20210448 Ver 2__20220617_Gateway_85_PCN_FINAL_20220617

Preliminary ORM Data Entry Fields for New Actions
ACTION ID #: SAW- Begin Date (Date Received):
Prepare file folder ❑ Assign Action ID Number in ORM ❑
1. Project Name [PCN Form A2a]: Project Gateway 85 — Aberdeen Blvd. Extension and Lineberger Rd. Rd
2. Work Type: ❑Private ❑ Institutional 0 Government ❑ Commercial
3. Project Description / Purpose [PCN Form B3d and B3e]:
The Gateway 85 Project, formerly named The Lineberger Connector Project is a planned public connector located within the Gastonia
Logistics Center (GLC) property. The connector will provide independent utility to the residents of Gastonia and Lowell that live and
work locally.
4. Property Owner / Applicant [PCN Form A3 or A41: City of Gastonia
5. Agent / Consultant [PNC Form A5 — or ORM Consultant ID Number]:
Chris Tinklenberg, PWS (Kimley-Horn)
6. Related Action ID Number(s) [PCN Form B5b]:
7. Project Location —Coordinates, Street Address, and/or Location Description [PCN Form Blb]:
The project is located between W 1 st Street and 1-85 in Gastonia and Lowell, Gaston County, NC
(35.269412,-81.119264)
8. Project Location— Tax Parcel ID [PCN Form B1a]: 137847, 137876, 300492
9. Project Location — County [PCN Form A2b]: Gaston
10. Project Location — Nearest Municipality or Town [PCN Form A2c]: Gastonia
11. Project Information — Nearest Waterbody [PCN Form 132a]: Duharts Creek
12. Watershed / 8-Digit Hydrologic Unit Code [PCN Form 132c]: South Fork Catawba (03050102)
Authorization: Section 10 ❑ Section 404 0
Regulatory Action Type:
❑ Standard Permit
0 Nationwide Permit #13 & 14
Regional General Permit #
Jurisdictional Determination Request
Section 10 and 404
❑ Pre -Application Request
❑ Unauthorized Activity
❑ Compliance
❑ No Permit Required
Revised 20150602

Kimley>>> Horn
June 17, 2022
Mr. Bryan Roden -Reynolds
Charlotte Regulatory Field Office
US Army Corps of Engineers
8430 University Executive Park Drive
Charlotte, NC 28262
Mr. Paul Wojoski
NC DWR, 401 & Buffer Permitting
512 North Salisbury Street
Raleigh, NC 27604
Re: Pre -Construction Notification (NWP 13 & 14)
Project Gateway 85 —Aberdeen Blvd. Extension and Lineberger Rd. Realignment Modification
Gastonia, Gaston County, NC
Dear Mr. Roden -Reynolds and Mr. Wojoski:
On behalf of our client, the City of Gastonia, Kimley-Horn (KH) is submitting the enclosed modification
to the joint Section 404/401 Pre -Construction Notification (PCN) for the above -referenced project for
your review pursuant to Nationwide Permits 13 & 14 and General 401 Water Quality Certification
numbers 4134 & 4135. Authorization is requested to extend Aberdeen Boulevard and realign
Lineberger Road. The approximately 13-acre project area consists of the limits of disturbance and a
70-foot roadway right-of-way and is located in Gastonia, Gaston County, NC. The proposed project
seeks to construct the roadway infrastructure in two phases. Phase I seeks to extend Aberdeen
Boulevard from the terminus of existing Aberdeen Boulevard east to existing Lineberger Road. Phase
II seeks to realign Lineberger Road by maintaining its entrance off West 15Y Street and shifting the road
west, approximately one -quarter of a mile, and connecting south with Aberdeen Boulevard Extension.
The center project area coordinates are 35.269218,-81.119589. The following information is included
as part of this PCN submittal:
• Project Summary Sheet
• Agent Authorization
• Pre -Construction Notification Form
Project Site Figures
■ Figure 1—
Vicinity
■ Figure 2
— USGS 7.5' Topo (Gaston N & Mount Holly Quads)
■ Figure 3
— SSURGO Soils and NWI (2021 Nearmap Aerial)
■ Figure 4
— Existing Conditions (2021 Nearmap Aerial)
■ Figure 5
— Proposed Conditions (2021 Nearmap Aerial)
• Infrastructure Construction Plans for Gateway 85
Agency Correspondence
• Compensatory Mitigation

Kimley>>)Horn Paget
PROJECT BACKGROUND
The Gateway 85 Project, formerly named The Lineberger Connector Project, is a well-known,
previously planned public connector located within the Gastonia Logistics Center (GLC) property. The
connector will provide independent utility to the residents of Gastonia and Lowell that live and work
locally. The connector will decrease travel time for eastbound/westbound users and eliminate cut -
through traffic in adjacent residential communities, providing safer neighborhoods for these
residents. In addition to time savings for residents who may no longer need to commute along 1-85,
other travelers and the freight industry will benefit from the reduced congestion along the interstate.
The "Lineberger Connector" project is currently included in the Gaston -Cleveland -Lincoln
Metropolitan Planning Organization's (GCLMPO) Comprehensive Transportation Plan (CTP) and has
been included in the MPO's long-range transportation plans for many years. The project is currently
listed in the GCLMPO's 2045 Metropolitan Transportation Plan (MTP) for completion in the 2035
horizon year. The owner of the GLC property has donated a 70-foot public right-of-way (ROW) to the
City of Gastonia who is the applicant responsible for the design and construction of this project.
PROPOSED IMPACTS TO POTENTIALLY JURISDICTIONAL WATERS
Authorization is requested to extend Aberdeen Boulevard and realign Lineberger Road. The
approximately 13-acre project area consists of the limits of disturbance and a 70-foot roadway right-
of-way and is located in Gastonia, Gaston County, NC. The proposed project seeks to construct the
roadway infrastructure in two phases. Phase I seeks to extend Aberdeen Boulevard from the terminus
of existing Aberdeen Boulevard east to existing Lineberger Road. Phase II seeks to realign Lineberger
Road by shifting the road west, approximately one-quater of a mile, while maintaining its connection
to West Vt Street and connecting south with Aberdeen Boulevard Extension.
Impacts to aquatic resources are proposed to be conducted in two phases at five separate and distant
impact sites along both roadway corridors. The following summarizes the proposed impacts:
Phase I —Aberdeen Blvd. Extension
• Impact Site 1 (1A, 113, & 1C)
0 1A (NWP14) — 168 linear foot (If), 72-inch reinforced concrete pipe (RCP) placed
within Stream 3 (Culvert A in plans). The pipe will be buried 12-inches and will include
the installation of 12-inch sills at the inlet and outlet of the pipe to indicate burial
necessary for aquatic passage, to accelerate the reestablishment of the channel bed,
and to maintain the width of the stream channel. 10 If riprap dissipator pads will be
installed at the inlet and outlet of the pipe to meet non -erosive discharge velocities.
30 If of temporary impacts are necessary to install an impervious dike and pumped
diversion to perform the construction activity in dry conditions.
0 113 (NWP14) —127 If, 84-inch RCP placed within Stream 1(Culvert B in plans). The pipe
will be buried 12-inches and will include the installation of 12-inch sills at the inlet
and outlet of the pipe to indicate burial necessary for aquatic passage, to accelerate
the reestablishment of the channel bed, and to maintain the width of the stream
channel. 10 If riprap dissipator pads will be installed at the inlet and outlet of the pipe
to meet non -erosive discharge velocities. 30 If of temporary impacts are necessary
to install an impervious dike and pumped diversion to perform the construction
activity in dry conditions.

Kimley>»Horn
Page 3
o 1C (NWP13) — 290 If of bank stabilization is proposed on the left and right banks of S1
and S3 immediately adjacent and downstream of the proposed roadway crossing
Culverts A and B. The existing banks in this area are erosive — lacking stable slopes
and adequate vegetated cover. The banks will be graded back to a 3:1 slope providing
a stable transition between the culverts and the existing channel banks. In addition
to stability, the sloped channel banks also offset the impact to the 100-year water
surface elevation caused by the encroachment of the roadway fill.
• Impact Site 2 (NWP14) - 137 If, 72-inch RCP placed within Stream 5 (Culvert C in plans). The
pipe will be buried 12-inches and will include the installation of 12-inch sills at the inlet and
outlet of the pipe to indicate burial necessary for aquatic passage, to accelerate the
reestablishment of the channel bed, and to maintain the width of the stream channel. 10 If
riprap dissipator pads will be installed at the inlet and outlet of the pipe to meet non -erosive
discharge velocities. 30 If of temporary impacts are necessary to install an impervious dike
and pumped diversion to perform the construction activity in dry conditions.
• Impact Site 3 (NWP14) — 0.052-ac to Wetland 11 results from grading necessary to construct
the Aberdeen Extension. 0.01-ac of temporary impacts are necessary to perform the
construction activities.
Phase II — Lineberger Rd. Realignment
• Impact Site 4 (NWP14) — 0.224-ac to Wetland S results from grading necessary to construct
the Aberdeen Extension. 0.01-ac of temporary impacts are necessary to perform the
construction activities.
• Impact Site 5 (NWP14) — 253 If, 72-inch RCP placed within Stream 5 (Culvert D in plans). The
pipe will be buried 12-inches and will include the installation of 12-inch sills at the inlet and
outlet of the pipe to indicate burial necessary for aquatic passage, to accelerate the
reestablishment of the channel bed, and to maintain the width of the stream channel. 10 If
riprap dissipator pads will be installed at the inlet and outlet of the pipe to meet non -erosive
discharge velocities. 30 If of temporary impacts are necessary to install an impervious dike
and pumped diversion to perform the construction activity in dry conditions.
• Impact Site 6 (NWP14) — 77 If of permanent stream impact to Stream 6 is requested for
grading/fill necessary to realign Lineberger Road. As mentioned above, this portion of the
roadway is constrained by site development by others which confines the roadway alignment
through this location.
Overall, the proposed project seeks authorization to permanently impact 762 If of stream/potential
non -wetland WoUS and 0.276-ac wetland/potential wetland WoUS under NWP14 for construction
of the roadway. Authorization is requested under NWP13 to perform 290 If of streambank
stabilization to reduce bank erosion by grading banks to a more stable slope and planting with
native riparian vegetation species. 120 If of temporary stream/potential non -wetland WoUS
impacts are necessary to install pump diversion operations at the three proposed culvert locations
to allow for work in dry conditions. 0.02-ac of temporary wetland/potential wetland WoUS impacts
are necessary for construction activities.

Kimley>>)Horn Page
AVOIDANCE AND MINIMIZATION
The Aberdeen Blvd. Extension alignment is intended and designed to border the existing 68-foot Duke
Power Easement which bisects the Gastonia Logistic Center property. Impacts to aquatic resources
within this corridor could not be avoided by the proposed roadway; however, the proposed impact
locations minimize impacts to higher quality resources since the general quality of each aquatic
resource feature adjacent to the Duke Power Easement has been altered or degraded due to
construction and regular maintenance of the easement.
The dimension, pattern, and profile of the streams above and below the proposed culverts will not be
modified by altering the width or depth of the stream profile in connection with the construction
activities. The width, height, and gradient of the proposed culverts have been modeled and sized
sufficiently to pass the average historical low flow and spring flow without adversely altering flow
velocity, as well as flood flows during major storm events.
Culverts have been designed and will be constructed in a manner that minimizes destabilization and
head cutting to the streams. Destabilizing the channel and head -cutting upstream have been
considered and appropriate actions incorporated into the design and placement of the culverts.
Culvert lengths have been reduced to the maximum extent practicable by implementing taller
headwalls and maximizing side slopes to minimize stream impacts and will be installed in such a
manner that the original stream profiles will not be altered. All culverts will be buried 12-inches and
will include the installation of 12-inch sills at the inlet and outlet of the pipe to indicate burial
necessary for aquatic passage, to accelerate the reestablishment of the channel beds, and to maintain
the width of the stream channels. Rip -rap outlet dissipation will be placed in a manner that the
boulders will be pushed or "keyed" into the channel beds so that the finished top elevation of the
riprap will not exceed that of the original stream beds to prevent destabilization of the stream beds
or banks downstream of the impact areas and to allow for aquatic life passage.
Temporary impacts have been minimized to the greatest extent practicable to meet the needs of the
project and do not pose adverse alterations to the existing channels. Erosion control measures
implemented during the construction of the roadway will be removed immediately following the
activities and any disturbance will be returned to pre -construction conditions.
COMPENSATORY MITIGATION
Compensatory mitigation will be met by the purchase of credits through the NC Division of Mitigation
Services (NCDMS) in -lieu fee program. The following table summarizes the stream and mitigation
credits:

Kimley>>> Horn
Table 1: Stream and Wetland Mitigation Credits
Page S
Impact Site
Impact Size
(LF/ac)
Flow
Regime
NCSAM /
NCWAM Rating
Proposed
Mitigation Ratio
Required
Credits
Site 1A—S3
168 LF
Perennial
Medium
2:1
336
Site 113 — S1
127 LF
Perennial
Low
1.75:1
222
Site 2 — S5
137 LF
Perennial
Medium
2:1
274
Site 3 — W11
0.052-ac
N/A
Low
2:1
0.104
Site 4 — W8
0.224-ac
N/A
Medium
2:1
0.448
Site 5 — S5
253 LF
Perennial
Medium
2:1
506
Site 6—S6
77 LF
Intermittent
Low
1.5:1
116
TOTAL
STREAM
762
1,454
TOTAL
WETLAND
0.276
0.552
In total, 1,454 stream mitigation credits and 0.552 wetland mitigation credits will be purchased
from NCDMS for impacts associated with the proposed roadway project. Quality assessment results
and Statement of Availability are included.
Please feel free to contact me at [phone] if you have any questions or if additional information
is necessary.
Sincerely,
KIMLEY-HORN AND ASSOCIATES, INC.
Chris Tinklenberg, PWS
Environmental Scientist

Kimley s>> Horn
Project Summary Sheet
Project Name: Gateway 85 - Aberdeen Blvd. Extension and Lineberger Rd. Realignment
Applicant Name and Address: City of Gastonia (POC: Rusty Bost)
150 South York Street
Gastonia, NC 28052
Telephone Number:
Type of Request: ® Nationwide PCN (NWP #13 & #14) ❑ Individual Permit Application
❑ Jurisdictional Determination ❑ Other:
Included Attachments: ® Project Plans
® USGS Map ® NRCS Soil Survey
® Agent Authorization
❑ Delineation Sketch ® Delineation Survey
❑ Data Forms (Up & Wet)
❑ NCDWR Stream Forms ❑ USACE Stream Forms
❑ NCDMS Confirmation
® Aerial Photo ❑ Site Photos
® Agency Correspondence
❑ Other: ❑ Other:
Check if applicable: ❑ CAMA County
❑ Trout County ❑ Isolated Waters
❑ Section 7, ESA
❑ Section 106, NHPA ❑ EFH
❑ Mitigation Proposed (❑
NC EEP ❑ On -Site ❑ Off -Site ❑ Other)
County: Gaston
Nearest City/Town: Gastonia
Waterway: Duharts Creek
River Basin: South Fork Catawba
H.U.C.: 03050102
USGS Quad Name: Gaston N and Mount Holly
Property Size (acres): 13 acres
Approx. Size of Jurisdiction on Site (acres): 0.10
Site Coordinates (in decimal degrees): 35.269412' N,-81.119264 °W
Project Location: The project is located between W 1 st Street and I-85 in Gastonia and Lowell, Gaston County, NC.
Site Description: Existing land use is comprised of undeveloped forested land bound by residential and commercial
development.
Impact Summary (if applicable): Overall, the proposed project seeks authorization to permanently impact 762 LF of
stream/potential non -wetland WoUS and 0.276-ac wetland/potential wetland WoUS under NWP14 for construction of the
roadway. Authorization is requested under NWP 13 to perform 290 LF of streambank stabilization to reduce bank erosion
by grading banks to a more stable slope and planting with native riparian vegetation species. 120 LF of temporary
stream/potential non -wetland WoUS impacts are necessary to install pump diversion operations at the three proposed culvert
locations to allow for work in dry conditions. 0.02-ac temporary wetland/potential wetland WoUS impacts are reauested
for construction activities.
NWP
#
Open Water
(acres)
Wetland
(acres)
Stream Channel
Intermittent and/or Unimportant
Aquatic Function
Perennial and/or Important
Aquatic Function
Temp.
Perm.
Temp.
Perm.
Tem
Perm.
Tem
Perm.
if
ac
if
ac
if
ac
if
Ac
13
290
14
0.276
77
120
685
Total
0.276
77
120
975
Total Permanent (Loss) Impact to Wetland Waters of the U.S.
0.276 ac
Total Permanent (Loss) Impact to Non -Wetland Waters of the U.S
1,052 LF
Kimley-Horn Contact: Chris Tinklenberg, PWS Direct Number: [phone]
Email: chris.tinklenberg(n kimley-horn.com

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Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.4 January 2009
Pre -Construction Notification (PCN) Form
A.
Applicant Information
1.
Processing
1a.
Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1 b.
Specify Nationwide Permit (NWP) number: 13 & 14 or General Permit (GP) number:
1c.
Has the NWP or GP number been verified by the Corps?
® Yes ❑ No
1d.
Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification — Regular ❑ Non-404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
1 e.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 401
Certification:
❑ Yes ® No
For the record only for Corps Permit:
❑ Yes ® No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in -lieu
fee program.
® Yes ❑ No
1g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1h
below.
❑ Yes ❑ No
1h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes ® No
2.
Project Information
2a.
Name of project:
Project Gateway 85 — Aberdeen Blvd. Extension and Lineberger Rd. Realignment
2b.
County:
Gaston
2c.
Nearest municipality / town:
Lowell and Gastonia
2d.
Subdivision name:
N/A
2e.
NCDOT only, T.I.P. or state
project no:
N/A
3.
Owner Information
3a.
Name(s) on Recorded Deed:
NP Gastonia Industrial, LLC
3b.
Deed Book and Page No.
5184 & 1270; 5185 & 0733
3c.
Responsible Party (for LLC if
applicable):
POC: Michael Johnston (formerly Ian McDonald)
3d.
Street address:
4825 NW 41st Street, Suite 500
3e.
City, state, zip:
Riverside, MO, 64150
3f.
Telephone no.:
816-384-2292
3g.
Fax no.:
3h.
Email address:
[e-mail] (formerly [e-mail])
Page 1 of 15
PCN Form — Version 1.3 December 10, 2008 Version

4. Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent ® Other, specify: Municipality
4b. Name:
The City of Gastonia (POC: Rusty Bost)
4c. Business name
(if applicable):
4d. Street address:
150 South York Street
4e. City, state, zip:
Gastonia, NC, 28052
4f. Telephone no.:
704-854-6635
4g. Fax no.:
4h. Email address:
[e-mail]
5. Agent/Consultant Information (if applicable)
5a. Name:
Chris Tinklenberg, PWS
5b. Business name
(if applicable):
Kimley-Horn and Associates
5c. Street address:
200 South Tryon Street, Suite 200
5d. City, state, zip:
Charlotte, NC 28202
5e. Telephone no.:
704-409-1802
5f. Fax no.:
5g. Email address:
[e-mail]
Page 2 of 15
PCN Form — Version 1.4 January 2009

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
137847, 137876, 300492
1 b. Site coordinates (in decimal degrees):
Latitude: 35.269218 Longitude: - 81.119589
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size:
12.65 acres (Project Boundary — LOD)
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to
proposed project:
Duharts Creek
2b. Water Quality Classification of nearest receiving water:
C
2c. River basin:
South Fork Catawba; HUC 03050102
Page 3 of 15
PCN Form — Version 1.4 January 2009

3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The project area is currently undeveloped and is immediately adjacent to a 68-foot wide Duke Power Easement. Existing
land use in the vicinity of the project includes residential neighborhoods, commercial development, and undeveloped
forested/maintained properties.
3b. List the total estimated acreage of all existing wetlands on the property:
0.276-ac
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
The total length of all on -site streams is approximately 1,172 linear feet.
3d. Explain the purpose of the proposed project:
The Gateway 85 Project, formerly named The Lineberger Connector Project, is a well-known, previously planned public
connector located within the Gastonia Logistics Center (GLC) property. The connector will provide independent utility to
the residents of Gastonia and Lowell that live and work locally. The connector will decrease travel time for
eastbound/westbound users and eliminate cut -through traffic in adjacent residential communities, providing safer
neighborhoods for these residents. In addition to time savings for residents who may no longer need to commute along I-
85, other travelers and the freight industry will benefit from the reduced congestion along the interstate. The "Lineberger
Connector" project is currently included in the Gaston -Cleveland -Lincoln Metropolitan Planning Organization's (GCLMPO)
Comprehensive Transportation Plan (CTP) and has been included in the MPO's long-range transportation plans for many
years. The project is currently listed in the GCLMPO's 2045 Metropolitan Transportation Plan (MTP) for completion in the
2035 horizon year. The owner of the GLC property has donated a 70-foot public right-of-way (ROW) to the City of
Gastonia who is the applicant responsible for the design and construction of this project.
Page 4 of 15
PCN Form — Version 1.4 January 2009

3e. Describe the overall project in detail, including the type of equipment to be used:
Authorization is requested to extend Aberdeen Boulevard and realign Lineberger Road. The approximately 13-acre
project area consists of the limits of disturbance and a 70-foot roadway right-of-way and is located in Gastonia, Gaston
County, NC. The proposed project seeks to construct the roadway infrastructure in two phases. Phase I seeks to extend
Aberdeen Boulevard from the terminus of existing Aberdeen Boulevard east to existing Lineberger Road. Phase II seeks
to realign Lineberger Road by shifting the road west, approximately one-quater of a mile, while maintaining its connection
to West 1st Street and connecting south with Aberdeen Boulevard Extension.
Impacts to aquatic resources are proposed to be conducted in two phases at five separate and distant impact sites along
both roadway corridors. The following summarizes the proposed impacts:
Phase I — Aberdeen Blvd. Extension
• Impact Site 1 (1A, 1B, & 1C)
0 1A (NWP14) — 168 linear foot (If), 72-inch reinforced concrete pipe (RCP) placed within Stream 3 (Culvert A
in plans). The pipe will be buried 12-inches and will include the installation of 12-inch sills at the inlet and
outlet of the pipe to indicate burial necessary for aquatic passage, to accelerate the reestablishment of the
channel bed, and to maintain the width of the stream channel. 10 If riprap dissipator pads will be installed at
the inlet and outlet of the pipe to meet non -erosive discharge velocities. 30 If of temporary impacts are
necessary to install an impervious dike and pumped diversion to perform the construction activity in dry
conditions.
0 1 B (NWP14) — 127 If, 84-inch RCP placed within Stream 1 (Culvert B in plans). The pipe will be buried 12-
inches and will include the installation of 12-inch sills at the inlet and outlet of the pipe to indicate burial
necessary for aquatic passage, to accelerate the reestablishment of the channel bed, and to maintain the
width of the stream channel. 10 If riprap dissipator pads will be installed at the inlet and outlet of the pipe to
meet non -erosive discharge velocities. 30 If of temporary impacts are necessary to install an impervious
dike and pumped diversion to perform the construction activity in dry conditions.
0 1 C (NWP13) — 290 If of bank stabilization is proposed on the left and right banks of S1 and S3 immediately
adjacent and downstream of the proposed roadway crossing Culverts A and B. The existing banks in this
area are erosive — lacking stable slopes and adequate vegetated cover. The banks will be graded back to a
3:1 slope providing a stable transition between the culverts and the existing channel banks. In addition to
stability, the sloped channel banks also offset the impact to the 100-year water surface elevation caused by
the encroachment of the roadway fill.
• Impact Site 2 (NWP14) - 137 If, 72-inch RCP placed within Stream 5 (Culvert C in plans). The pipe will be buried 12-
inches and will include the installation of 12-inch sills at the inlet and outlet of the pipe to indicate burial necessary for
aquatic passage, to accelerate the reestablishment of the channel bed, and to maintain the width of the stream
channel. 10 If riprap dissipator pads will be installed at the inlet and outlet of the pipe to meet non -erosive discharge
velocities. 30 If of temporary impacts are necessary to install an impervious dike and pumped diversion to perform the
construction activity in dry conditions.
• Impact Site 3 (NWP14) — 0.052-ac to Wetland 11 results from grading necessary to construct the Aberdeen
Extension. 0.01-ac of temporary impacts are necessary to perform the construction activities.
Phase II — Lineberger Rd. Realignment
• Impact Site 4 (NWP14) — 0.224-ac to Wetland 8 results from grading necessary to realign Lineberger Road. This
portion of the roadway is constained by site development by others which confines the roadway alignment through
this location. 0.01-ac of temporary impacts are necessary to perform the construction activities.
• Impact Site 5 (NWP14) — 253 If, 72-inch RCP placed within Stream 5 (Culvert D in plans). The pipe will be buried 12-
inches and will include the installation of 12-inch sills at the inlet and outlet of the pipe to indicate burial necessary for
aquatic passage, to accelerate the reestablishment of the channel bed, and to maintain the width of the stream
channel. 10 If riprap dissipator pads will be installed at the inlet and outlet of the pipe to meet non -erosive discharge
velocities. 30 If of temporary impacts are necessary to install an impervious dike and pumped diversion to perform the
construction activity in dry conditions.
• Impact Site 6 (NWP14) — 77 If of permanent stream impact to Stream 6 is requested for grading/fill necessary to
realign Lineberger Road. As mentioned above, this portion of the roadway is constained by site development by
others which confines the roadway alignment through this location.
General construction equipment, including but not limited to bulldozers, excavators, front-end loaders, etc. will be used for
construction purposes.
Page 5 of 15
PCN Form — Version 1.4 January 2009

4.
Jurisdictional Determinations
4a.
Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
®Yes El No El Unknown
project (including all prior phases) in the past?
Comments: SAW-2020-00836
4b.
If the Corps made the jurisdictional determination, what type
®Preliminary El Final
of determination was made?
4c.
If yes, who delineated the jurisdictional areas?
Agency/Consultant Company: Kimley-Horn
Name (if known): Chris Tinklenberg, PWS
Other:
4d.
If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
7/15/2020
5.
Project History
5a.
Have permits or certifications been requested or obtained for
❑ Yes ® No ❑ Unknown
this project (including all prior phases) in the past?
5b.
If yes, explain in detail according to "help file" instructions.
6.
Future Project Plans
6a.
Is this a phased project?
® Yes ❑ No
6b.
If yes, explain. The roadway construction proposes to be conducted in two phases — Phase I — Extension of Aberdeen
Blvd. and Phase 11 — Realign Lineberger Road.
Page 6 of 15
PCN Form — Version 1.4 January 2009

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
® Wetlands ® Streams - tributaries ❑ Buffers
❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
2b.
2c.
2d.
2e.
2f.
Wetland impact
Type of jurisdiction
number —
Type of impact
Type of wetland
Forested
(Corps - 404, 10
Area of impact
Permanent (P)
(if known)
DWQ — non-404, other)
(acres)
or Temporary
T
W11 — Impact 3
® P ❑ T
Fill
Headwater Forest
® Yes
❑ No
® Corps
® DWQ
0.052
W11 —Impact 3
❑P®T
Construction Access
Headwater Forest
® Yes
El No
® Corps
®DWQ
0.01
W8 — Impact 4
® P El T
Fill
Headwater Forest
El Yes
® No
® Corps
® DWQ
0.224
W8 — Impact 4
❑ P ®T
Construction Access
Headwater Forest
El Yes
® No
® Corps
® DWQ
0.01
2g. Total wetland impacts
0.29 ac
2h. Comments: Impact Site 3 (NWP14) — 0.052-ac to Wetland 11 results from grading
necessary to construct the Aberdeen
Extension. 0.01-ac of temporary impacts are necessary to perform the construction activities.
Impact Site 4 (NWP14) — 0.224-ac to Wetland 8 results from grading necessary
to construct the Lineberger Road
realignment.
0.01-ac of temporary impacts are necessary to perform the construction activities.
Page 7 of 15
PCN Form — Version 1.4 January 2009

3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
3b.
3c.
3d.
3e.
3f.
3g.
Stream impact
Type of impact
Stream name
Perennial
Type of jurisdiction
Average
Impact
number -
(PER) or
(Corps - 404, 10
stream
length
Permanent (P)
intermittent
DWQ — non-404,
width
(linear
or Temporary
(INT)?
other)
(feet)
feet)
(T)
S3 — Impact 1A
Culvert
UT
® PER
® Corps
5
168
® P ❑ T
❑ INT
® DWQ
S3 — Impact 1A
Impervious Dike and
UT
® PER
® Corps
5
30
❑ P ® T
Pumped Diversion
❑ INT
® DWQ
S1 —Impact 1 B
Culvert
UT to Duharts
® PER
® Corps
6
127
® P ❑ T
Creek
❑ INT
® DWQ
S1 —Impact 1 B
Impervious Dike and
UT to Duharts
® PER
® Corps
6
30
❑ P ® T
Pumped Diversion
Creek
❑ INT
® DWQ
S3 — Impact 1 C
® P ❑ T
Bank Stabilization
UT
® PER
❑ INT
® Corps
® DWQ
5
105
S1 — Impact 1C
Bank Stabilization
UT to Duharts
® PER
® Corps
6
185
® P ❑ T
Creek
❑ INT
®DWQ
S5 — Impact 2
Culvert
UT
® PER
® Corps
4
137
® P ❑ T
❑ INT
® DWQ
S5 — Impact 2
Impervious Dike and
UT
® PER
® Corps
4
30
❑ P ® T
Pumped Diversion
❑ INT
® DWQ
S5 — Impact 5
Culvert
UT
® PER
® Corps
4
253
® P ❑ T
❑ INT
® DWQ
S5 — Impact 5
Impervious Dike and
UT
® PER
® Corps
4
30
❑ P ❑ T
Pumped Diversion
❑ INT
® DWQ
S6 — Impact 6
Fill
UT
❑ PER
® Corps
3
77
® P ❑ T
® INT
® DWQ
3h. Total stream and tributary impacts
1,172 LF / 0.124 ac
3i. Comments: The proposed project seeks authorization to permanently impact 762 If of stream/potential non -wetland WoUS
under NWP14 for construction of the roadway. Authorization is requested under NWP13 to perform 290 If of streambank
stabilization to reduce bank erosion by grading banks to a more stable slope and planting with native riparian vegetation
species. 120 If of temporary stream/potential non -wetland WoUS impacts are necessary to install pump diversion operations
at the four proposed culvert locations to allow for work in dry conditions.
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
4b.
4c.
4d.
4e.
Open water
Name of waterbody
impact number
(if applicable)
Type of impact
Waterbody type
Area of impact (acres)
— Permanent
(P) or
Temporary T
❑P❑T
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, then complete the chart below.
Page 8 of 15
PCN Form — Version 1.4 January 2009

