCI (MLrH NFL CROWNS MAICH1NO.
CHW,IFEA ALL EXPOSED CCRNERS
DNAWLND NOT TO SCALE,
FRAME GRATE AND HOOD
SEE STU.NO. B40,00 STEPS - STtl, 1130. 511:1_130
T
sTE NOTE
J
}
TOP r -YaTro
L Otitrra.
liPoilli
SECTION J-J
WHERE 30" TO 3D" PIPE 13 USED
i
(
PLAN
J
3
L
TOP ELEVATION
STEPS - STD. NO.
SECTION M-M
WHFRF . 7' TO 54' PIP!' F S I,4SFC1
h141. 66
5
L
• I
PLAN
M
1
1=NGLISH STANDARD DRAWING FOR
z
N-1
N
0
1-
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EXPANSION JOINI
EXPANSION JOINT
:3'0.1
II
DEPRESSED GUTTER LINE
ELEVATION
NORMAL CURD AND G(JTTi k ON LI(' T tiHADrS
EXPANSION JOLNI
TOP
USE ON C1JIADES_OVFR Fay.
EXPANSION JOINT
1'0''j1 I
NORMAL GLITTER LINE
OEPAE$SE❑ GLITTER LINE
Max. ! 1 1
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NORMAL CURB AND GLITTER ON STEEP 8RAD€5
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3'-0"
.2'-2'
2'-9"
--
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0.225
0.772
0.045
0.026
I t63
S -0"
2"
3'•0"
0-205
0.B2b
O.023
0-v36
r0"
3. 0
2' 2
'1' 9"
0-235
a.RR7
0-032
0-749
24"
H -Q'
.2_-2"
3`.9'
0.22b
1 ,IjQ-
❑-DSO
0-0E5-
.30"
3 .r•,'
2'.2'
3'-4.'
a' 3"
1'.2"
4'.0"�
4
1' 5"
7
3'•9"
3
3'-9"
'19
0.128
4.371
1.423
0.092
0.127
35"
8'-D"
2'-2"
8'-10"
4'.9'
1'-9"
4'-A"
4
1'-11".
3
3'-13"
3
3' V"
a8
0.191
4.355
1.71.1
0.1132
0.'78
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3'-D"
2'-2"
3'-5'
3' 3"
1' S"
3' 2"
13
I` A"
2
2'-I I'
3
2'-11"
32
0.112
5.313
1./30
D.180
D.243
46"
3.-0:
2'-2"
5'-C.'
.5. • 9'
2 0"
a'-''
4
2' 3"
a
2'-11"
a
2'-'I"
3s
0,149
0,352
7.05a
0.233
0,3'7
5.1"
5
3 ''
2' 2'
5' 7'
6 a"
2' 7"
3'
-
2' -0'
E
2 ' 11'
3
2' +1"
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0.120
0,306
7.367
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RHEET 2 OF 2
840.02
1-181 STATE OF
NORTH CAROLINA
DEPT. OF TRANSPORTATION
DIVISION OF HIGHWAYS
RALEIGH, N.C.
TOP OF FILL ! TOP OF FILL TOP OF FILL
L
r
GROUND LINE r
GROUND LINE r
GROUND LINE
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in
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1
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COMPACT AFTER
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.;_-
PLACEMENTOF
••..;g. .� .;; FILL _
_ .... _
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'm ►�11r= amiss i+r^
THAN 6"
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O.D. + 3
I.0.16 MINNOT "
NOT LESS THAN 6
r1r 1N'►+1-►+
- ^
# F'
1. PER FOOT OF 'H'
rr1r"''
r►I,
�11
O.D. + 3'
BUT NOT LESS THAN 12"
NOR MORE THAN 24"
0.0. + 3'
ROADWAY STANDARD DRAWING FOR
METHOD OF PIPE INSTALLATION
FLEXIBLE PIPE
ROCK
_ L
`I
NORMAL EARTH FOUNDATION ROCK FOUNDATION AS
DIRECTED BY ENGR.
UNSUITABLE MATERIAL FOUNDATION
PIPE IN TRENCH
TOP OF FILL TOP OF1FILL I
TOP OFFILL
L
I-
-
y
y
l-
-
- -
'
MIN. O.D. -
H MIN. D.D.
MIN. D.
H
MIN. 0.D.
MI D.
H
MIN. O.D.
y
•
li
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r GROUND LINE
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x1►Is►rl:rrr
=1r1=►11� emu+
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^e1=rlrr++a.■
COMPACT AFTER g
•': •� �
t
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• •
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•;
►
COMPACT AFTER
s.�.����♦���r�♦�♦�♦��y�1�����♦�♦���
~!�♦�!�♦�♦.♦.♦�♦••♦.♦.♦.♦�♦��♦�♦�.
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s�+�����♦���
-•♦♦♦♦♦
►�♦�♦�♦��y��
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-
PIPE IS PLACED
I.D.jB MIN.
PLACEMENT OF
/♦♦♦ ♦
♦♦♦♦a♦
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PLACEMENT OF
FILL
O.D. + 2' _
NOT LESS THAN 6"
I.D./6 MIN.
►rr r►+_ 1►1-111Ezi u- rd Sil1i u1►
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6"
rr1yr11_ ►+
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-=-►►IEvr IS.
1d alrl=u►r
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AS DIRECTED
BY ENGINEER
NOT LESS THAN 6 „
0.D.+ 2
-
NORMAL EARTH FOUNDATION
ROCK FOUNDATION
NOR BUT
" PER FOOT OF 'H'
NOT
ORELESS
THANT2 N 12"
UNSUITABLE
_
MATERIAL
_
FOUNDATION
PIPE ABOVE GROUND
GENERAL NOTES:
I.D. = THE MAXIMUM HORIZONTAL INSIDE DIAMETER DIMENSION. DO NOT OPERATE HEAVY EQUIPMENT OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT HAS
BEEN PROPERLY BACKFILLED AND COVERED WITH AT LEAST 3 FEET OF APPROVED MATERIAL.
0.D. = THE MAXIMUM HORIZONTAL OUTSIDE DIAMETER DIMENSION. - - - - - SPRINGLINE OF PIPE
H = THE FILL HEIGHT MEASURED VERTICALLY AT ANY POINT
7://;/!//1
ABOVE TANDCBKFILL ELOW MATERILINEAL CLASS III OR CLASS II, TYPE 1
ALONG THE PIPE FROM THE TOP OF THE PIPE TO THE TOP
OF THE EMBANKMENT AT THAT POINT.
APPROVED SUITABLE LOCAL MATERIAL.
® TAKE CARE TO FULLY COMPACT HAUNCH ZONE OF PIPE BACKFILL.
rlErrrE rrlEr+1
UNDISTURBED EARTH MATERIAL
-:::
LOOSELY PLACED SELECT MATERIAL CLASS III OR CLASS II, TYPE 1
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. ..
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SELECT MATERIAL CLASS V OR VI FOR FOUNDATION CONDITIONING. ENCAPSULATE
SHEET 1 OF 3
UNCOMPACTED AS PIPE SEATING AND BACKFILL WILL ►.♦.AMOVi
WITH TYPE 2 GEOTEXTILE AS DIRECTED BY THE ENGINEER.
ACCOMPLISH COMPACTION.
300.01
4'-0"
3
hr
44
X
Y
PLAN
F -1
1„
1'-11"
L
i
GRATE SECTION X-X
31-101/2Rr
4'-O"
i
FRAME SECTION X-X
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m
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GRATE SECTION Y-Y
1" 1"
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1r-11"
GRATE SECTION X-X
FRAME SECTION X-X
214"
r-L-1
2 Fr
11/2,r
0
FOR 3/8r' DIA. BOLT
FRAME SECTION Y-Y
NOTE:
SEE STD. DWG. 840.25
FOR FRAME ANCHORAGE.
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SHEET 1 OF 1
840.24
1-181 STATE OF
NORTH CAROLINA
DEPT. OF TRANSPORTATION
DIVISION OF HIGHWAYS
RALEIGH, N.C.
TOP OF FILL / TOP OF FILL TOP OF FILL
L-
��
-_______
r
GROUND LINE
GROUND LINE
GROUND LINE
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COMPACT AFTER
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ill
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1 & PRIOR TO
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.:: ► FILL
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♦♦.�•:•♦_♦
I.D./8 MIN.
►r T ♦v♦♦♦♦•+++•r;sa+•�♦w4.4
��♦♦♦♦♦♦♦♦♦♦♦�♦♦♦♦�♦
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NOT LESS - .♦.♦.♦.♦.♦.♦� ♦.♦A ♦�•♦_♦_♦.A
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NOT LESS THAN 6"L
I+1i
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^
" , r
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ROADWAY STANDARD DRAWING FOR
METHOD OF PIPE INSTALLATION
RIGID PIPE
ROCK
_ L
`1
NORMAL EARTH FOUNDATION ROCK FOUNDATION AS
DIRECTED BY ENGR.
UNSUITABLE MATERIAL FOUNDATION
PIPE IN TRENCH
TOP OF FILL TOP OF FILL /
/
TOP OF FILL ■
/
l-
- -
H
H
H
--
r
GROUND LINE
MIN. O.D.
M~ p D.
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YIN. O.D. MIN. O.D.
MIN. 0.D MIN. 0.D
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GROUND LINE
-
- -
,
- -
- -
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TYPE 2
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- ....
I . D .16 MIN.
& PRIOR TO
► ♦ ♦ .♦♦♦♦♦♦♦♦♦♦♦j♦♦�♦�♦AJUb-♦AA PLACEMENT OF
♦♦T�ii► ♦♦•♦j'=
•
► ♦ ♦ .♦♦ ♦ ►♦♦)♦-♦-♦ ti'A �♦�♦�♦�♦��
NOT LESS THAN 6"
I.D./6 MIN.
►rr lux in -=-r►1-a11Is 1d Siii=lit
FILL
I.D./6 MIN.
Ert r11=_ a =►++ar is. 11d alr1r r►1
L.AS DIRECTED
COMPACT AFTER
O.D. + 2' _
NOT LESS THAN 6"
MIN. O.D. MIN. Q.D.
BY ENGINEER
NOT LESS THAN 6"
0.D.+ 2+
`
PIPE IS PLACED
& PRIOR TO
PLACEMENT OF
FILL NORMAL EARTH FOUNDATION
-"
ROCK FOUNDATION
BUT
NOR
PER FOOT OF 'H'
NOT LESS THAN 12"
MORE THAN 24" UNSUITABLE
MATERIAL FOUNDATION
PIPE ABOVE GROUND
GENERAL NOTES:
I.D. = THE MAXIMUM HORIZONTAL INSIDE DIAMETER DIMENSION. DO NOT OPERATE HEAVY EQUIPMENT OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT HAS
BEEN PROPERLY BACKFILLED AND COVERED WITH AT LEAST 3 FEET OF APPROVED MATERIAL.
0.D. = THE MAXIMUM HORIZONTAL OUTSIDE DIAMETER DIMENSION. - - - - - SPRINGLINE OF PIPE
H ALONGILL THEHPIPETFROM THEDTOPROFCTHEYAT PIPEANY TO THENT
TOP
��
BELOWTSPRINGLINEIIIATERIAL CLASS III OR CLASS II,
OF THE EMBANKMENT AT THAT POINT.
-
-
APPROVED SUITABLE LOCAL MATERIAL ABOVE SPRINGLINE.
-
® TAKE CARE TO FULLY COMPACT HAUNCH ZONE OF PIPE BACKFILL.
r1EFIrrE r+rrr++
UNDISTURBED EARTH MATERIAL
LOOSELY PLACED SELECT MATERIAL CLASS III OR CLASS II, TYPE 1
�:.g:-%••
- ..••
FOR PIPE BEDDING. LEAVE SECTION DIRECTLY BENEATH PIPE t;IVVF474W4
SELECT MATERIAL CLASS V OR VI FOR FOUNDATION CONDITIONING. ENCAPSULATE
SHEET 2 OF 3
UNCOMPACTED AS PIPE SEATING AND BACKFILL WILL CA.Ant0A
WITH TYPE 2 GEOTEXTILE AS DIRECTED BY THE ENGINEER.
ACCOMPLISH COMPACTION.
300.01
l
GS
'
N
N
N
DATE
CITY OF MEBANE COMMENTS
L. REVISIONS
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ISSUE DATE
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NOT FOR 1
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DESIGN AND ENGINEERING SERVICES
State License #: P-0339
320 Executive Court
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18-0156
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DRAWING NAME:
1 8-01 56_D.dwg
SHEET NO.
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TOP OF DAM ELEV = 610.00'
•
d
d
• .a
WEIR ELEV = 608.00'
22'
10'
2.0'
DAM ELEV = 610.00'
•
•
4
•
\ 4
4" DIAMETER ORIFICE
WITH PLUG & 2" DRILLED
HOLE. SEE SECTION
ELEV = 606.50'
3" MIN. COVER OVER REBAR
#4REBAR @16"O.C.
PROVIDE STAINLESS STEEL PIPE CLAMPS &
HARDWARE TO TIE "T" TO CONCRETE WEIR
WALL. CONTRACTOR TO SPEC CLAMPS &
HARDWARE AND PROVIDE TO ENGINEER FOR
APPROVAL
PERMANENT POOL
ELEV 606.50'
18" MIN. EXCAVATED POOL —
BELOW PERM. POOL
4
4
4
4
a d d
a
•
•.
4
ELW=606.50'
d
a
-III -III- I I IIIII
•d
a—
a
WET POND WEIR DETAIL — ELEVATION
NTS
TOP OF DAM ELEV = 610.00'
WEIR ELEV = 608.00'
4" THICK CONCRETE WEIR WALL (3,000 MIN. PSI)
4" DIA., SCHED. 40 PVC TO EXTEND 12" INTO BMP W/ "T" CONNECTION
WITH CAP AND EXTEND TO 12" BELOW PERM. POOL TO ENSURE
WATER IS DRAWN DOWN FROM BELOW THE WATER SURFACE TO
REDUCE TRASH/DEBRIS FROM CLOGGING THE ORIFICE.
4" PLUG w/ 2.0" DRILLED HOLE SHOULD BE INSTALLED ON END OF
PIPE. OUTLET ELEV = 606.5'
•
6" THICK CONC LINED
SPILLWAY (3,000 MIN. PSI)
ELEV = 606.50'
#4REBAR @16"O.6.—
TO EXTEND HORIZONTALLY k1•
MINIMUM LENGTH EQUAL TO THE
HEIGHT
WET POND WEIR DETAIL — SECTION
NTS
OUTLET PROTECTION
CLASS B RIP RAP
OVER FILTER FABRIC
•
O
4 • In
i
I
FOREBAY
•
/
•
4
0
•
604-
603/ _/
SEGMENTAL BLOCK
WALL (BY OTHERS)
100 YR STORM ELEV = 608.96'
SLOPE STABILIZATION NOTE: INTERIOR & EXTERIOR SLOPES
SHALL BE STABILIZED BY THE INSTALLATION OF CENTIPEDE SOD
TO THE PERMANENT POOL AND THE TOE OF SLOPE
10 YR STORM ELEV = 608.62'
III I 'I
10VEGETATIVE
SHELF
BOTTOM OF WALL (TOP OF
VEGETATIVE SHELF) = 607.00'
LINE TOP OF FOREBAY DAM
W/ 12" D CLASS B LIGHT RIP
RAP.
PERMANENT POOL ELEV = 606.50'
10' VEGETATIVE
SHELF (10:1
SLOPE)
TOP OF
VEGETATIVE
SHELF = 607.00'
SEGMENTAL BLOCK
WALL (BY OTHERS)
#4 REBAR @ 16" O.C.
TO EXTEND HORIZONTALLY A
MINIMUM LENGTH EQUAL TO THE
HEIGHT (TYP)
Oco TA
Gn.33o
N 12 *5
24.61'
WETPO N D I
SCALE: 1" = 20'
TOP OF WALL (BOTTOM OF
VEGETATIVE SHELF) = 606.00'
BOTTOM ELEV =
603.00'
—614-
WET POND DETAIL—TYP. SECTION
NTS
S
— WEIR OUTLET
STRUCTURE
BOTTOM OF VEGETATIV
SHELF = 606.00'
I III
FOREBAY —
10' VEGETATED
SHELF
10:1 SLOPE
l
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DATE
CITY OF MEBANE COMMENTS
REVISIONS
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ISSUE DATE
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DESIGN AND ENGINEERING SERVICES
State License #: P-0339
320 Executive Court
Fax: [phone]
/PROJECT NO.
18-0156
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SHEET NO.
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vil\Current Drawings \18-0156 G.dwg, D-6 SCM DETAILS-WETPOND II, 5/23/2022 5:03:43 PM, govinda.sed
N:\2018\18-0156.010 - DRPB Hospitality LLC - Mebane Ho
DAM ELEV = 621.00'
:1 SLOP
SLOPE STABILIZATION NOTE: INTERIOR & EXTERIOR SLOPES
SHALL BE STABILIZED BY THE INSTALLATION OF CENTIPEDE SOD
TO THE PERMANENT POOL AND THE TOE OF SLOPE
100 YR STORM ELEV = 620.03'
10 YR STORM ELEV = 619.61'
6 VEGETATIVE
SHELF
BOTTOM OF WALL (TOP OF
VEGETATIVE SHELF) = 618.00'
LINE TOP OF FOREBAY DAM
W/ 12" D CLASS B LIGHT RIP
RAP.
PERMANENT POOL ELEV = 617.50'
6' VEGETATIVE
SHELF (6:1
SLOPE)
TOP OF
VEGETATIVE
SHELF = 618.00'
SEGMENTAL BLOCK
WALL (BY OTHERS)
TOP OF WALL (BOTTOM OF
VEGETATIVE SHELF) = 617.00'
BOTTOM ELEV =
613.00'
3" MIN. COVER OVER REBAR
#4REBAR@16"O.C.
PROVIDE STAINLESS STEEL PIPE CLAMPS &
HARDWARE TO TIE "T" TO CONCRETE WEIR
WALL. CONTRACTOR TO SPEC CLAMPS &
HARDWARE AND PROVIDE TO ENGINEER FOR
APPROVAL
TOP OF DAM ELEV = 621.00'
PERMANENT POOL
ELEV 617.50'
18" MIN. EXCAVATED POOL -
BELOW PERM. POOL
WET POND DETAIL-TYP. SECTION
NTS
TOP OF DAM ELEV = 621.00'
WEIR ELEV = 619.50'
4" THICK CONCRETE WEIR WALL (3,000 MIN. PSI)
3" DIA., SCHED. 40 PVC TO EXTEND 12" INTO BMP W/ "T" CONNECTION
WITH CAP AND EXTEND TO 12" BELOW PERM. POOL TO ENSURE
WATER IS DRAWN DOWN FROM BELOW THE WATER SURFACE TO
REDUCE TRASH/DEBRIS FROM CLOGGING THE ORIFICE.
3" PLUG w/ 1.5" DRILLED HOLE SHOULD BE INSTALLED ON END OF
PIPE. OUTLET ELEV = 617.50'
:1 SLOPE
III,
BOTTOM OF VEGETATIVE
SHELF = 617.00'
1 III _
3:1 SLOPE
III—
'-FOREBAY
6" THICK CONC LINED
SPILLWAY (3,000 MIN. PSI)
ELEV = 617.50' OUTLET PROTECTION
CLASS B RIP RAP
OVER FILTER FABRIC
#4 REBAR @ 16" O.d.
TO EXTEND HORIZONTALL /3k.
MINIMUM LENGTH EQUAL TO THE
HEIGHT
WET POND WEIR DETAIL - SECTION
NTS
—I I 1
•
•
WEIR ELEV = 619.50'
22'
10'
L-1
I
3EE
02)
616
617-
2.0'
10' WIDE TOP OF
DAM= 621.00
621-
-619-
\Ill/ \Ill/ \Ill/ \Ill/
•
4 •
•
•
4
4
3" DIAMETER ORIFICE
WITH PLUG & 1.5" DRILLED
HOLE. SEE SECTION
ELEV = 617.50'
•
•
4
4
•.
a
a - d
ELQE V =617.50'
U
_1 I —III_ 1 1 1-1 1 11 1 1-
WET POND WEIR DETAIL - ELEVATION
NTS
11-
• a
od • 0
a
•
•
•
•
•
0
#4 REBAR @ 16" O.C.
TO EXTEND HORIZONTALLY A
MINIMUM LENGTH EQUAL TO THE
HEIGHT (TYP)
6'VEGETATED SHELF
6:1 SLOPE
621�
WEIR OUTLET
STRUCTURE
WETPO N D II
SCALE: 1" = 20'
\ FE
FOREBAY
T. —
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CONSTRUCTION.)
DESIGN AND ENGINEERING SERVICES
State License #: P-0339
320 Executive Court
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PROJECT NO.
18-0156
DRAWING NAME:
18-0156_G.dwg
SHEET NO.
D-6
1

EXCELSIOR WATTLE
WATTLE DETAIL
EDGE OF PAVEMENT
MATTING
BACK
SLOPE
ISOMETRIC VIEW
2'(MAX.)2' UPSLOPE
STAKE ,-NATURAL GROUND
MATTI NG
2 IN.
MATTING
2' DOWNSLOPE
STAKE
CROSS SECTION
VEE DITCH
2' UPSLOPE
STAKE
CROSS SECTION
TRAPEZOIDAL DITCH
NATURAL GROUND
2' DOWNSLOPE
STAKE
FLOW -
SHEET NO.