5a.
5b.
5c.
5d.
5e.
Wetland Impacts (acres)
Stream Impacts (feet)
Upland
Pond ID
Proposed use or purpose of
(acres)
number
pond
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a.
❑ Neuse El Tar -Pamlico ❑Other:
Project is in which protected basin?
❑ Catawba ❑ Randleman
6b.
6c.
6d.
6e.
6f.
6g.
Buffer impact
number —
Reason
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P)
for impact
Stream name
mitigation
(square feet)
(square feet)
or Temporary
required?
T
❑ P ❑ T
❑ Yes
❑ No
6h. Total buffer impacts
6i. Comments:
Page 9 of 15
PCN Form — Version 1.4 January 2009

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The Aberdeen Blvd. Extension alignment is intended and designed to border the existing 68-foot Duke Power Easement
which bisects the Gastonia Logistic Center property. Impacts to aquatic resources within this corridor could not be avoided by
the proposed roadway; however, the proposed impact locations minimize impacts to higher quality resources since the
general quality of each aquatic resource feature adjacent to the Duke Power Easement has been altered or degraded due to
construction and regular maintenance of the easement.
The dimension, pattern, and profile of the streams above and below the proposed culverts will not be modified by altering the
width or depth of the stream profile in connection with the construction activities. The width, height, and gradient of the
proposed culverts have been modeled and sized sufficiently to pass the average historical low flow and spring flow without
adversely altering flow velocity, as well as flood flows during major storm events.
Culverts have been designed and will be constructed in a manner that minimizes destabilization and head cutting to the
streams. Destabilizing the channel and head -cutting upstream have been considered and appropriate actions incorporated
into the design and placement of the culverts.
Culvert lengths have been reduced to the maximum extent practicable by implementing taller headwalls and maximizing side
slopes to minimize stream impacts and will be installed in such a manner that the original stream profiles will not be altered.
All culverts will be buried 12-inches and will include the installation of 12-inch sills at the inlet and outlet of the pipe to indicate
burial necessary for aquatic passage, to accelerate the reestablishment of the channel beds, and to maintain the width of the
stream channels. Rip -rap outlet dissipation will be placed in a manner that the boulders will be pushed or "keyed" into the
channel beds so that the finished top elevation of the riprap will not exceed that of the original stream beds to prevent
destabilization of the stream beds or banks downstream of the impact areas and to allow for aquatic life passage.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Temporary impacts have been minimized to the greatest extent practicable to meet the needs of the project and do not pose
adverse alterations to the existing channels. Erosion control measures implemented during the construction of the roadway
will be removed immediately following the activities and any disturbance will be returned to pre -construction conditions.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
® Yes ❑ No
impacts to Waters of the U.S. or Waters of the State?
2b. If yes, mitigation is required by (check all that apply):
® DWQ ® Corps
❑ Mitigation bank
2c. If yes, which mitigation option will be used for this project?
® Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type
Quantity
3c. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a. Approval letter from in -lieu fee program is attached.
® Yes
4b. Stream mitigation requested:
762 linear feet
4c. If using stream mitigation, stream temperature:
❑ warm ❑ cool ❑cold
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
0.276 acres
4f. Non -riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
Page 10 of 15
PCN Form — Version 1.4 January 2009

4h. Comments: Compensatory mitigation will be met by the purchase of credits through the NC Division of Mitigation Services
(NCDMS) in -lieu fee program. To offset unavoidable impacts to streams 1,454 stream mitigation credits and 0.552 wetland
mitigation credits will be purchased from NCDMS for impacts associated with the proposed roadway project (see Table 1 in
the Cover Letter).
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation?
❑ Yes ® No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
Zone
6c.
Reason for impact
6d.
Total impact
(square feet)
Multiplier
6e.
Required mitigation
(square feet)
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
6h. Comments:
Page 11 of 15
PCN Form — Version 1.4 January 2009

E.
Stormwater Management and Diffuse Flow Plan (required by DWQ)
1.
Diffuse Flow Plan
1a.
Does the project include or is it adjacent to protected riparian buffers identified
❑ Yes ® No
within one of the NC Riparian Buffer Protection Rules?
1 b.
If yes, then is a diffuse flow plan included? If no, explain why.
Comments: The project does not include nor is it adjacent to protected riparian
❑ Yes ❑ No
buffers.
2.
Stormwater Management Plan
2a.
What is the overall percent imperviousness of this project?
50%
2b.
Does this project require a Stormwater Management Plan?
® Yes ❑ No
2c.
If this project DOES NOT require a Stormwater Management Plan, explain why:
2d.
If this project DOES require a Stormwater Management Plan, then provide a brief, narrative
description of the plan:
Stormwater is mitigated by over detaining within the overall project limits so that the overall
development meets the
oridinance requirements. Additionally the site has been design to attenuate post development
peak flows to pre -
development rates for the 25YR-24HR storm event, which is excess of the code requirements.
® Certified Local Government
2e.
Who will be responsible for the review of the Stormwater Management Plan?
❑ DWQ Stormwater Program
❑ DWQ 401 Unit
3.
Certified Local Government Stormwater Review
3a.
In which local government's jurisdiction is this project?
Gaston County
❑ Phase II
3b.
Which of the following locally -implemented stormwater management programs
❑ NSW
❑ USMP
apply (check all that apply):
❑ Water Supply Watershed
❑ Other:
3c.
Has the approved Stormwater Management Plan with proof of approval been
® Yes ❑ No
attached?
4.
DWQ Stormwater Program Review
❑ Coastal counties
❑ HOW
4a.
Which of the following state -implemented stormwater management programs apply
❑ ORW
(check all that apply): N/A, Certified Local Government Review
❑ Session Law 2006-246
❑ Other:
4b.
Has the approved Stormwater Management Plan with proof of approval been
attached?
❑ Yes ® No
5.
DWQ 401 Unit Stormwater Review
5a.
Does the Stormwater Management Plan meet the appropriate requirements? N/A
❑ Yes ❑ No
5b.
Have all of the 401 Unit submittal requirements been met? N/A
❑ Yes ❑ No
Page 12 of 15
PCN Form — Version 1.4 January 2009

F.
Supplementary Information
1.
Environmental Documentation (DWQ Requirement)
1 a.
Does the project involve an expenditure of public (federal/state/local) funds or the
❑ Yes
® No
use of public (federal/state) land?
1 b.
If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑ Yes
® No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c.
If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
❑ Yes
❑ No
letter.)
Comments:
2.
Violations (DWQ Requirement)
2a.
Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
❑ Yes
® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b.
Is this an after -the -fact permit application?
❑ Yes
® No
2c.
If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3.
Cumulative Impacts (DWQ Requirement)
3a.
Will this project (based on past and reasonably anticipated future impacts) result in
❑ Yes
® No
additional development, which could impact nearby downstream water quality?
3b.
If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
The roadway project seeks to provide independent utility for local residents of Gastonia and Lowell as well as provide
access into and out of the GLC for employees and truck traffic. No additional development is proposed.
4.
Sewage Disposal (DWQ Requirement)
4a.
Clearly detail the ultimate treatment methods and disposition (non -discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
Wastewater will not be generated by the municipal roadway project.
Page 13 of 15
PCN Form — Version 1.4 January 2009

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
® Yes ❑ No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
® Yes ❑ No
impacts?
❑ Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted.
® Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
Kimley-Horn (KH) completed a threatened and endangered species assessment within the project site. Before conducting the
field survey, KH reviewed state and federal records to determine if any listed species were known to occur within and/or in the
general vicinity of the project area. A review of the U.S. Fish & Wildlife Service Information for Planning and Consultation (IPaC)
System and the North Carolina Natural Heritage Program (NCNHP) was conducted to identify species that are known to occur
within Gaston County. Following the review of available information, KH conducted a pedestrian survey of the project site to
determine the available habitats on -site and the potential occurrence for listed species. Pedestrian surveys were conducted in
April and September 2020. No individuals of listed species or critical habitat associated with a listed species were observed
during the pedestrian surveys. Results of the pedestrian survey were provided to the USFWS to request their concurrence. Per
the USFWS response:
According to the information provided, suitable habitats also occur onsite for the federally threatened dwarf -flowered heartleaf
(Hexastylis naniflora), and the federally endangered Schweinitz's sunflower (Helianthus schweinitzii). However, targeted
surveys for these species conducted during their respective optimal survey windows detected no evidence for these species.
See attached USFWS Concurrence Letter).
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
❑ Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
NCNHP element occurrence database did not indicate the presence of EFH within the project boundary.
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
❑ Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
A request for a review of potential cultural resources was submitted to the North Carolina Department of Natural and Cultural
Resources State Historic Preservation Office (NCSHPO) on April 3, 2020 for the Gastonia Logistics Center (GLC) property.
NCSHPO responded on June 5, 2020 and stated the proposed project will adversely affect the National Register -eligible
Caleb John Lineberger House (GS0327). Additionally, the letter notes that one previously recorded archaeological site
(31 GS376) consisting of the remains of an early twentieth-century domestic structure is present within the project area.
(ER 20-0882)
A Phase I Archaeological Survey and Phase II Testing were conducted per SHPO's recommendation and formal Section 106
consultation with SHPO is underway for the GLC. The above listed cultural resource occurrences are not located within or
within the immediate vicinity of The Gateway 85 project area (LOD) and therefore, poses no adverse effects to the cultural
resources.
Page 14 of 15
PCN Form — Version 1.4 January 2009

8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain?
® Yes ❑ No
8b. If yes, explain how project meets FEMA requirements: USACE HEC-RAS version 4.1.0 was used to create the Corrected
Effective plan. A model was created based on a surveyed surface and calibrated to the data obtained from North Carolina
Flood Risk Information System (FRIS).
The criteria for a no -rise certification state that there shall be no more than a 0.00' foot rise within the 100-year BFE in the
existing conditions watershed. When compared to the corrective effective model the proposed model does not increase
the 100-year BFE. A Conditional Letter of Map Revision and Letter of Map Revision are not required since there is no
increase in the 100-year BFE. A floodplain development permit and No-Rise/No-Impact certification will be submitted to
satisfy the City of Gastonia permitting requirements for a floodplain development/zoning permit.
8c. What source(s) did you use to make the floodplain determination? FIRM 3710356500J
Chris Tinklenberg, PWS
- ,
6/17/2022
Applicant/Agent's Printed Name
Date
Applicant/Agent's Signature
(Agent's signature is valid only if an authorization letter from the applicant
is provided.
Page 15 of 15
PCN Form — Version 1.4 January 2009

AGENT AUTHORIZATION FORM
Name: Rusty Bost — City of Gastonia
Address: 150 South York Street, Gastonia, NC 28052
Phone: [phone]
Email: [e-mail]
Project Name/Description: Gateway 85 — Aberdeen Roadway Extension
Date: February 10, 2021
The Department of the Army
U.S. Army Corps of Engineers, Wilmington District
Attention: Mr. Bryan Roden -Reynolds
Field Office: Charlotte Regulatory Field Office
Re: Wetland Related Consulting and Permitting
To Whom It May Concern:
The City of Gastonia hereby designates and authorizes Kimley-Horn and Associates, Inc. to act in my/our
behalf as my/our agent solely for the purpose of processing Jurisdictional Determinations, Section 404
permits/Section 401 Water Quality Certifications applications and to furnish upon request supplemental
information in support of applications, etc. from this day forward until successful completion of the
pennitting process or revocation by the owner.
In addition, 1, the undersigned, a duly authorized owner of record of the property/properties identified
herein, do authorize representatives of the Wilmington District, U.S. Army Corps of Engineers (Corps) to
issue a determination associated with Waters of the U.S. subject to Federal jurisdiction under Section 404
of the Clean Water Act and/or Section 10 of the Rivers and Harbors Act of 1899.
Authorized this the y day of 2.0 2A
O"A, c f
;a -
Print Property Owner's Name
Cc: Karen Higgins
NC Division of Water Resources
401 & Buffer Permitting Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Property Owner's Signature

FIGURES

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a
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pr n, f'arA 4 ardntr
1-6
Figure 1
Vicinity Map
Gateway 85
STONIAN Cityof Gastonia
.
Great Place. Great People. Great Promise. June 2022

� - � �` � - ti • � ■ ' k ', � is Lk����" Legend��
Limits of Disturbance 0 /
SAW-2020-00836 PJD Study Area - �` . \ Cb
eat
ON
do SIN
• f � of brook . w
%
1. � _ • max: � � �i
i
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0 1,000 2,000
_ Figure 2
USGS Topographic Map (Gaston N and Mount Holly)
Gateway 85
STONI City of Gastonia
Great Mace. Great People. Great Promise. June 2022

u
Summary by Map Unit
— Gaston County, North Carolina (NC071)
Map unit symbol
Map unit name
mmB
Alamance variant gravelly loam, 2 to 8 percent slopes
AmD
Alamance variant gravelly loam, 8 to 15 percent slopes
CfB
Cecil -Urban land complex, 2 to B percent slopes
ChA
Chewacla loam, 0 to 2 percent slopes, frequently flooded
LcE
Lloyd loam, 15 to 25 percent slopes
LdB2
Lloyd sandy clay loam, 2 to 8 percent slopes, moderately eroded
LdD2
Lloyd sandy clay loam, 8 to 15 percent slopes, moderately eroded
LgB
Lignum silt loam, 1 to 6 percent slopes
TaB
Tatum gravelly loam, 2 to 8 percent slopes
TaD
Tatum gravelly loam, 8 to 15 percent slopes
WoA
Worsham loam, 0 to 2 percent slopes
Q&Ra
ft
YhF
r
-
0
Limits of Disturbance
-
'
SAW-2020-00836 PJD Study Area
--
SSURGO Soils
Tr{:
Hydric Ratings'-
Not Hydric (0%)
�, •,;,�.
Hydric (1-32 )
,r
m. t$.
Hydric (33-65%)z'No'�
Hydric (66-99%)
.STONI AN
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Figure 3
SSURGO Soils
Gateway 85
City of Gastonia
June 2022

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SAW-2020 00836 PJD Project Boundary �� r" " 'r� r ;_-h- - J a• '�
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Figure 4
dism Existing Conditions
Gateway 85
STONLAN C: City of Gastonia
GreatPlace. Great People. C, rr•r�t Promisr.
June 2022

C: • "fi r •..s.f_• +i'� s :'T:r
rt•. �' �� '-� -- - - - - .� �. i.. � � -4 i� .� • •'i , �. 3� .,fin'. "ti�,�� ..
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,.r. � 'trt �pp'2 .�� • :. ;•."���-�' Impact Site 6 •`?, �.+ f��' -. •`,' �. � , -! R_�.. `. j++.�
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• ° Permanent Culvert
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30 a ,r
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LJ
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_ Limits of Disturbance Intermittent Streams Wetlands Proposed Conditions
Gateway 85
STONI
SAW-2020-00836 PJD Project Boundary Perennial Streams Proposed Wetland Impacts City of Gastonia
NC ® Proposed Rip -Rap Apron Proposed Stream Impacts
Great PIace. Great People. Great I'ruynise.
Proposed Grading June 2022