EC-20
ENGINEER
IMPAULICS
ENGINEER
NOTES:
USE MINIMUM 12 IN. DIAMETER EXCELSIOR WATTLE.
USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. CROSS SECTION.
ONLY INSTALL WATTLE(S) TO A HEIGHT IN DITCH SO FLOW WILL NOT
WASH AROUND WATTLE AND SCOUR DITCH SLOPES AND AS DIRECTED.
INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE
STAKES AT AN ANGLE TO WEDGE WATTLE TO BOTTOM OF DITCH.
PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE
FORMED INTO A U SHAPE NOT LESS THAN 12" IN LENGTH.
INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON
BOTH SIDES OF WATTLE AND AT EACH END TO SECURE IT TO THE SOIL.
INSTALL MATTING IN ACCORDANCE WITH SECTION 1631 OF THE
STANDARD SPECIFICATIONS.
INSET A
INSET B
TOP VIEW
STANDARD METAL
POSTS 2'-0" IN GROUND
GALVINIZED HARDWARD WIRE
EXTENDS TO TOP OF BOX
t��I■■L,
° v�:-"r:(1'i�• Ark jyrrT���'�V•
rd a �7
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604
0
Yet.
_ #57 WASHED STONE PLACED
TO A HEIGHT OF 12"-18" MIN.
ABOVE TOP OF BOX
STANDARD CATCH BASIN/YARD
INLET PROTECTION
NTS
NOTES,
10' x 10' SQUARE WASHOUT BASIN
24" MIN,
1. INSTALL CONCRETE WASHOUT PKTAT LOCATION(S) SHOWN ON PLANS.
2. LINE PIT WITH IMPERVIOUS FABRIC OR POLYETHYLENE SHEET. ANCHOR FABRIC INTO
GROUND OUTSIDE PIT AS SHOWN.
3. MAXIMUM WATER AND SEDIMENT DEPTH IS 12". PR MUST 8E EXCAVATED AND RE -LINED WHEN
DEPTH OF SEDIMENT REACHES 12' OR COMBINED WATER/SEDIMENT DEPTH EXCEEDS 12"
FOLLOWING WASHOUT OF CONCRETE TRUCK.
4. ALLOW WATER TO EVAPORATE COMPLETELY PRIOR TO EXCAVATING PIT.
5. WASHOUT PIT MAY BE LOCATED NO CLOSER THAN 50' TO DRAINS, INLETS. OR SURFACE
WATERS.
CONCRETE WASHOUT PIT
H 24" MIN
SLOPE 2:1 MAX r/
If
NATURAL GROUND OR
FILL / CUT SLOPES
11I-I1I-I1 I1
-111E111=111E111-111E111E111E111=111 I I I
-1 11=11 I-111=111=
BERM
24" MIN
z_
II
�1=III
III-
-=11=III=III=III-
I I i lI I I I I � I I I I I�, I 1 1-1 1 1-1 11=1 1 11' "
COMPACTED FILL
18" MIN DEPTH
NATURAL GROUND OR `:::11=11 -11
FILL / CUT SLOPES '.'.::;11 1 1 111;
II ,,
-I
- -� � �-1 I I-1 11-III-III-I I
�1111111111111�11111�11111�11111i11111111111111111111111111i11111�11111;III-III=1I1'
111111-111=1 i 1=1 i I - - -
BERM/DITCH
MAINTENANCE:
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY
RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA
AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND
MAKE TIMELY REPAIRS AS NEEDED.
WHEN THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE
THE RIDGE AND THE CHANNEL TO BLEND AREA WITH NATURAL
GROUND LEVEL AND STABILIZE APPROPRIATELY.
FLOW
111-
1-'
NATURAL GROUND OR
FILL / CUT SLOPES
I -I 1 I -I 1 I -I 1 I -I 1 I-I
,11111111111111111111111111111111.
18" MIN DEPTH
1111 11I--
--11111
DITCH
O�
11=III-II
-I
SUFFICIENT TO DIRECT ALL SEDIMENT -LADEN STORMWATER
INTO A SEDIMENT CONTROL DEVICE. MUST BE INSTALLED PRIOR
TO CLEARING AND GRUBBING OF THE AREA (OR IN
CONJUNCTION WITH THIS OPERATION IF SEDIMENT CONTROLS
AND DIVERSIONS ARE INSTALLED AS EACH CRITICAL POINT IS
REACHED).
1. DIVERSIONS SHOULD BE LOCATED TO MINIMIZE DAMAGES
BY CONSTRUCTION OPERATIONS.
2. DIVERSIONS SHOULD BE SEEDED AND MULCHED IF THEY
ARE TO REMAIN IN PLACE OVER 30 DAYS.
3. CHECK DEVICE AFTER EACH RAIN, BUT ONCE A WEEK
REGARDLESS REPAIR AS NECESSARY.
TEMPORARY DIVERSION BERM / DITCH
NTS
5'SOD /GRASS
FILTER STRIP
NOTE:
SEE WETLAND BMP DETAIL FOR
LENGTH AND WIDTH
12" DEEP
POOL
MIN. 12" THICK
SEE RIP RAP
SIZE & DEPTH
ON PLANS
MIN. 6"
\MIN. 12"
FILTER FABRIC TO FULLY
ENCOMPASS EXTENTS OF RIP
RAP AND BE TOED -IN A
MINIMUM OF 12" ON ALL SIDES.
RIP RAP PLUNGE POOL
NOT
NOTES:
A. WASHED STONE PAD TO BE 50'L X 25'W X 6"TH MINIMUM. IF THE ADJOINING ROADWAY IS WIDER THAN 25', THEN THE WASHED
STONE SHALL BE AS WIDE AS THE ADJOINING ROADWAY.
B. TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE TRUCKS IS TO BE PROVIDED.
C. ENTRANCE(S) SHOULD BE LOCATED TO PROVIDE FOR MAXIMUM UTILITY BY ALL CONSTRUCTION VEHICLES.
D. MUST BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR DIRECT FLOW OF MUD ONTO STREETS. PERIODIC
TOP DRESSING WITH STONE (2" THICK) WILL BE NECESSARY; KEEP SOME HANDY.
E. ANY MATERIAL WHICH STILL MAKES IT ONTO THE ROAD MUST BE CLEANED UP IMMEDIATELY.
NOTES:
APPLICABLE AT ALL POINTS OF
INGRESS AND EGRESS UNTIL SITE
IS STABILIZED. FREQUENT CHECKS
OF THE DEVICE AND TIMELY
MAINTENANCE MUST BE PROVIDED.
2-3"
COARSE AGGREGATE
FILTER FABRIC UNDER STONE
TEMPORARY STONE CONSTRUCTION ENTRANCE / EXIT
NTS
(is m) /AA/
©
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED. NOTE: VVHEN USING CELLO -SEED DO NOT SEED
PREPARED AREA. CELLO -SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE BLANKET IN A 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH WITH APPROXIMATELY 12" (30cm) OF BLANKET EXTENDED
BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm) APART IN THE BOTTOM OF THE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30cm) PORTION OF BLANKET BACK OVER SEED AND
COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF STAPLES/STAKES SPACED APPROXIMATELY 12" (30cm) APART ACROSS THE WIDTH OF THE BLANKET.
3. ROLL CENTER BLANKET IN DIRECTION OF WATER FLOW IN BOTTOM OF CHANNEL. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL BLANKETS
MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. VVHEN USING OPTIONAL
DOT SYSTEM , STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. PLACE CONSECUTIVE BLANKETS END OVER END (SHINGLE STYLE) WITH A 4"-6" (10cm-15cm) OVERLAP. USE A DOUBLE ROW OF STAPLES STAGGERED 4" (10cm) APART AND 4"
(10cm) ON CENTER TO SECURE BLANKETS.
5. FULL LENGTH EDGE OF BLANKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm) APART IN A 6" (15cm) DEEP X 6"
(15cm) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
6. ADJACENT BLANKETS MUST BE OVERLAPPED APPROXIMATELY 2"-5" (5cm-12.5cm) (DEPENDING ON BLANKET TYPE) AND STAPLED. TO ENSURE PROPER SEAM ALIGNMENT, PLACE
THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING INSTALLED ON TOP) EVEN WITH THE COLORED SEAM STITCH ON THE BLANKET BEING OVERLAPPED.
7. IN HIGH FLOW CHANNEL APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT 9m-12m INTERVALS. USE A DOUBLE ROW OF STAPLES STAGGERED 4"
(10cm) APART AND 4" (10cm) ON CENTER OVER ENTIRE WIDTH OF THE CHANNEL.
8. THE TERMINAL END OF THE BLANKETS MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm) APART IN A 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. NOTE:
(10cm-15cm)
(30 cm)
' I
VA/ (15 cm)
5cm) ©
\\/\VA/ (15 cm)
(10 cm)
5cm-12.5cm)
A
B C/
A
B C
CRITICAL POINTS
A. OVERLAPS AND SEAMS
B. PROJECTED WATER LINE
C. CHANNEL BOTTOM/SIDE
SLOPE VERTICES
14649 HIGHWAY 41 NORTH, EVANSVILLE,
INDIANA 47725 USA
1-800-772-2040 CANADA
1-800-448-2040
wvw.nagreen.com
* 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 BLANKETS.
MAINTENANCE:
DURING THE ESTABLISHMENT PERIOD, INSPECT CHANNELS ONCE A VVEEK AND AFTER EVERY RAINFALL. REMOVE SIGNIFICANT SEDIMENT DEPOSITS THAT
WOULD AFFECT VEGETATION GROVVTH. CHECK CHANNEL OUTLET AND PIPE OUTLETS FOR PIPING OR SCOUR HOLES, AND CHECK SIDE SLOPES FOR BANK
STABILITY. IMMEDIATELY REPAIR ANY DAMAGE.
AFTER GRASS IS ESTABLISHED, INSPECT THE CHANNELS AFTER EVERY HEAVY RAINFALL EVENT. REMOVE ALL SIGNIFICANT SEDIMENT ACCUMULATION, AND
KEEP VEGETATION IN A HEALTHY, VIGOROUS CONDITION.
NORTH AMERICAN GREEN SLOPE BLANKET
NTS
z
(V
•
0
0
8" 0
NOTES:
12 GAUGE 4"X4" OR 2"X4" WELDED WIRE
HOOKED ONTO PERFORMED CHANNELS ON
STEEL POSTS. (NO WOOD POSTS)
ULTRAVIOLET RESISTANT (BLACK) MIRIFI
FABRIC OR EQUIVALENT SECURED TO WIRE W/
METAL CLIPS OR WIRE AT 8" OFF CENTER.