PERMIT DRAWINGS

CONSTRUCTION PLANS FOR
PGATEWAY 85 - LINEBERGER ROAD REALIGNMENT
CITY OF GASTONIA, GASTON COUNTY, NORTH CAROLINA
UTILITY AND GOVERNING AGENCIES
CONTACT LIST:
PLANNING AND DEVELOPMENT
CITY OF GASTONIA
181 S SOUTH STREET
GASTONIA, NC 28052
701854-6635
CONTACT: RUSTY BOST
[e-mail]
7 A 854- IA, 1 28052
]04854-6641
CONTACT: KEITH LINEBERGER
[e-mail]
EROSION CONTROL
GASTON NATURAL RESOURCES DEPARTMENT
1303 CHERRWILLE HWY.
DALLAS, NC 280M
704922-2157
CONTACT: JOSEPH ALM
GASTON NATURAL RESOURCES DEPARTMENT
1303 CHERRYVILLE HWY.
i DALLAS, NC 28034
o 704-922-2150
E CONTACT: JONATHAN C BOERGER
NCDOT (DIVISION 12, DISTRICT 11
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
DISTRICT 1
1702 E. MARION STREET
SHELBY, NC 28151
980-55241G4
CONTACT: C. BLAKE GUFFEY
[e-mail]
NCDEQ (UTILITIES)
TWO RIVERS UTILITIES
1300 N. BROAD ST.
- GASTONIA, NC 28054
70 866-6]68
CONTACT: KYLE BUTLER
KYLEB@T WORIVERSUTI LITIES.COM
CITY OF GASTONIA PUBLIC WORKS (TRAFFIC)
CITY OF GASTONIA
181 S SOUTH STREET
GASTONIA, NC 28052
[phone]
CONTACT: DALE DENTON
DALED@CITY OF GASTONIA.COM
NCDEQ (WATER QUALITY)
NORTH CAROL I NA DEPARTMENT OF ENVIRONMENTAL QUALITY
NC DEPARTMENT OF ENVIRONMENTAL QUALITY
610 EAST CENTER AVENUE
SUITE 301
MOORESVILLE, NC 28115
COORDINATOR: KELLY PHILLIPS
(7M) 663-1699
GASTON COUNTY NATURAL RESORUCES DEPARTMENT
_ CITY OF GASTONIA
181 S SOUTH STREET
GASTONIA, NC 28052
704-854fi635
CONTACT: JONATHAN C. BOERGER
[e-mail]
2
GASTON COUNTY NATURAL RESORUCES DEPARTMENT
CITY OF GASTONIA
181 S SOUTH STREET
GASTONIA, NC 28052
701
CONTACT: JOSEPH D. ALM
[e-mail]
/
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Culvert (D)
30 LF - Temporary
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CULVERT CROSSING/
STREAM IMPACTS
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Impact Site 4 - W8
0.224 ac -Permanent r
Grading/Fill m \
Impact Site 6 - S6 0.01 ac - Temporary ED
77 LF - Permanent rn
Grading/Fill m \
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1 _ _/0 0_.Rn.
I (5 /
/
LBUILjDING5
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START
}ABERDEEN BLVD EXTENSION —
I I 9
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30'STREAM BUFFER
DRI W 2
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OVERHEAD POWER LINES k
BEGIN PROJECT ABERDEEN BLVD EXTENSION
-L- STA 10+15.00 J
PREVIOUSLY APPROVED IN
SEPARATE PLAN SET
PREPARED IN THE OFFICE OF:
Kimley)))Horn
OWNER
NORTHPOINT DEVELOPMENT
4825 NW 41ST STREET
SUITE 500
ALL CONSTRUCTION TO CONFORM TO CITY OF RIVERSIDE, MISSOURI 64150
PHONE [phone]
GASTONIA STANDARDS AND SPECIFICATIONS
CONTACT: CALEB MOORE
eWmmt of ew AN I, Intended only for tew eowcifc PPfPPBw Pnd cIlwt for whlM it woo Pro ...d. Re of Pnd ImPropa .enPP
ENGINEER
KIMLEY-HORN AND ASSOCIATES, INC.
200 SOUTH TRYON STREET
SUITE 200
CHARLOTTE, NORTH CAROLINA 28203
[phone] TEL
[phone] FAX
CONTACT: JOEY RACER, P.E.
SURVEYOR
GRAPHIC SCALE IN FEET
0 90 180 360
NORTH
END PROJECT
-L- STA 32+50.00
ATLAS SURVEYING, INC.
10910 SOUTHERN LOOP BOULEVARD
UNIT 18
PINEVILLE, NO 28134
PHONE [phone]
CONTACT: KEITH BURNS, P.L.S
c
Sheet List Table
Sheet No.
Sheet Title
R100
COVER SHEET
R101
GENERAL NOTES
R102
LEGEND
R200
TYPICAL SECTIONS
R201
TYPICAL SECTIONS
R202
DETAILS
R2W
DETAILS
R204
DETAILS
R205
DETAILS
'00
TURNING MOVEMENTS
R400
ROAD PLAN AND PROFILE
R401
ROAD PLAN AND PROFILE
R402
ROAD PLAN AND PROFILE
R4W
STORM PROFILES
R404
PAVEMENT MARKING AND SIGNING
R405
PAVEMENT MARKING AND SIGNING
R500
LINEBERGER STREAM CROSSING
R501
LINEBERGER STREAM CROSSING DETAILS
R600
PUBLIC SEWER PLAN AND PROFILE
R601
PUBLIC SEWER PLAN AND PROFILE
R700
PUBLIC WATER PLAN AND PROFILE
R701
PUBLIC WATER PLAN AND PROFILE
KIMLEY-HORN SHALL HAVE NO LIABILITY
WHATSOEVER FOR ANY COSTS ARISING OUT OF
THE CLIENT'S DECISION TO OBTAIN BIDS OR
PROCEED WITH CONSTRUCTION BEFORE
KIMLEY-HORN HAS ISSUED FINAL,
FULLY -APPROVED PLANS AND SPECIFICATIONS.
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PRELIMINARY PLANS ARE SUBJECT TO
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ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES AND/OR UTILITY SERVICE COMPANIES
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SHALL BE PERFORMED PRIOR TO THE FINAL CONNECTIONS OF SERVICES.
THE CITY OF GASTONIA WILL REWIRE AS -BUILT DRAWINGS, ENGINEER'S CERTIFICATION AND ALL EASEMENTS RECORDED
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BEFORE A CERTIFICATE OF OCCUPANCY CAN BE ISSUED.
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THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS
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GENERAL NOTES
1. ALL NECESSARY PERMITS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND MUST OBTAIN ALL
PERMITS PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
2. THE CONTRACTOR MUST REVIEW AND MAINTAIN ACOPV OF PERMITS COMPLETE WITH ALL
CONDITIONS, ATTACHMENTS, EXHIBITS, AND PERMIT MODIFICATIONS IN GOOD CONDITION AT THE
CONSTRUCTION SITE. THE COMPLETE PERMIT MUST BE AVAILABLE FOR REVIEW UPON REQUEST
BY REGULATORY AGENCY REPRESENTATIVES.
3. THE CONTRACTOR SHALL PROTECT ALL MONUMENTS, IRON PINS, AND PROPERTY CORNERS
DURING CONSTRUCTION.
4. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE
CONSTRUCTED TO SAME.
5. SITE BOUNDARY TOPOGRAPHY UTILITY AND ROAD INFORMATION TAKEN FROMASURVEY BVA
LAND SURVEYOR. ALL INFORMATION IS TO BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION.
6. CONTRACTOR IS RESPONSIBLE FOR ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS
REQUIRED 8V CODES
]. THE CONTRACTOR AND SUBCONTRACTORS SHALL OBTAINACOPV OF THE STATE DEPARTMENT
OF TRANSPORTATION STRUCTURE STANDARDS AND REGULATIONS (LATEST EDITION) AND
BECOME FAMILIAR WITH THE CONTENTS PRIOR TO COMMENCING WORK, AND, UNLESS
OTHERWISE NOTED, ALL WORK SHALL CONFORM AS APPLICABLE TO THESE STANDARDS AND
SPECIFICATIONS.
8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING ALL MATERIAL AND LABOR TO
CONSTRUCT THE FACILITY AS SHOWN AND DESCRIBED IN THE CONSTRUCTION DOCUMENTS IN
ACCORDANCE WITH THE APPROPRIATE APPROVING AUTHORITIES SPECIFICATIONS AND
REQUIREMENTS. CONTRACTOR SHALL CLEAR AND GRUB ALL AREAS UNLESS OTHERWISE
INDICATED, REMOVING TREES, STUMPS, ROOTS, MUCK, EXISTING PAVEMENT AND ALL OTHER
DELETERIOUS MATERIAL.
9. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL CITY, COUNTVANDSTATE REGULATIONS
AND CODES AND O.S.H.A. STANDARDS.
10. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS INCLUDING BUT NOT LIMITED TO
ALL UTILITIES STORM DRAINAGE SIGNS ETC. AS REQUIRED. ALL WORK SHALL BE IN
ACCORDANCE WITH GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE APPROVED BY
SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. AREAS TO BE DISTURBED SHALL BE
IMPROVED PER THE CIVIL PLANS OR RESTORED TO THEIR ORIGINAL OR BETTER CONDITION.
CONTRACTOR SHALL REPAIR ANY EXISTING FEATURES THAT ARE DAMAGED DURING
CONSTRUCTION TO THE EXISTING OR BETTER CONDITION.
11. THE CONTRACTOR SHALL HAVE AVAILABLE AT THE JOB SITE AT ALL TIMES ONE COPY OF THE
CONSTRUCTIDN DOCUMENTS INCLUDING PLANS, SPECIFICATIONS, GEOTECHNICAL REPORT AND
SPECIAL CONDITIONS AND COPIES OF ANY REQUIRED CONSTRUCTION PERMITS.
12. ANV DISCREPANCIES ON THE DRAWINGS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION
OF THE OWNER AND ENGINEER BEFORE COMMENCING WORK. NO FIELD CHANGES OR
DEVIATIONS FROM DESIGN ARE TO BE MADE WITHOUT PRIOR APPROVAL OF THE QWNERAND
NOTIFICATION TO THE ENGINEER.
13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THAT THE PROPOSED
IMPROVEMENTS SHOWN ON THE PLANS DO NOT CONFLICT WITH ANV KNOWN EXISTING OR
OTHER PROPOSED IMPROVEMENTS. IF ANY CONFLICTS ARE DISCOVERED THE CONTRACTOR
SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITE WORK THAT
WOULD BE AFFECTED. FAILURE TO NOTIFY OWNER OF AN IDENTIFIABLE CONFLICT PRIOR TO
PROCEEDING WITH INSTALLATION RELIEVES OWNER OF ANY OBLIGATION TO PAY FOR A RELATED
CHANGE ORDER.
14. ALL WELLS DISCOVERED ON SITE THAT WILL HAVE NO USE MUST BE PLUGGED BY ALICENSED
WELL DRILLING CONTRACTOR IN A MANNER APPROVED BY ALL JURISDICTIONAL AGENCIES.
CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ANY WELL ABANDONMENT PERMITS
REpUIRED.ANV WELL DISCOVERED DURING EARTH MOVING OR EXCAVATION SHALL BE
REPORTED TO THE APPROPRIATE JURISDICTIONAL AGENCIES WITHIN 24 HOURS AFTER
DISCOVERY IS MADE.
15. TRAFFIC CONTROL ON ALL STATE, LOCAL AND COUNTY RIGHTS-0WAY-WAY SHALL MEET THE
REQUIREMENTS OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (U.S. DOT/FHA)AND
THE REQUIREMENTS OF THE STATE AND ANY LOCAL AGENCY HAVING JURISDICTION. IN THE
EVENT THAT THE CONTRACT DOCUMENTS AND THE JURISDICTIONAL AGENCY REQUIREMENTS
ARE NOT IN AGREEMENT THE MOST STRINGENT SHALL GOVERN.
SANITARY SEWER NOTES
1. CONTRACTOR TO LOCATE LATERAL CONNECTIONS TO BUILDING PER PLUMBING PLANS.
2. PLACE CLEAN -OUTS ON SANITARY SEWERCATERALS AS REQUIRED BV PLUMBING CODE.
3. PIPE LENGTHS SHOWN ARE MEASURED FROM CENTER TO CENTER OF STRUCTURES AND ARE
ROUNDED TO THE NEAREST FOOT.
4. AMINIMUM HORIZONTAL SEPARATION OF 10 FEET BETWEEN WATER LINES AND SEWERS SHALL 8E
MAINTAINED AT ALL TIMER. A MINIMUM VERTICAL REPARATION OF 18 INCHES BETWEEN WATER
LINES AND SEWERS SHALL BE MAINTAINED AT CROSSINGS. IN THE EVENT THAT MINIMUM
REPARATION REQUIREMENTS CANNOT BE MET THE CONTRACTOR SHALL UTILIZE PRESSURE -TYPE
WATER PIPE FOR THE SEWER PER DETAIL.
5. SANITARY SEWER PIPE SHALL BE AS FOLLOWR:
8' PVC SDR35 PER ASTM D 3034 FOR PIPER LESS THAN 12' DEEP
8'PVC SDR26 PER ASTM D3034 FOR PIPES MORE THAN I2'DEEP
6' PVC SCHEDULE 40
DUCTILE IRON PIPE PE- WA L150
6. WHENEVER VERTICAL DISTANCE BETWEEN OUTGOING AND INCOMING SEWERS IS MORE THAN2
FEET A OUTSIDE DROP MANHOLE SHALL BE INSTALLED.
]. PRIVATE SANITARY SEWER STRUCTURES SHALL BE AS FOLLOWS:
48" DIAMETER PRECAST CONCRETE MANHOLE PER ASTM C4]8.
48" DIAMETER PRECAST POLYETHYLENE IN ACCORDANCE WITH ASTM D1248. MANHOLES
SHALL HAVE A COMPRESSIVE STRENGTH THAT MEETS ASTM D2412.
8. PUBLIC RANITARV SEWER STRUCTURES SHALL CONFORM TO THE CITY OF LOWELL
SPECIFICATIONS FOR SANITARY SEWER.
9. ALL MANHOLES AND CLEANOUTS SHALL BE H2O TRAFFIC GRADE AND RATED WITH HEAVY DUTY
COVERS AND FRAMES PER THE SAME.
STORMWATER NOTES
1. REFER TO GENERAL UTILITY NOTES FOR ADDITIONAL REQUIREMENTS PERTAINING TO
UNDERGROUND UTILITY AND STORMWATER PIPE INSTALLATION.
2. ALL NECESSARY PERMITS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND MUST OBTAIN
ALL PERMITS PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
3. PIPE LENGTHS, GRADES, ELEVATIONS AND LOCATIONS SHOWN ARE APPROXIMATE ONLV.AS
DIRECTED BY THE ENGINEER, THEY MY BE ADJUSTED TO ACCOMMODATE UNFORESEEN
CONDITIONS.
4. ALL STORM PIPE INSTALLED SHALL BE RCP OR HDPE N-12 WITH CASKETS PER ASTM F4]],
UNLESS SPECIFICALLY NOTED OTHERWISE. EXISTING RTORMWATER PIPE MATERIALS, MODIFIED,
DAMAGED OR DEFORMED, ETC. SHALL NOT BE REUSED UNLESS SPECIFICALLY DIRECTED BY THE
ENGINEER.
5. ALL PIPER SHALL BE LAID ON STRAIGHT ALIGNMENT AND EVEN GRADES USINGAPIPE CARER OR
OTHER ACCURATE METHOD.
6. ALL PIPES SHALL BE BEDDED PER MANUFACTURER'S RECOMMENDATIONS.
]. ALL ALL DRAINAGE STRUCTURES SHALL BE CONSTRUCTED WITH (4) SIDED BEARING HEAVY DUTY
H-20 RATED TRAFFIC RIMS AND GRATES
8. ALL CLEANOUT COVERS WITHIN THE PAVEMENT SECTIONS SHALL BE RATED FOR HEAVY DUTY
TRAFFIC (H-20 RATED).
9. WEEPHOLES ARE TO BE CONSTRUCTED IN ALL DRAINAGE STRUCTURES,AMINIMUM OFI
WEEPHOLE PER STRUCTURE. WEEPHOLES ARE TO BE CONSTRUCTED IN THE BOTTOM I/3 OF
STRUCTURE AND COVERED ON THE OUTSIDE OF THE STRUCTURE BY A BAG MADE OF FILTER
FABRIC AND FILLED WITH N]8 STONE.
10. CONTRACTOR SHALL PROVIDE CATCH BASIN INLET PROTECTION ON ALL E%ISTING AND
PROPOSED INLETS UNTIL CONTRIBUTING DRAINAGE AREAS ARE STABILIZED. ALL DRAINAGE
STRUCTURES SHALL BE CLEANED OF DEBRIS AS REQUIRED DURING AND AT THE END OF
CONSTRUCTION TO PROVIDE POSITIVE DRAINAGE FLOWS.
11. THE CONTRACTOR SHALL INSTALL ALL UNDERGROUND STORM WATER PIPING PER
MANUFACTURER'S RECOMMENDATIONS.
12. GRADE ALL AREAS TO MAINTAIN POSITIVE SLOPE AWAY FROM BUILDING.
13. CONTRACTOR SHALL PROVIDE SMOOTH TRANSITION BETWEEN PROPOSED PAVEMENT AND
EXISTING PAVEMENT AND STORM STRUCTURES
14. DURING CONSTRUCTION AND AFTER FINAL GRADING, NO SURFACE WATER RUNOFF MAYBE
DIRECTED TO ADJACENT PROPERTIES, AND ALL SURFACE WATER RUNOFF MUST 8E ROUTED TO
APPROVED DRAINAGE FACILITIES OR BE RETAINED ON SITE. ALL RUNOFF FROM THE SITE BOTH
DURING AND AFTER CONSTRUCTION, MUST 8E FREE OF POLLUTANTS, INCLUDING SEDIMENT,
PRIOR TO DISCHARGE.
GENERAL EROSION CONTROL NOTES
1. REFER TO MASS GRADING AND INFRASTRUCTURE PLANS PREPARED BY KIMLEV-HORN FOR ALL
EROSION CONTROL REQUIREMENTS.
2. PRIOR TO CONSTRUCTION THE CONTRACTOR MUST CLEARLY DELINEATE AND MARK OFF AREAS
IDENTIFIED IN THE SWPPP OR IN THE FIELD TO BE PROTECTED SUCH AS STREAMSANETLANDS
(
NATURAL BUFFERS, TREE, HABITATS OF ENDANGERED/FHREATENEDSPEGIES, HISTORIC
PROPERTIES, ETC.)
3. THE CONTRACTOR SHALL PROTECT ALL MONUMENTS, IRON PINS, AND PROPERTY CORNERS
DURING CONSTRUCTION.
4. SEDIMENT CONTROL BMPS PROPOSED FOR SITE DEVELOPMENT HAVE BEEN DESIGNED TO
ADDRESS CONSTRUCTION STORMWATER RUNOFF. IN THE EVENT THE BMPS BECOME
INEFFECTIVE AT PREVENTING SEDIMENT FROM LEAVING THE SITE, IT IS THE CONTRACTORS
RESPONSIBILITY TO IMPLEMENT ADDITIONAL BMPR.THE CONTRACTOR SHALL CONTINUOUSLY
MAINTAIN BMPS AS DESCRIBED IN THE GENERAL PERMIT .ADDITIONAL MEASURES TO CONTROL
EROSION AND SEDIMENT MAY BE REQUIRED BVTHE EROSION CONTROL INSPECTOR.
S. CONTRACTOR SHALL REVIEW THE GENERAL PERMIT PRIOR TO COMMENCING CONSTRUCTION
ACTIVITY. THE CONTRACTOR SHALL KEEPACOPV OF THE APPROVED PLANS AND GENERAL
PERMIT ONBITE AT ALL TIMES.
6. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A
VIOLATION AND IS SUBJECT TO A FINE.
]. UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT
CONTROL MEASURES SHALL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE WITH THE
MINIMUM STANDARDS AND SPECIFICATIONS OF THE STATE WHICH THE WORK IS PERFORMED.
8. THE CONTRACTOR SHALL INSTALL AND MAINTAIN THROUGHOUT THE PROJECT CONSTRUCTION
ALL EROSION CONTROL MEASURES SHOWN WITHIN THESE PLANS IN ACCORDANCE WITH
APPLICABLE STATE EROSION AND SEDIMENT CONTROL REGULATIONS,
9. ALL CONSTRUCTION WORK SHALL BE IN COMPLIANCE WITH REGULATIONS OF THE NATIONAL
POLLUTANT DISCHARGE ELIMINATION SYSTEM NPoES STORM WATER GENERAL PERMIT.
10. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO CLEARING
ANDIOR LAND DISTURBANCE.
11. CONSTRUCTION ENTRANCE SHALL BE LOCATED SO AS TO PROVIDE THE LEAST AMOUNT OF
DISTURBANCE TO THE FLOW OF TRAFFIC IN AND OUT OF THE SITE. ADDITIONALLY
CONSTRUCTION ENTRANCE SHALL BE LOCATED TO COINCIDE WITH THE PHASING OF THE
PAVEMENT REPLACEMENT.
12. POST CONSTRUCTION STORM WATER POLLUTION CONTROL MEASURES INCLUDE STABILIZATION
BY PERMANENT PAVING DRAINAGE SYSTEM STRUCTURE OR LANDSCAPING.
13. TEMPORARY AND PERMANENT STABILIZATION PRACTICES AND BMP'S SHALL BE INSTALLED AT
THE EARLIEST POSSIBLE TIME DURING THE CONSTRUCTION SEQUENCE. AS AN EXAMPLE
PERIMETER SILT FENCE SHALL BE INSTALLED BEFORE COMMENCEMENT OF ANY GRADING
ACTIVITIES. OTHER BMP'S SHALL BE INSTALLED AS SOON AS PRACTICABLE AND SHALL BE
MAINTAINED UNTIL FINAL SITE STABILIZATION IS ATTAINED. CONTRACTOR SHALL ALSO
REFERENCE CIVIL AND LANDSCAPE PLANS SINCE PERMANENT STABILIZATION IS PROVIDED BY
LANDSCAPING THE BUILDINGS AND SITE PAVING.
14. BMP'S HAVE BEEN LOCATED AS INDICATED ON THIS PLAN IN ACCORDANCE WITH GENERALLY
ACCEPTED ENGINEERING PRACTICES IN ORDER TO MINIMIZE SEDIMENT TRANSFER. FOR
EXAMPLE: SILT FENCES LOCATED AT TOE OF SLOPE AND INLET PROTECTION FOR INLETS
RECEIVING SEDIMENT FROM SITE RUN-OFF.
15. ACOPV OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN AND PERMIT SHALL BE
MAINTAINED ON THE SITE AT ALL TIMES. THE CONTRACTOR SHALL DILIGENTLY AND
CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND STRUCTURES TO MINIMIZE
EROSION.
i6. THE CONTRACTOR SHALL MAINTAIN CLOSE CONTACT WITH THE EROSION CONTROL INSPECTOR
SO THAT PERIODIC INSPECTIONS CAN BE PERFORMED AT APPROPRIATE STAGES OF
CONSTRUCTION.
1]. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN
FIELD CONDITIONS WARRANT OFFSITE GRADING, PERMISSION MUST 8E OBTAINED FROM THE
AFFECTED PROPERTY OWNERS. CONTACT PROJECT ENGINEER AND PROJECT EROSION
CONTROL INSPECTOR TO ENSURE ADDITIONAL EROSION CONTROL MEASURES ARE INSTALLED
PRIOR TOOFF-SITE GRADING.
18. ANV SPILLS OF PETROLEUM PRODUCTS OR HAZARDOUS MATERIALS IN EXCESS OF REPORTABLE
QUANTITIES AS DEFINED 8V EPA OR THE STATE OR LOCAL AGENCY REGULATIONS, SHALL BE
IMMEDIATELY REPORTED TO THE EPA NATIONAL RESPONSE CENTER (14100-024-8802j, AND AB
REQUIRED 8V THE GENERAL PERMIT.
18. THE CONTRACTOR SHALL MAINTAIN JURISOICTIONALLV REQUIRED BUFFERS OF UNDISTURBED
NATURAL VEGETATION BETWEEN THE DISTURBED PORTIONS OF THE SITE AND SURFACES
WATERS AT ALL TIMES. BUFFERS SHALL BE MAINTAINED IN ACCORDANCE WITH THE
REQUIREMENTS OF THE JURISDICTION.
20. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON
THESE PLANS (INCLUDING, BUT NOT LIMITED TO OFFSITE BORROW OR WASTE AREAS, STAGING
OR STORAGE AREAS), THE CONTRACTOR SHALL PREPARE AND SUBMITA SUPPLEMENTARY
EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND TO THE APPROPRIATE GOVERNING
ENTITY FOR APPROVAL CONTRACTOR SHALL PAY ALL FEES REQUIRED AND SHALL INSTALL
NECESSARY MEASURES AT NO SEPARATE PAYMENT. THE CONTRACTOR SHALL PROVIDE THE
OWNER AND THE ENGINEER A COPY OF THE AMENDED PERMIT.
21. CONTRACTOR SHALL PLACE EROSION CONTROL BLANKET NORTH AMERICAN GREEN SCi500R
APPROVED EQUAL) ON ALL SITE AREAS WITH SLOPES GREATER THAN 2:1, AND IN THE BOTTOM
AND SIDE SLOPES OF ALL SWALES.
22. NO PARKING SHALL BE LOCATED OUTSIDE THE LIMITS OF DISTURBANCE.
23. NO CONSTRUCTION LAVDOWN OR STAGING SHALL BE LOCATED OUTSIDE THE LIMITS OF
DISTURBANCE.
24. ALL DRAINAGE SWALES MUST BE GRADED AND RIP -RAP MUST BE REPLACED AS REQUIRED TO
CONTROL EROSION. RIP -RAP WILL CONSIST OF 50 -125 POUND STONES PLACED AT ALL
HEADWALLS, AND WHERE NOTED ON CONSTRUCTION DRAWINGS. SEE DETAIL SHEET FOR
OUTFACE PIPE SIZE CHART.
25. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED FOR ADDITIONAL CONTRACTOR
LAVDOWN AREA. CONTRACTOR TO COORDINATE WITH ENGINEER DURING CONSTRUCTION. THE
LIMITS OF DISTURBANCE SHOULD CONTAIN ANV ADDITIONAL LAVDOWN AREAS. IF ADDITIONAL
LAVDOWN AREA IS NEEDED OUT SIDE THE LIMITS OF DISTURBANCE A REVISED EROSION
CONTROL PLAN SHOULD BE REVIEWED AND PERMITTED.
A. PUMPING SEDIMENT LADEN WATER INTO ANY STORMWATER FACILITY THAT IS NOT DESIGNATED
TO 8E A SEDIMENT TRAP, ORAINAGEWAV, OR OFFSITE AREA EITHER DIRECTLY OR INDIRECTLY
WITHOUT FILTRATION IS PROHIBITED. DURING DEWATERING OPERATIONS, WATER SHALL BE
PUMPED INTO AN APPROVED FILTERING DEVICE PRIOR TO DISCHARGE TO RECENING OUTLET.
WATER REMOVED FROM TRAPS BASINS AND OTHER WATER HOLDING DEPRESSIONS OR
EXCAVATIONS MUST FIRST PASS THROUGH A SEDIMENT CONTROL AND/OR FILTRATION DEVICE.
WHEN DEWATERING DEVICES ARE USED, DISCHARGE LOCATIONS SHALL BE PROTECTED FROM
EROSION.
2]. ALL TEMPORARY STORMWATER EROSION AND SEDIMENT CONTROL MEASURES SHALL BE
REMOVED WITHIN 30 DAYS AFTER FINAL STABILIZATION IS ALHIEVED.TRAPPED SEDIMENT AND
OTHER DISTURBED SOILS RESULTING FROM TEMPORARY MEASURES SHALL BE PROPERLY
DISPOSED OF PRIOR TO PERMANENT STABILIZATION.
28. SOIL STOCKPILES SHALL NOT BE LOCATED INADRAINAGEWAV STOCKPILES. FLOOD PLAIN
AREA OR A DESIGNATED BUFFER. ALL STOCKPILES SHALL BE IMMEDIATELY STABILIZED AS
GENERAL ACCESSIBILITY NOTES
1. THE CONTRACTOR SHALL REVIEW ALL APPLICABLE STATE AND LOCAL GUIDELINES AS THEY
APPLY TO THE ACCESSIBILITY AND SIGNAGE.
2. ALL CONSTRUCTION SHALL BE VERIFIED BY THE CONTRACTOR TO BE IN COMPLIANCE WITH
LOCALLY ADOPTED ACCESSIBILITY REGULATIONS. ANYTHING FOUND NOT IN COMPLIANCE SHALL
BE REPLACED AT THE CONTRACTOR'S EXPENSE.
3. THE PROPOSED IMPROVEMENTS SHALL BE CONSTRUCTED COMPLIANT WITH THE LATEST EDITION
OF THE ADA STANDARDS FOR ACCESSIBILE DESIGN AS PUBLISHED BY THE DEPARTMENT OF
JUSTICE. 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.
4. CURB RAMPR ALONG PUBLIC STREETS AND IN THE PUBLIC RIGHT-0WAY-WAY SHALL BE
CONSTRUCTED BASED ON THE CITY STANDARD CONSTRUCTION DETAILS AND SPECIFICATIONS.
5. PRIVATE CURB RAMPS ON THE RITE(I.E. OUTRIDE PUBLIC STREET RIGHT-0WAY)-WAV)SHALL
CONFORM TO THE ADA STANDARDS FOR ACCESSIBLE DESIGN AND SHALL HAVE A DETECTABLE
WARNING SURFACE THAT IS FULL WIDTH OF THE CURB RAMP NOT INCLUDING FLARES.
6. ALL ACCESSIBLE ROUTES, GENERAL SITE AND BUILDING ELEMENTS, RAMPS, CURB RAMPS,
STRIPING, AND PAVEMENT MARKINGS SHALL CONFORM TO ADA STANDARDS FOR ACCESSIBLE
DESIGN, LATEST EDITION.
]. ANV COMPONENTS OF THE PROJECT SERVING MULTIFAMILY DWELLINGS IN BUILDINGS THAT
HAVE 40R MORE UNITS PER DWELLING SHALL ALSO CONFORM TO THE FAIR HOUSING ACT FHA
AND COMPLY WITH THE FAIR HOUSING ACT DESIGN MANUAL BY THE US DEPARTMENT OF
HOUSING AND URBAN DEVELOPMENT.
S. BEFORE PLACING PAVEMENT, CONTRACTOR SHALL VERIFY THAT SUITABLE ACCESSIBLE
PEDESTRIAN ROUTES (PER ADA AND FHA) EXIST TO AND FROM EVERY DOOR AND ALONG
SIDEWALKS, ACCESSIBLE PARKING SPACES, ACCESS AISLES, AND ACCESSIBLE ROUTES. IN NO
CASE SHALL AN ACCESSIBLE RAMP SLOPE EXCEED 1 VERTICAL TO 12 HORIZONTAL. IN NO CASE
SHALL SIDEWALK CROSS SLOPE EXCEED 2.0 PERCENT. IN NO CASE SHALL LONGITUDINAL
SIDEWALK SLOPE EXCEED 5.0 PERCENT. ACCESSIBLE PARKING SPACES AND ACCESS AISLES
SHALL NOT EXCEED 2.0 PERCENT SLOPE IN ANY DIRECTION.
9. CONTRACTOR SHALL TAKE FIELD SLOPE MEASUREMENTS ON FINISHED SUeGRADE AND FORM
BOARDS PRIOR TO PLACING PAVEMENT TO VERIFY THAT ACCESSIBLE SLOPE REQUIREMENTS
ARE PROVIDED. CONTRACTOR SHALL CONTACT ENGINEER PRIOR TO PAVING IF ANV EXCESSIVE
SLOPES ARE ENCOUNTERED. NO CONTRACTOR CHANGE ORDERS WILL BE ACCEPTED FOR ADA
COMPLIANCE ISSUES.
GENERAL DEMOLITION NOTES
1. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS REQUIRED FOR DEMOLITION
AND DISPOSAL. IT WILL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN ANY PERMITS AND
PAY FEES REQUIRED FOR DEMOLITION AND HAUL-0FF FROM THE APPROPRIATE AUTHORITIES.
THESE FEES SHALL BE INCLUDED WITH THE BID. THE CONTRACTOR SHALL PREPARE ALL
OOLUMENTR AND ACQUIRE APPROPRIATE PERMITS AS REQUIRED PRIOR TO THE
COMMENCEMENT OF DEMOLITION.
2. DEMOLITION AS DEPICTED ON THE DEMOLITION PLAN IS INTENDED TO DESCRIBE GENERAL
DEMOLITION AND UTILITY WORK. IT IS NOT INTENDED TO IDENTIFY EACH ELEMENT OF
DEMOLITION OR RELOCATION. CONTRACTOR SHALL COORDINATE WITH THE OWNER AND
APPROPRIATE UTILITY COMPANY PRIOR TO WORK.
3. THECONTRACTORIS RESPONSIBLE FOR THE DEMOLITION, REMOVAL AND LAWFULDISPOSAL
OF ALL STRUCTURES, PAVING, UTILITIES, ETC., SUCH THAT THE IMPROVEMENTS SHOWN ON
THE PLANS CAN BE CONSTRUCTED. ALL FACILITIES TO BE REMOVED SHALL BE UNDERCUT TO
SUITABLE MATERIAL AND BROUGHT TO GRADE WITH SUITABLE COMPACTED FILL MATERIAL AS
NECESSARY.
4. ASBESTOS OR ANV OTHER HAZARDOUS MATERIAL, IF FOUND ON SITE, SHALL BE REMOVED BY
A LICENSED HAZARDOUS MATERIAL CONTRACTOR ONLY AFTER NOTIFICATION OF THE
ENGINEER AND AUTHORIZATION TO PROCEED IS GIVEN BY THE OWNER
5. THE CONTRACTOR SHALL PUMP OUT BUILDING FUEL AND WASTE OIL TANKS (IF ANV ARE
ENCOUNTERED) AND REMOVE FUEL TO AN APPROVED DISPOSAL AREA BY AN APPROPRIATELY
LICENSED WASTE OIL HANDLING CONTRACTOR IN STRICT ACCORDANCE WITH FEDERAL AND
STATE REQUIREMENTS ONLY AFTER NOTIFICATION OF THE ENGINEER AND AUTHORIZATION TO
PROCEED IS GIVEN BY THE OWNER.
fi. THE CONTRACTOR SHALL MAINTAIN ALL UTILITY SERVICES TO ALL EXISTING FACILITIES AND
OUTLETS AT ALL TIMES. UTILITY SERVICES SHALL NOT BE INTERRUPTED WITHOUT APPROVAL
FROM THE SERVICE PROVIDERS AND COORDINATION THROUGH THE PROPERTY OWNER(S).
THE CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL UTILITIES TO REMAIN IN
PLACE.
]. THE CONTRACTOR SHALL COORDINATE WITH RESPECTIVE UTILITY COMPANIES PRIOR TO THE
REMOVAL AND/OR RELOCATION OF UTILITIES. THE CONTRACTOR SHALL COORDINATE WITH THE
UTILITY COMPANY CONCERNING PORTIONS OF WORK WHICH MAY BE PERFORMED BY THE
UTILITY COMPANVS FORCES AND ANY FEES WHICH ARE TO BE PAID TO THE UTILITY COMPANY
FOR THEIR SERVICES. THE CONTRACTOR IS RESPONSIBLE FOR PAVING ALL FEES AND
CHARGES.
8. THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON THIS PLAN HAVE BEEN DETERMINED
FROM THE BEST INFORMATION AVAILABLE AND ARE GIVEN FOR THE CONVENIENCE OF THE
CONTRACTOR. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THEIR ACCURACY. THE
ITEMS SHOWN ARE NOT TO BE INTERPRETED AS THE EXACT LOCATION OR AS THE ONLY
OBSTACLES THAT MAY OCCUR ON THE SITE. VERIFY EXISTING CONDITIONS AND PROCEED
WITH CAUTION AROUND ANV ANTICIPATED FEATURES. PRIOR TO THE START OF ANV
DEMOLITION ACTIVITY THE CONTRACTOR SHALL NOTIFY THE UTILITY COMPANIES FOR ONSITE
LOCATIONS OF EXISTING UTILITIES.
9. ELECTRICAL TELEPHONE CABLE WATER FIBER OPTIC CABLE AND/OR GAB LINES NEEDING TO
BE REMOVED OR RELOCATED SHALL BE COORDINATED WITH THE AFFECTED UTILITY COMPANY.
ADEQUATE TIME SHALL BE PROVIDED FOR RELOCATION AND CLOSE COORDINATION WITH THE
UTILITY COMPANY IS NECESSARY TO PROVIDE A SMOOTH TRANSITION IN UTILITY SERVICE.
CONTRACTOR SHALL PAY GLOBE ATTENTION TO EXISTING UTILITIES WITHIN THE ANY ROAD
RIGHT OF WAY DURING CONSTRUCTION
f0. SHOULD ANY UNCHARTED OR INCORRECTLY CHARTED EXISTING PIPING OR OTHER UTILITY BE
UNCOVERED DURING EXCAVATION CONTRACTOR SHALL CONSULT THE ENGINEER AND OWNER
IMMEDIATELY FOR DIRECTIONS BEFORE PROCEEDING FURTHER WITH WORK IN THIS AREA.
11. CONTRACTORMUSTPROTECT THE PUBLIC AT ALL TIMES WITH FENCING BARRICADES
ENCLOSURES ETC. AND OTHER APPROPRIATE BEST MANAGEMENT PRACTICES AS
APPROVED BY THE OWNER
12. CONTINUOUS ACCESS SHALL BE MAINTAINED FOR THE SURROUNDING BUSINESSES AND
PROPERTIES AT ALL TIMES DURING DEMOLITION OF THE EXISTING IMPROVEMENTS AND
CONSTRUCTION OF THE PROPOSED IMPROVEMENTS. CONTRACTOR SHALL COORDINATE WITH
THE OWNER(SN LEASEE(Sj PRIOR TO ANY CONSTRUCTION TO ESTABLISH CUSTOMER ACCESS
AND TRAFFIC FLOW DURING ALL PHASES.
13. SHOULD CONSTRUCTION ACTIVITIES DAMAGE EXISTING FEATURES THE CONTRACTOR SHALL
REPLACE THE FEATURES WITH NEW MATERIALS. DAMAGE TO ANY EXISTING CONDITIONS TO
REMAIN WILL BE REPLACED AT CONTRACTOR'S EXPENSE.
14. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONS TO AVOID UNNECESSARY DAMAGE TO
E%ISTING ROAD SURFACES. FINISHED SURFACES TO BE REMOVED OR DEMOLISHED SHALL BE
CUT ALONG LINES OF JOINTS WHICH WILL PERMIT A NEAT SURFACE WHEN RESTORED. SAW
CUT AT INTERFACE OF PAVEMENT OR CURB TO REMAIN. SAW CUT EXISTING PAVEMENT AT THE
RIGHT-OF-WAY. SAW CUTS SHALL BE MADE FULL DEPTH THROUGH THE EXISTING PAVEMENT.
DISCARDED PAVEMENT SHALL BE REMOVED WITHOUT UNDERMINING THE EXISTING PAVEMENT.
IF ANY DAMAGE IS INCURRED ON ANY OF THE SURROUNDING PAVEMENT, ETC. THE
CONTRACTOR SHALL BE RESPONSIBLE FOR ITS REMOVAL AND REPAIR.
15. CONTRACTOR SHALL MAINTAIN ALL EXISTING PARKING SIDEWALKS DRIVES ETC. CLEAR AND
FREE FROM ANY CONSTRUCTION ACTIVITYAND/OR MATERIAL TO ENSURE EASY AND SAFE
PEDESTRIAN AND VEHICULAR TRAFFIC TO AND FROM THE SITE. CONTRACTOR SHALL
COORDINATE/PHASE ALL CONSTRUCTION ACTIVITY WITHIN PROXIMITY OF THE BUILDING AND
UTILITY INTERRUPTIONS WITH THE PROPERTY OWNERS AND UTILITY PROVIDERS TO MINIMIZE
DISTURBANCE AND INCONVENIENCE.
18. ALL EXISTING ITEMS TO REMAIN WHICH ARE DAMAGED DURING CONSTRUCTION SHALL BE
RESTORED TO ITS ORIGINAL CONDITION AT THE SOLE EXPENSE OF THE CONTRACTOR.
1]. SHOULD ANY UNCHARTED OR INCORRECTLY CHARTED EXISTING PIPING OR OTHER UTILITY BE
UNCOVERED DURING EXCAVATION, CONTRACTOR SHALL CONSULT THE ENGINEER AND OWNER
IMMEDIATELY FOR DIRECTIONS BEFORE PROCEEDING FURTHER WITH WORK IN THIS AREA.
18. ANV WATER WELLS ENCOUNTERED ARE TO BE BROUGHT TO THE PROJECT ENGINEER
ATTENTION IMMEDIATELY AND PROPERLY ABANDONED BV ALICENSED WELL DRILLER.
19. ANY SEPTIC SYSTEMS ENCOUNTERED SHALL BE BROUGHT TO THE THE PROJECT ENGINEER
ATTENTION IMMEDIATELY AND SHALL BE PROPERLY DEMOLISHED.
GENERAL PAVING NOTES
1. CONTRACTOR SHALL ADJUST AND/OR CUT EXISTING PAVEMENT AS NELERSARV TO ASRUREA
SMOOTH FIT AND CONTINUOUS GRADE. CONTRACTOR SHALL PROVIDE SMOOTH TRANSITION
BETWEEN PROPOSED PAVEMENT, EXISTING PAVEMENT AND ANY STRUCTURES.
2. THE PROPOSED SPOT ELEVATIONS SHOWN ARE FINISHED ELEVATIONS INCLUDING ASPHALT AND
CONCRETE. REFER TO PAVEMENT SECTIONS AND CURB DETAILS TO ESTABLISH CORRECT
SUBBASE OR AGGREGATE BASE COURSE ELEVATIONS TO BE COMPLETED UNDER THIS
CONTRACT.
3. ALL AREAS INDICATED AS PAVEMENT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE
TYPICAL PAVEMENT SECTIONS AS INDICATED ON THE DRAWINGS. CONTRACTOR SHALL REVIEW
THE RECCOMENDATIONS OF THE GEOTECHNICAL ENGINEER PRIOR TO PAVING.
4. WHERE EXISTING PAVEMENT IS INDICATED TO BE REMOVED AND REPLACED THE CONTRACTOR
SHALL SAW CUT A MINIMUM 2" DEEP FOR A SMOOTH AND STRAIGHT JOINT AND REPLACE THE
PAVEMENT WITH THE SAME TYPE AND DEPTH OF MATERIAL AS EXISTING OR AS INDICATED.
5. ALL PAVING CONSTRUCTION MATERIALS AND WORKMANSHIP WITHIN JURISDICTIONAL
RIGHT-OF-WAY SHALL BE IN ACCORDANCE WITH LOCAL OR COUNTY SPECIFICATIONS AND
STANDARDS (LATEST EDITION) OR STATE DEPT.OF TRANSPORTATION SPECIFICATIONS AND
STANDARDS (EATERY EDITION) IF NOT COVERED BY LOCAL OR COUNTY REGULATIONS.
fi. ALL ON -SITE STRIPING IS TO BE PAINTED UNLESS OTHERWISE NOTED. ALL STRIPING IN PUBLIC
RIGHT-OF-WAY TO BE THERMOPLASTIC STRIPING.
]. TRANSVERSE EXPANSION JOINTS ARE TO BE PROVIDED IN CONCRETE SIDEWALKS AND
COMBINED WALKSICURBS WHERE SHOWN AND AT INTERVALS NOT TO EXCEED 12 X THE WIDTH
OF THE WALK.
8. EXPANSION JOINTS SHALL BE INSTALLED IN CONCRETE PAVEMENTS AND WALKS AT ALL
LOCATIONS WHERE PAVEMENTS AND WALKS ABUT A VERTICAL SURFACE SUCH AS A CURB, WALL,
COLUMN, ETC.
9. CONTRACTION JOINTS SHALL BE PROVIDED AT EQUAL INTERVALS BETWEEN EXPANSION JOINTS
IN CONCRETE WALKS. INSTALL CONTRACTION JOINTS AS SHOWN BUT IN NO CARE AT INTERVALS
GREATER THAN 1.5 X THE WIDTH OF THE WALK.
f0. CONTRACTOR SHALL COORDINATE PAVING IMPROVEMENTS TO AVOID TIRE MARKS FROM
CONSTRUCTION ACTIVITY. FINAL PAVING SHALL BE AS SMOOTH AS POSSIBLE AND FREE FROM
ANY CRACKS, SCRAPES, GOUGES, TIRE MARKS, ETC. CAUSED DURING CONSTRUCTION.
11. ALL NEW CONCRETE SHALL BE DOWELED INTO ALL EXISTING CONCRETE (PAVING, SIDEWALKS,
CURB, ETC.). TRANSVERSE EXPANSION JOINTS ARE TO BE PROVIDED IN CONCRETE SIDEWALKS
AND COMBINED WALKS/CURBS AS SHOWN ON THE DETAILS AND AT INTERVALS NOT TO EXCEED
12 TIMES THE WIDTH OF THE WALK.
12. ALL STRUCTURES SHALL BE ADJUSTED AS NECESSARY TO BE FLUSH WITH FINAL PAVEMENT.
CONSTRUCTION TESTING
1. IT IS THE CONTRACTORS RESPONSIBILITY TO OBTAIN ALL TESTS REQUIRED BY THE
JURIRDILTIONAL AGENCIES HAVING AUTHORITY.
2. IF DETERMINED 8V THE OWNER, THE CONTRACTOR SHALL PROVIDE ADDITIONAL CONSTRUCTION
TESTING. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER FOR REQUIRED
CONSTRUCTION TESTING.
3. TESTING OF MATERIALS REQUIRED FOR THE CONSTRUCTION OF THE PAVING IMPROVEMENTS
SHALL BE PERFORMED BY AN APPROVED AGENCY FOR TESTING MATERIALS. THE TESTING
LABORATORY AND THE PAYMENT OF SUCH TESTING SERVICES SHALL BE MADE BY THE OWNER. IT
SHALL 8E THE CONTRACTOR'S RESPONSIBILITYTO SHOW BYSTANDARD TESTING PROCEDURES
THAT THE WORK CONSTRUCTED DOER MEET THE REQUIREMENTS OF THE SPECIFICATIONS.
4. ALL COPIES OF COMPACTION, CONCRETE AND OTHER REQUIRED TEST RESULTS ARE TO BE SENT
TO THE OWNER AND DESIGN ENGINEER OF RECORD DIRECTLY FROM THE TESTING AGENCY.
5. EACH BACKFLOW PREVENTION ASSEMBLY IS REQUIRED TO BE TESTED BV A
JURISDICTIONALLV-APPROVED CERTIFIED TESTER PRIOR TO PLACING THE WATER SYSTEM IN
SERVICE.
GENERAL UTILITY NOTES
1. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS PRIOR TO CONSTRUCTION.
CONTRACTOR IS RESPONSIBLE FOR OBTAINING AN ENCROACHMENT AGREEMENT PERMIT, AS
REQUIRED TO CONSTRUCT UTILITY CONNECTIONS.
2. REFER TO ARCHITECTURAL MECHANICAL, ELECTRICAL AND PLUMBING PLANS FOR
CONTINUATION OF UTILITIES WITHIN 5 FEET OF STRUCTURES.
3. THE CONTRACTOR IS RESPONSIBLE FOR HORIZONTALLY AND VERTILALLV LOCATING AND
PROTECTING ALL PUBLIC OR PRIVATE UTILITIES (SHOWN OR NOT SHOWN) WHICH LIE IN OR
ADJACENT TO THE CONSTRUCTION SITE. AT LEAST 48 HOURS PRIOR TO ANV DEMOLITION,
GRADING, OR CONSTRUCTION ACTIVITY, THE CONTRACTOR SHALL CONTACT 811 FOR THE
IDENTIFICATION OF EXISTING UTILITIES WITHIN THE SITE.
4. EXISTING UTILITIES SHOWN ARE LOCATED ACCORDING TO THE INFORMATION AVAILABLE TO THE
ENGINEER AT THE TIME OF THE TOPOGRAPHIC SURVEY AND HAVE NOT BEEN INDEPENDENTLY
VERIFIED BY THE OWNER OR THE ENGINEER. GUARANTEE IS NOT MADE THAT ALL EXISTING
UNDERGROUND UTILITIES ARE SHOWN OR THAT THE LOCATION OF THOSE SHOWN ARE
ENTIRELY ACCURATE. FINDING THE ACTUAL LOCATION OF ANY EXISTING UTILITIES IS THE
CONTRACTOR'S RESPONSIBILITY AND SHALL BE DONE BEFORE COMMENCING ANY WORK IN THE
VICINITY. FURTHERMORE, THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR ANY AND ALL
DAMAGES DUE TO THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANV AND
ALL UNDERGROUND UTILITIES. THE OWNER OR ENGINEER WILL ASSUME NO LIABILITY FOR ANY
DAMAGES SUSTAINED OR LOST INCURRED BECAUSE OF THE OPERATIONS IN THE VICINITY OF
EXISTING UTILITIES OR STRUCTURES, NOR FOR TEMPORARY BRACING AND SHORING OF SAME.
IF IT IS NECESSARY TO SHORE, BRACE, SWING OR RELOCATE A UTILITY, THE UTILITY COMPANY
OR DEPARTMENT AFFECTED SHALL BE CONTACTED AND THEIR PERMISSION OBTAINED
REGARDING THE METHOD TO USE FOR SUCH WORK.
5. SHOULD ANY UNCHARTED OR INCORRECTLY CHARTED UTILITIES BE ENCOUNTERED THE
CONTRACTOR SHALL CONTACT THE OWNER IMMEDIATELY FOR DIRECTIONS.
fi. THE CONTRACTOR IS RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING
UTILITIES DURING CONSTRUCTION. AT LEAST 48 HOURS PRIOR TO ANV DEMOLITION, GRADING,
OR CONSTRUCTION ACTIVITY THE CONTRACTOR SHALL NOTIFY THE UTILITY PROVIDER FOR
PROPER IDENTIFICATION OF EXISTING UTILITIES WITHIN THE PROJECT SITE. THE CONTRACTOR
SHALL COORDINATE ANY INTERRUPTION OF UTILITY SERVICE WITH OWNER(S) AND RESPECTIVE
UTILITY COMPANY REPRESENTATIVE.
]. CONTRACTOR SHALL NOTIFY THE UTILITYAUTHORITIES INSPECTORS ]2 HOURS BEFORE
CONNECTING TO ANY EXISTING LINE.
8. CONTRACTOR SHALL SAW CUT, REMOVE, AND REPLACE ASPHALT PAVEMENT AS NECESSARY TO
INSTALL UNDERGROUND ELECTRIC TELEPHONE SEWER WATER AND COMMUNICATION
CONDUITS.PAVEMENTS WALKS CURBS AND OTHER SURFACE IMPROVEMENTS REQUIRING
REMOVAL FOR INSTALLATION OF UNDERGROUND UTILITIES SHALL BE RESTORED TO THEIR
PRESENT CONDITION UNLESS OTHERWISE SHOWN.
9. ALL ELECTRICAL WORK SHALL BE DONE IN ACCORDANCE WITH LOCAL POWER COMPANY
STANDARDS.
f0. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR INSTALLATION
REQUIREMENTS AND SPECIFICATIONS.CONTRACTOR IS RESPONSIBLE FOR ALL NECESSARY
INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES AND/OR UTILITY SERVICE
COMPANIES.
11. PRESSURE UTILITY MAINS AND SERVICE LINES MY NEED TO BE INSTALLED ATA DEPTH
GREATER THAN THAT SPECIFIED OR SHOWN ON THE DRAWINGS TO CLEAR EXISTING AND
PROPOSED CROSSING UTILITIES. IN SUCH CASES, THE CONTRACTOR SHALL INSTALL VERTICAL
BENDS AS REQUIRED TO ACHIEVE APPROPRIATE CLEARANCE BETWEEN THE CROSSING
UTILITIES.
12. WHERE GRADE MODIFICATIONS CUT OR FILL ARESHOWNADJACENT TO EXISTING VALVE BOX
COVERS AND MANHOLE CASTINGS, THE VALVE BOX COVERS AND MANHOLE CASTINGS SHALL BE
ADJUSTED FLUSH WITH THE PROPOSED GRADE.
13. THE CONTRACTOR SHALL MAINTAIN ALL FLOWS AND UTILITY CONNECTIONS TO EXISTING
BUILDINGS, ETC. WITHOUT INTERRUPTION UNLESSNNTIL AUTHORIZED TO DISCONNECT BY THE
OWNER, UTILITY COMPANIES, AND GOVERNING AUTHORITIES. THE CONTRACTOR SHALL INSTALL
AS NECESSARY, TEMPORARY SITE LIGHTING, GAS, SANITARY, WATER, STORM, ELECTRIC,
TELEPHONE, AND CABLE SERVICES TO SERVICE BUILDING(S) TO REMAIN OPEN.
14. ALL PROPOSED STUBS SHALL BE CAPPED AND SHALL BE PROVIDED WITH FIELD MARKERS.
15. CONTRACTOR TO PROVIDE AND INSTALL CONDUIT FOR SITE LIGHTING PER SITE LIGHTING PLAN
(BV OTHERS).
i6. CONTRACTOR TO PROVIDE AND INSTALL CONDUIT FOR IRRIGATION PER IRRIGATION PLAN (BY
OTHERS.
1]. LINES UNDERGROUND SHALL BE INSTALLED, SURVEYED, AND
BACKFILLING.
18. MINIMUM TRENCH WIDTH SHALL BE2FEET.
19. ALL CHANGES IN DIRECTION OF THE CONDUIT SHALL UTILIZE STANDARD SWEEPS WITHA
MINIMUM BENDING RADIUS LISTED IN THE NEC. NO MORE THAN (2j 90.DEGREE BENDS WILL BE
ALLOWED BETWEEN PULLING POINTS, OR A TOTAL OF 180 DEGREES COMBINED IN SEVERAL
BENDS. PULL BOXES SHALL BE LOCATED EVERY 400 FEET UNLESS THE COMBINED TOTAL OF
BENDS REQUIRE ADDITIONAL MANHOLES.
20. ALL UTILITIES SHOULD BE KEPT TEN (10')APART (PARALLEL) DR WHEN CROSSING 18" VERTICAL
CLEARANCE OUTSIDE EDGE OF PIPE TO OUTSIDE EDGE OF PIPE.
21. THE CONTRACTOR SHALL CONSTRUCT GRAVITY SEWER LATERALS, MANHOLES GRAVITY SEWER
LINES AND DOMESTIC WATER AND FIRE PROTECTION SYSTEM AS SHOWN ON THESE PLANS. THE
CONTRACTOR SHALL FURNISH ALL NECESSARY MATERIALS EQUIPMENT MACHINERY TOOLS
MEANS OF TRANSPORTATION AND LABOR NECESSARY TO COMPLETE THE WORK IN FULL AND
COMPLETE ACCORDANCE WITH THE SHOWN, DESCRIBED AND REARONABLV INTENDED
REQUIREMENTS OF THE CONTRACT DOCUMENTS AND JURISDICTIONAL AGENCY REQUIREMENTS.
IN THE EVENT THAT THE CONTRACT DOCUMENTS AND THE JURISDICTIONAL AGENCY
REQUIREMENTS ARE NOT IN AGREEMENT, THE MOST STRINGENT SHALL GOVERN.
22. DEFLECTION OF PIPE JOINTS AND CURVATURE OF PIPE SHALL NOT EXCEED THE
MANUFACTURER'S SPECIFICATIONS. SECURELY CLOSE ALL OPEN ENDS OF PIPE AND FITTINGS
WITHA WATERTIGHT PLUG WHEN WORK IS NOT IN PROGRESS. THE INTERIOR OF ALL PIPES
SHALL BE CLEAN AND JOINT SURFACES WIPED CLEAN AND DRV AFTER THE PIPE HAS BEEN
LOWERED INTO THE TRENCH. VALVES SHALL BE PLUMB AND LOCATED ACCORDING TO THE
PLANS. MAXIMUM PIPE JOINT DEFLECTION FOR CITY MAINTAINED LINES IS 3OF THE
MANUFACTURER'S RECOMMENDATION.
23. ALL PHASES OF INSTALLATION, INCLUDING UNLOADING, TRENCHING, LAVING AND BACK FILLING,
SHALL BE GONE INAFIRST CLASS WORKMANLIKE MANNER. ALL PIPE AND FITTINGS SHALL BE
CAREFULLY STORED FOLLOWING MANUFACTURER'S RECOMMENDATIONS. CARE SHALL BE
TAKEN TO AVOID DAMAGE TO THE COATING OR LINING IN ANY DUCTILE IRON PIPE FITTINGS.
ANV PIPE OR FITTING WHICH IS DAMAGED OR WHICH HAS FLAWS OR IMPERFECTIONS WHICH, IN
THE OPINION OF THE ENGINEER OR OWNER RENDERS IT UNFIT FOR USE SHALL NOT BE USED.
ANV PIPE NOT SATISFACTORY FOR USE SHALL BE CLEARLY MARKED AND IMMEDIATELY
REMOVED FROM THE JOB SITE, AND SHALL BE REPLACED AT THE CONTRACTOR'S EXPENSE.
24. WATER FOR FIRE FIGHTING SHALL BE AVAILABLE FOR USE PRIOR TO COMBUSTIBLES BEING
BROUGHT ON SITE.
25. ALL UTILITY AND STORM DRAIN TRENCHES LOCATED UNDER AREAS TO RECEIVE PAVING SHALL
BE COMPLETELY BACK FILLED IN ACCORDANCE WITH THE GOVERNING JURISDICTIONAL
AGENCY'S SPECIFICATIONS. IN THE EVENT THAT THE CONTRACT DOCUMENTS AND THE
JURISDICTIONAL AGENCY REQUIREMENTS ARE NOT IN AGREEMENT, THE MOST STRINGENT
SHALL GOVERN.
2fi. UNDERGROUND WATER AND SANITARY SEWER LINER SHALL BE SURVEYED BY STATE LICENSED
PROFESSIONAL LAND SURVEYOR PRIOR TO BACK FILLING.
2]. CONTRACTOR SHALL PERFORM AT HIS OWN EXPENSE, ANY AND ALL TESTS REQUIRED BY THE
SPECIFICATIONS AND/OR ANY AGENCY HAVING JURISDICTION. THESE TESTS MY INCLUDE, BUT
MAY NOT BE LIMITED TO INFILTRATION AND E%FILTRATION TELEVISION INSPECTION AND A
MANDREL TEST ON GRAVITY SEWER. ACOPV OF THE TEST RESULTS SHALL BE PROVIDED TO
THE UTILITY PROVIDERS, OWNER AND JURISDICTIONAL AGENCY AS REQUIRED.
28. IF DETERMINED NECESSARY BY THE LOCAL JURISDICTION, THE CONTRACTOR SHALL ABANDON
EXISTING WATER METERS. CUT THE CORPS OFF, AND AIR -GAP THE SERVICES.
29. UNDERGROUND UTILITY, INCLUDING STORMWATER PIPES, SHALL BE INSTALLED IN ACCORDANCE
WITH THE FOLLOWING STANDARDS:
A. NO MORE THAN 500 LF OF TRENCH MAV BE OPENED AT ONE TIME.
B. EXCAVATED MATERIAL SHALL BE LACED ON THE UPHILL SIDE OF TRENCHES.
AS-BUILTS/RECORD DRAWINGS
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DOCUMENTING AND MAINTAINING AS -BUILT
INFORMATION WHICH SHALL BE RECORDED AS CONSTRUCTION PROGRESSES OR AT THE
COMPLETION OF APPROPRIATE CONSTRUCTION INTERVALS AND SHALL BE RESPONSIBLE FOR
PROVIDING AS -BUILT DRAWINGS TO THE OWNER FOR THE PURPOSE OF CERTIFICATION TO
JURISDICTIONAL AGENCIES AS REQUIRED. ALL AS -BUILT DATA SHALL BE COLLECTED BY A STATE
OF NORTH CAROLINA PROFESSIONAL LAND SURVEYOR WHOSE SERVICES ARE ENGAGED BY THE
CONTRACTOR.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUBMITTING TO THE ENGINEER CERTIFIED
RECORD SURVEYS SEALED BY A STATE REGISTERED PROFESSIONAL LAND SURVEYOR
DEPICTING THE ACTUAL FIELD LOCATION OF ALL CONSTRUCTED IMPROVEMENTS. THE RECORD
DRAWINGS SHALL BE PREPARED TO THE SAME LEVEL OF DETAILS AS PROVIDED ON THE DESIGN
DRAWINGS.
3. THE CONTRACTOR SHALL PROVIDE TO THE ENGINEER AND OWNER RECORD DRAWINGS IN BOTH
PDF AND AUTOLAD FORMAT FOR ALL PAVING, GRADING, AND STORMWATER BMPS, AND
STORMWATER DRAINAGE PIPER AND STRUCTURES.
4. THE CONTRACTOR SHALL PROVIDEAREPARATE UTILITY RETARD DRAWING IN AUTOLAD AND PDF
FORMAT. THE RECORD DRAWINGS SHALL VERIFY ALL DESIGN INFORMATION INCLUDED ON THE
DESIGN PLANS.
5. IN ADDITION TO THE OWNER AND ENGINEER REQUIRED SURVEYS, THE CONTRACTOR SHALL
PROVIDE ADDITIONAL RECORD DRAWINGR AND -BUILT INFORMATION AS REQUIRED BY THE
JURISDICTION.
GENERAL GRADING NOTES
1. ALL NECESSARY PERMITS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND MUST OBTAIN
ALL PERMITS PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
2. BEFORE ANV EARTHWORK IS DONE, THE CONTRACTOR SHALL STAKE OUT AND MARK THE LIMITS
OF PAVEMENT AND OTHER ITEMS ESTABLISHED IN THE PLANS. THE CONTRACTOR SHALL
PROVIDE ALL NECESSARY ENGINEERING AND SURVEYING FOR LINE AND GRADE CONTROL
POINTS RELATED TO EARTHWORK.
3. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANIES AT LEAST ]2 HOURS
BEFORE ANV EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT
WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS.
4. ALL PROPOSED CONTOURS AND SPOT ELEVATIONS REFLECT FINISHED GRADES. ALL
ELEVATIONS ARE IN REFERENCE TO THE BENCHMARK, AND THIS MUST BE VERIFIED BY THE
GENERAL CONTRACTOR PRIOR TO GROUND BREAKING.
5. CONTRACTOR SHALL REVIEW, UNDERSTAND AND IMPLEMENT ALL REQUIRED EROSION AND
SEDIMENTATION CONTROL MEASURES PRIOR TO ANY DISTURBANCE.
8. THE CONTRACTOR SHALL GRADE THE SITE TO THE ELEVATIONS INDICATED AND SHALL
REGRADE WASHOUTS WHERE THEY OCCUR AFTER EVERY RAINFALL UNTIL A GRASS STAND IS
WELL ESTABLISHED OR ADEQUATE STABILIZATION OCCURS.
]. THE CONTRACTOR SHALL OBTAIN ALL PERMITS REQUIRED FOR BLASTING ROCK IF BLAST ROCK
IS ENCOUNTERED. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR COMPLYING WITH ALL
BLASTING AND SAFETY REQUIREMENTS
S. ALL UNPAVED AREAS IN EXISTING RIGHTS-0OF-WAY DISTURBED BY CONSTRUCTION SHALL BE
REGRADED AND SEEDED.
9. THE CONTRACTOR SHALL CLEAR AND GRUB THE SITE AND PLACE, COMPACT, AND MOISTURE
CONDITION ALL FILL PER THE GEOTECHNICAL ENGINEERS SPECIFICATIONS. FILL MATERIAL
SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT.
10. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND IMPLEMENTATION OF ALL SHEETING,
SHORING, BRACING AND SPECIAL EXCAVATION MEASURES REQUIRED TO MEET OSHA, FEDERAL,
STATE AND LOCAL REGULATIONS PURSUANT TO THE INSTALLATION OF THE WORK INDICATED ON
THESE DRAWINGS. THE DESIGN ENGINEER ACCEPTS NO RESPONSIBILITY FOR THE DESIGN(S) TO
INSTALL SAID ITEMS.
11. FIELD ADJUSTMENTS OF RIM ELEVATIONS OF STRUCTURES MAY BE REQUIRED TO MEET FIELD
CONDITIONS. MAXIMUM HEIGHT OF ADJUSTING RINGS SHALL NOT EXCEED 12-INCHES.
ADJUSTMENTS OF CASTINGS WHERE THE TOTAL HEIGHT OF ADJUSTING RINGS WOULD EXCEED
12 INCHES SHALL BE MADE BY REPLACING THE LONE AND/OR BARREL SECTION OF THE
STRUCTURE.
12. WHERE GRADE MODIFICATIONS ARE SHOWN ADJACENT TO EXISTING VALVE BOX LOVERS AND
MANHOLE CASTINGS, THE VALVE BOX COVERS AND MANHOLE CASTINGS SHALL BE ADJUSTED
FLUSH WITH THE PROPOSED GRADE.
13. ALL OPEN AREAS WITHIN THE PROJECT SITE SHALL BE SEEDED UNLESS INDICATED OTHERWISE
ON THE LANDSCAPE PLAN.
14. IF DEWATERING IS REQUIRED THE CONTRACTOR SHALL OBTAIN ANV APPLICABLE REpUIRED
PERMITS. THE CONTRACTOR IS TO COORDINATE WITH THE OWNER AND THE DESIGN ENGINEER
PRIOR TO ANV EXCAVATION.
15. STRIP TOPSOIL AND ORGANIC MATTER FROM ALL AREAS OF THE SITE AS REQUIRED. IN SOME
CASES TOPSOIL MAY BE STOCKPILED ON SITE FOR PLACEMENT WITHIN LANDSCAPED AREAS BUT
ONLY AS DIRECTED BY THE OWNER.
16. FIELD DENSITY TESTS SHALL BE TAKEN AT INTERVALS IN ACCORDANCE WITH THE LOCAL
JURISDICTIONAL AGENCY OR TO STATE DEPARTMENT OF TRANSPORTATION STANDARDS. IN THE
EVENT THAT THE CONTRACT DOCUMENTS AND THE JURISDICTIONAL AGENCY REQUIREMENTS
ARE NOT IN AGREEMENT THE MOST STRINGENT SHALL GOVERN.
1]. ALL SLOPES AND AREAS DISTURBED BY CONSTRUCTION SHALL BE GRADED AS PER PUNS. THE
AREAS SHALL THEN BE SEEDDED AS SPECIFIED IN THE PLANS, FERTILIZED, MULCHED, WATERED
AND MAINTAINED UNTIL HARDY GRASS GROWTH IS ESTABLISHED IN ALL AREAS. ANY AREAS
DISTURBED FOR ANV REASON PRIOR TO FINAL ACCEPTANCE OF THE JOB SHALL BE CORRECTED
BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. ALL EARTHEN AREAS WILL BE
SEEDDED AND MULCHED AS SHOWN ON THE LANDSCAPING PLAN.
18. ALL CUT OR FILL SLOPES SHALL BE3 HORIZONTAL :1 (VERTICAL) OR FLATTER UNLESS
OTHERWISE SHOWN. THE CONTRACTOR SHALL COORDINATE WITH THE GEOTECHNICAL
ENGINEER FOR APPROPRIATE SLOPE STABILIZATION ON ALL SLOPES STEEPER THAN 31.
CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHEN TO TRANSITION BACK TO EXISTING
GRADE.
19. SEED MUST BE INSTALLED AND MAINTAINED ON EXPOSED SLOPES WITHIN 48 HOURS OF
COMPLETING FINAL GRADING AND AT ANY OTHER TIME AS NECESSARY TO PREVENT ERASION
SEDIMENTATION OR TURBID DISCHARGES.
20. THE CONTRACTOR SHALL ENSURE THAT ISLAND PLANTING AREAS AND OTHER PLANTING AREAS
ARE NOT COMPACTED AND DO NOT CONTAIN ROAD BABE MATERIALS. THE CONTRACTOR SHALL
ALSO EXCAVATE AND REMOVE ALL UNDESIRABLE MATERIAL FROM ALL AREAS ON THE SITE TO
BE PLANTED AND PROPERLY DISPOSED OF IN A LEGAL MANNER.
21. UNLESS OTHERWISE RECAMMENDED BY THE GEOTECHNICAL ENGINEER. REFER TO THE
GEOTECHNICAL REPORT OF ALL REQUIREMENTS. GENERAL FILL COMPACTION MUST MEET A
MINIMUM OF 95%OF THE MATERIAL'S MAXIMUM STANDARD PROCTOR DRY DENSITY (ASTM D898).
THE UPPER 12 INCHES OF BUBGRADE IN PAVEMENT AREAS SHOULD BE COMPACTED TO AT
LEAST 100% OF THE MATERIALS MAXIMUM STANDARD PROCTDR DRY DENSTIV (ASTM Ofi98j OR
AS DIRECTED BVAGEOTECHNICAL ENGINEER. FILL SHALL BE PLACED AND COMPACTED IN
MAXIMUM 8' LIFTS. THE WATER CONTENT RANGE SHOULD BE WITHIN 3% OF OPTIMUM MOISTURE
CONTENT.
22. GRADE ALL AREAS TO MAINTAIN POSITIVE SLOPE AWAY FROM BUILDING.
23. ALL SOIL USED FOR PLANTING SHALL CONSIST OF REGIONALLY APPROPRIATE SOILS.
24. UNSUITABLE FILL BENEATH BUILDING PADS AND PAVED SURFACES MUST BE EXCAVATED AND
WATER D18TRIBUTION NOTES
1. CONTRACTOR TO LOCATE TIE-INS TO ALL BUILDINGS BASED ON ARCH/MECHANICAL, ELECTRICAL
AND PLUMBING PLANS.
2. AMINIMUM HORIZONTAL SEPARATION OF IO FEET BETWEEN WATER LINES AND SEWERS SHALL
BE MAINTAINED AT ALL TIMES. A MINIMUM VERTICAL SEPARATION OF 181NCHES BETWEEN WATER
LINES AND SANITARVISTORM SEWERS SHALL BE MAINTAINED AT CROSSINGS.
3. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATER LINES, SANITARY LINES, STORM LINES
AND GAS LINER EXISTING AND PROPOSED THE SANITARY LINE SHALL BE DUCTILE IRON PIPE
WITH MECHANICAL JOINTS AT LEAST 10 FEET ON BOTH SIDES OF CROSSING THE WATERLINE
SHALL HAVE MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO
PROVIDE A MINIMUM OF 18' CLEARANCE. MEETING REQUIREMENTS OF ANSI A21.10 OR AN5121.11
(AW WA C-151) (GEARS 50j.
4. WATER MAINS 10 INCHES AND SMALLER SHALL BE INSTALLED WITHAMINIMUM OF 361NCHES OF
COVER AS MEASURED FROM THE TOP OF THE PIPE TO THE FINAL FINISH GRADE ABOVE THE PIPE.
WATER MAINS 12 INCHES AND LARGER SHALL BE INSTALLED WITH A MINIMUM OF 421NCHES OF
COVER AS MEASURED FROM THE TOP OF THE PIPE TO THE FINAL FINISH GRADE ABOVE THE PIPE.
S. THRUST BLOCKS OR JOINT RESTRAINTS SHALL BE INSTALLED ON ALL WATER LINES AT ALL
BENDS, TEES AND HYDRANTS PER THE DETAILS.
6. PIPE LENGTHS SHOWN ARE MEASURED FROM CENTER TO CENTER OF FITTINGS AND
APPURTENANCES ROUNDED TO THE NEAREST FOOT.
]. WATER LINES SHALL BE AS FOLLOWS:
6"AND LARGER, PVC C-900, DR-14, PER ARTM D 2241
8"AND LARGER DUCTILE IRON PIPE PER AW WA L150
SMALLER THAN fi' EITHER COPPER TUBE TYPE "L" (SOFT) PER
AN51816.22 OR PVC, 200 P.S.I., PER ASTM Df ]84 AND D2241.
8. ALL WATER JOINTS ARE TO BE MECHANICAL JOINTS WITH THRUST BLOCKING.
9. THERE SHALL BE NO TAPS, PIPING BRANCHES, UNAPPROVED BYPASS PIPING, HYDRANTS, FIRE
DEPT. CONNECTION POINTS, OR OTHER WATER USING APPURTENANCES CONNECTED TO THE
SUPPLY LINE BETWEEN ANY WATER METER AND ITS REQUIRED BACKFLOW PREVENTER.
10. BACKFLOW PREVENTION ASSEMBLIES TO BE INSTALLED ABOVE -GROUND SHALL BE INSTALLED
WITHIN INSULATED ENCLOSURE AND PER JURISDICTIONAL REQUIREMENTS. ENCLOSURES SHALL
INCLUDE DRAIN PORTS) FOR DISCHARGE WATER. CONTRACTOR SHALL ENSURE THE BACKFLOW
PREVENTION ASSEMBLY AND ENCLOSURE IS INSTALLED OUTRIDE OF SIGHT DISTANCE
TRIANGLES AT INTERSECTIONS WITH VEHICULAR TRAVEL WAYS.
11. ALL BALKFLOW PREVENTERR SHALL BE HEATED.