MAX. SEDIMENT STORAGE LEVEL. REMOVE
SEDIMENT WHEN THIS LEVEL IS REACHED OR AS
DIRECTED BY CONSERVATION INSPECTOR.
- - III -AI=III-III-III-III111-
1= = =1 111=111=1 I I_
iuimui
111E111E111=111-1
1-ITI-I 11=111=111=1111-ITI-ITI=111=111=11 I_
III -I 11111a 11111111-
II I
-III-I 1-11 =
=11111111I 11-- '
TRENCH, COVER W/ SOIL & TAMP BACKFILL.
SHEET DRAINAGE (ONLY)
NATURAL GRADE
CARRY APPROX.12" OF FABRIC INTO TRENCH
CARRY 6" OF WIRE INTO TRENCH.
STEEL POSTS @ 8' O.C. MAX.. (NO WOOD POSTS)
MAINTENANCE:
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY. SHOULD THE FABRIC OF A FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT
PROMPLY. REPLACE BURLAP EVERY 60 DAYS. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE.TAKE CARE TO AVOID UNDERMINING
THE FENCE DURING CLEANOUT. REMOVE ALL FENCING MATERIALSAND UNSTABLE SEDIMENT DEPOSITS AND BRING THE ARE
TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
g' OC MAX �I
so FENCE
SEOTMEN-'g(O
FLOW OF
EPTT WATER
1) TOTAL DRAINAGE AREA FLOWING TO THE FENCE MAY
NOT EXCEED 1 ACRE.
2) SILT FENCES SHOULD NOT BE USED AT PIPE
OUTLETS OR IN AREAS OF CONCENTRATED FLOW
(CREEKS, DITCHLINES, SWALES ETC.)
TO INCREASE STORAGE CAPACITY AND PROLONG THE
LIFE OF THE SILT FENCE, IT IS GENERALLY ADVISABLE TO
DIG A SEDIMENT PIT IN FRONT OF YOUR SILT FENCE
WHENEVER POSSIBLE.
TEMPORARY SILT FENCE
NTS
.,
STEEL POST
WOVEN WIRE FARM
SILT FENCE FABRIC
MIN. 10 GA
UNE WIRES
FILL SLOPE
4" WIDE K B" DEEP TRENCH
OVER SKIRT •
ANCHOR SKIRT AS
DIRECTED SY ENGINEER •
SIDE VIEW
e' MAX.
VAAIABLE RS DIRECTED BY THE ENGINEER
L LLL L L L 1
.aP����y TREE PROTECTI:ONARi'.A
• ■ •••..�
DO NOT E...es..•.
•1ti►••••i►*••e Ti I•ER •-• •-•'.'.-•'••••-i
-.4;:.4i4i►.4.s+�•4i4.ki�i�r`•� _. s r��ia.�+�i*i*i�►�+�i�i�irii�ii4.ar;
•,,,,i' ►�■•► aa•� i r►�' F ���•■T��r�P s� ••i�`* a i!i�•:�'ri
� •r�ai�rA.r ,►r r-r-tlT-rt r i ��r��rr. r �rr�r
=Il-li-}I-II, II--•III--11-1f-iF"11-t-11�1IE=11-II-II-EI-1i1 Il-lf-11-1i-I[-II 2--III
• FOR REPAIR OF SIT
FENCE FAIWRES, USE
No. 57 WASHED
STONE.
E= =1
SILT FENCE FABRIC
INSTALLED TO SECOND
WIRE FROM TOP
NOTES:
1. ND ORANGE SILT FENCE PERMITTED.
2. USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES NOT EXCEED
1/4 ACRE AND NEVER IN AREAS OF CONCENTRATED FLOW.
3. ORANGE, UV RESISTANT, H!GH-TENSIL STRENGTH, POLLY BARRICADE FABRIC MUST BE USED.
5. ENO OF SILT FENCE NEEDS TO BE TURNED UPHILL
6. WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL
7. LETTERS TO BE 3" HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS DETAILED.
8. SIGNS SHALL BE PLACED AT 50• MAXIMUM INTERVALS.
9. PLACE A SIGN AT EACH END OF UNEAR TREE PROTECTION AND 50" ON CENTER THEREAFTER.
10. FOR TREE PROTECTION AREAS LESS THAN 200. IN PERIMETER, PROVIDE
NO LESS THAN ONE SIGN PER PROTECTION AREA.
11. ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC.
12. MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATION OF PROJECT.
13. ADDITIONAL SIGNS MAY BE REQUIRED BY TOWN OF HOLLY SPRINGS ENGINEERING
DEPARTMENT BASED ON ACTUAL FIELD CONDITIONS.
14. PLACE A SIGN AT EACH END OF UNEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER,
ORANGE, W RESISTANT,
HIGH - TENSiL STRENGTH.
POLY BARRICADE FABRIC [I YPICAL)
FRONT VIEW
4•
4•
3-
4•
TREE PROTECTION FENCE
MIN. 12-1/2 GA.
INTERMEDGTE
WIRES
GRADE
TREE PROTECTION AREA
18"
DO NOT ENTER
WARNING SIGN DETAIL
INLET Z I N
-� z0 1--
_lnirL _ L:LY°-UI t�asw
- -- - SyrFaPa-araa-
- 25Y of - "r
�s surface 9rP.9 / - - -
SUPPORT ROPE
TO WIRE TO
PREVENT SAGGING
FENCE AND FABRIC
BURIED IN TRENCH
6"X6" TRENCH,
BACKFILLED AND
COMPACTED
PLAN VIEW
SUPPORT POST
24" INTRO BOTTOM
OR SIDE
COIR MESH OR SIMILAR, STAPLED OR
TRENCHED INTO BOTTOM OR SIDE
2'
Ii
CROSS SECTION
STEEL POST
SECTION VIEW AT OPENING
STAKE TO
SUPPORT WIRE
NOTES:
1. BAFFLE MATERIAL SHOULD BE SECURED AT THE BOTTOM AND
SIDES USING STAPLES OR BY TRENCHING AS FOR SILT FENCE.
2. MOST OF THE SEDIMENT WILL ACCUMULATE IN THE 1ST BAY,
WHICH SHOULD BE READILY ACCESSIBLE FOR MAINTENANCE.
3. PROVIDE 3 BAFFLES (USE TWO IF LESS THAN 20 FEET IN
LENGTH). PROVIDE 5 BAFFLES FOR DRAINAGE AREAS
GREATER THAN 10 ACRES.
4. BAFFLE SHALL BE 700 G/M2 COIR EROSION BLANKET.
5. TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER THAN THE
TOP OF THE BERMS
6. INSPECT BAFFLES FOR REPAIR ONCE A WEEK AND AFTER
EACH RAINFALL
INFLOW
STRUCTURE
-24" MIN
TARP PROTECTION.
EMERGENCY
SPILLWAY
BAFFLES
INFLOW
STRUCTURE
PLAN VIEW
BAFFLES (STD) 1' MIN FREEBOARD
SKIMMER
DEWATERING
ZONE
INLET SHALL BE
PROTECTED (AS NEEDED)
FROM EROSION WITH
RIPRAP, TARP, MATTING OR
EQUIVALENT.
CROSS SECTION
16" MAX FLOW
DEPTH
10' MINA
WEIR LENGTH
SECTION THRU WEIR
TOP OF DAM
EMERGENCY
SPILLWAY
ELEVATION
CMP OUTLET PIPE
r
J
TOP OF DAM
L
DITCH AND BURY TARP
EDGE (MIN. 12")
DISSIPATER PAD
(-RIP RAP
NOTES:
1. BASIN SHOULD BE CLEANED OUT WHEN CAPACITY REACHES AN ELEVATION REPRESENTING THAT
THE BASIN IS HALF -FULL.
2. THE TARP USED TO PROTECT THE WEIR SHALL BE THE WIDTH SPECIFIED. THE LENGTH OF THE
TARP SHALL BE ACCORDING TO AVAILABLE SUPPLY. IF MULTIPLE TARPS ARE TO BE USED,
THEN TARPS SHALL BE OVERLAPPED AT LEAST 12". THE UPSTREAM 12" TARP SHALL OVERLAP
THE DOWNSTREAM TARP. THE TARP SHALL BE 50 MIL. HEAVY DUTY SILVER TARPAULINS OR
EQUIVALENT FOR U.V. RESISTANCE.
3. PROVIDE A MINIMUM OF THREE POROUS BAFFLES TO EVENLY DISTRIBUTE FLOW ACROSS THE
BASIN, REDUCING TURBULENCE.
4. BAFFLE MATERIAL MUST BE SECURED AT THE BOTTOM AND SIDES USING STAPLES OR BY
TRENCHING AS FOR A SILT FENCE.
5. MOST OF THE SEDIMENT WILL ACCUMULATE IN THE FIRST BAY, SO THIS SHOULD BE READILY
AVAILABLE FOR MAINTENANCE.
6. DURING THE CONSTRUCTION PHASE OF THE PROJECT, PERMANENT STORMWATER RISER SHALL
ONLY DEWATER FROM THE TOP OF PIPE.
7. POND SHALL NOT BE CONVERTED FOR STORMWATER USE UNTIL APPROVED BY ENVIRONMENTAL
ENGINEER.
WATER ENTRY UNIT
WITH TRASH SCREEN
ORIFICE OPENING INSIDE THE
HORIZONTAL TUBE WITH A
CONSTANT HYDRAULIC HEAD
SCHEDULE 40 PVC PIPE FLOAT PVC VENT PIPE
(BARREL OR ARM)
FLEXIBLE HOSE
TOP VIEW
WATER ENTRY UNIT
END VIEW
GENERAL NOTES:
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN CORRECT AMOUNT OF TIME.
MODIFICATIONS MAY BE REQUIRED IF FIELD CONDITIONS WARRANT A CHANGE.
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE DISCHARGE END OF THE PIPE.
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT MANNER.
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT SHEET, AND INSTRUCTIONS ON WEB
SITE FOR EACH SIZE.
111=11
III=1
III-
_I
POTENTIAL FOR PIPING CAN
OCCUR. PROPER DESIGN TO
MINIMIZE DISCHARGE
AROUND PIPE MUST OCCUR.
DISCHARGE PIPE
SCHEDULE 40
EARTHEN EMBANKMENT
EMERGENCY SPILLWAY
SCHEDULE 40 PVC PIPE
(BARREL OR ARM)
FLEXIBLE HOSE
I 1=1 I 1 -111E111E111E111-11
PVC VENT
PIPE
FLOAT
L = 1.4 x DEPTH
TO THE OVERFLOW
MINIMUM LENGTH APPUES
11=111=1M=
USE SUPPORT ROPE
OR HOG WIRE TO
PREVENT SAGGING
STEEL
POSTS
4' O.C.