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and ad.ptation by Kimley-Hom and A.sociate.. Inc..hall De without liability to Kimley-Hom and A.soclate.. Inc.
PROPOSED BOUNDARY INFORMATION
BEARING
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PROPOSED PAVEMENT INFORMATION
234+00 N2258'12'W
PROPOSED CENTERLINE
852.23'
PROPOSED CURB
PROPOSED EDGE OF PAVEMENT
PROPOSED SIDEWALK/CONC
PROPOSED DRIVEWAY
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PROPOSED FENCE
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PROPOSED RETAINING WALL
PROPOSED SIGNAL CONDUIT
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PROPOSED SAWCUT PAVEMENT
PROPOSED GRAVEL ROAD
PROPOSED PAVEMENT HATCH
PROPOSED CONCRETE HATCH
PROPOSED PAVEMENT REMOVAL HATCH
PROPOSED GRAVEL HATCH
PROPOSED MILL AND OVERLAY
PROPOSED LIMITS OF OVERLAY
PROPOSED PAVEMENTMARK/NGS
PROPOSED STRIPING SYMBOLS
PROPOSED GUIDE RAIL
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PROPOSED FUTURE SYMBOLOGY
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PLANTING INFORMATION
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PROPOSED TOPO INFORMATION
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PROPOSED BORING
PROPOSED DETENTION
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PROPOSED SPOT ELEVATION
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PROPOSED CUT LIMITS
PROPOSED EROSION CONTROL INFO
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PROPOSED MAJOR CONTOUR
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SILT FENCE
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BAFFLES
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(� -L- LINEBERGER ROAD
I
EXISTING
GROUND
GUARDRAIL PER NCI
EXISTING
GROUND
FOR ALL SLOPES 2:1 OR STEEPER, -L- STA 15+00.00 TO STA 19+50.00
CONTRACTOR SHALL PROVIDE PERMANENT
SLOPE STABILIZATION AS DESIGNED BY A
GEOTECHNICAL ENGINEER. TYPICAL SECTION NO. 1
TIE TO SITE
SURFACE
-L- STA 10+50 TO STA 19+50.00
-L- LINEBERGER ROAD
1 6' 6' 4' 4' 11' 11' 6' 2'
4,
GUARDRAIL PER NCDOT STD. 862.01
`B ke4
RETAINING WALL
EXISTING
GROUND '3'1 3:1 ,3,1
SEE DETAIL 7 FOR CONCRETE DITCH
T
GUARDRAIL PER NCDOT STD. 862.01,
EXISTING
GROUND
FOR ALL SLOPES 2:1 OR STEEPER, -L- STA 19+50.00 TO STA 20+46.77
CONTRACTOR SHALL PROVIDE PERMANENT
SLOPE STABILIZATION NEDBYA TYPICAL SECTION NO. 2
GEOTECHNICALHNICAL EENGINEER.
-L- STA 19+50.00 TO STA 23+04.81
FOR ALL SLOPES 2:1 OR STEEPER, �/ -L- LINEBERGER ROAD
CONTRACTOR SHALL PROVIDE PERMANENT
SLOPE STABILIZATION AS DESIGNED BY A
GEOTECHNICAL ENGINEER.
EXISTING
GROUND
0�OB 0.02 0.02
EXISTING
GROUND
�T E1 D1 C2 I C2 D1 E1 T�
GUARDRAIL PER NCDOT STD. 862.01
EXISTING 3.1 SEE SITE PLANS FOR POND GRADES
GROUND
-L- STA 26+19.74 to STA 29+06.15 -L- STA 28+31.33 TO STA 31+00.00
LINEBERGER ROAD TYPICAL SECTION NO. 3
DESIGN SPEED = 30 MPH -L- STA 23+04.81 TO STA 31+00.00
POSTED SPEED LIMIT = 25 MPH
T-t. t—th« .Rh the <o -t. -d E..i— o.... ot.d herein. a. oo m.wmeRt of ...A— I. IM-d.d only 1« me .COCifC Pure,., -d abet for whits it woo P—... d. R— of and ITDFOPx r<6.R« m
PAVEMENT SCHEDULE
(PRELIMINARY PAVEMENT DESIGN)
PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.6C, AT AN AVERAGE
C9
RATE OF 168 LBS. PER SQ. YARD.
APPROX. 2.0" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B, AT AN AVERAGE
OPROP.
C2
RATE OF 224 LBS. PER SQ. YARD.
PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE, TYPE 119.OB, AT AN
D1
AVERAGE RATE OF 448 LBS PER SQ. YARD (ONE LIFT).
Ei
8" AGGREGATE BASE COURSE
R1
2'- 0" CONCRETE CURB AND GUTTER
OCOMPACTED
EARTH MATERIAL
OEXISTING
PAVEMENT
MILL APPROX.1.5"AND REPLACE WITH I.5"ASPHALT CONCRETE SURFACE COURSE, TYPE
V1
S9.5C, AT AN AVERAGE RATE OF 168 LBS. PER SQ. YARD.
OWEDGING
DETAIL FOR RESURFACING
NOTES:
1) PAVEMENT EDGE SLOPES ARE 1:1 UNLESS OTHERWISE NOTED.
2) SEE CROSS SECTIONS FOR SUPERELEVATION RATES.
3) USE REINFORCED SOIL SLOPES WHERE SLOPE IS GREATER THAN
2:1.
C1 OR C2 D2 D1 E2
C3
--- ___ 21/2"MIN.
---------------- ---
3" MIN.
U
DETAIL 1 - METHOD OF WEDGING
PROPOSED
C1
GRADE
N
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EECH
L----------------------—-50'
1 1/2"
(L^r`J '
AS DIRECTED BY ENGINE
R
DETAIL 2 - INCIDENTAL MILLING
DETAIL
MIN. MILLING LIMITS WHERE REQUIRED TO SAWCUT EXISTING
PAVEMENT TO INSTALL FULL DEPTH
MILNDOVERLAY ADJACENT 1' PAVEMENT, MILL FROM SAWCUT LOCATION
TIE NLAEW PAVEMENT LANE WIDTH MIN TO NEXT ADJACENT LANE PRIOR TO
TO EXISTING SAWCUTTING EXISTING PAVEMENTAND
INSTALLATION OF NEW PAVEMENT AND / O
----------
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NEW CURBAND GUTTER.
EW PAVEMENT-FULLDEPTH
SAWCUT EXISTING(SEECORRESPONDING TYPICAL SECTION
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DETAIL 3 — MILLING AND SAWCUT DIMENSIONS
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CURB &GUTTER ALh
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DETAIL 4 - CURB AND GUTTER END TREATMENT
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EXCAVATION LINE
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TRANSITION TOP OF CURB
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DETAIL 5 — CURB TRANSITION
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DETAIL 7 - CONCRETE DITCH
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LINEBERGER ROAD
DESIGN SPEED = 30 MPH
POSTED SPEED LIMIT = 25 MPH
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TYPICAL SECTION NO. 4
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PAVEMENT SCHEDULE
(PRELIMINARY PAVEMENT DESIGN)
PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.6C, AT AN AVERAGE
C1
RATE OF 168 LBS. PER SQ. YARD.
PROP. APPROX. 2.0" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.513, AT AN AVERAGE
C2
RATE OF 224 LBS. PER SQ. YARD.
PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE, TYPE 119.10B, AT AN
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AVERAGE RATE OF 448 LEIS PER SQ. YARD (ONE LIFT).
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2'- 0' CONCRETE CURB AND GUTTER
OCOMPACTED
EARTH MATERIAL
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MILL APPROX. 1.5" AND REPLACE WITH 1.5" ASPHALT CONCRETE SURFACE COURSE, TYPE
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S9.5C, AT AN AVERAGE RATE OF 168 LBS. PER SQ. YARD.
OWEDGING
DETAIL FOR RESURFACING
NOTES:
1) PAVEMENT EDGE SLOPES ARE 1:1 UNLESS OTHERWISE NOTED.
2) SEE CROSS SECTIONS FOR SUPERELEVATION RATES.
3) USE REINFORCED SOIL SLOPES WHERE SLOPE IS GREATER THAN
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DETAIL 1 - METHOD OF WEDGING
PROPOSED
MILL NOTCH C1
GRADE
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MILL 25. TO 50'
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I DETAIL 2 - INCIDENTAL MILLING DETAIL
MIN. MILLING LIMITS WHERE REQUIRED TO SAWCUT EXISTING
PAVE MENTTOINSTALLFULLDEPTH
MILNDOVERLAY ADJACENT 1' PAVEMENT, MILL FROM SAWCUT LOCATION
TIE NLAEW PAVEMENT LANE WIDTH MIN TO NEXT ADJACENT LANE PRIOR TO
TO E%ISTING SAWCUTTING EXISTING PAVEMENTAND
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PAVEMENT
DETAIL 3 — MILLING AND SAWCUT DIMENSIONS
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DETAIL 4 -CURB AND GUTTER END TREATMENT
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R=20'
C&G ��FULLDEPTH ASPHALT
20'
TRANSITION TOP OF CURB
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DETAIL 5 — CURB TRANSITION
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Front
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SAW-WT/REIWVE EAST. ASPHALT & S1TXE. PATCH AREA AFTER 1)" COHS7RUC71di
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1. Before doing any construction, grading, curb cutting, or removing existing curbing within the street
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by City staff.
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be removed and repoured with the new driveway section.
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6. The contractor shall sufficiently compact all subgrade before pouring driveway and gutter section.
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10' MINIMUM CONCRETE
(W/10' RADIUS) FLOW LINE
shall be required to install 1 / 2"expansion joint material the entire width of the drive.
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SECTION A -A _FCR awe AM GUTTER
DETAIL SEE STANDARD CURB AND GUTTER
SHEET 1 OF 2
REVISED
DATE: 2-7-74
Standard Detail
OFFICE OF THE
REVISED
DATE: 4-15-74
Standard Detail
OFFICE OF THE
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2/D4/1s
SCALE: NONE
SCALE: IJONE
CITY ENGINEER
CITY ENGINEER
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Concrete Driveway Entrance
DRAWN BY: PMB, MB
General Notes for Concrete
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GASTONI.A, H.C.
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12/01 /00
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GASTONIA, N.C.
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CITY ENGINEER: JPB, CCB
5/30/97
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DI7VeWay Entrance
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S. The contractor shall notify the City Engineer and request an inspection of his forms and subgrade not
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less than TWENTY-FOUR (24) HOURS before he is ready to pour any portion of the driveway entrance.
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9. Where there are existing sidewalks the contractor shall be required to remove all existing four inch
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contractor shall replace the sidewalk within the driveway strip with six inches (6") of concrete and replace the
sections of sidewalk immediately each side of the driveway strip with four inches (4") of concrete to grades
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14. The edges of the curb and gutter section and/or driveway section shall be finished with an approved-
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edging tool of 1/2" radius.
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NOTE& TOI BEI USED ;ONLY IFDR
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guide lines as published by the Portland Cement Association IS211.01P (1980) and PA153.01P. In general
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longitudinal joint spacing is not to exceed 12.5 ft. and transverse joints shall not exceed 30 times the slab
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panels can be used if the long dimension is no more than 1 1/2 times the short. See guide lines and
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rules for full requirements and optional joint types. Any questions as to joint spacing shall be as
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REVISED
DATE: 4-15-74
Standard Detail
OFFICE of THE
REVISED
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PAT pi-25-741
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STANDARD, DETAIL
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SCALE: NONE
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General Notes for Concrete
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SECTION VIEWS OF SECTION VIEWS OF
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FOR POSTED SPEEDS >_ 45mph USE GREU TYPE TL-3
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SHEET 8 OF 11
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DATE: ApA 15 1974
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OFFICE OF THE
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CITY ENGINEER
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TOP ELEV,
NOTE: SEE FILE NO. 71C-18 & 19
FOR DIMENSIONS
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NOTE: 1 (ONE) CUBIC FOOT (MINIMUM) OF #57 WASHED STONE
IS REQUIRED BEHIND EACH WEEP HOLE.
REVISED F.B. PG. DATE: 311W4 Standard Detail
9n4090 SCALE: Noce
DRAWN BY: X
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CITY ENGGNEER: DEC Headwall With Wing Walls
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F091ZI )NTAL & VERTICAL
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WEEP HOLES USED WITH 15"-42" PIPE
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— FRONT ELEV.
NOTE: SEE FILE NO. 71C-18 & 19
FOR DIMENSIONS
SEE 71C-13 FOR TOP ELEV.
NOTE: 1 (ONE) CUBLIC FOOT MINIMUM OF #57
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EACH WEEP HOLE.
SIDE ELEV.
REVISED F.B. PG. DATE: =Sn4 Standard 7-��}��1 OFFICE OF THE
9n490 SCALE: Nano Detail CITY ENGINEER
DRAWN BY: PAIR Reinforced Concrete Headwall
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PROPOSED TRAFFIC FLOW
PROPOSED CONCRETE/C&G
PROPOSED MILL AND INLAY LIMITS
PROPOSED FULL DEPTH PAVEMENT/SAWCUT
PROPOSED RIP RAP
—"• "•—
PROPOSED DITCH
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PROPOSED GUARDRAIL
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H. Scale:1"=40' j V. Scale: 1'=4'
17+00 18+00 19+00 20+00 20+50
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DITCH DETAIL 2
uSTANDARD'V' DITCH
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-L- STA 20+46 TO STA 23+04
DITCH DETAIL 3
o STANDARD'V' DITCH
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-L- STA 23+04 TO STA 26+19
-L- STA 29+06 TO STA 31+00
DITCH DETAIL
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------_-----
780 780
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751
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770
770
765
765
760
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755
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750
—
750
745
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20+50 21+00 22+00
23+00 24+00 25+00
-L- LINEBERGER ROAD
H. Sc Ie:V=40' 1 V. Scale: V=4'
26+00 27+00 28+00
GRAPHIC SCALE IN FEET
0 20 40 80
��RrN
CURVE 2 DATA
-L- LINEBERGER ROAD
PI Sta = 21+62.84
A = 63°08'28"
D = 22°55'06"
L = 275.51'
T = 153.62'
R = 250.00'
LEGEND FOR PROPOSED IMPROVEMENTS
PROPOSED T-O" CURB AND GUTTER
PROPOSED TRAFFIC FLOW
PROPOSED CONCRETE/C&G
PROPOSED MILL AND INLAY LIMITS
PROPOSED FULL DEPTH PAVEMENT/SAWCUT
PROPOSED RIP RAP
PROPOSED DITCH
PROPOSED GUARDRAIL
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
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GRAPHIC SCALE IN FEET
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DITCH DETAIL 1
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-L- STA 10+50 TO STA 19+50
CURVE 3 DATA
-L- LINEBERGER ROAD
PI Sta = 29+80.27
A = 50°01'37"
D = 22°55'06"
L = 218.28'
T = 116.65'
R = 250.00'
�!------_—
nETO-EMI TINctlN€egR�E�vE i—
�\ OUTFALL6�\X \
\--CITY OF GASTONIA STD. 71 C-8\ \ \
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LEGEND FOR PROPOSED IMPROVEMENTS
PROPOSED2'-0'CURBANDGUTTER
PROPOSED TRAFFIC FLOW
PROPOSED CONCRETE/C&G
PROPOSED MILL AND INLAY LIMITS
PROPOSED FULL DEPTH PAVEMENT/SAWCUT
PROPOSED RIP RAP
PROPOSED DITCH
ter'—
PROPOSED GUARDRAIL
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PAVEMENT MARKING LEGEND:
PAVEMENT MARKING LINES
TA THERMOPLASTIC
(4" WHITE, 90 MILS)
WHITE EDGE LINE
TB THERMOPLASTIC
(4-YELLOW, 90 MILS)
YELLOW EDGE LINE
TC THERMOPLASTIC
(4" WHITE, 90 MILS)
10 FT. WHITE SKIP
TD THERMOPLASTIC
(4- WHITE, 90 MILS)
3 FT. -9 FT./SP WHITE MINISKIP
TE THERMOPLASTIC
(4" WHITE, 90 MILS)
WHITE SOLID LANE LINE
TH THERMOPLASTIC
(4-YELLOW, 90 MILS)
YELLOW SINGLE CENTER
TI THERMOPLASTIC
(4" YELLOW, 90 MILS)
YELLOW DOUBLE CENTER
TN THERMOPLASTIC
(8- WHITE, 90 MILS)
WHITE GORELINE
TO THERMOPLASTIC
(8- WHITE, 90 MILS)
WHITE DIAGONAL
TP THERMOPLASTIC
(8-YELLOW, 90 MILS)
YELLOW DIAGONAL
Q THERMOPLASTIC
(8- WHITE, 90 MILS)
WHITE CROSSWALK LINE
T2 THERMOPLASTIC
(24" WHITE, 90 MILS)
WHITE STOP BAR
T8 THERMOPLASTIC
(4- WHITE, 90 MILS)
2 FT. -6 FT./SP WHITE MINISKIP
T9 THERMOPLASTIC
(4" YELLOW, 90 MILS)
2 FT. -6 FT./SP YELLOW MINISKIP
PAVEMENT MARKING SYMBOLS
�fA THERMOPLASTIC
(LEFT TURN ARROW, 90 MILS)
UB THERMOPLASTIC
(RIGHT TURN ARROW, 90 MILS)
UC THERMOPLASTIC
(STRAIGHT ARROW, 90 MILS)
UG THERMOPLASTIC
(WORD, 90 MILS)
UT THERMOPLASTIC
(U-TURN ARROW, 90 MILS)
(fI THERMOPLASTIC
(ALPHANUMERIC CHAR. 120 MIL)
STATIONS FOR SIGNS ARE APPROXIMATE.
ACTUAL LOCATIONS SHOULD BE ADJUSTED
IN THE FIELD TO MEET ACTUAL CONDITIONS.
CONTRACTOR TO REMOVE ALL EXISTING
SIGNS IN CONFLICT AND COORDINATE
RELOCATION WITH DESIGNER.
NOTES:
1. CONTRACTOR SHALL TIE PROPOSED MARKINGS TO
EXISTING MARKINGS AT PROJECT LIMITS.
2. CONTRACTOR SHALL MILL EXISTING MARKINGS SHOWN TO
BE REMOVED OR IN CONFLICT WITH PROPOSED.
3. ALL PAVEMENT MARKINGS PER 2018 NCDOT STANDARDS.
4. CONTRACTOR SHALL MILL EXISTING MARKINGS SHOWN TO
BE REMOVED OR IN CONFLICT WITH PROPOSED.
5. SEE NCDOT STANDARD DETAIL 1250.01 FOR PERMANENT
RAISED PAVEMENT MARKER LOCATIONS. INSTALL PER
DETAIL FOR ENTIRE PROJECT STRIPING LIMITS.
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PAVEMENT MARKING LEGEND:
PAVEMENT MARKING LINES
STATIONS FOR SIGNS ARE APPROXIMATE.
ACTUAL LOCATIONS SHOULD BE ADJUSTED
TA THERMOPLASTIC
(4" WHITE, 90 MILS)
WHITE EDGE LINE
IN THE FIELD TO MEET ACTUAL CONDITIONS.
TB THERMOPLASTIC
(4' YELLOW, 90 MILS)
YELLOW EDGE LINE
CONTRACTOR TO REMOVE ALL EXISTING
SIGNS IN CONFLICT AND COORDINATE
RELOCATION WITH DESIGNER. /
NOTES:
1. CONTRACTOR SHALL TIE PROPOSED MARKINGS TO
EXISTING MARKINGS AT PROJECT LIMITS.
2. CONTRACTOR SHALL MILL EXISTING MARKINGS SHOWN TO
BE REMOVED OR IN CONFLICT WITH PROPOSED.
3. ALL PAVEMENT MARKINGS PER 2018 NCDOT STANDARDS.
4. CONTRACTOR SHALL MILL EXISTING MARKINGS SHOWN TO
BE REMOVED OR IN CONFLICT WITH PROPOSED.
5. SEE NCDOT STANDARD DETAIL 1250.01 FOR PERMANENT
RAISED PAVEMENT MARKER LOCATIONS. INSTALL PER
DETAIL FOR ENTIRE PROJECT STRIPING LIMITS.
TC THERMOPLASTIC
(4" WHITE, 90 MILS)
10 FT. WHITE SKIP
TD THERMOPLASTIC
(4'WHITE, 90MILS)
3FT. -9FT./SPWHITE MINISKIP
TE THERMOPLASTIC
(4" WHITE, 90 MILS)
WHITE SOLID LANE LINE
TH THERMOPLASTIC
(4' YELLOW, 90 MILS)
YELLOW SINGLE CENTER
TI THERMOPLASTIC
(4' YELLOW, 90 MILS)
YELLOW DOUBLE CENTER
TN THERMOPLASTIC
(8' WHITE, 90 MILS)
WHITE GORELINE
TO THERMOPLASTIC
(8" WHITE, 90 MILS)
WHITE DIAGONAL
TP THERMOPLASTIC
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YELLOW DIAGONAL
Q THERMOPLASTIC
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TZ THERMOPLASTIC
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WHITE STOP BAR
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2 FT. -6 FT./SP WHITE MINISKIP
T9 THERMOPLASTIC
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2 FT. -6 FT./SP YELLOW MINISKIP
PAVEMENT MARKING SYMBOLS
�JA THERMOPLASTIC
(LEFT TURN ARROW, 90 MILS)
UB THERMOPLASTIC
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UC THERMOPLASTIC
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IJtj THERMOPLASTIC
(WORD, 90 MILS)
OJT THERMOPLASTIC
(U-TURN ARROW, 90 MILS)
IJI THERMOPLASTIC
(ALPHANUMERIC CHAR. 120 MIL)
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PERMANENT SEEDING (ROADWAY)
OVERALL SITE SEEDING, SPRIGGING, AND SODDING
SEED ALL DISTURBED AREAS IN ACCORDANCE WITH
LAWNS AND GRASSES SPECIFICATIONS AND L104
(SODDING AND SPRIGGING PLAN).
PERMANENT SEEDING IN AREAS RECEIVING EROSION
CONTROL MATTING
PREPARE SEEDBED BY RIPPING, CHISELING,
HARROWING, OR PLOWING TO DEPTH OF SIX INCHES
SO AS TO PRODUCE A LOOSE, FRIABLE SURFACE.
REMOVE ALL STONES, BOULDERS, STUMPS, OR DEBRIS
FROM THE SURFACE WHICH WOULD PROHIBIT
GERMINATION OR PLANT GROWTH.
INCORPORATE INTO THE SOIL 800 TO 1,000 POUNDS OF
10-10-10 FERTILIZER PLUS 500 POUNDS OF 20-PERCENT
SUPERPHOSPHATE PER ACRE AND TWO TONS OF
DOLOMITIC LIME PER ACRE UNLESS SOIL TESTS
INDICATE THAT A LOWER RATE OF LIME CAN BE USED.
SEED AREA AND INSTALL EROSION CONTROL MATTING
PER MANUFACTURER'S DETAIL.
MULCH AFTER SEEDING WITH 1.5 TONS OF GRAIN
STRAW PER ACRE AND EITHER CRIMP STRAW INTO SOIL
OR TACK WITH LIQUID ASPHALT AT 400 GALLONS PER
ACRE OR EMULSIFIED ASPHALT AT 300 GALLONS PER
ACRE.
PERMANENT SEEDING (NON -RIPARIAN)
SEEDING MIXTURE
"COOL SEASON" SEPTMEBER I-FEBRUARY 28
SPECIES RATE (Ib/ACRE)
SOFT RED WINTER WHEAT 50
RIVIERA BERMUDA (HULLED) 25
RIVIERA BERMUDA(UNHULLED) 25
"WARM SEASON" MARCH 1 -AUGUST 31
SPECIES RATE (WACRE)
GERMAN, BROWN TOP, 50
OR FOX TAIL MULLET
RIVIERA BERMUDA(HULLED) 50
'SEE SHEET 13 FOR RIPARIAN SEED MIX
TEMPORARY SEEDING
LATE WINTEWEARLY SPRING
TEMPORARY SEEDING
FALL
TEMPORARY SEEDING
SUMMER
SEEDING MIXTURE SEEDING MIXTURE SEEDING MIXTURE
SPECIES RATE (Ih/ACRE) SPECIES RATE (Ib/ACRE) SPECIES RATE (IbTACRE)
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KOREAN IN MOUNTAINS) 50 SEEDING DATES IN THE PIEDMONT AND MOUNTAINS, ASMALL-STEMMED SUDANGRASS
MAYBE SUBSTITUTED AT A RATE OF 50 Ib/ACRE.
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MOUNTANS-AUG. 15 -DEC. 15
COASTAL PLAIN AND PIEDMONT-AUG. 15 -DEC. 30 SEEDING DATES
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SOIL AMENDMENTS MOUNTAINS -MAY 15 -AUG. 15
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER PIEDMONT -MAY 1 - AUG. 15
IS NOT TO EXTEND BEYOND JUNE. FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY ZOOO Ib/ACRE COASTAL PLAIN -APR. 15 -AUG. 15
GROUND AGRICULTURAL LIMESTONE AND 1,000 Ib/ACRE 16110-10 FERTILIZER.
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SEEDING DATES SOIL AMENDMENTS
MOUNTAINS - ABOVE 2500 FT FEB. 15 - MAY 15 MULCH
BELOW 2500 FT FEB. 1 - MAY 1 FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 Ib/ACRE
PIEDMONT- JAN. 1 -MAY1 APPLY 4,0001b/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT GROUND AGRICULTURAL LIMESTONE AND 7501b/ACRE 10-10-10
COASTAL PLAIN -DEC. 1 - APR. 15 AT A RATE OF 0.10 GALLONS PER SQUARE YARD, NETTING SUCH AS FERTILIZER.
LIGHTWEIGHT PLASTIC, COTTON, JUTE, WIRE, OR PAPER NETS STAPLED
SOIL AMENDMENTS OVER THE MULCH ACCORDING TO THE MANUFACTURERS MULCH
RECOMMENDATIONS, OR A MULCH ANCHORING TOOL SUCH AS A DISK SET
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 NEARLY STRAIGHT. APPLY 4,000 WACRE STRAW. ANCHOR STRAW BY TACKING WITH
Ib/ACRE GROUND AGRICULTURAL LIMESTONE AND 7501b/ACRE ASPHALT AT A RATE OF 0.10 GALLONS PER SQUARE YARD, NETTING
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10-10-IO FERTILIZER. MAINTENANCE SUCH AS LIGHTWEIGHTPLASTIC, COTTON, JUTE, WIRE, OR PAPER
NETS STAPLED OVER THE MULCH ACCORDING TO THE
MULCH REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH MANUFACTURERS RECOMMENDATIONS, OR A MULCH ANCHORING
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50 LBIACRE OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TOOL SUCH AS A DISK SET NEARLY STRAIGHT.
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!
ASPHALT AT A RATE OF 0.10 GALLONS PER SQUARE YARD, NETTING (PIEDMONT AND COASTAL PLAIN) OR KOREAN (MOUNTAINS) LESPEDEZA IN MAINTENANCE
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MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLYADEQUATE. RESEED,
REFERTILIZE, AND MULCH IMMEDIATELYFOLLOWING EROSION OR
OTHER DAMAGE.
SOIL STABILIZATION SHALL BE ACHIEVED ON ANYAREA OF A SITE WHERE LAND -DISTURBING ACTIVITIES HAVE
TEMPORARILY OR PERMANENTLY CEASED ACCORDING TO THE FOLLOWING SCHEDULE:
ALL PERIMETER DIKES, S WALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3 HORIZONTAL TO 1
VERTICAL (3: 1) SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER AS SOON AS
PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH GROUND
COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM THE LAST LAND -DISTURBING
ACTIVITY.
UPSTREAM DETAIL
DOWNSTREAM DETAIL
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REFER TO CIT1,
STANDARD DETAIL ON SHEET R205 REFER TOCITYSTANDARDDETAIL ONSHEET 1
FOR HEADWALL DIMENSIONS FOR HEADWALL DIMENSIONS
CONTRACTORTO SUBMITSIGNEO AND SEALED SHOP CONTRACTOR TO SUBMITSIONEO ANO SEALED
ORAWINGSBEFORE CONSTRUCTION SHOPDR—GSBEFORECONSTRUCTION
TY RCP T2= RCP
gRCULNN WL4ERT gRWLNN CUL�4RT
FINISHED GRADE FINISHED GRADE
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CONCRETE SILL TO BE INSTALLED TO VABOVEPIPEINVERT CITYDETAIL CONCRETE SILL TO BE INSTALLED TO VABOVEPIPEINVERT CITY DETAIL
TYPICAL HEADWALL INSTALLATION TYPICAL HEADWALL INSTALLATION
NOT TO SCALE NOT TO SCALE
ANEADWALL DETAIL
SCALE: NOT TO SCALE
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INFRASTRUCTURE CONSTRUCTION PLANS FOR
GATEWAY 85 — ABERDEEN ROADWAY EXTENSION
CITY OF GASTONIA, GASTON COUNTY, NORTH CAROLINA
UTILITY AND GOVERNING AGENCIES
(`()NITAI-T I I4ZT-
PLANNING AND DEVELOPMENT
CITY OF GASTONIA
181 S SOUTH STREET
GASTONIA, NC 28052
704854-6635
CONTACT: RUSTY BOST
RUSTYBQCITYOFGASTONIACOM
ENGINEERING
CITY OF GASTONIA
181 S SOUTH STREET
GASTONIA, NC 28052
7o 854-6641
CONTACT: KEITH LINEBERGER
KEITHL@01 rYOFGASTONIA.COM
EROSION CONTROL
GASTON NATURAL RESOURCES DEPARTMENT
1303 CHERRYVILLE HWY.
DALLAS, NC 28034
704922-2157
CONTACT: JOSEPH ALM
GASTON NATURAL RESOURCES DEPARTMENT
1303 CHERRYVILLE HWY.
DALLAS, NC 280M
704-922-2150
CONTACT: JONATHAN C BOERGER
NCDOT (DIVISION 12, DISTRICT 1)
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
DISTRICT 1
1702 E. MARION STREET
SHELBY, NC 28151
980-552d104
CONTACT: C. BLAKE GUFFEY
[e-mail]
NCDEQ (UTILITIES)
TWO RIVERS UTILITIES
1300 N. BROAD ST.
GASTONIA, NC 28054
704866-6043
CONTACT: MIKE BYNUM
MI KEB®T W ORIVERSUTILITIES.COM
CITY OF GASTONIA PUBLIC WORKS (TRAFFIC)
CITY OF GASTONIA
181 S SOUTH STREET
GASTONIA, NC 28052
(7N) 8666 3
CONTACT: DALE DENTON
DALED@CITY OF GASTONIA.COM
NCDEQ (WATER QUALITY)
NORTH CAROL I NA DEPARTMENT OF ENVIRONMENTAL QUALITY
NC DEPARTMENT OF ENVIRONMENTAL QUALITY
610 EAST CENTER AVENUE
SUITE 301
MOORESVILLE, NC 28115
COORDINATOR: KELLY PHILLIPS
RN) 663-1699
GASTON COUNTY NATURAL RESORUCES DEPARTMENT
CITY OF GASTONIA
181 S SOUTH STREET
GASTONIA, NC 28052
704-854E635
CONTACT: JONATHAN C. BOERGER
[e-mail]
GASTON COUNTY NATURAL RESORUCES DEPARTMENT
CITY OF GASTONIA
181 S SOUTH STREET
GASTONIA, NC 28052
704-854-6635
CONTACT: JOSEPH D. ALM
[e-mail]
KIMLEY-HORN SHALL HAVE NO LIABILITY \
WHATSOEVER FOR ANY COSTS ARISING OUT OF
THE CLIENT'S DECISION TO OBTAIN BIDS OR \ \ NORTH
PROCEED WITH CONSTRUCTION BEFORE
KIMLEY-HORN HAS ISSUED FINAL,
FULLY -APPROVED PLANS AND SPECIFICATIONS.
THE CLIENT ACKNOWLEDGES THAT ALL \ f
PRELIMINARY PLANS ARE SUBJECT TO
SUBSTANTIAL REVISION UNTIL PLANS ARE
FULLY APPROVED AND ALL PERMITS OBTAINED. y /�q,��
NOTES: wqY>J
ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REWIRED BY CODES AND/OR UTILITY SERVICE COMPANIES / \� �\
SHALL BE PERFORMED PRIOR TO THE FINAL CONNECTIONS OF SERVICES. / / \ \F lv,
THE CITY OF GASTONIA WILL REQUIRE AS -BUILT DRAWINGS, ENGINEER'S CERTIFICATION AND ALL EASEMENTS RECORDED
BEFORE A CERTIFICATE OF OCCUPANCY CAN BE ISSUED.
ATTENTION IS DRAWN TO THE FACT THAT THE SCALE— THESE DRAWINGS MAY HAVE BEEN DISTORTED DURING
REPRODUCTION PROCESS. 'f// CkSO \
THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNH�REJiEREIN, AS AN INSTRUMENT OF SERVICE, 1// / /
INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR ,WHICH WAS PREPARED. REUSE OF AND IMPROPER S/S/S//// RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATIgqNC AND A, APTATION BY KIMLEY-HORN AND ASSOCIATE /
INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSQCIATES, INC.
THE PRESENCE OF GROUNDWATER SHOULD BE ANTICIPATED 0(1 THIS PROJJE7CON�CT0W5 BID SHALL INCLUDE
CONSIDERATION FOR ADDRESSING THIS ISSUE. I .( \((/ /
/ THECITYOFGASTONIAWILLREQUIRE AS -BUILT \ \ \
DRAWINGS, ENGINEER'S CERTIFICATION AND ALL \
EASEMENTS RECORDED BEFORE A CERTIFICATE OF \
I I / OCCUPANCY CAN BE ISSUED.
I I
/ /
III / /
I /
SEE OFFSITE ROADWAY CONSTRUCTION PLANS
TITLED"PROJECT GASTONIA
PREPARED BY KIMLEY HORN / -�� •'� I/ /
ABERDEEN BLVD 27+00 TO 48+20
PIE
BEGIN PROJECT
-L- STA. 48+20.00 IL" f j / j ..l �1 ' - - / /L A/E n/E
Impact Site 1 - S1
Impact (B, 127 LF - Permanent
Culvert B W
I 30 LF - Temporary
EXISTING I j �% J /� Impact Site 2 - S5 m
SANITARY SEWER / ' / / �' W 137 LF - Permanent W /
(/ Culvert (C)
1' EXISTING POWER UTILITIES. '�`�'�, 30 LF -TImpact Site 3 - W11 emporary
Impact Site 1 - S3
Impact 1A: 168 LF - Permanent
Culvert (A)
30 LF - Temporary '
Impact Site 1 - S1 & S3
Impact 1C: 290 LF - Permanent
Bank Stabilization
REFER TO GASTONIA
LOGISTICS CENTER
— GATEWAY 85 AREA 1
PLANS PREPARED BY
m' `KIMLEY-HORN
M``CV \ VA.—
/�
CONTRACTOR SHALL �, I
COORDINATE WITH DUKE
ENERGY FOR THE -i I 1 I
REMOVAL/RELOCATION OF
EXISTING UTILITIES AND
VACATION OF EASEMENT.
INSTALL TO HERE I
12V-,
ABERDEEN BOULEVARD EXTEN N
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CULVERT CROSSING/
j STREAMIMPACTS
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STREAMIMPACTS
PROPOSED SANITARY
SEWER EXTENSION
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0.052 ac -Permanent
I Grading/Fill
FUTURE SANITARY 0.01 ac-Temporary
SEWER EXTENSION
PROPOSED SANITARY SEWER
& WATER LINE EXTENSION
R403 �
/ WETLAND IMPACTS
A
30' STREAM BUFFER
EXISTING STREAM
EXISTING WETLAND
Sheet List Table
Sheet
Number
Sheet Title
REV No.
REV N.
R100
COVER SHEET
R101
GENERAL NOTES
R102
GENERAL NOTES
R103
CITY UTILITY SPECIFICATIONS
R104
CITY UTILITY SPECIFICATIONS
R105
CITY UTILITY SPECIFICATIONS
R106
LEGEND
R200
TYPICAL SECTIONS
R201
DETAILS
R202
DETAILS
R203
DETAILS
R301
SUPPLEMENTAL EROSION CONTROL PLANS - AREA A
0
R302
SUPPLEMENTAL EROSION CONTROL PLANS - AREA B
0
R303
ESCP DETAILS
R304
ESCP DETAILS
R401
ROADWAY PLAN AND PROFILE
0
R402
ROADWAY PLAN AND PROFILE
+0
R403
ROADWAY PLAN AND PROFILE
R410
PAVEMENT MARKING AND SIGNAGE
R411
PAVEMENT MARKING AND SIGNAGE
R412
PAVEMENT MARKING AND SIGNAGE
R500
STREAM IMPACTS PLAN
8
R501
ABERDEEN STREAM CROSSING
1
R502
ABERDEEN & LINEBERGER STREAM CROSSING
R503
STREAM CROSSING DETAILS
R504
STREAM CROSSING DETAILS
R600
PUBLIC SEWER AND WATER OVERVIEW
R601
PUBLIC SEWER PLAN AND PROFILE
R602
PUBLIC SEWER PLAN AND PROFILE
R603
PUBLIC SEWER PLAN AND PROFILE
0
R604
PUBLIC SEWER PLAN AND PROFILE
R605
PUBLIC SEWER PLAN AND PROFILE
R700
PUBLIC WATER PLAN AND PROFILE
R701
PUBLIC WATER PLAN AND PROFILE
1
R702
PUBLIC WATER PLAN AND PROFILE
R801
PUBLIC STORM PLAN AND PROFILE
R802
PUBLIC STORM PROFILES
A
R901
CITY UTILITY DETAILS (SEWER)
R902
CITY UTILITY DETAILS (WATER)
L100
ABERDEEN EXTENSION LANDSCAPE PLAN
8
L101
ABERDEEN EXTENSION LANDSCAPE PLAN
8
L102
ABERDEEN EXTENSION LANDSCAPE PLAN
PROJECT OWNER AND CONSULTANT
INFORMATION
DEVELOPER:
ENGINEER:
NORTHPOINT DEVELOPMENT
KIMLEY-HORN AND ASSOCIATES, INC.
4825 NW 41 ST STREET
200 SOUTH TRYON STREET
SUITE 500
SUITE 200
RIVERSIDE, MISSOURI 64150
CHARLOTTE, NORTH CAROLINA 28202
PHONE [phone]
PHONE [phone]
CONTACT: CALEB MOORE
CONTACT: BLAKE DAY, P.E.
SURVEYOR:
ATLAS SURVEYING, INC.
10810 SOUTHERN LOOP BOULEVARD
UNIT 18
PINEVILLE, NC 28134
PHONE [phone]
CONTACT: KEITH BURNS, P.L.S.
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SHEET NUMBER
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GENERAL NOTES
1. ALL NECESSARY PERMITS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND MUST OBTAIN ALL
PERMITS PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
2. THE CONTRACTOR MUST REVIEW AND MAINTAIN ACOPV OF PERMITS COMPLETE WITH ALL
CONDITIONS ATTACHMENTS EXHIBITS AND PERMIT MODIFICATIONS IN GOOD CONDITION AT THE
CONSTRUCTION SITE. THE COMPLETE PERMIT MUST BE AVAILABLE FOR REVIEW UPON REQUEST
BY REGULATORYAGENCY REPRESENTATIVES.
3. THE CONTRACTOR SHALL PROTECT ALL MONUMENTS, IRON PING, AND PROPERTY CORNERS
DURING CONSTRUCTION.
4. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODER AND BE
CONSTRUCTED TO SAME.
5. SITE BOUNDARY TOPOGRAPHY UTILITY AND ROAD INFORMATION TAKEN FRRMA SURVEY BVA
LAND SURVEYOR. ALL INFORMATION IS TO BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION.
fi. CONTRACTOR IS RESPONSIBLE FOR ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS
REQUIRED BY CODES
]. THE CONTRACTOR AND SUBCONTRACTORS SHALL 08TAINACOPV OF THE STATE DEPARTMENT
OF TRANSPORTATION STRUCTURE STANDARDS AND REGULATIONS LATEST EDITION AND
BECOME FAMILIAR WITH THE CONTENTS PRIOR TO COMMENCING WORK, AND, UNLESS
OTHERWISE NOTED, ALL WORK SHALL CONFORM AS APPLICABLE TO THESE STANDARDS AND
SPECIFICATIONS.
8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING ALL MATERIAL AND LABOR TO
CONSTRUCT THE FACILITY AS SHOWN AND DESCRIBED IN THE CONSTRUCTION DOCUMENTS IN
ACCORDANCE WITH THE APPROPRIATE APPROVING AUTHORITIES, SPECIFICATIONS AND
REpUIREMENTS. CONTRACTOR SHALL CLEAR AND GRUB ALL AREAS UNLESS OTHERWISE
INDICATED, REMOVING TREES, STUMPS, ROOTS, MUCK, EXISTING PAVEMENT AND ALL OTHER
DELETERIOUS MATERIAL.
9. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL CITY COUNTYAND STATE REGULATIONS
AND CODES AND O.S.H.A. STANDARDS.
f0. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS INCLUDING BUT NOT LIMITED TO
ALL UTILITIES, STORM DRAINAGE, SIGNS, ETC. AS REQUIRED. ALL WORK SHALL BE IN
ACCORDANCE WITH GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE APPROVED BY
SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. AREAS TO BE DISTURBED SHALL BE
IMPROVED PER THE CIVIL PLANS OR RESTORED TO THEIR ORIGINAL OR BETTER CONDITION.
CONTRACTOR SHALL REPAIR ANV EXISTING FEATURES THAT ARE DAMAGED DURING
CONSTRUCTION TO THE EXISTING OR BETTER CONDITION.
11. THE CONTRACTOR SHALL HAVE AVAILABLE AT THE JOB SITE AT ALL TIMES ONE COPY OF THE
CONSTRUCTION DOCUMENTS INCLUDING PLANS SPECIFICATIONS GEOTECHNICAL REPORT AND
SPECIAL CONDITIONS AND COPIES OF ANY REQUIRED CONSTRUCTION PERMITS.
12. ANV DISCREPANCIES ON THE DRAWINGS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION
OF THE OWNER AND ENGINEER BEFORE COMMENCING WORK. NO FIELD CHANGES OR
DEVIATIONS FROM DESIGN ARE TO BE MADE WITHOUT PRIORAPPROVAL OF THE OWNER AND
NOTIFICATION TO THE ENGINEER.
13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THAT THE PROPOSED
IMPROVEMENTS SHOWN ON THE PLANE DO NOT CONFLICT WITH ANV KNOWN EXISTING OR
OTHER PROPOSED IMPROVEMENTS. IF ANY CONFLICTS ARE DISCOVERED THE CONTRACTOR
SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITE WORK THAT
WOULD BE AFFECTED. FAILURE TO NOTIFY OWNER OF AN IDENTIFIABLE CONFLICT PRIOR TO
PROCEEDING WITH INSTALLATION RELIEVES OWNER OF ANY OBLIGATION TO PAV FORA RELATED
CHANGE ORDER.
14. ALL WELLS DISCOVERED ON SITE THAT WILL HAVE NO USE MUST BE PLUGGED BY ALICENSED
WELL DRILLING CONTRACTOR IN A MANNER APPROVED BY ALL JURISDICTIONAL AGENCIES.
CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ANY WELL ABANDONMENT PERMITS
REQUIRED.ANV WELL DISCOVERED DURING EARTH MOVING OR EXCAVATION SHALL BE
REPORTED TO THE APPROPRIATE JURISDICTIONAL AGENCIES WITHIN 24 HOURS AFTER
DISCOVERY IS MADE.
15. TRAFFIC CONTROL ON ALL STATE LOCAL AND COUNTY RIGHTS-OF-WAV SHALL MEET THE
REQUIREMENTS OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (U.S. DOTIFHA) AND
THE REQUIREMENTS OF THE STATE AND ANY LOCAL AGENCY HAVING JURISDICTION. IN THE
EVENT THAT THE CONTRACT DOCUMENTS AND THE JURISDICTIONAL AGENCY REQUIREMENTS
ARE NOT IN AGREEMENT, THE MOST STRINGENT SHALL GOVERN.
SANITARY SEWER NOTES
1. CONTRACTOR TO LOCATE LATERAL CONNECTIONS TO BUILDING PER PLUMBING PLANS.
2. PLACE CLEAN -OUTS ON SANITARY SEWER LATERALS AS REQUIRED BY PLUMBING CODE.
3. PIPE LENGTHS SHOWN ARE MEASURED FROM CENTER TO CENTER OF STRUCTURES AND ARE
ROUNDED TO THE NEAREST FOOT.
4. AMINIMUM HORIZONTAL SEPARATION OF 10 FEET BETWEEN WATER LINES AND SEWERS SHALL BE
MAINTAINED AT ALL TIMES. A MINIMUM VERTICAL SEPARATION OF 18 INCHES BETWEEN WATER
LINES AND SEWERS SHALL BE MAINTAINED AT CROSSINGS. IN THE EVENT THAT MINIMUM
SEPARATION REQUIREMENTS CANNOT BE MET, THE CONTRACTOR SHALL UTILIZE PRESSURE -TYPE
WATER PIPE FOR THE SEWER PER DETAIL.
5. SANITARY SEWER PIPE SHALL BE AS FOLLOWS:
8" PVC SDR35 PER ASTM D 3034, FOR PIPES LESS THAN 12' DEEP
8" PVC SOR26 PER ASTM D 3034 FOR PIPES MORE THAN 12' DEEP
6" PVC SCHEDULE 40
DUCTILE IRON PIPE PER AW WA C150
6. WHENEVER VERTICAL DISTANCE BETWEEN OUTGOING AND INCOMING SEWERS IS MORE THAN2
FEETAOUTSIDE DROP MANHOLE SHALL 8E INSTALLED.
]. PRIVATE SANITARY SEWER STRUCTURES SHALL BE AS FOLLOWS:
48" DIAMETER PRECAST CONCRETE MANHOLE PER ASTM C4]8.
48" DIAMETER PRECAST POLYETHYLENE IN ACCORDANCE WITH ASTM 01248. MANHOLES
SHALL HAVE A COMPRESSIVE STRENGTH THAT MEETS ASTM D2412.
8. PUBLIC SANITARY SEWER STRUCTURES SHALL CONFORM TO THE CITY OF LOWELL
SPECIFICATIONS FOR SANITARY SEWER.
9. ALL MANHOLES AND CLEANOUTS SHALL BE H2O TRAFFIC GRADE AND RATED WITH HEAVY DUTY
COVERS AND FRAMES PER THE SAME.
GENERAL ACCESSIBILITY NOTES
1. THE CONTRACTOR SHALL REVIEW ALL APPLICABLE STATE AND LOCAL GUIDELINES AS THEY
APPLY TO THE ACCESSIBILITY AND SIGNAGE.
2. ALL CONSTRUCTION SHALL BE VERIFIED BY THE CONTRACTOR TO BE IN COMPLIANCE WITH
LOCALLY ADOPTED ACCESSIBILITY REGULATIONS. ANYTHING FOUND NOT IN COMPLIANCE SHALL
BE REPLACED AT THE CONTRACTOR'S EXPENSE.
3. THE PROPOSED IMPROVEMENTS SHALL BE CONSTRUCTED COMPLIANT WITH THE LATEST EDITION
OF THE ADA STANDARDS FOR ACCESSIBILE DESIGN AS PUBLISHED BY THE DEPARTMENT OF
JUSTICE. UNLESS AND E%CEPT 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.
4. CURB RAMPS ALONG PUBLIC STREETS AND IN THE PUBLIC RIGHT-0OF-WAV SHALL BE
CONSTRUCTED BASED ON THE CITY STANDARD CONSTRUCTION DETAILS AND SPECIFICATIONS.
5. PRIVATE CURB RAMPS ON THE SITE(I.E. OUTSIDE PUBLIC STREET RIGHT-OF-WAV)SHALL
CONFORM TO THE ADA STANDARDS FOR ACCESSIBLE DESIGN AND SHALL HAVE A DETECTABLE
WARNING SURFACE THAT IS FULL WIDTH OF THE CURB RAMP, NOT INCLUDING FLARES.
8. AL ACCESSIBLE ROUTES, GENERAL SITE AND BUILDING ELEMENTS, RAMPS, CURB RAMPS,
STRIPING AND PAVEMENT MARKINGS SHALL CONFORM TO ADA STANDARDS FOR ACCESSIBLE
DESIGN, LATEST EDITION.
]. ANYCOMP OF THE PROJECT SERVING MULTIFAMILY DWELLINGS IN BUILDINGS THAT
HAVE 4 OR MORE UNITS PER DWELLING SHALL ALSO CONFORM TO THE FAIR HOUSING ACT (FHA),
AND COMPLY WITH THE FAIR HOUSING ACT DESIGN MANUAL BY THE US DEPARTMENT OF
HOUSING AND URBAN DEVELOPMENT.
B. BEFORE PLACING PAVEMENT, CONTRACTOR SHALL VERIFY THAT SUITABLE ACCESSIBLE
PEDESTRIAN ROUTES (PER ADA AND FHA) EXIST TO AND FROM EVERY DOOR AND ALONG
SIDEWALKS ACCESSIBLE PARKING SPACES ACCESS AISLES AND ACCESSIBLE ROUTES. IN NO
LASE SHALL AN ACCESSIBLE RAMP SLOPE EXCEED 1 VERTICAL TO 12 HORIZONTAL. IN NO CASE
SHALL SIDEWALK CROSS SLOPE EXCEED 2.0 PERCENT. IN NO CASE SHALL LONGITUDINAL
SIDEWALK SLOPE EXCEED 5.0 PERCENT. ACCESSIBLE PARKING SPACES AND ACCESS AISLES
SHALL NOT EXCEED 2.0 PERCENT SLOPE IN ANY DIRECTION.
S. CONTRACTOR SHALL TAKE FIELD SLOPE MEASUREMENTS ON FINISHED SUBGRADE AND FORM
BOARDS PRIOR TO PLACING PAVEMENT TO VERIFY THAT ACCESSIBLE SLOPE REQUIREMENTS
ARE PROVIDED. CONTRACTOR SHALL CONTACT ENGINEER PRIOR TO PAVING IF ANY EXCESSIVE
SLOPES ARE ENCOUNTERED. NO CONTRACTOR CHANGE ORDERS WILL BE ACCEPTED FOR ADA
COMPLIANCE ISSUES.
GENERAL EROSION CONTROL NOTES
1. REFER TO MASS GRADING AND INFRASTRUCTURE PLANS PREPARED BY KIMLEV-HORN FOR ALL
EROSION CONTROL REQUIREMENTS.
2. PRIOR TO CONSTRUCTION THE CONTRACTOR MUST CLEARLY DELINEATE AND MARK OFF AREAS
IDENTIFIED IN THE SWPPP OR IN THE FIELD TO BE PROTECTED SUCH AS STREAMSNJETLANDS
(
NATURAL BUFFERS, TREE, HABITATS OF ENDANGERED/]HREATENED SPECIES, HISTORIC
PROPERTIES, ETC.)
3. THE CONTRACTOR SHALL PROTECT ALL MONUMENTS, IRON PINS, AND PROPERTY CORNERS
DURING CONSTRUCTION.
4. SEDIMENT CONTROL BMPS PROPOSED FOR SITE DEVELOPMENT HAVE BEEN DESIGNED TO
ADDRESS CONSTRUCTION STORMWATER RUNOFF. IN THE EVENT THE BMPS BECOME
INEFFECTIVE AT PREVENTING SEDIMENT FROM LEAVING THE SITE, IT IS THE CONTRACTORS
RESPONSIBILITY TO IMPLEMENT ADDITIONAL BMPS.THE CONTRACTOR SHALL CONTINUOUSLY
MAINTAIN BMPS AS DESCRIBED IN THE GENERAL PERMIT .ADDITIONAL MEASURES TO CONTROL
EROSION AND SEDIMENT MAY BE REQUIRED BYTHE EROSION CONTROL INSPECTOR.
5. CONTRACTOR SHALL REVIEW THE GENERAL PERMIT PRIOR TO COMMENCING CONSTRUCTION
ACTIVITY. THE CONTRACTOR SHALL KEEPA COPY OF THE APPROVED PLANS AND GENERAL
PERMIT ONSITE AT ALL TIMES.
fi. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN ISA
VIOLATION AND IS SUBJECT TO A FINE.
]. UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT
CONTROL MEASURES SHALL BE CONSTRUCTED AND MAINTAINED IN ACCORDANCE WITH THE
MINIMUM STANDARDS AND SPECIFICATIONS OF THE STATE WHICH THE WORK IS PERFORMED.
B. THE CONTRACTOR SHALL INSTALL AND MAINTAIN THROUGHOUT THE PROJECT CONSTRUCTION
ALL EROSION CONTROL MEASURES SHOWN WITHIN THESE PLANS IN ACCORDANCE WITH
APPLICABLE STATE EROSION AND SEDIMENT CONTROL REGULATIONS,
9. ALL CONSTRUCTION WORK SHALL BE IN COMPLIANCE WITH REGULATIONS OF THE NATIONAL
POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) STORM WATER GENERAL PERMIT.
f0. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO CLEARING
AND/OR LAND DISTURBANCE.
11. CONSTRUCTION ENTRANCE SHALL BE LOCATED SO AS TO PROVIDE THE LEAST AMOUNT OF
DISTURBANCE TO THE FLOW OF TRAFFIC IN AND OUT OF THE SITE. ADDITIONALLY
CONSTRUCTION ENTRANCE SHALL BE LOCATED TO COINCIDE WITH THE PHASING OF THE
PAVEMENT REPLACEMENT.
12. POST CONSTRUCTION STORM WATER POLLUTION CONTROL MEASURES INCLUDE STABILIZATION
BV PERMANENT PAVING, DRAINAGE SYSTEM STRUCTURE, OR LANDSCAPING.
13. TEMPORARY AND PERMANENT STABILIZATION PRACTICES AND BMP'S SHALL BE INSTALLED AT
THE EARLIEST POSSIBLE TIME DURING THE CONSTRUCTION SEQUENCE. AS AN EXAMPLE,
PERIMETER SILT FENCE SHALL BE INSTALLED BEFORE COMMENCEMENT OF ANV GRADING
ACTIVITIES. OTHER BMP'S SHALL BE INSTALLED AS SOON AS PRACTICABLE AND SHALL 8E
MAINTAINED UNTIL FINAL SITE STABILIZATION IS ATTAINED. CONTRACTOR SHALL ALSO
REFERENCE CIVIL AND LANDSCAPE PLANS SINCE PERMANENT STABILIZATION IS PROVIDED BY
LANDSCAPING THE BUILDINGS AND SITE PAVING.
ib. BMPS HAVE BEEN LOCATED AS INDICATED ON THIS PLAN IN ACCORDANCE WITH GENERALLY
ACCEPTED ENGINEERING PRACTICES IN ORDER TO MINIMIZE SEDIMENT TRANSFER. FOR
EXAMPLE: SILT FENCES LOCATED AT TOE OF SLOPE AND INLET PROTECTION FOR INLETS
RECEIVING SEDIMENT FROM SITE RUN-OFF.
15. ACOPV OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN AND PERMIT SHALL BE
MAINTAINED ON THE SITE AT ALL TIMES. THE CONTRACTOR SHALL DILIGENTLY AND
CONTINUOUSLY MAINTAIN ALL EROSION CONTROL DEVICES AND STRUCTURES TO MINIMIZE
EROSION.
i6. THE CONTRACTOR SHALL MAINTAIN CLOSE CONTACT WITH THE EROSION CONTROL INSPECTOR
SO THAT PERIODIC INSPECTIONS CAN BE PERFORMED AT APPROPRIATE STAGES OF
CONSTRUCTION.
1]. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN
FIELD CONDITIONS WARRANT OFFSITE GRADING PERMISSION MUST BE OBTAINED FROM THE
AFFECTED PROPERTY OWNERS. CONTACT PROJECT ENGINEER AND PROJECT EROSION
CONTROL INSPECTOR TO ENSURE ADDITIONAL EROSION CONTROL MEASURES ARE INSTALLED
PRIOR TO OFFSITE GRADING.
18. ANY SPILLS OF PETROLEUM PRODUCTS OR HAZARDOUS MATERIALS IN EXCESS OF REPORTABLE
QUANTITIES AS DEFINED BY EPA OR THE STATE OR LOCAL AGENCY REGULATIONS, SHALL BE
IMMEDIATELY REPORTED TO THE EPA NATIONAL RESPONSE CENTER (1-600-420.6802), AND AS
REQUIRED BY THE GENERAL PERMIT.
19. THE CONTRACTOR SHALL MAINTAIN JURISDICTIONALLV REQUIRED BUFFERS OF UNDISTURBED
NATURAL VEGETATION BETWEEN THE DISTURBED PORTIONS OF THE SITE AND SURFACES
WATERS AT ALL TIMES. BUFFERS SHALL BE MAINTAINED IN ACCORDANCE WITH THE
REQUIREMENTS OF THE JURISDICTION.
20. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON
THESE PLANS (INCLUDING, BUT NOT LIMITED TOOFF-SITE BORROW OR WASTE AREAS, STAGING
OR STORAGE AREAS), THE CONTRACTOR SHALL PREPARE AND SUBMIT A SUPPLEMENTARY
EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND TO THE APPROPRIATE GOVERNING
ENTITY FOR APPROVAL. CONTRACTOR SHALL PAV ALL FEES REQUIRED AND SHALL INSTALL
NECESSARY MEASURES AT NO SEPARATE PAYMENT. THE CONTRACTOR SHALL PROVIDE THE
OWNER AND THE ENGINEER A COPY OF THE AMENDED PERMIT.
21. CONTRACTOR SHALL PLACE EROSION CONTROL BLANKET (NORTH AMERICAN GREEN SCi500R
APPROVED EQUAL ON ALL SITE AREAS WITH SLOPES GREATER THAN 2: 1, AND IN THE BOTTOM
AND SIDE SLOPES OF ALL SWALES.
22. NO PARKING SHALL BE LOCATED OUTSIDE THE LIMITS OF DISTURBANCE.
23. NO CONSTRUCTION LAVDOWN OR STAGING SHALL BE LOCATED OUTSIDE THE LIMITS OF
DISTURBANCE.
24. ALL DRAINAGE SWALES MUST BE GRADED AND RIP -RAP MUST BE REPLACED AS REQUIRED TO
CONTROL EROSION. RIP -RAP WILL CONSIST OF 50 -125 POUND STONES PLACED AT ALL
HEADWALLS, AND WHERE NOTED ON CONSTRUCTION DRAWINGS. SEE DETAIL SHEET FOR
OUTFACE PIPE SIZE CHART.
25. ADDITIONAL EROSION CONTROL MEASURES MAYBE REQUIRED FOR ADDITIONAL CONTRACTOR
LAVOOWN AREA. CONTRACTOR TO COORDINATE WITH ENGINEER DURING CONSTRUCTION. THE
LIMITS OF DISTURBANCE SHOULD CONTAIN ANYADDITIONAL LAVDOWN AREAS. IF ADDITIONAL
LAVDOWN AREA IS NEEDED OUT SIDE THE LIMITS OF DISTURBANCE A REVISED EROSION
CONTROL PLAN SHOULD BE REVIEWED AND PERMITTED.
26. PUMPING SEDIMENT LADEN WATER INTO ANY STORMWATER FACILITY THAT IS NOT DESIGNATED
TO BE A SEDIMENT TRAP, DRAINAGEWAV, OR OFFSITE AREA EITHER DIRECTLY OR INDIRECTLY
WITHOUT FILTRATION IS PROHIBITED. DURING DEWATERING OPERATIONS, WATER SHALL BE
PUMPED INTO AN APPROVED FILTERING DEVICE PRIOR TO DISCHARGE TO RECEIVING OUTLET.
WATER REMOVED FROM TRAPS, BASINS, AND OTHER WATER HOLDING DEPRESSIONS OR
EXCAVATIONS MUST FIRST PASS THROUGH A SEDIMENT CONTROL AND/OR FILTRATION DEVICE.
WHEN DEWATERING DEVICES ARE USED, DISCHARGE LOCATIONS SHALL BE PROTECTED FROM
EROSION.
2]. ALL TEMPORARY STORMWATER EROSION AND SEDIMENT CONTROL MEASURES SHALL BE
REMOVED WITHIN 30 DAYS AFTER FINAL STABILIZATION IS ACHIEVED.TRAPPED SEDIMENT AND
OTHER DISTURBED SOILS RESULTING FROM TEMPORARY MEASURES SHALL BE PROPERLY
DISPOSED OF PRIOR TO PERMANENT STABILIZATION.
28. SOIL STOCKPILES SHALL NOT BE LOCATED IN A ORAINAGEWAV, STOCKPILES .FLOOD PLAIN
AREA OR A DESIGNATED BUFFER. ALL STOCKPILES SHALL BE IMMEDIATELY STABILIZED AS
STORMWATER NOTES
1. REFER TO GENERAL UTILITY NOTES FOR ADDITIONAL REQUIREMENTS PERTAINING TO
UNDERGROUND UTILITY AND STORMWATER PIPE INSTALLATION.
2. ALL NECESSARY PERMITS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND MUST OBTAIN
ALL PERMITS PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
3. PIPE LENGTHS, GRACES, ELEVATIONS AND LOCATIONS SHOWN ARE APPROXIMATE ONLY. AS
DIRECTED BY THE ENGINEER, THEY MAY BE ADJUSTED TO ACCOMMODATE UNFORESEEN
CONDITIONS.
4. ALL STORM PIPE INSTALLED SHALL BE RCP OR HOPE, UNLESS SPECIFICALLY NOTED OTHERWISE.
EXISTING STORMWATER PIPE MATERIALS, MODIFIED, DAMAGED OR DEFORMED, ETC. SHALL NOT
BE REUSED UNLESS SPECIFICALLY DIRECTED BY THE ENGINEER.
5. ALL PIPES SHALL BE LAID ON STRAIGHT ALIGNMENT AND EVEN GRADES USING APIPE LASER OR
OTHER ACCURATE METHOD.
fi. ALL PIPES SHALL BE BEDDED PER MANUFACTURER'S RECOMMENDATIONS.
]. ALL ALL DRAINAGE STRUCTURES SHALL BE CONSTRUCTED WITH 4 SIDED BEARING HEAVY DUTY
H-20 RATED TRAFFIC RIMS AND GRATES
8. ALL CLEANOUT COVERS WITHIN THE PAVEMENT SECTIONS SHALL BE RATED FOR HEAVY DUTY
TRAFFIC (H-20 RATED).
9. WEEPHOLES ARE TO BE CONSTRUCTED IN ALL DRAINAGE STRUCTURES,AMINIMUM OFI
WEEPHOLE PER STRUCTURE. WEEPHOLES ARE TO BE CONSTRUCTED IN THE BOTTOM I/3 OF
STRUCTURE AND COVERED ON THE OUTSIDE OF THE STRUCTURE BY A BAG MADE OF FILTER
FABRIC AND FILLED WITH p]8 STONE.
f0. CONTRACTOR SHALL PROVIDE CATCH BASIN INLET PROTECTION ON ALL EXISTING AND
PROPOSED INLETS UNTIL CONTRIBUTING DRAINAGE AREAS ARE STABILIZED. ALL DRAINAGE
STRUCTURES SHALL BE CLEANED OF DEBRIS AS REQUIRED DURING AND AT THE END OF
CONSTRUCTION TO PROVIDE POSITIVE DRAINAGE FLOWS.
11. THE CONTRACTOR SHALL INSTALL ALL UNDERGROUND STORM WATER PIPING PER
MANUFACTURER'S RECOMMENDATIONS.
12. GRADE ALL AREAS TO MAINTAIN POSITIVE SLOPE AWAY FROM BUILDING.
13. CONTRACTOR SHALL PROVIDE SMOOTH TRANSITION BETWEEN PROPOSED PAVEMENT AND
EXISTING PAVEMENT AND STORM STRUCTURES
ib. DURING CONSTRUCTION AND AFTER FINAL GRADING, NO SURFACE WATER RUNOFF MY BE
DIRECTED TO ADJACENT PROPERTIES, AND ALL SURFACE WATER RUNOFF MUST BE ROUTED TO
APPROVED DRAINAGE FACILITIES OR BE RETAINED ON SITE. ALL RUNOFF FROM THE SITE, BOTH
DURING AND AFTER CONSTRUCTION, MUST BE FREE OF POLLUTANTS, INCLUDING SEDIMENT,
PRIOR TO DISCHARGE.
GENERAL DEMOLITION NOTES
1. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS REQUIRED FOR DEMOLITION
AND DISPOSAL. IT WILL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN ANY PERMITS AND
PAY FEES REQUIRED FOR DEMOLITION AND HAUL -OFF FROM THE APPROPRIATE AUTHORITIES.
THESE FEES SHALL BE INCLUDED WITH THE BID. THE CONTRACTOR SHALL PREPARE ALL
DOCUMENTS AND ACQUIRE APPROPRIATE PERMITS AS REQUIRED PRIOR TO THE
COMMENCEMENT OF DEMOLITION.
2. DEMOLITION AS DEPICTED ON THE DEMOLITION PLAN IS INTENDED TO DESCRIBE GENERAL
DEMOLITION AND UTILITY WORK. IT IS NOT INTENDED TO IDENTIFY EACH ELEMENT OF
DEMOLITION OR RELOCATION. CONTRACTOR SHALL COORDINATE WITH THE OWNER AND
APPROPRIATE UTILITY COMPANY PRIOR TO WORK.
3. THE CONTRACTOR IS RESPONSIBLE FOR THE DEMOLITION, REMOVAL, AND LAWFUL DISPOSAL
OF ALL STRUCTURES PAVING UTILITIES ETC. SUCH THAT THE IMPROVEMENTS SHOWN ON
THE PLANS CAN BE CONSTRUCTED. ALL FACILITIES TO BE REMOVED SHALL BE UNDERCUT TO
SUITABLE MATERIAL AND BROUGHT TO GRADE WITH SUITABLE COMPACTED FILL MATERIAL AS
NECESSARY.
4. ASBESTOS OR ANV OTHER HAZARDOUS MATERIAL, IF FOUND ON SITE, SHALL BE REMOVED BY
A LICENSED HAZARDOUS MATERIAL CONTRACTOR ONLY AFTER NOTIFICATION OF THE
ENGINEER AND AUTHORIZATION TO PROCEED IS GIVEN BY THE OWNER
5. THE CONTRACTOR SHALL PUMP OUT BUILDING FUEL AND WASTE OIL TANKS (IF ANY ARE
ENCOUNTERED) AND REMOVE FUEL TO AN APPROVED DISPOSAL AREA BY AN APPROPRIATELY
LICENSED WASTE OIL HANDLING CONTRACTOR IN STRICT ACCORDANCE WITH FEDERAL AND
STATE REQUIREMENTS ONLY AFTER NOTIFICATION OF THE ENGINEER AND AUTHORIZATION TO
PROCEED IS GIVEN BY THE OWNER.
8. THE CONTRACTOR SHALL MAINTAIN ALL UTILITY SERVICES TO ALL EXISTING FACILITIES AND
OUTLOTS AT ALL TIMES. UTILITY SERVICES SHALL NOT BE INTERRUPTED WITHOUT APPROVAL
FROM THE SERVICE PROVIDERS AND COORDINATION THROUGH THE PROPERTY OWNER(5).
THE CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL UTILITIES TO REMAIN IN
PLACE.
]. THE CONTRACTOR SHALL COORDINATE WITH RESPECTIVE UTILITY COMPANIEG PRIOR TO THE