MATERIAL SIMILAR TO
700 G/m2 COIR EROSION
BLANKET OR COIR MESH
FOLDED OVER TO REDUCE
PORE SIZE - MUST BE
STAPLED OR TRENCHED
TOP OF FABRIC SHOULD
BE 6" HIGHER THAN MAIN
SPILLWAY AND 2" LOWER
THAN TOP OF THE DAM
STEEL POSTS
4' 0.C.
POROUS BAFFLES AND INSTALLATION
N TS
24"
MIN
MATERIAL SHOULD BE
EXTENDED INTO THE SIDES OF
THE EXCAVATION SO THAT NO
WATER CAN FLOW AROUND
THE EDGES OF THE BAFFLE
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DESIGN AND ENGINEERING SERVICES
State License #: P-0339
320 Executive Court
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1
SKIMMER BASIN
NTS
SIDE VIEW
(NO SCALE)
MAINTAIN DEPRESSION TO
MINIMIZE CHANCE OF
SKIMMER BECOMING STUCK
SKIMMER
NTS
SHEET NO.

1
NORTH
AMERICAN
GREEN
12"
(30 cm)
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED.
NOTE: WHEN USING CELLO -SEED DO NOT SEED PREPARED AREA. CELLO -SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6" (15cm) DEEP X 6" (15cm) WIDE TRENCH
WITH APPROXIMATELY 12" (30cm) OF BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE
BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30cm) APART IN THE BOTTOM OF THE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30cm)
PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF
STAPLES/STAKES SPACED APPROXIMATELY 12" (30cm) APART ACROSS THE WIDTH OF THE BLANKET.
3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES
IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYSTEM , STAPLES/STAKES
SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2"-5" (5cm-12.5cm) OVERLAP DEPENDING
ON BLANKET TYPE. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERLAPPING BLANKET (BLANKET BEING
INSTALLED ON TOP) EVEN WITH THE COLORED SEAM STITCH ON THE PREVIOUSLY INSTALLED BLANKET.
5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE
3" (7.5cm) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30cm) APART ACROSS ENTIRE
BLANKET WIDTH.
NOTE:
*IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15cm) MAY BE NECESSARY TO
PROPERLY SECURE THE BLANKETS.
14649 HIGHWAY41 NORTH, EVANSVILLE, INDIANA47725
USA 1-800-772-2040 CANADA 1-800-448-2040
www.nagreen.com
TYPICAL SLOPE BLANKET INSTALLATION
PERMANENT SEEDING IN NORTH CAROLINA (TABLE 6.11L)
SEEDING MIXTURE
SPECIES
TALL FESCUE
SERICEA LESPEDEZA
KOBE LESPEDEZA
RATE (LB/ACRE)
250
20
10
50
SEEDING NOTES
1. AFTER AUGUST 15 USE UNSCARIFIED SERICEA SEED.
2. WHERE PERIODIC MOWING IS PLANNED OR A NEAR APPEARANCE IS DESIRED, OMIT SERICEA AND INCREASE
KOBE LESPEZEDA TO 40 LB/ACRE.
3. TO EXTEND SPRING SEEDING DATES INTO JUNE, ADD 15LB/ACRE HULLED BERMUDAGRASS. HOWEVER, AFTER
MID-APRIL IT IS PREFERABLE TO SEED TEMPORARY COVER.
NURSE PLANTS
BETWEEN MAY 1 AND AUGUST 15, ADD 10 LB/ACRE GERMAN MILLET OR 15LB/ACRE SUDANGRASS. PRIOR TO MAY 1 OR
AFTER AUGUST 15 ADD 40 LB/ACRE RYE (GRAIN).
SEEDING DATES
FALL:
LATE WINTER:
BEST POSSIBLE
AUGUST 25 - SEPTEMBER 15 AUGUST 20 - OCTOBER 25
FUBRUARY 15 - MARCH 21 FEBRUARY 1 - APRIL 15
FALL IS BEST FOR ALL FESCUE AND LATE WINTER FOR LESPEDEZAS. OVER SEEDING OF KOBE LESPEZEDA OVER
FALL -SEEDED TALL FESCUE IS VERY EFFECTIVE.
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4,000 LB/ACRE GROUND AGRICULTURAL
LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCH. ANCHOR STRAW BY
TACKING WITH ASPHALT, NETTING OR ROVING OR BY CRIMPING WITH A MULCH ANCHORING TOOL. A DISK WITH
BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE. MAY BE MOWED ONCE OR TWICE AYEAR,
BUT MOWING IS NOT NECESSARY. RESEED, FERTILIZE AND MULCH DAMAGED AREAS IMMEDIATELY.
SEEDING SCHEDULE
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND
UNIFORM.
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND UNIFORMLY AND MIX WITH SOIL (SEE BELOW*).
5.) CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6
6.) SEED ON A FRESHLY PREPARED SEEDBED AND SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK
7.) MULCH IMMEDIATELY AFTER SEEDING AND
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE.
STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH ORIGINAL LIME, FERTILIZER AND SEEDING RATES.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE AND FERTILIZATION AFTER PERMANENT COVER IS
APPLY:
AGRICULTURAL LIMESTONE - 2 TONS/ ACRES (3 TONS/ACRE IN CLAY SOILS)
FERTILIZER - 1,000 Ibs. / ACRE-10-10-10
SUPERPHOSPHATE- 500 Ibs> / ACRE -20% ANALYSIS
MLCH -2 TONS /ACRE (5000 LBS/AC FOR STEEP SLOPES) - SMALL GRAIN STRAW
ANOTHER - ASPHALT EMULSION @ 300 GALS./ ACRE
SEEDBED PREPARATION
MAINTENANCE:
NEW SEEDLINGS SHOULD BE INSPECTED FREQUENTLY AND MAINTENANCE PERFORMED AS NEEDED. IF RILLS ANG
GULLIES DEVELOP, THEY MUST BE FILLED, RE -SEEDED, AND MULCHED AS SOON AS POSSIBLE. DIVERSIONS MAY BE
NEEDED UNTIL NEW PLANTS TAKE HOLD.
DAMAGE TO VEGETATION FROM DISEASE, INSECTS, TRAFFIC, ETC., CAN OCCUR AT ANY TIME.HERBICIDES AND REGULAR
MOWING MAY BE NEEDED TO CONTROL WEEDS. DUST AND SPRAYS MAY BE NEEDED TO CONTROL INSECTS.
WEEK OR DAMAGED SPOTS MUST BE RELIMED, FERTILIZED, MULCHED, AND RESEEDED AS PROMPTLY AS POSSIBLE.
MAINTENANCE OF EROSION AND SEDIMENT CONTROL MEASURES
MAINTAIN ALL EROSION AND SEDIMENT CONTROL MEASURES PER THE REQUIREMENTS OF THE PERMIT AND THE NORTH
CAROLINA SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
AT A MINIMUM, THE FOLLOWING MAINTENANCE IS REQUIRED:
1. CONSTRUCTION ENTRANCE
(a. WASH AND RE -WORK STONE AND/OR PLACE ADDITIONAL STONE AS REQUIRED PREVENTING TRACKING
OF MUD ONTO THE ROADWAYS.
(b. CLEAN OUT THE SEDIMENT -TRAPPING DEVICE FOR THE WASH RACK.
(c. REMOVE ALL MATERIALS SPILLED, DROPPED, WASHED OR OTHERWISE TRACKED ONTO ROADWAYS OR
INTO STORM SEWERS IMMEDIATELY. DO NOT USE WATER TRUCKS TO WASH THE ROADWAYS.
(d. MAINTENANCE AND REPAIRS SHOULD COMPLY WITH THE REQUIREMENTS OF STANDARD AND
SPECIFICATION 6.06 OF THE NORTH CAROLINA SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
2. SILT FENCE
(a. INSPECT IMMEDIATELY FOLLOWING EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED
RAINFALL.
(b. MAKE ANY REQUIRED REPAIRS IMMEDIATELY. GIVE SPECIAL ATTENTION TO DAMAGE RESULTING FROM
END -RUNS AND UNDERCUTTING.
(c. REPLACE FABRIC AND/OR WIRE THAT IS DECOMPOSING OR IS OTHERWISE INEFFECTIVE.
(d. CLEAN OUT ACCUMULATED SEDIMENT FOLLOWING EVERY STORM EVENT. DO NOT ALLOW SEDIMENT TO
ACCUMULATE HIGHER THAN ONE-HALF THE HEIGHT OF THE BARRIER.
(e. MAINTENANCE AND REPAIRS SHOULD COMPLY WITH THE REQUIREMENTS OF STANDARD AND
SPECIFICATION 6.62 OF THE NORTH CAROLINA SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
3. SILT FENCE OUTLET
(a. INSPECT SILT FENCE OUTLET FOLLOWING EVERY STORM EVENT. RE -LAY ROCK AS NECESSARY TO
PREVENT CONCENTRATED FLOW FROM RUNNING ACROSS THE OUTLET PROTECTION.
4. STORM WATER OUTLET/INLET
(a. INSPECT OUTLET/INLET PROTECTION FOLLOWING EVERY STORM EVENT. RE -LAY RIPRAP AS
NECESSARY TO PREVENT CONCENTRATED FLOW FROM RUNNING ACROSS THE OUTLET PROTECTION.
(b. MAINTENANCE AND REPAIRS SHOULD COMPLY WITH THE REQUIREMENTS OF STANDARD AND
SPECIFICATION 6.51 OF THE NORTH CAROLINA SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
5. SKIMMER SEDIMENT BASIN
(a. SKIMMER SEDIMENT BASINS SHOULD BE INSPECTED AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
RAINFALL EVENT.
(b. SEDIMENT SHOULD BE REMOVED AND RESTORED TO ITS' ORIGINAL DESIGN DIMENSIONS WHEN
SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE FIRST BAFFLE.
(c. THE SKIMMER SHOULD BE INSPECTED FOR CLOGS AND REPAIRED APPROPRIATELY.
(d. MAINTENANCE AND REPAIRS SHOULD COMPLY WITH THE REQUIREMENTS OF STANDARD AND
SPECIFICATION 6.64 OF THE NORTH CAROLINA SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
6. POROUS BAFFLES
(a. POROUS BAFFLES SHOULD BE INSPECTED DURING THE SKIMMER SEDIMENT BASIN INSPECTION AND
REPAIRED IF THEY ARE DAMAGED AND RE -ANCHORED AS NECESSARY.