REMOVAL AND/OR RELOCATION OF UTILITIES. THE CONTRACTOR SHALL COORDINATE WITH THE
UTILITY COMPANY CONCERNING PORTIONS OF WORK WHICH MAYBE PERFORMED BY THE
UTILITY COMPANY'S FORCES AND ANV FEES WHICH ARE TO BE PAID TO THE UTILITY COMPANY
FOR THEIR SERVICES. THE CONTRACTOR IS RESPONSIBLE FOR PAVING ALL FEES AND
CHARGES.
S. THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON THIS PLAN HAVE BEEN DETERMINED
FROM THE BEST INFORMATION AVAILABLE AND ARE GIVEN FOR THE CONVENIENCE OF THE
CONTRACTOR. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THEIR ACCURACY. THE
ITEMS SHOWN ARE NOT TO BE INTERPRETED AS THE EXACT LOCATION, OR AS THE ONLY
OBSTACLES THAT MAY OCCUR ON THE SITE. VERIFY EXISTING CONDITIONS AND PROCEED
WITH CAUTION AROUND ANY ANTICIPATED FEATURES. PRIOR TO THE START OFANY DEMOLITION ACTIVITY THE CONTRACTOR SHALL NOTIFY THE UTILITY COMPANIES FOR ONSITE
LOCATIONS OF EXISTING UTILITIES.
9. ELECTRICAL TELEPHONE CABLE WATER FIBER OPTIC CABLE AND/OR GAS LINES NEEDING TO
BE REMOVED OR RELOCATED SHALL BE COORDINATED WITH THE AFFECTED UTILITY COMPANY.
ADEQUATE TIME SHALL BE PROVIDED FOR RELOCATION AND CLOSE COORDINATION WITH THE
UTILITY COMPANY IS NECESSARY TO PROVIDE A SMOOTH TRANSITION IN UTILITY SERVICE.
CONTRACTOR SHALL PAY CLOSE ATTENTION TO EXISTING UTILITIES WITHIN THE ANY ROAD
RIGHT OF WAY DURING CONSTRUCTION
10. SHOULD ANY UNCHARTED OR INCORRECTLY CHARTED EXISTING PIPING OR OTHER UTILITY BE
UNCOVERED DURING EXCAVATION CONTRACTOR SHALL CONSULT THE ENGINEER AND OWNER
IMMEDIATELY FOR DIRECTIONS BEFORE PROCEEDING FURTHER WITH WORK IN THIS AREA.
11. CONTRACTOR MUST PROTECT THE PUBLIC AT ALL TIMES WITH FENCING, BARRICADES,
ENCLOSURES, ETC., (AND OTHER APPROPRIATE BEST MANAGEMENT PRACTICES) AG
APPROVED BV THE OWNER
12. CONTINUOUS ACCESS SHALL BE MAINTAINED FOR THE SURROUNDING BUSINESSES AND
PROPERTIES AT ALL TIMER DURING DEMOLITION OF THE EXISTING IMPROVEMENTS AND
CONSTRUCTION OF THE PROPOSED IMPROVEMENTS. CONTRACTOR SHALL COORDINATE WITH
THE OWNER(Sy LEASEE(5) PRIOR TO ANV CONSTRUCTION TO ESTABLISH CUSTOMER ACCESS
AND TRAFFIC FLOW DURING ALL PHASES.
13. SHOULD CONSTRUCTION ACTIVITIES DAMAGE EXISTING FEATURES, THE CONTRACTOR SHALL
REPLACE THE FEATURES WITH NEW MATERIALS. DAMAGE TO ANV EXISTING CONDITIONS TO
REMAIN WILL BE REPLACED AT CONTRACTOR'S EXPENSE.
ib. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONS TO AVOID UNNECESSARY DAMAGE TO
EXISTING ROAD SURFACES. FINISHED SURFACES TO BE REMOVED OR DEMOLISHED SHALL BE
CUT ALONG LINES OF JOINTS WHICH WILL PERMIT A NEAT SURFACE WHEN RESTORED. SAW
CUT AT INTERFACE OF PAVEMENT OR CURB TO REMAIN. SAW CUT EXISTING PAVEMENT AT THE
RIGHT-OF-WAV. SAW CUTS SHALL BE MADE FULL DEPTH THROUGH THE EXISTING PAVEMENT.
DISCARDED PAVEMENT SHALL BE REMOVED WITHOUT UNDERMINING THE EXISTING PAVEMENT.
IFANV DAMAGE IS INCURRED ON ANV OF THE SURROUNDING PAVEMENT, ETC. THE
CONTRACTOR SHALL BE RESPONSIBLE FOR ITS REMOVAL AND REPAIR.
15. CONTRACTOR SHALL MAINTAIN ALL EXISTING PARKING SIDEWALKS DRIVES ETC. CLEAR AND
FREE FROM ANV CONSTRUCTION ACTIVITY ANOIOR MATERIAL TO ENSURE EASY AND SAFE
PEDESTRIAN AND VEHICULAR TRAFFIC TO AND FROM THE SITE. CONTRACTOR SHALL
COORDINATEIPHASE ALL CONSTRUCTION ACTIVITY WITHIN PROXIMITY OF THE BUILDING AND
UTILITY INTERRUPTIONS WITH THE PROPERTY OWNERS AND UTILITY PROVIDERS TO MINIMIZE
DISTURBANCE AND INCONVENIENCE.
i6. ALL EXISTING ITEMS TO REMAIN WHICH ARE DAMAGED DURING CONSTRUCTION SHALL BE
RESTORED TO ITS ORIGINAL CONDITION AT THE SOLE EXPENSE OF THE CONTRACTOR.
1]. SHOULD ANV UNCHARTED OR INCORRECTLY CHARTED EXISTING PIPING OR OTHER UTILITY BE
UNCOVERED DURING EXCAVATION CONTRACTOR SHALL CONSULT THE ENGINEER AND OWNER
IMMEDIATELY FOR DIRECTIONS BEFORE PROCEEDING FURTHER WITH WORK IN THIS AREA.
18. ANY WATER WELLS ENCOUNTERED ARE TO BE BROUGHT TO THE PROJECT ENGINEER
ATTENTION IMMEDIATELY AND PROPERLY ABANDONED BVALICENSED WELL DRILLER.
19. ANY SEPTIC SYSTEMS ENCOUNTERED SHALL BE BROUGHT TO THE THE PROJECT ENGINEER
ATTENTION IMMEDIATELY AND SHALL BE PROPERLY DEMOLISHED.
GENERAL PAVING NOTES
1. CONTRACTOR SHALL ADJUST AND/OR CUT EXISTING PAVEMENT AS NECESSARY TO ASSURER
SMOOTH FIT AND CONTINUOUS GRADE. CONTRACTOR SHALL PROVIDE SMOOTH TRANSITION
BETWEEN PROPOSED PAVEMENT, EXISTING PAVEMENT AND ANY STRUCTURES.
2. THE PROPOSED SPOT ELEVATIONS SHOWN ARE FINISHED ELEVATIONS INCLUDING ASPHALT AND
CONCRETE. REFER TO PAVEMENT SECTIONS AND CURB DETAILS TO ESTABLISH CORRECT
SUBBASE OR AGGREGATE BASE COURSE ELEVATIONS TO BE COMPLETED UNDER THIS
CONTRACT.
3. ALL AREAS INDICATED AS PAVEMENT SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE
TYPICAL PAVEMENT SECTIONS AS INDICATED ON THE DRAWINGS. CONTRACTOR SHALL REVIEW
THE RECCOMENDATIONS OF THE GEOTECHNICAL ENGINEER PRIOR TO PAVING.
4. WHERE EXISTING PAVEMENT IS INDICATED TO BE REMOVED AND REPLACED THE CONTRACTOR
SHALL SAW CUT A MINIMUM 2' DEEP FOR A SMOOTH AND STRAIGHT JOINT AND REPLACE THE
PAVEMENT WITH THE SAME TYPE AND DEPTH OF MATERIAL AS EXISTING OR AS INDICATED.
5. ALL PAVING, CONSTRUCTION, MATERIALS, AND WORKMANSHIP WITHIN JURISDICTIONAL
FIGHT -OF -WAY SHALL 8E IN ACCORDANCE WITH LOCAL OR COUNTY SPECIFICATIONS AND
STANDARDS (LATEST EDITION) OR STATE DEPT. OF TRANSPORTATION SPECIFICATIONS AND
STANDARDS (LATEST EDITION) IF NOT COVERED BY LOCAL OR COUNTY REGULATIONS.
8. ALL ON -SITE STRIPING IS TO BE PAINTED, UNLESS OTHERWISE NOTED. ALL STRIPING IN PUBLIC
RIGHT-OF-WAV TO BE THERMOPLASTIC STRIPING.
]. TRANSVERSE EXPANSION JOINTS ARE TO BE PROVIDED IN CONCRETE SIDEWALKS AND
COMBINED WALKS/CURBS WHERE SHOWN AND AT INTERVALS NOT TO EXCEED 12 X THE WIDTH
OF THE WALK.
8. EXPANSION JOINTS SHALL BE INSTALLED IN CONCRETE PAVEMENTS AND WALKS AT ALL
LOCATIONS WHERE PAVEMENTS AND WALKS ABUT A VERTICAL SURFACE SUCH AS A CURB, WALL,
CDLUMN, ETC.
9. CONTRACTION JOINTS SHALL BE PROVIDED AT EQUAL INTERVALS BETWEEN EXPANSION JOINTS
IN CONCRETE WALKS. INSTALL CONTRACTION JOINTS AS SHOWN BUT IN NO CASE AT INTERVALS
GREATER THAN 1.5 X THE WIDTH OF THE WALK
10. CONTRACTOR SHALL COORDINATE PAVING IMPROVEMENTS TO AVOID TIRE MARKS FROM
CONSTRUCTION ACTIVITY. FINAL PAVING SHALL BE AS SMOOTH AS POSSIBLE AND FREE FROM
ANY CRACKS, SCRAPES, GOUGES, TIRE MARKS, ETC. CAUSED DURING CONSTRUCTION.
11. ALL NEW CONCRETE SHALL BE DOWELED INTO ALL EXISTING CONCRETE (PAVING, SIDEWALKS,
CURB, ETC.). TRANSVERSE EXPANSION JOINTS ARE TO BE PROVIDED IN CONCRETE SIDEWALKS
AND COMBINED WALKS/CURBS AS SHOWN ON THE DETAILS AND AT INTERVALS NOT TO EXCEED
12 TIMES THE WIDTH OF THE WALK.
12. ALL STRUCTURES SHALL BE ADJUSTED AS NECESSARY TO BE FLUSH WITH FINAL PAVEMENT.
CONSTRUCTION TESTING
1. IT IS THE CONTRACTORS RESPONSIBILITY TO OBTAIN ALL TESTS REQUIRED BY THE
JURISDICTIONAL AGENCIES HAVING AUTHORITY.
2. IF DETERMINED BY THE OWNER THE CONTRACTOR SHALL PROVIDE ADDITIONAL CONSTRUCTION
TESTING. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER FOR REQUIRED
CONSTRUCTION TESTING.
3. TESTING OF MATERIALS REQUIRED FOR THE CONSTRUCTION OF THE PAVING IMPROVEMENTS
SHALL BE PERFORMED BY AN APPROVED AGENCY FOR TESTING MATERIALS. THE TESTING
LABORATORY AND THE PAYMENT OF SUCH TESTING SERVICES SHALL 8E MADE BY THE OWNER. IT
SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SHOW BY STANDARD TESTING PROCEDURES
THAT THE WORK CONSTRUCTED GOES MEET THE REQUIREMENTS OF THE SPECIFICATIONS.
4. ALL COPIES OF COMPACTION, CONCRETE AND OTHER REQUIRED TEST RESULTS ARE TO BE SENT
TO THE OWNER AND DESIGN ENGINEER OF RECORD DIRECTLY FROM THE TESTING AGENCY.
S. EACH BACKFLOW PREVENTION ASSEMBLY IS REQUIRED TO BE TESTED BVA
JURISDICTIONALLV-APPROVED CERTIFIED TESTER PRIOR TO PLACING THE WATER SYSTEM IN
SERVICE.
GENERAL UTILITY NOTES
1. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS PRIOR TO CONSTRUCTION.
CONTRACTOR IS RESPONSIBLE FOR OBTAINING AN ENCROACHMENT AGREEMENT PERMIT, AS
REQUIRED, TO CONSTRUCT UTILITY CONNECTIONS.
2. REFER TO ARCHITECTURAL /MECHANICAL, ELECTRICAL AND PLUMBING PLANS FOR
CONTINUATION OF UTILITIES WITHIN 5 FEET OF STRUCTURES.
3. THE CONTRACTOR IS RESPONSIBLE FOR HORIZONTALLY AND VERTICALLY LOCATING AND
PROTECTING ALL PUBLIC OR PRIVATE UTILITIES (SHOWN OR NOT SHOWN) WHICH LIE IN OR
ADJACENT TO THE CONSTRUCTION SITE. AT LEAST 48 HOURS PRIOR TO ANY DEMOLITION,
GRADING, OR CONSTRUCTION ACTIVITY, THE CONTRACTOR SHALL CONTACT 611 FOR THE
IDENTIFICATION OF EXISTING UTILITIES WITHIN THE SITE.
4. EXISTING UTILITIES SHOWN ARE LOCATED ACCORDING TO THE INFORMATION AVAILABLE TO THE
ENGINEER AT THE TIME OF THE TOPOGRAPHIC SURVEY AND HAVE NOT BEEN INDEPENDENTLY
VERIFIED BY THE OWNER OR THE ENGINEER. GUARANTEE IS NOT MADE THAT ALL EXISTING
UNDERGROUND UTILITIES ARE SHOWN OR THAT THE LOCATION OF THOSE SHOWN ARE
ENTIRELY ACCURATE. FINDING THE ACTUAL LOCATION OF ANY EXISTING UTILITIES IS THE
CONTRACTOR'S RESPONSIBILITY AND SHALL BE DONE BEFORE COMMENCING ANV WORK IN THE
VICINITY. FURTHERMORE, THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR ANV AND ALL
DAMAGES DUE TO THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND
ALL UNDERGROUND UTILITIES. THE OWNER OR ENGINEER WILL ASSUME NO LIABILITY FOR ANY
DAMAGES SUSTAINED OR COST INCURRED BECAUSE OF THE OPERATIONS IN THE VICINITY OF
EXISTING UTILITIES OR STRUCTURES, NOR FOR TEMPORARY BRACING AND SHORING OF SAME.
IF IT IS NECESSARY TO SHORE, BRACE, SWING OR RELOCATE A UTILITY, THE UTILITY COMPANY
OR DEPARTMENT AFFECTED SHALL BE CONTACTED AND THEIR PERMISSION OBTAINED
REGARDING THE METHOD TO USE FOR SUCH WORK.
5. SHOULD ANV UNCHARTED OR INCORRECTLY CHARTED UTILITIES BE ENCOUNTERED, THE
CONTRACTOR SHALL CONTACT THE OWNER IMMEDIATELY FOR DIRECTIONS.
fi. THE CONTRACTOR IS RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING
UTILITIES DURING CONSTRUCTION. AT LEAST 48 HOURS PRIOR TO ANY DEMOLITION, GRADING,
OR CONSTRUCTION ACTIVITY THE CONTRACTOR SHALL NOTIFY THE UTILITY PROVIDER FOR
PROPER IDENTIFICATION OF EXISTING UTILITIES WITHIN THE PROJECT SITE. THE CONTRACTOR
SHALL COORDINATE ANY INTERRUPTION OF UTILITY SERVICE WITH OWNER(S) AND RESPECTIVE
UTILITY COMPANY REPRESENTATIVE.
]. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITIES INSPECTORS ]2 HOURS BEFORE
CONNECTING TO ANY EXISTING LINE.
B. CONTRACTOR SHALL SAW CUT, REMOVE, AND REPLACE ASPHALT PAVEMENT AS NECESSARY TO
INSTALL UNDERGROUND ELECTRIC,TELEPHONE, SEWER, WATER, AND COMMUNICATION
CONDUITS.PAVEMENTS WALKS CURBS AND OTHER SURFACE IMPROVEMENTS REQUIRING
REMOVAL FOR INSTALLATION OF UNDERGROUND UTILITIES SHALL BE RESTORED TO THEIR
PRESENT CONDITION UNLESS OTHERWISE SHOWN.
9. ALL ELECTRICAL WORK SHALL BE DONE IN ACCORDANCE WITH LOCAL POWER COMPANY
STANDARDS.
10. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR INSTALLATION
REQUIREMENTS AND SPECIFICATIONS.LONTRALTOR IS RESPONSIBLE FOR ALL NECESSARY
INSPECTIONS AND/OR CERTIFICATIONS REQUIRED 8V CODES AND/OR UTILITY SERVICE
COMPANIES.
11. PRESSURE UTILITY MAINS AND SERVICE LINES MAY NEED TO BE INSTALLED ATA DEPTH
GREATER THAN THAT SPECIFIED OR SHOWN ON THE DRAWINGS TO CLEAR EXISTING AND
PROPOSED CROSSING UTILITIES. IN SUCH CASES, THE CONTRACTOR SHALL INSTALL VERTICAL
BENDS AS REQUIRED TO ACHIEVE APPROPRIATE CLEARANCE BETWEEN THE CROSSING
UTILITIES.
12. WHERE GRADE MODIFICATIONS (CUTOR FILL ARE SHOWN ADJACENT TO EXISTING VALVE BOX
COVERS AND MANHOLE CASTINGS, THE VALVE BOX COVERS AND MANHOLE CASTINGS SHALL BE
ADJUSTED FLUSH WITH THE PROPOSED GRADE.
13. THE CONTRACTOR SHALL MAINTAIN ALL FLOWS AND UTILITY CONNECTIONS TO EXISTING
BUILDINGS, ETC. WITHOUT INTERRUPTION UNLESSIUNTIL AUTHORIZED TO DISCONNECT BV THE
OWNER, UTILITY COMPANIES, AND GOVERNING AUTHORITIES. THE CONTRACTOR SHALL INSTALL
AS NECESSARY, TEMPORARY SITE LIGHTING, GAS, SANITARY, WATER, STORM, ELECTRIC,
TELEPHONE, AND CABLE SERVICES TO SERVICE BUILDING(S) TO REMAIN OPEN.
14. ALL PROPOSED STUBS SHALL BE CAPPED AND SHALL BE PROVIDED WITH FIELD MARKERS.
15. CONTRACTOR TO PROVIDE AND INSTALL CONDUIT FOR SITE LIGHTING PER SITE LIGHTING PLAN
(BY OTHERS).
16. CONTRACTOR TO PROVIDE AND INSTALL CONDUIT FOR IRRIGATION PER IRRIGATION PLAN (BY
OTHERS).
1]. LINES UNDERGROUND SHALL BE INSTALLED, INSPECTED, SURVEYED, AND APPROVED BEFORE
BACKFILLING.
18. MINIMUM TRENCH WIDTH SHALL BE 2 FEET.
19. ALL CHANGES IN DIRECTION OF THE CONDUIT SHALL UTILIZE STANDARD SWEEPS WITHA
MINIMUM BENDING RADIUS LISTED IN THE NEC. NO MORE THAN (2) 90-DEGREE BENDS WILL BE
ALLOWED BETWEEN PULLING POINTS, OR A TOTAL OF 180 DEGREES COMBINED IN SEVERAL
BENDS. PULL BOXES SHALL BE LOCATED EVERY 400 FEET UNLESS THE COMBINED TOTAL OF
BENDS REQUIRE ADDITIONAL MANHOLES.
20. ALL UTILITIES SHOULD BE KEPT TEN (10'JAPART(PARALLEL)OR WHEN CROSSING IS- VERTICAL
CLEARANCE OUTSIDE EDGE OF PIPE TO OUTSIDE EDGE OF PIPE.
21. THE CONTRACTORSHALL CONSTRUCT GRAVITY SEWER LATERALS, MANHOLES GRAVITY SEWER
LINES AND DOMESTIC WATER AND FIRE PROTECTION SYSTEM AS SHOWN ON THESE PLANE. THE
CONTRACTOR SHALL FURNISH ALL NECESSARY MATERIALS, EQUIPMENT, MACHINERY, TOOLS,
MEANS OF TRANSPORTATION AND LABOR NECESSARY TO COMPLETE THE WORK IN FULL AND
COMPLETE ACCORDANCE WITH THE SHOWN DESCRIBED AND REASONABLY INTENDED
REQUIREMENTS OF THE CONTRACT DOCUMENTS AND JURISDICTIONAL AGENCY REQUIREMENTS.
IN THE EVENT THAT THE CONTRACT DOCUMENTS AND THE JURISDICTIONAL AGENCY
REQUIREMENTS ARE NOT IN AGREEMENT, THE MOST STRINGENT SHALL GOVERN.
22. DEFLECTION OF PIPE JOINTS AND CURVATURE OF PIPE SHALL NOT EXCEED THE
MANUFACTURER'S SPECIFICATIONS. SECURELY CLOSE ALL OPEN ENDS OF PIPE AND FITTINGS
WITH A WATERTIGHT PLUG WHEN WORK IS NOT IN PROGRESS. THE INTERIOR OF ALL PIPES
SHALL BE CLEAN AND JOINT SURFACES WIPED CLEAN AND DRY AFTER THE PIPE HAS BEEN
LOWERED INTO THE TRENCH. VALVES SHALL BE PLUMB AND LOCATED ACCORDING TO THE
PLANS. MAXIMUM PIPE JOINT DEFLECTION FOR CITY MAINTAINED LINES IS � OF THE
MANUFACTURER'S RECOMMENDATION.
23. ALL PHASES OF INSTALLATION, INCLUDING UNLOADING, TRENCHING, LAVING AND BACK FILLING,
SHALL BE DONE INAFIRST CLASS WORKMANLIKE MANNER. ALL PIPE AND FITTINGS SHALL BE
CAREFULLY STORED FOLLOWING MANUFACTURER'S RECOMMENDATIONS. CARE SHALL 8E
TAKEN TO AVOID DAMAGE TO THE COATING OR LINING IN ANY DUCTILE IRON PIPE FITTINGS.
ANY PIPE OR FITTING WHICH IS DAMAGED OR WHICH HAS FLAWS OR IMPERFECTIONS WHICH, IN
THE OPINION OF THE ENGINEER OR OWNER, RENDERS IT UNFIT FOR USE, SHALL NOT BE USED.
ANY PIPE NOT SATISFACTORY FOR USE SHALL BE CLEARLY MARKED AND IMMEDIATELY
REMOVED FROM THE JOB SITE, AND SHALL BE REPLACED AT THE CONTRACTOR'S EXPENSE.
24. WATER FOR FIRE FIGHTING SHALL BE AVAILABLE FOR USE PRIOR TO COMBUSTIBLES BEING
BROUGHT ON SITE.
25. ALL UTILITY AND STORM DRAIN TRENCHES LOCATED UNDER AREAS TO RECEIVE PAVING SHALL
BE COMPLETELY BACK FILLED IN ACCORDANCE WITH THE GOVERNING JURISDICTIONAL
AGENCY'S SPECIFICATIONS. IN THE EVENT THAT THE CONTRACT DOCUMENTS AND THE
JURISDICTIONAL AGENCY REQUIREMENTS ARE NOT IN AGREEMENT, THE MOST STRINGENT
SHALL GOVERN.
28. UNDERGROUND WATERAND SANITARY SEWER LINES SHALL BE SURVEYED BY STATE LICENSED
PROFESSIONAL LAND SURVEYOR PRIOR TO BACK FILLING.
2]. CONTRACTOR SHALL PERFORM, AT HIS OWN EXPENSE, ANY AND ALL TESTS REQUIRED BY THE
SPECIFICATIONS AND/OR ANV AGENCY HAVING JURISDICTION. THESE TESTS MAY INCLUDE, BUT
MAY NOT BE LIMITED TO, INFILTRATION AND EXFILTRATION, TELEVISION INSPECTION AND A
MANDREL TEST ON GRAVITY SEWER. A COPY OF THE TEST RESULTS SHALL BE PROVIDED TO
THE UTILITY PROVIDERS, OWNERAND JURISDICTIONAL AGENCY AS REQUIRED.
28. IF DETERMINED NECESSARY BY THE LOCAL JURISDICTION, THE CONTRACTOR SHALL ABANDON
EXISTING WATER METERS. CUT THE CORPS OFF, AND AIR -GAP THE SERVICES.
29. UNDERGROUND UTILITY, INCLUDING STORMWATER PIPES, SHALL BE INSTALLED IN ACCORDANCE
WITH THE FOLLOWING STANDARDS:
A. NO MORE THAN 500 LF OF TRENCH MAY BE OPENED AT ONETIME.
B. EXCAVATED MATERIAL SHALL BE LACED ON THE UPHILL SIDE OF TRENCHES.
A8-BUILT8/RECORD DRAWINGS
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DOCUMENTING AND MAINTAINING AS -BUILT
INFORMATION WHICH SHALL BE RECORDED AS CONSTRUCTION PROGRESSES OR AT THE
COMPLETION OF APPROPRIATE CONSTRUCTION INTERVALS AND SHALL BE RESPONSIBLE FOR
PROVIDING AS - BUILT DRAWINGS TO THE OWNER FOR THE PURPOSE OF CERTIFICATION TO
JURISDICTIONAL AGENCIES AS REQUIRED. ALL AS -BUILT DATA SHALL BE COLLECTED BV ASTATE
OF NORTH CAROLINA PROFESSIONAL LAND SURVEYOR WHOSE SERVICES ARE ENGAGED BY THE
CONTRACTOR.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUBMITTING TO THE ENGINEER CERTIFIED
RECORD SURVEYS SEALED BY A STATE REGISTERED PROFESSIONAL LAND SURVEYOR
DEPICTING THE ACTUAL FIELD LOCATION OF ALL CONSTRUCTED IMPROVEMENTS. THE RECORD
DRAWINGS SHALL BE PREPARED TO THE SAME LEVEL OF DETAILS AS PROVIDED ON THE DESIGN
DRAWINGS.
3. THE CONTRACTOR SHALL PROVIDE TO THE ENGINEER AND OWNER RECORD DRAWINGS IN BOTH
PDF AND AUTOCAD FORMAT FOR ALL PAVING, GRADING, AND STORMWATER BMPS, AND
STORMWATER DRAINAGE PIPES AND STRUCTURES.
4. THE CONTRACTOR SHALL PROVIDE ASEPARATE UTILITY RECORD DRAWING IN AUTOCAD AND PDF
FORMAT. THE RECORD DRAWINGS SHALL VERIFY ALL DESIGN INFORMATION INCLUDED ON THE
DESIGN PLANS.
5. IN ADDITION TO THE OWNER AND ENGINEER REQUIRED SURVEYS, THE CONTRACTOR SHALL
PROVIDE ADDITIONAL RECORD DRAWINGS AND AS -BUILT INFORMATION AS REQUIRED BY THE
JURISDICTION.
GENERAL GRADING NOTES
1. ALL NECESSARY PERMITS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND MUST OBTAIN
ALL PERMITS PRIOR TO THE COMMENCEMENT OF CONSTRUCTION.
2. BEFORE ANY EARTHWORK IS GONE, THE CONTRACTOR SHALL STAKE OUT AND MARK THE LIMITS
OF PAVEMENT AND OTHER ITEMS ESTABLISHED IN THE PLANS. THE CONTRACTOR SHALL
PROVIDE ALL NECESSARY ENGINEERING AND SURVEYING FOR LINE AND GRADE CONTROL
POINTS RELATED TO EARTHWORK.
3. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANIES AT LEAST ]2 HOURS
BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT
WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS.
4. ALL PROPOSED CONTOURS AND SPOT ELEVATIONS REFLECT FINISHED GRADES. ALL
ELEVATIONS ARE IN REFERENCE TO THE BENCHMARK, AND THIS MUST BE VERIFIED BY THE
GENERAL CONTRACTOR PRIOR TO GROUND BREAKING.
5. CONTRACTOR SHALL REVIEW, UNDERSTAND AND IMPLEMENT ALL REQUIRED EROSION AND
SEDIMENTATION CONTROL MEASURES PRIOR TO ANY DISTURBANCE.
6. THE CONTRACTOR SHALL GRADE THE SITE TO THE ELEVATIONS INDICATED AND SHALL
REGRADE WASHOUTS WHERE THEY OCCUR AFTER EVERY RAINFALL UNTIL A GRASS STAND IS
WELL ESTABLISHED OR ADEQUATE STABILIZATION OCCURS.
]. THE CONTRACTOR SHALL OBTAIN ALL PERMITS REQUIRED FOR BLASTING ROCK IF BLAST ROCK
IS ENCOUNTERED. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR COMPLYING WITH ALL
BLASTING AND SAFETY REQUIREMENTS
S. ALL UNPAVED AREAS IN EXISTING RIGHTS -OF -WAY DISTURBED 8V CONSTRUCTION SHALL 8E
REGRADED AND SEEDED.
8. THE CONTRACTOR SHALL CLEAR AND GRUB THE SITE AND PLACE, COMPACT, AND MOISTURE
CONDITION ALL FILL PER THE GEOTECHNICAL ENGINEERS SPECIFICATIONS. FILL MATERIAL
SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT.
10. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND IMPLEMENTATION OF ALL SHEETING,
SHORING, BRACING AND SPECIAL EXCAVATION MEASURER REQUIRED TO MEET OSHA, FEDERAL,
STATE AND LOCAL REGULATIONS PURSUANT TO THE INSTALLATION OF THE WORK INDICATED ON
THESE DRAWINGS. THE DESIGN ENGINEER ACCEPTS NO RESPONSIBILITY FOR THE DESIGN(S) TO
INSTALL SAID ITEMS.
11. FIELD ADJUSTMENTS OF RIM ELEVATIONS OF STRUCTURES MAY BE REQUIRED TO MEET FIELD
CONDITIONS. MAXIMUM HEIGHT OF ADJUSTING RINGS SHALL NOT EXCEED 12 INCHES.
ADJUSTMENTS OF CASTINGS WHERE THE TOTAL HEIGHT OF ADJUSTING RINGS WOULD EXCEED
12 INCHES SHALL BE MADE BY REPLACING THE CONE AND/OR BARREL SECTION OF THE
STRUCTURE.
12. WHERE GRADE MODIFICATIONS ARE SHOWN ADJACENT TO EXISTING VALVE BOX COVERS AND
MANHOLE CASTINGS, THE VALVE BOX COVERS AND MANHOLE CASTINGS SHALL BE ADJUSTED
FLUSH WITH THE PROPOSED GRADE.
13. ALL OPEN AREAS WITHIN THE PROJECT SITE SHALL BE SEEDED UNLESS INDICATED OTHERWISE
ON THE LANDSCAPE PLAN.
14. IF DEWATERING IS REQUIRED THE CONTRACTOR SHALL OBTAIN ANY APPLICABLE REQUIRED
PERMITS. THE CONTRACTOR IS TO COORDINATE WITH THE OWNER AND THE DESIGN ENGINEER
PRIOR TO ANY EXCAVATION.
15. STRIP TOPSOIL AND ORGANIC MATTER FROM ALL AREAS OF THE SITE AS REQUIRED. IN SOME
CASES TOPSOIL MAY STOCKPILED ON SITE FOR PLACEMENT WITHIN LANDSCAPED AREAS BUT
ONLY AS DIRECTED BY THE OWNER.
18. FIELD DENSITY TESTS SHALL BE TAKEN AT INTERVALS IN ACCORDANCE WITH THE LOCAL
JURISDICTIONAL AGENCY OR TO STATE DEPARTMENT OF TRANSPORTATION STANDARDS. IN THE
EVENT THAT THE CONTRACT DOCUMENTS AND THE JURISDICTIONAL AGENCY REQUIREMENTS
ARE NOT IN AGREEMENT, THE MOST STRINGENT SHALL GOVERN.
1]. ALL SLOPES AND AREAS DISTURBED BY CONSTRUCTION SHALL BE GRADED AS PER PLANS. THE
AREAS SHALL THEN BE SEEDDED AS SPECIFIED IN THE PLANS, FERTILIZED, MULCHED, WATERED
AND MAINTAINED UNTIL HARDY GRASS GROWER IS ESTABLISHED IN ALL AREAS. ANY AREAS
DISTURBED FOR ANY REASON PRIOR TO FINAL ACCEPTANCE OF THE JOB SHALL BE CORRECTED
BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. ALL EARTHEN AREAS WILL BE
SEEDDED AND MULCHED AS SHOWN ON THE LANDSCAPING PLAN.
18. ALL CUT OR FILL SLOPES SHALL BE 3 (HORIZONTAL) :1 (VERTICAL) OR FLATTER UNLESS
OTHERWISE SHOWN. THE CONTRACTOR SHALL COORDINATE WITH THE GEOTECHNICAL
ENGINEER FOR APPROPRIATE SLOPE STABILIZATION ON ALL SLOPES STEEPER THAN 31.
CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHLY TO TRANSITION BACK TO EXISTING
GRADE.
19. SEED MUST BE INSTALLED AND MAINTAINED ON EXPOSED SLOPES WITHIN 48 HOURS OF
COMPLETING FINAL GRADING, AND AT ANV OTHER TIME AS NECESSARY, TO PREVENT EROSION,
SEDIMENTATION OR TURBID DISCHARGES.
20. THE CONTRACTOR SHALL ENSURE THAT ISLAND PLANTING AREAS AND OTHER PLANTING AREAS
ARE NOT CDMPACTED AND DO NOT CONTAIN ROAD BASE MATERIALS. THE CONTRACTOR SHALL
ALSO EXCAVATE AND REMOVE ALL UNDESIRABLE MATERIAL FROM ALL AREAS ON THE SITE TO
BE PLANTED AND PROPERLY DISPOSED OF IN A LEGAL MANNER.
21. UNLESS OTHERWISE RECOMMENDED BY THE GEOTECHNICAL ENGINEER. REFER TO THE
GEOTECHNICAL REPORT OF ALL REQUIREMENTS. GENERAL FILL COMPACTION MUST MEET A
MINIMUM OF 95% OF THE MATERIAL'S MAXIMUM STANDARD PROCTOR DRY DENSITY (ASTM D898).
THE UPPER 12 INCHES OF SUBGRADE IN PAVEMENT AREAS SHOULD BE COMPACTED TO AT
LEAST f00%OF THE MATERIALS MAXIMUM STANDARD PROCTOR DRY DENSTIV (ASTM D898) OR
AS DIRECTED BVAGEOTECHNICAL ENGINEER. FILL SHALL BE PLACED AND COMPACTED IN
MAXIMUM 8' LIFTS. THE WATER CONTENT RANGE SHOULD BE WITHIN 3%OF OPTIMUM MOISTURE
CONTENT.
22. GRADEALL AREAS TO MAINTAIN POSITIVE SLOPE AWAY FROM BUILDING.
23. ALL SOIL USED FOR PLANTING SHALL CONSIST OF REGIONALLY APPROPRIATE SOILS.
24. UNSUITABLE FILL BENEATH BUILDING PADS AND PAVED SURFACES MUST BE EXCAVATED AND
WATER DISTRIBUTION NOTES
1. CONTRACTOR TO LOCATE TIE-INS TO ALL BUILDINGS BASED ON ARCH/MECHANICAL, ELECTRICAL
AND PLUMBING PLANS.
2. AMINIMUM HORIZONTAL SEPARATION OF IO FEET BETWEEN WATER LINES AND SEWERS SHALL
BE MAINTAINED AT ALL TIMES. A MINIMUM VERTICAL SEPARATION OF 18 INCHES BETWEEN WATER
LINES AND SANITARY/STORM SEWERS SHALL BE MAINTAINED AT CROSSINGS.
3. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATER LINES, SANITARY LINES, STORM LINES
AND GAS LINES (EXISTING AND PROPOSED), THE SANITARY LINE SHALL BE DUCTILE IRON PIPE
WITH MECHANICAL JOINTS AT LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATER LINE
SHALL HAVE MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO
PROVIDE A MINIMUM OF 18' CLEARANCE. MEETING REQUIREMENTS OF ANSI A21.10 OR AN5121.11
(AMA C-151) (CLASS 50).
4. WATER MAIN5101NCHE5 AND SMALLER SHALL BE INSTALLED WITHAMINIMUM OF 381NLHE5 OF
COVER AS MEASURED FROM THE TOP OF THE PIPE TO THE FINAL FINISH GRADE ABOVE THE PIPE.
WATER MAIN5121NCHE8 AND LARGER SHALL BE INSTALLED WITHAMINIMUM OF 421NCHE5 OF
COVER AS MEASURED FROM THE TOP OF THE PIPE TO THE FINAL FINISH GRADE ABOVE THE PIPE.
5. THRUST BLOCKS OR JOINT RESTRAINTS SHALL BE INSTALLED ON ALL WATER LINES AT ALL
BENDS, TEES AND HYDRANTS PER THE DETAILS.
6. PIPE LENGTHS SHOWN ARE MEASURED FROM CENTER TO CENTER OF FITTINGS AND
APPURTENANCES ROUNDED TO THE NEAREST FOOT.
]. WATER LINES SHALL BE AS FOLLOWS:
:'AND LARGER, PVC C-900, OR-14, PER ASTM 02241
6' AND LARGER DUCTILE IRON PIPE PER AW WA C150
SMALLER THAN 6' EITHER COPPER TUBE TYPE (SOFT) PER
AN51816.22 OR PVC, 200 P.S.I., PER ASTM 01]84 AND D2241.
6. ALL WATER JOINTS ARE TO BE MECHANICAL JOINTS WITH THRUST BLOCKING.
9. THERE SHALL BE NO TAPS, PIPING BRANCHES, UNAPPROVED BYPASS PIPING, HYDRANTS, FIRE
DEPT. CONNECTION POINTS, OR OTHER WATER USING APPURTENANCES CONNECTED TO THE
SUPPLY LINE BETWEEN ANV WATER METER AND ITS REQUIRED BACKFLOW PREVENTER.
10. BACKFLOW PREVENTION ASSEMBLIES TO BE INSTALLED ABOVE -GROUND SHALL BE INSTALLED
WITHIN INSULATED ENCLOSURE AND PER JURISDICTIONAL REQUIREMENTS. ENCLOSURES SHALL
INCLUDE GRAIN PORTS) FOR DISCHARGE WATER. CONTRACTOR SHALL ENSURE THE BACKFLOW
PREVENTION ASSEMBLY AND ENCLOSURE IS INSTALLED OUTSIDE OF SIGHT DISTANCE
TRIANGLES AT INTERSECTIONS WITH VEHICULAR TRAVEL WAYS.
if. ALL BACKFLOW PREVENTERS SHALL BE HEATED.