(b. MAINTENANCE AND REPAIRS SHOULD COMPLY WITH THE REQUIREMENTS OF STANDARD AND
SPECIFICATION 6.65 OF THE NORTH CAROLINA SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
7. TEMPORARY DIVERSION DITCH WITH MATTING
(a. DIVERSION DITCH, EROSION CONTROL MATTING, AND WATTLE CHECKS SHOULD BE INSPECTED ONCE A
WEEK AND AFTER EVERY RAINFALL.
(b. REMOVE ALL SIGNIFICANT SEDIMENT ACCUMULATIONS WITHIN DITCH.
(c. MAINTENANCE AND REPAIRS SHOULD COMPLY WITH THE REQUIREMENTS OF STANDARD AND
SPECIFICATION 6.17 AND 6.30 OF THE NORTH CAROLINA SEDIMENT CONTROL PLANNING AND DESIGN
MANUAL
8. WATTLE CHECKS
(a. THE UPSTREAM SIDE OF THE WATTLE SHOULD BE MAINTAINED TO ALLOW THE WATER TO FLOW
THROUGH, REDUCE VELOCITY, DISTRIBUTE FLOCCULANT AND ALLOW SEDIMENTATION TO OCCUR.
(b. IF THE NATURAL FIBERS OF THE WATTLE BECOME TOO SATURATED WITH DEBRIS, SEDIMENT, ETC., AND
REMOVAL OF THESE ITEMS IS NOT POSSIBLE, WATTLES SHOULD BE REPLACED.
(c. STAKES SHOULD BE USED TO ANCHOR THE WATTLE ADEQUATELY TO THE GROUND TO PREVENT
SCOURING AND WASHOUT DURING STORM EVENTS.
(d. THE EXCELSIOR PAD BENEATH THE WATTLES IS CRITICAL TO THE PROPER FUNCTIONING OF THE
WATTLES.
9. NAG - SC150 MATTING
(a. REPAIR EROSION AND/OR UNDERMINING AT THE TOP OF THE SLOPE.
(b. REPAIR UNDERMINING BENEATH MATTING. PULL BACK THE MATTING, FILL AND COMPACT ERODED AREA,
RESEED AND THEN SECURE MATTING FIRMLY.
(c. REPOSITION OR REPLACE MATTING THAT HAS MOVED ALONG THE SLOPE OR CHANNEL AND SECURE
FIRMLY. REPLACE DAMAGED MATTING.
EROSION CONTROL & MAINTENANCE PLAN NOTES:
1. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE STANDARDS,
SPECIFICATIONS AND DETAILS OF THE LATEST EDITION OF THE NC EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL. THE APPLICANT HAS THE RESPONSIBILITY TO CONTACT, VERIFY AND
ADHERE TO ALL NCDEQ SPECIFICATIONS AND CHECKLIST REQUIREMENTS OF THE STATE, WHICH CAN BE
REVIEWED AT THE NCDEQ WEBSITE.
HTTPS://DEQ. NC. GOV/ABOUT/DIVISIONS/
ENERGY-MINERAL-LAND-RESOURCES/EROSION-SEDIMENT-CONTROL/
FORMS
2. RETAIN FLOATABLE WIND BLOWN MATERIALS ON SITE BY STORING ALL TRASH AND BUILDING MATERIAL
WASTE IN ENCLOSURES UNTIL DISPOSAL AT OFF -SITE FACILITIES. CHECK ADJACENT AREAS DAILY AND
PICK UP CONSTRUCTION WASTE MATERIALS AND DEBRIS THAT HAVE BLOWN OR WASHED OFF SITE.
3. PERMANENTLY STABILIZE ALL SURFACE AREAS WITHIN AND ADJACENT TO THIS SITE THAT ARE
DISTURBED BY VEHICLES, GRADING AND OTHER CONSTRUCTION FOR THE PROPOSED FACILITY.
STABILIZATION IS OBTAINED WHEN THE DISTURBED SURFACE IS COVERED WITH STRUCTURES, PAVING
AND OR PERENNIAL VEGETATION HAVING A UNIFORM COVERAGE DENSITY OF AT LEAST 70%.
STABILIZATION OF ALL DISTURBED AREAS IS REQUIRED BEFORE TERMINATION OF MAINTENANCE AND
REMOVAL OF EROSION CONTROL MEASURES.
4. CONTRACTOR SHALL INSPECT SEDIMENT CONTROL MEASURES AT LEAST ONCE EVERY 7 DAYS AND
WITHIN 24 HOURS AFTER A STORM EVENT OF 1" OR GREATER. DAMAGED MEASURES THAT PROVE TO BE
INEFFECTIVE SHALL BE REPLACED WITH MORE EFFECTIVE MEASURES OR ADDITIONAL MEASURES WITHIN
SEVEN DAYS. REPEATED FAILURE OF A CONTROL MEASURE REQUIRES INSTALLATION OF A MORE
SUITABLE DEVICE TO PREVENT DISCHARGED OF SEDIMENT FROM THE CONSTRUCTION SITE.
5. INSTALLATION OF ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED BY THE EROSION
CONTROL INSPECTOR. CONTRACTOR TO VERIFY REQUIREMENTS PRIOR TO BEGINNING ANY WORK ON
PROJECT SITE.
6. CARE SHALL BE TAKEN TO MINIMIZE THE ENCROACHMENT OF SEDIMENT INTO ALL STORM DRAIN
APPURTENANCES, PUBLIC STREETS, AND ONTO PRIVATE PROPERTY UNTIL IMPERVIOUS MATERIAL
(ROAD/PARKING AREA SURFACE) IS APPLIED OR UNTIL PROPOSED LANDSCAPE HAS BEEN ESTABLISHED.
7. ALL AREAS NOT SHOWN AS PAVEMENT OR BUILDING UNDER FINAL CONSTRUCTION SHALL BE
TEMPORARILY AND PERMANENTLY SEEDED AS REQUIRED.
8. ALL GRASS SLOPES WHICH EXCEED 3:1 (H:V) AND/OR ARE ADJACENT TO EXISTING JURISDICTIONAL
WETLANDS SHALL UTILIZE NORTH AMERICAN GREEN (NAG) CONSTRUCTION PRODUCTS TURF
REINFORCEMENT MATS SC150 OR APPROVED EQUAL UNLESS OTHERWISE SPECIFIED ON PLANS. MATS
SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS AND STANDARDS. CONTRACTOR SHALL
COORDINATE INSTALLATION INSPECTION WITH MANUFACTURER.
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 STRUCTURE) 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 PRINCIPAL SPILLWAY 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 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 SODDED OR HYDROSEEDED.
CONSTRUCTION ENTRANCE NOTES:
1. CONSTRUCTION ENTRANCE SHALL BE 25' MINIMUM WIDTH AND 50' MINIMUM LENGTH AND 6" MINIMUM
THICKNESS OF STONE (3"-4") COARSE AGGREGATE WITH GEOTEXTILE UNDERLINER. REFER TO THE LOCAL
GOVERNMENT OR STATE FOR ANY ADDITIONAL REQUIREMENTS.
2. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD
ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 3"-4" STONE, AS
CONDITIONS DEMAND, AND REPAIR AND/OR CLEAN OUT OF ANY STRUCTURE USED TO TRAP SEDIMENT. ALL
MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLES OR SITE ONTO ROADWAYS OR INTO
STORM DRAINS MUST BE REMOVED IMMEDIATELY.
3. WHEELS MUST BE CLEANED TO REMOVE MUD PRIOR TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. WHEN
WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA WITH CRUSHED STONE WHICH DRAINS INTO AN
APPROVED SEDIMENT TRAP OR SEDIMENT BASIN LOCATED PER THE LOCAL GOVERNMENT OR STATE
REQUIREMENTS.
4. MAINTAIN CONSTRUCTION ENTRANCE THROUGHOUT ALL PHASES OF CONSTRUCTION. WHEN SITE IS READY
FOR FINAL INSTALLATION OF PAVEMENT SECTION AS NOTED ON THE APPROVED PLANS, CONTACT THE
EROSION CONTROL INSPECTOR FOR APPROVAL PRIOR TO REMOVING THE CONSTRUCTION ENTRANCE.
DECOMMISSIONING A SEDIMENT BASIN:
1. CALL E&C INSPECTOR FOR ON -SITE DETERMINATION/MEETING WHEN REQUESTING TO
DECOMMISSION/PHASE OUT A TEMPORARY SEDIMENT BASIN.
2. DETERMINATION CAN ONLY BE MADE BY THE LOCAL PROGRAM EROSION CONTROL SPECIALIST AND/OR
HIS OR HER SUPERVISOR.
3. ONCE IT HAS BEEN AGREED THAT THE TEMPORARY SEDIMENT BASIN CAN COME OUT IT MUST BE
MARKED AND INITIALED BY THE INSPECTOR ON THE APPROVED SET OF EROSION CONTROL PLANS.
4. INSTALL SILT FENCE OR OTHER TEMPORARY EROSION CONTROL MEASURES AS NEEDED PRIOR TO THE
REMOVAL OF THE BASIN.
5. IF SEDIMENT BASIN HAS WATER IN IT, THE WATER MUST BE PUMPED OUT FROM THE SURFACE INTO A
FILTER BAG ON A LEVEL AREA FREE OF DEBRIS OR ANOTHER APPROVED METHOD AT NON -EROSIVE
PROPERTIES.
6. REMOVE SKIMMER AND PLUG ANY HOLES IN THE RISER (IF APPLICABLE), REMOVE ALL BAFFLE
MATERIALS.
7. IF THERE IS A LOT OF SEDIMENT/SILT IN THE BOTTOM OF THE BASIN AND MUST BE HAULED OFF, MIX WITH
DRY MATERIAL OR SET ASIDE TO DRY THEN HAUL OFF.
8. FILL OR CONVERT BASIN AS TO THE APPROVED ELEVATION OR PRODUCT ON THE APPROVED PLANS.
9. AFTER FINAL GRADING HAS BEEN COMPLETED AREA MUST BE STABILIZED WITH LIME, SEED, FERTILIZER,
STRAW AND TACK.
9.1. SEEDING MUST BE DONE WITHIN 7 DAYS OF GRADING ON SLOPES STEEPER THAN 3:1 AND 12 DAYS
FOR ALL OTHER.
STABILIZATION TIMEFRAMES
Site Area Description
Stabilization
Timeframe Exceptions
Perimeter dikes, swales,
ditches and slopes
7 days
None
High Quality Water (HQW)
Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length
and are not steeper than 2:1, 14
days are allowed
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50'
in length
All other areas with slopes
flatter than 4:1
14 days
None, except for perimeters and
HQW Zones
SEEDING NOTES
1. TILL ALL AREAS THAT ARE TO BE SEEDED TO A 6" DEPTH. REMOVE ALL LOSE ROCK, ROOTS,
AND OTHER OBSTRUCTIONS, LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
2. APPLY AGRICULTURAL LIME & FERTILIZER. UNIFORMLY MIX WITH SOIL (SEE NOTE BELOW*).
3. SEED FRESHLY PREPARED SEEDBED SEED LIGHTLY WITH SEEDING EQUIPMENT OR
CULTIPACK .
4. MULCH IMMEDIATELY AFTER SEEDING.
5. INSPECT ALL SEEDED AREAS AND PERFORM NECESSARY RESEEDING WITHIN THE SAME
PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH
ORIGINAL LIME, FERTILIZER AND SEEDING RATES.
6. CONTINUE MAINTENANCE AND FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED.
APPLY:
AGRICULTURAL LIMESTONE - 2 TONS/ ACRES (3 TONS/ ACRE IN CLAY SOILS)
FERTILIZER - 1,000 lbs. / ACRE-10-10-10
SUPERPHOSPHATE- 500 Ibs> / ACRE -20% ANALYSIS
MLCH -2 TONS / ACRE (5000 LBS/AC FOR STEEP SLOPES) - SMALL GRAIN STRAW
ANOTHER - ASPHALT EMULSION @ 300 GALS./ ACRE
SEEDBED PREPARATION
MAINTENANCE:
NEW SEEDLINGS SHOULD BE INSPECTED FREQUENTLY AND MAINTENANCE PERFORMED AS
NEEDED. IF RILLS ANG GULLIES DEVELOP, THEY MUST BE FILLED, RE -SEEDED, AND MULCHED
AS SOON AS POSSIBLE. DIVERSIONS MAY BE NEEDED UNTIL NEW PLANTS TAKE HOLD.
DAMAGE TO VEGETATION FROM DISEASE, INSECTS, TRAFFIC, ETC., CAN OCCUR AT ANY
TIME.HERBICIDES AND REGULAR MOWING MAY BE NEEDED TO CONTROL WEEDS. DUST AND
SPRAYS MAY BE NEEDED TO CONTROL INSECTS.
WEEK OR DAMAGED SPOTS MUST BE RELIMED, FERTILIZED, MULCHED, AND RESEEDED AS
PROMPTLY AS POSSIBLE.
LATE WINTER &
EARLY SPRING
SUMMER
FALL
LATE WINTER &
EARLY SPRING
SUMMER
FALL
TEMPORARY SEEDING OF SITE
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
RYE (GRAIN) 120
ANNUAL LESPEDEZA (KOBE IN
PIEDMONT AND COASTAL PLAIN,
KOREAN IN MOUNTAINS) 50
GERMAN MILLET 40
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IN THE
PIEDMONT AND MOUNTAINS, A SMALL -STEMMED SUNDAGRASS
RYE (GRAIN)
IS NOT TO EXTEND BEYOND JUNE.
MAY BE SUBSTITUED AT A RATE OF 50 LB/ACRE.
SEEDING DATES:
120
MOUNTAINS - ABOVE 2500 ft: FEB. 15 - MAY 15
BELOW 2500 ft: FEB. 1 - MAY 1
PIEDMONT - JAN. 1 - MAY 1
COASTAL PLAIN - DEC. 1 - APR. 15
MOUNTAINS - MAY 15 - AUG. 15
PIEDMONT - MAY 1 - AUG. 15
COASTAL PLAIN - APR. 15 - AUG. 15
MOUNTAINS - AUG. 15 - DEC. 15
COASTAL PLAIN AND PIEDMONT - AUG. 15 - DEC. 30
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL
LIMESTONE AND 750 LBS/ACRE 10-10-10 FERTILIZER
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING OR A MULCH
ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH
ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, FERTILIZE AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
PERMANENT SEEDING OF SLOPES
SEEDING MIXTURE
SPECIES
TALL FESCUE
SERICEA LESPEDEZA
KOBE LESPEDEZA
RATE (LB/ACRE)
250
20
10
50
SEEDING NOTES
1. AFTER AUGUST 15 USE UNSCARIFIED SERICEA SEED.
2. WHERE PERIODIC MOWING IS PLANNED OR A NEAR APPEARANCE IS DESIRED, OMIT SERICEA AND INCREASE
KOBE LESPEZEDA TO 40 LB/ACRE.
3. TO EXTEND SPRING SEEDING DATES INTO JUNE, ADD 15LB/ACRE HULLED BERMUDAGRASS. HOWEVER, AFTER
MID-APRIL IT IS PREFERABLE TO SEED TEMPORARY COVER.
NURSE PLANTS
BETWEEN MAY 1 AND AUGUST 15, ADD 10 LB/ACRE GERMAN MILLET OR 15LB/ACRE SUDANGRASS. PRIOR TO MAY 1
OR AFTER AUGUST 15 ADD 40 LB/ACRE RYE (GRAIN).
SEEDING DATES
FALL:
LATE WINTER:
BEST POSSIBLE
AUGUST 25 - SEPTEMBER 15 AUGUST 20 - OCTOBER 25
FUBRUARY 15 - MARCH 21 FEBRUARY 1 - APRIL 15
FALL IS BEST FOR ALL FESCUE AND LATE WINTER FOR LESPEDEZAS. OVER SEEDING OF KOBE LESPEZEDA OVER
FALL -SEEDED TALL FESCUE IS VERY EFFECTIVE.
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4,000 LB/ACRE GROUND AGRICULTURAL
LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCH. ANCHOR STRAW BY
TACKING WITH ASPHALT, NETTING OR ROVING OR BY CRIMPING WITH A MULCH ANCHORING TOOL. A DISK WITH
BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE. MAY BE MOWED ONCE OR TWICE A
YEAR, BUT MOWING IS NOT NECESSARY. RESEED, FERTILIZE AND MULCH DAMAGED AREAS IMMEDIATELY.
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GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 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 NCGO1 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
perimeter slopes
7
None
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
3:1
7
If slopes are 10' or less in length and are
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
(d) Slopes 3:1 to 4:1
14
-7 days for perimeter dikes, swales,
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
(e) Areas with slopes
-7 days for perimeter dikes, swales,
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
will not dislodge the soil. Use one of the
Stabilize
techniques
the ground sufficiently so that rain
in the table below:
Temporary Stabilization
Permanent Stabilization
• Temporary grass seed covered with straw or
other mulches and tackifiers
• Hydroseeding
• Rolled erosion control products with or
without temporary grass seed
• Appropriately applied straw or other mulch
• Plastic sheeting
• Permanent grass seed covered with straw or
other mulches and tackifiers
• Geotextile fabrics such as permanent soil
reinforcement matting
• Hydroseeding
• Shrubs or other permanent plantings covered
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 grass 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.
11111..A
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CONCRETE
WASHOUT
oh -A
SANDBAGS (TYP.)
OR STAPLES
SILT FENCE
CLEARLY MARKED SIGNAGE
NOTING DEVICE (18"X24" MIN.)
PLAN
1:1
SIDE SLOPE
(TY P.)
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
10 MIL
PLASTIC SANDBAGS (TYP.)
LINING OR STAPLES
SECTION A -A
NOTES:
1. ACTUAL LOCATION DETERMINED IN FIELD
10'
HIGH MIN
COHESIVE & LOiB
SOIL BIER�TION A A n A /
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2. THE CONCRETE VVASHOUT STRUCTURES SHALL BE
MAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES
75% OF THE STRUCTURES CAPACITY.
3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE
CLEARY MARKED WTH SIGNAGE NOTING DEVICE.
BELOW GRADE WASHOUT STRUCTURE
NOT TO SCALE
CONCRETE
VVASHOUT
SANDBAGS (TYP.)
OR STAPLES
CLEARLY MARKED SIGNAGE
NOTING DEVICE (18"X24" MIN.)
PLAN
/9-
•*;ww;wk$:.
10 MIL
PLASTIC LINING
1:1 SIDE SLOPE
(TYP.)
SECTION B-B
SANDBAGS (TYP.)
OR STAPLES
HIGH
COHESIVE &
LOW FILTRATION
SOIL BERM
NOTES:
1. ACTUAL LOCATION DETERMINED IN FIELD
2. THE CONCRETE VVASHOUT STRUCTURES
SHALL BE MAINTAINED WHEN THE LIQUID
AND/OR SOLID REACHES 75 % OF THE
STRUCTURES CAPACITY TO PROVIDE
ADEQUATE HOLDING CAPACITY WTH A
MINIMUM 12 INCHES OF FREEBOARD.
3.CONCRETE VVASHOUT STRUCTURE NEEDS
TO BE CLEARY MARKED WTH SIGNAGE
NOTING DEVICE.
ABOVE GRADE WASHOUT STRUCTURE
NOT TO SCALE
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.
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING
EFFECTIVE: 04/01/19
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SHEET NO.
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SELF -INSPECTION,
SECTION A: SELF -INSPECTION
PART III
RECORDKEEPING AND REPORTING
normal business hours in accordance with the table
site conditions would cause the safety of the inspection
may be delayed until the next business day on
In addition, when a storm event of equal to or
of normal business hours, the self -inspection shall be
of the next business day. Any time when inspections
Inspection Record.
Self
below.
personnel
which
greater
performed
were
-inspections are required during
When adverse weather or
to be in jeopardy, the inspection
it is safe to perform the inspection.
than 1.0 inch occurs outside
upon the commencement
delayed shall be noted in the
Inspect
Frequency
(during normal
business hours)
Inspection records must include:
(1) Rain gauge
maintained in
good working
order
Daily
Daily rainfall amounts.
If no daily rain gauge observations are made during weekend or
holiday periods, and no individual -day rainfall information is
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
Measures
At least once per
7 calendar days
and within 24
hours of a rain
event > 1.0 inch in
24 hours
1. Identification of the measures inspected,
2. Date and time of the inspection,
3. Name of the person performing the inspection,
4. Indication of whether the measures were operating
properly,
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
discharge
outfalls (SDOs)
At least once per
7 calendar days
and within 24
hours of a rain
event > 1.0 inch in
24 hours
1. Identification of the discharge outfalls inspected,
2. Date and time of the inspection,
3. Name of the person performing the inspection,
4. Evidence of indicators of stormwater pollution such as oil
sheen, floating or suspended solids or discoloration,
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
site
At least once per
7 calendar days
and within 24
hours of a rain
event > 1.0 inch in
24 hours
If visible sedimentation is found outside site limits, then a record
of the following shall be made:
1. Actions taken to clean up or stabilize the sediment that has left
the site limits,
2. Description, evidence, and date of corrective actions taken, and
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
wetlands onsite
or offsite
(where
accessible)
At least once per
7 calendar days
and within 24
hours of a rain
event > 1.0 inch in
24 hours
If the stream or wetland has increased visible sedimentation or a
stream has visible increased turbidity from the construction
activity, then a record of the following shall be made:
1. Description, evidence and date of corrective actions taken, and
2. Records of the required reports to the appropriate Division
Regional Office per Part III, Section C, Item (2)(a) of this permit.
(6) Ground
stabilization
measures
After each phase
of grading
1. The phase of grading (installation of perimeter E&SC
measures, clearing and grubbing, installation of storm
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.
SELF -INSPECTION, RECORDKEEPING
SECTION B: RECORDKEEPING
PART III
AND REPORTING
deviation shall be kept on the site. The
throughout the coverage under this permit.
plan shall be kept on site and available for
hours.
1.
2.
3.
E&SC Plan Documentation
The approved E&SC plan as well as any approved
approved E&SC plan must be kept up-to-date
The following items pertaining to the E&SC
inspection at all times during normal business
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
and does not significantly deviate from the
locations, dimensions and relative elevations
shown on the approved E&SC plan.
Initial and date each E&SC measure on a copy
of the approved E&SC plan or complete, date
and sign an inspection report that lists each
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
in accordance with the approved E&SC
plan.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
requirements for all E&SC measures
have been performed.
Complete, date and sign an inspection report.
(e) Corrective actions have been taken
to E&SC measures.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for 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 twelve months. 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.
Documentation to be Retained for Three Years
All data used to complete the e-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.41]
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1.
2.
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).
(c) 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.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
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 Department's Environmental Emergency Center personnel at (800)
858-0368.
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
deposition in a
stream or wetland
• Within 24 hours, an oral or electronic notification.
• Within 7 calendar days, a report that contains a description of the
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
release of
hazardous
substances per Item
1(b)-(c) above
• Within 24 hours, an oral or electronic notification. The notification
shall include information about the date, time, nature, volume and
location of the spill or release.
(c) Anticipated
bypasses [40 CFR
122.41(m)(3)]
• A report at least ten days before the date of the bypass, if possible.
The report shall include an evaluation of the anticipated quality and
effect of the bypass.
(d) Unanticipated
bypasses [40 CFR
122.41(m)(3)]
• Within 24 hours, an oral or electronic notification.
• Within 7 calendar days, a report that includes an evaluation of the
quality and effect of the bypass.
(e) Noncompliance
with the conditions
of this permit that
may endanger
health or the
environment[40
CFR 122.41(1)(7)]
• Within 24 hours, an oral or electronic notification.
• Within 7 calendar days, a report that contains a description of the
noncompliance, and its causes; the period of noncompliance,
including exact dates and times, and if the noncompliance has not
been corrected, the anticipated time noncompliance is expected to
continue; and steps taken or planned to reduce, eliminate, and
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.
NCGO1 SELF-1NSPECTI0N, REC0RDKEEPING AND REPORTING
EFFECTIVE: 04/01/19
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State License #: P-0339
320 Executive Court
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vil\Current Drawings \18-0156 D.dwg, D-10 TEMP SEDIMENT BASIN DETAILS, 5/23/2022 4:49:20 PM, govinda.sed
N:\2018\18-0156.010 - DRPB Hospitality LLC - Mebane Ho
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SILT FENCE
DENOTES LIMITS
OF DISTURBANCE
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0
618
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TOP OF DAM =610.0'
617
616
47 LF 6" PVC
INV. DOWN= 605.80'
POROUS BAFFLES (TYP)
OP-3
2'Lx1.5'Wx12"D
CLASS A FINE RIP RAP /
TEMPORARY SKIMMER BASIN #1
1"=20'
10.0'
CREST OF ha-
SPILLWAY=608.0'
TOP OF DAM =610.0'
\��\/\1 StOpF 2. ,
GEOTEXTILE LINER/MEMBRANE
PER NCDENR REQUIREMENTS
SKIMMER BASIN EMERGENCY SPILLWAY
NOT TO SCALE
10' WIDE EROSION CONTROL -
CLASS B RIP RAP 100 YR.
/ EMERGENCY SPILLWAY;
ELEV.=608.00'
SS
TEMP. DIVERSION
DITCH
STRAW
WATTLES (TYP.)
OP-1
3'Lx2.25'Wx12"D
CLASS A FINE RIP RAP
2.5" DIA. SKIMMER W/2.2" DIA.
ORIFICE TO REST ON STONE PAD
WITH ROPE ATTACHED TO FREE
IT SHOULD IT BECOME STUCK
DRPBS HOSPITALITY- LOWES BLVD
EROSION CONTROL - PHASEI
TSB #1
DRAINAGE AREA ac.:
4.58
Q25 cfs (CIA):
12.44
BASIN INFORMATION
REQUIRED
PROVIDED @
SPILLWAY
SURFACE AREA (sf):
5,412
8,926.00
VOLUME (cf):
7,884
14,613.25
DEPTH (ft):
2
2.00
WEIR WIDTH (ft):
NA
10
TOP BANK ELEV (ft):
NA
610
BOTTOM TRAP ELEV (ft):
NA
606
WEIR ELEV (ft):
NA
608
DESIGN STORM ELEV (ft):
NA
608.37
SKIMMER SIZE (in):
2.5
2.50
ORIFACE SIZE (diameter - in):
2.2
2.2
Basin Dewatering Time, days
3
3
DRPBS HOSPITALITY- LOWES BLVD
EROSION CONTROL - PHASE II
TSB #1
DRAINAGE AREA ac.:
_
4.06
Q25 cfs (CIA):
26.78
BASIN INFORMATION
REQUIRED
PROVIDED @
SPILLWAY
SURFACE AREA (sf):
11,650
8,926.00
VOLUME (cf):
7,128
14,613.25
DEPTH (ft):
2
2
WEIR WIDTH (ft):
NA
10
TOP BANK ELEV (ft):
NA
610
BOTTOM TRAP ELEV (ft):
NA
606
WEIR ELEV (ft):
NA
608
DESIGN STORM ELEV (ft):
NA
608.37
SKIMMER SIZE (in):
2.5
2.50
ORIFACE SIZE (diameter - in):
2.2
2.2
Basin Dewatering Time, days
3
3
OP-2
3'Lx2.25'Wx12"D
C ASS A FINE RIP RAP
(SFO
TEMP. DIVERSION
DITCH
STRAW
WATTLES (TYP.)
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0
10' WIDE SPILLWAY
STABILIZE PER NCDEQ
SPECIFICATION USING SOIL
STABILIZATION GEOTEXTILE.
SEE EC DETAILS.
\III/ \III/ \III/
EXISTING
POND
CONCRETE
WASH PIT
POROUS
BAFFLES (TYP)
OP-3
2'Lx1.5'Wx12"D
CLASS A FINE RIP RAP
DRPBS HOSPITALITY- LOWES BLVD
EROSION CONTROL -PHASE I
TSB #2
DRAINAGE AREA ac.:
1.17
Q25 cfs (CIA):
3.18
BASIN INFORMATION
REQUIRED
PROVIDED
SPILLWAY'
SURFACE AREA (sf):
1,383
7,969.00
VOLUME (cf):
2,106
12,596.75
DEPTH (ft):
2
2
WEIR WIDTH (ft):
NA
10
TOP BANK ELEV (ft):
NA
621
BOTTOM TRAP ELEV (ft):
NA
617
WEIR ELEV (ft):
NA
619
DESIGN STORM ELEV (ft):
NA
619.37
SKIMMER SIZE (in):
2.5
2.50
ORIFACE SIZE (diameter - in):
2.1
2.1
Basin Dewatering Time, days
3
3
DRPBS HOSPITALITY- LOWES BLVD
EROSION CONTROL - PHASE II
TSB #2
DRAINAGE AREA ac.:
2.28
Q25 cfs (CIA):
15.04
BASIN INFORMATION
REQUIRED
PROVIDED
SPILLWAY'
SURFACE AREA (sf):
6,542
7,969.00
VOLUME (cf):
4,104
12,596.75
DEPTH (ft):
2
2
WEIR WIDTH (ft):
NA
10
TOP BANK ELEV (ft):
NA
621
BOTTOM TRAP ELEV (ft):
NA
617
WEIR ELEV (ft):
NA
619
DESIGN STORM ELEV (ft):
NA
619.37
SKIMMER SIZE (in):
2.5
2.50
ORIFACE SIZE (diameter - in):
2.1
2.1
Basin Dewatering Time, days
3
3
2.5" DIA. SKIMMER W/2.1" DIA.
ORIFICE TO REST ON STONE PAD
WITH ROPE ATTACHED TO FREE
IT SHOULD IT BECOME STUCK
3:1 SLOPE
621
73 LF 6" PVC
INV. DOWN= 617.60'
(LD/SF
TEMPORARY SKIMMER BASIN #2
1"=20'
TOP OF DAM =621'
10.0'
CREST OF
SPILLWAY=619.0'
\
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TOP OF DAM =621.0'
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ATTACHMENT 6: DWR PRE -FILING MEETING REQUEST FORM

DWR Pre -Filing Meeting Request Form
NORTH CAROLINA
Environmental Qualify
Contact Name*
Contact Email Address*
Project Owner*
Project Name*
Project County*
Owner Address: *
David Cooper
[e-mail]
DRPBS Hospitality LLC
Lowes Blvd Mebane NC
Alamance
Street Address
5772 New Castle Lane
Address Line 2
City State / Province / Region
Bettendorf IA
Postal / Zip Code Country
52722 USA
Is this a transportation project?* Yes No
Type(s) of approval sought from the DWR:
401 Water Quality Certification - 401 Water Quality Certification -
Regular Express
Individual Permit Modification
Shoreline Stabilization
Does this project have an existing project ID#?*
Yes No
Do you know the name of the staff member you would like to request a meeting with?
Meeting was declined by Sue Homewood per e-mail on
6/12/2018

Please give a brief project description below and include location information.*
The project proposes to construct hotels and office/retail space on a
parcel (Alamance Co. Parcel ID 160533, GPIN # 9804937529) at the
end of Lowes Blvd in Mebane, NC. The parcel is located adjacent to
and south of Hwy. 40/85, between exits 152 and 153. The parcel is
currently wooded. Streams and a pond on and adjacent to the site are
subject to the Jordan Lake riparian buffer rules. All streams on or
adjacent to the site and shown on either the USGS quad or soil survey
are considered subject. Riparian buffers will be avoided to the extent
practicable. Buffer avoidance has been discussed with Summit Design
Engineers (Summit) and the site plan has been modified to move a
roadway out of the riparian buffer. At this time, I anticipate only grading
and revegetation with grass in Zone 2 to be the only activities within
the buffer. We have also discussed diffuse flow, and the site will install
riprap dissipator pads at pipes which outlet outside of the buffer, as
well as a grassed swale in another area. No stream or pond impacts
are proposed. One small jurisdictional wetland will be impacted by the
construction. If you have any questions or would like any additional
information, please do not hesitate to reach out to me at
[e-mail].
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.
• I 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 9/21/2021