m
REFER TO APPROVED TREE SAVE PLAN
F
1. THE CONTRACTOR SHALL PROTECT ALL TREES AND SHRUBS OUTSIDE OF CUT/FILL LINES, IN $ c p
ADDITION TO THOSE THAT RECEIVE TREEISHRUB PROTECTION BARRIERS. THE CONTRACTOR IS
ALSO REQUESTED TO SAVE ALL OTHER EXISTING TREES AND SHRUBS WHERE POSSIBLE.
2. WHENROOT PRUNING IS NECESSARY, CUT ROOTS CLEANLY USING A DISC TRENCHER AND ip
IMMEDIATELY COVER ALL ROOT CUT SURFACES LARGER THAN TWO INCHES IN DIAMETER WITH X
TREE WOUND DRESSING. USE PLYWOOD FORMS WHEN TREE ROOTS ARE ADJACENT TO
PROPOSED CURB & GUTTER OR SIDEWALK. F
3. NO SOIL DISTURBANCE OR COMPACTION, CONSTRUCTION MATERIALS, TRAFFIC, BURIAL PITS, - a
TRENCHING OR OTHER LAND DISTURBING ACTIVITY ALLOWED IN THE TREE PROTECTION ZONE. E H
TREE BARRICADES MUST BE INSTALLED BEFORE ANY DEMOLITION, GRADING OR
CONSTRUCTION BEGINS, AND NOT REMOVED UNTIL FINAL INSPECTION. w O_
4. NO GRUBBING WITHIN TREE PROTECTION ZONE. LEAVE SOIL AND LEAF LITTER UNDISTURBED.
SUPPLEMENT WITH 1- INCHES OF MULCH. RE -SEED WITH GRASS ONLY IN DISTURBEDIGRADEDo K w N W
AREAS. rc
5. TREE BARRICADES MUST BE INSTALLED BEFORE ANY DEMOLITION, CLEARING, GRADING OR N O
CONSTRUCTION BEGINS AND IS NOT TO BE REMOVED UNTIL AFTER CONSTRUCTION. -
f
O
v DRAINAGE STRUCTURES
z
W GRADES, ELEVATIONSADJUSTED TO ACATIONCOMMODATE
SHOWN ARE FORESEEN CONDE.ITIONS.
AS . STATIONS,RECTED THE ENGINEER,
THEY MY BE ADJUSTED TO ACCOMMODATE UNFORESEEN CONDITIONS. STATIONS, OFFSETS AND a a a a a a Qe Z
ELEVATIONS REFER TO THE CENTER OF DROP INLETS, MANHOLES AND JUNCTION BOXES, AND THE
MIDPOINT OF THE LIP FOR CATCH BASINS. ALL PIPES SHALL BE RCP CLASS III, UNLESS OTHERWISE
o NOTED. WEEPHOLES ARE TO BE CONSTRUCTED IN ALL DRAINAGE STRUCTURES, A MINIMUM OF 1
j WEEPHOLE PER STRUCTURE. WEEPHOLES ARE TO BE CONSTRUCTED IN THE BOTTOM II3 OF
STRUCTURE AND COVERED ON THE OUTSIDE OF THE STRUCTURE BY A BAG MADE OF FILTER FABRIC
AND FILLED WITH 478 STONE. THERE WILL BE NO SEPARATE PAYMENT FOR THIS WORK.
1. S RM DRAINAGE WITHIN THE PROJECT SHALL BE REINFORCED CONCRETE PIPE, AS SHOWN ON L z
THE DRAINAGE CHART. O N
2. PIPE LENGTHS INDICATED ON THE PLANS ARE APPROXIMATE ONLY AND INCLUDE END SECTIONS. w
Q r
3. NECESSARY
DRAINAGE FACILITIES MAY BE REQUIRED IN THE STREET RIGHT-OF-WAY IF DEEMED U
NECESSARY BY THE INSPECTOR.
d 4. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING
j STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA tJ n
A NO MORE THAN 500 LF OF TRENCH MY BE OPENED AT ONE TIME. �\ 4
B. EXCAVATED MATERIAL SHALL BE LACED ON THE UPHILL SIDE OF TRENCHES. �O _
m -
jA C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN �z3U
APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED INA MANNER THAT w a3z
O DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFFSITEPROPERTY. o
D. MATERIAL USED FOR BACK -FILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER
i TO MINIMIZE EROSION AND PROMOTE STABILIZATION.
4 E. RE STABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THE EROSION AND
SEDIMENT CONTROL REGULATIONS.
F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. Y
lc 5. ALL PIPES SHALL BE LAID ON STRAIGHT ALIGNMENT AND EVEN GRADES USING A PI PE LASER OR
OTHER ACCURATE METHOD.
/j 6. ALL PIPES SHALL BE BEDDED PER MANUFACTURER'S RECOMMENDATIONS.
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00 SHEET NUMBER
R102
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SANITARY SEWER NOTES
SANITARY SEWER NOTES
SANITARY SEWER NOTES
SANITARY SEWER NOTES
ALL SANITARY SEWER PIPE SHALL BE POLY -VINYL CHLORIDE OR CEMENT LINED ZINC COATED DUCTILE IRON (PRESSURE
CLASS 350 MIN.).
THESE STANDARD SPECIFICATIONS FOR SANITARY SEWER PIPE ARE INTENDED FOR SIZES UP TO AND INCLUDING 15" IN
DIAMETER. MATERIAL AND CONSTRUCTION SPECIFICATIONS FOR PIPE SIZES IN EXCESS OF 15' IN DIAMETER SHALL
REQUIRE APPROVAL BY THE CITY ENGINEER.
IT IS THE INTENT OF THIS SPECIFICATION TO PROVIDE PIPE OF THE HIGHEST STANDARD KNOWN TO THE TRADE AND TO
PROVIDE PIPE THAT IS FREE FROM DEFECTS IN WORKMANSHIP AND MATERIALS.
ALL PIPE AND OTHER MATERIALS SHALL BE FIRST CLASS AND NO USED OR SECOND HAND PIPE OR MATERIALS
WILL BE PERMITTED. FOR DEPTHS OF COVER OVER PIPE THREE FEET OR LESS, ONLY DUCTILE IRON SEWER
PIPE MAY BE USED.
FOR DEPTHS OF COVER OVER PIPE GREATER THAN THREE FEET, BUT LESS THAN TWENTY FEET, PVC OR CEMENT LINED
ZINC COATED DUCTILE IRON MAY BE USED.
FOR DEPTHS OF COVER OVER PIPE IN EXCESS OF TWENTY FEET, ONLY CEMENT LINED ZINC COATED DUCTILE IRON MAY BE
USED. THICKNESS OF DIP SHALL BE AS SPECIFIED BY THE CITY ENGINEER.
CLEARING
THE CONTRACTOR WILL BE REQUIRED TO CLEAR, REMOVE, OR DISPOSE OF ALL NATURAL, ARTIFICIAL, OR MAN MADE
OBSTRUCTIONS TO THE CONSTRUCTION AS INDICATED ON THE PROJECT PLANS, OR AS MAY BE EVIDENT AT THE TIME OF
THE BIDDING OF CONSTRUCTION. THE CONTRACTOR WILL BE REQUIRED TO RESTORE THE CONSTRUCTION AREA AS
CLOSE AS IS PRACTICAL TO THE CONDITION HE FOUND IT.
CONTRACTOR SHALL BE FAMILIAR AND COMPLY WITH ALL RESTRICTIONS IMPOSED BY CLEAN WATER 401/404 OR OTHER
PERMITS.
ALL TREES, STUMPS, ROOTS AND OTHER DEBRIS SHALL BE REMOVED AND PROPERLY DISPOSED OF BY THE CONTRACTOR.
FENCES, MAILBOXES, STREET SIGNS, SMALL SHRUBS, DRIVEWAYS, ROADS, SIDEWALKS, CURB AND GUTTER, WALLS,
DRAINAGE SYSTEMS, POLES AND CABLES, ETC., SHALL BE PROTECTED. IF DAMAGED THEY SHALL BE RESTORED BY THE
CONTRACTOR TO A CONDITION EQUAL TO THAT EXISTING AT THE DATE OF AWARD OF THE CONTRACT.
ANY OPEN CUTS APPROVED BY THE CITY SHALL BE RESTORED WITH ASPHALT/CONCRETE THE SAME DAY AS THE
DISTURBANCE BEGAN. ALL DISTURBED AREAS SHALL BE SEEDED, MULCHED, AND TACKED NO LATER THAN SEVEN (T)
DAYS AFTER THE LAND DISTURBING ACTIVITY STARTED.
FOR SPECIAL CONDITIONS REQUIRING FERROUS MATERIAL PIPE SEE SECTION 2.10.
8.01 CEMENT LINED ZINC COATED DUCTILE IRON SEWER PIPE
DUCTILE IRON PIPE SHALL BE MANUFACTURED AND TESTED IN THE U.S.A. AND SHALL CON,
C 151 AND ANSI STANDARD p 151 OR LATEST REVISION.
CEMENT LININGS FOR DUCTILE IRON PIPE SHALL CONFORM TO AW WA SPECIFICATION C IN
ZINC APPLIED SHALL BE 200 GM OF PIPE SURFACE AREA. AN ASPHALTIC TOPCOAT LAYER SHALL BE APPLIED OVER THE
ZINC TO A MINIMUM 2 MIL THICKESS. ZINC COATING SYSTEM SHALL CONFORM TO ISO 81731 'DUCTILE IRON PIPES -
EXTERNALZINCBASEDCOATING- PART 1, SECOND EDITION 2004-06-01 OR LATEST REVISION.
DUCTILE IRON PIPE SHALL BE MECHANICAL JOINT OR PUSH -ON JOINT TYPE. PUSH -ON JOINTS SHALL BE "BELL-TITE;
'FAB ITE" OR APPROVED EQUAL. ALL JOINTS FOR DUCTILE IRON PIPE SHALL CONFORM TO THE APPLICABLE DIMENSIONS
AND WEIGHTS SHOWN IN THE TABLES IN AWWA C151 AND TO ANSI A 21.11 (AW WA C111) OR LATEST REVISION.
ALL PIPE SHALL BE CLEAN AND SOUND WITHOUT DEFECTS THAT WILL IMPAIR THEIR SERVICE. REPAIRING OF DEFECTS BY
WELDING OR OTHER METHODS SHALL NOT BE ALLOWED. ALL PIPE SHALL HAVE AN OUTSIDE PETROLEUM ASPHALTIC
COATING OF APPROXIMATELY 1 MIL THICK. THE COATING SHALL BE APPLIED TO THE OUTSIDE OF ALL PIPE AND THE
FINISHED COATING SHALL BE CONTINUOUS, SMOOTH, NEITHER BRITTLE WHEN COLD, NOR STICKY WHEN EXPOSED TO THE
SUN. AND SHALL BE STRONGLY ADHERENT TO THE PIPE.
THICKNESS FOR ALL DUCTILE IRON PIPE IN SHALL BE AS RECOMMENDED FOR THE PROPOSED DEPTH OF COVER IN THE
MAY 2016 "DESIGN OF DUCTILE IRON PIPE" HANDBOOK AS PUBLISHED BY THE DUCTILE IRON PIPE RESEARCH
ASSOCIATION, ORAS SHOWN ON THE PROJECT PLANS (WITH THE MINIMUM BEING PRESSURE CLASS 360).
POLYETHYLENE ENCASEMENT- SEE SECTION 9.03 SOLID SLEEVES - SEE
SECTION 9.W
8.02 PVC SANITARY SEWER PIPE AND FITTINGS
PVC SEWER PIPE MAY BE PERMITTED ONLY IN AREAS THAT GENERATE DOMESTIC SEWAGE, ARE ZONED FOR RESIDENTIAL
USE, AND WHERE ALL UP STREAM DRAINAGE AREAS HAVE RESIDENTIAL ZONING DESIGNATIONS AND USES. PVC SEWER
PIPE MAY BE INSTALLED IN SOME COMMERCIAL DEVELOPMENT; HOWEVER, EACH PROJECT MUST BE EVALUATED AND
APPROVED BY THE CITY ENGINEER ON A "CASE BY CASE' BASIS.
WHEN S' THRU. 15' DIAMETER POLYVINYL CHLORIDE (PVC) PIPE IS SPECIFIED ON THE APPROVED PROJECT PLANS, UNLESS
OTHERWISE SPECIFIED, THE PVC PIPE SHALL BE AS SPECIFIED IN ASTM D-3D34 WITH A STANDARD DIMENSION RATIO (SDR)
OF 35, PVC SEWER PIPE SHALL BE FURNISHED WITH AN INTEGRAL BELL AND ELASTOMERIC GASKETED JOINT
PERMANENTLY INSTALLED AT THE FACTORY IN ACCORDANCE WITH ASTM D-3212 AND ASTM F4]]. THE PIPE SHALL BE
FURNISHED IN NOMINAL LENGTHS OF 13 FEET OR AS APPROVED 20 FEET SHALL BE GREEN IN COLOR AND SHALL BE
MANUFACTURED AND TESTED IN THE U.S.A.
ALL PVC GRAVITY SEWER PIPE SHALL BE MANUFACTURED FROM MATERIAL MEETING THE MINIMUM REQUIREMENTS OF
CELL CLASSIFICATION 12454, OR 12364-13 AS PER ASTM D1784. THE PIPE MANUFACTURER SHALL CERTIFY THAT THIS
REQUIREMENT HAS BEEN MET, AND THE PIPE SHALL BE APPROPRIATELY MARKED ACCORDING TO ASTM SPECIFICATIONS.
SEWER AND WATER CROSSINGS SHALL BE AS SPECIFIED IN SECTION 2.10 OF THE CITY OF GASTONIA STANDARD
CITYS APPROVED MATERIAL LIST OR AS SPECIFICALLY APPROVED
ALL FITTINGS USED ON PVC SEWER MAINS INCLUDING TEES FOR TAPS, SHALL MEET THE SAME SPECIFICATIONS AS THOSE
OF THE PVC SEWER MAIN. TO COUPLE THE TAPPING TEES TO THE SEWER LATERAL BEND, IT WILL BE NECESSARY TO USE
AN SDR 35 TO SCHEDULE 40 PVC SLIP -BY -HUB ADAPTER. SEE SECTION 8.18 OF THE CITY OF GASTONIA STANDARD
SPECIFICATIONS FOR TAP REQUIREMENTS.
THE CONTRACTOR SHALL PROVIDE ADAPTERS, SEALS, AND TRANSITIONAL PIECES AS REQUIRED FOR CONNECTING TO
OTHER PIPE OR STRUCTURES SHOWN ON THE DRAWINGS OR INDICATED IN THE BID DOCUMENTS. FLEXIBLE REPAIR
COUPLINGS WILL NOT BE ALLOWED. ANY FIELD CUT ENDS SHALL BE AS PER THE PIPE MANUFACTURER'S AND AW WA'S
RECOMMENDATIONS.
IN ALL INSTANCES PVC PIPE SHALL BE INSTALLED IN AN ACCEPTABLE MANNER, TRUE TO LINE AND GRADE, WITH THE BELL
ENDS FACING UP -GRADE. THE VARIOUS PIPES, REFERRED TO HEREIN, SHALL BE HANDLED, BELLED UP AND INSTALLED IN
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND ESTABLISHED ENGINEERING PRACTICES AS
DESCRIBED IN THE VARIOUS PUBLICATIONS REFERENCED IN THIS DOCUMENT. SEE SECTION 8.15 ALSO.
ALL PVC PIPE SHALL BE SHIPPED, STORED, AND PLACED AT THE PROJECT SITE IN A MANNER SO AS TO BE PROTECTED
FROM TOTAL ACCUMULATED EXPOSURE TO SUNLIGHT AND ULTRA VIOLET RADIATION OF NO MORE THAN SIX (6) MONTHS,
NO DEFECTS SHALL BE VISIBLE. ANY VISIBLE DEFECTS INCLUDING BUT NOT LIMITED TO CHALKING, DISCOLORATION,
BLISTERS, OR LOSS OF SHEEN SHALL BE CAUSE FOR THE PIPE TO BE REJECTED AND REPLACED. ANY TESTING
SUGGESTED IN LIEU OF THE ABOVE SHALL BE AT THE MANUFACTURER'S EXPENSE. ALL SUCH TEST SHALL BE PERFORMED
PIPE. THESE INSTALLATION REQUIREMENTS SHALL BE AS SPECIFIED IN ASTM D-2321, LATEST REVISION, TYPE IA
GRANULAR EMBEDMENT (# 57 WASHED STONE) REGARDLESS OF GROUND WATER OR SOIL CONDITIONS; THE BEDDING
SHALL BE INSTALLED TO 95% STANDARD PROCTOR. NATIVE MATERIALS OF CLASSES II AND III MAY BE USED ABOVE THE
PIPE SPRINGLINE AND SHALL BE PLACED AND COMPACTED AS SPECIFIED IN THE CITY OF GASTONIA STANDARD
SPECIFICATIONS. THE MINIMUM DEPTH OF COVER SHALL BE 3 FEET AND THE MAXIMUM DEPTH OF COVER SHALL BE 30
FEET DEPTHS GREATER THAN TWENTY FEET 20' REQUIRE PRE -APPROVAL BY THE CITY ENGINEER.
NO BACKFILL MAY BE PLACED OVER THE PVC PIPE UNTIL THE CITY ENGINEER OR HIS DESIGNATED REPRESENTATIVE HAS
VISUALLY INSPECTED THE GRAVEL BED AND PVC PIPE INSTALLATION. IF FOR ANY REASON BACKFILL IS PLACED PRIOR TO
THE INSPECTION, THE CONTRACTOR WILL BE REQUIRED TO REMOVE THE BACKFILL TO ALLOW FOR THIS VISUAL
INSPECTION. ALL COST FOR SAID REMOVAL AND REPLACEMENT OF BACKFILL, AS WELL AS ANY DEFECTS FOUND, SHALL BE
AT THE CONTRACTOR'S AND/OR DEVELOPER SOLE EXPENSE.
IN ADDITION TO OTHER TESTS, INCLUDING BUT NOT LIMITED TO SECTION 8.17 OF THE CITY OF GASTONIA STANDARD
SPECIFICATIONS, A DEFLECTION TEST WILL BE REQUIRED TO BE PERFORMED NOT LESS THAN 30 DAYS FOLLOWING COMPLETION
OF BACKFILL OPERATIONS. THE CONTRACTOR SHALL SUPPLY ALL LABOR, EQUIPMENT, AND MATERIALS NECESSARY TO PULL A
MANDREL SIZED FORA MAXIMUM OF 5%DEFLECTION OF THE ACTUAL PIPE INSIDE DIAMETER, AS DEFINED IN ASTM D4W3 THE
MANDREL SHALL BE PROVIDED BY THE CONTRACTOR UNLESS THE CITY OF GASTONIA DECIDES TO SUPPLY IT. THE MANDREL
SHALL BE PULLED THROUGH EACH SECTION OF PIPE FROM MANHOLE TO MANHOLE. THE MANDREL MUST SLIDE FREELY
THROUGH THE PIPE WITH ONLYA NOMINAL HAND FORCE APPLIED. NO MECHANICAL FORCE SHALL BE USED IN PULLING THE
MANDREL. ANY PIPE WHICH REFUSES THE MANDREL SHALL BE REMOVED AND REPLACED AND THE BEDDING SHALL BE PROPERLY
CONSTRUCTED AS SPECIFIED TO PREVENT EXCESSIVE DEFLECTION. SUCH SECTIONS SHALL BE RE -TESTED AFTER COMPLETION
OF BACKFILL. ALL COST FOR SUCH TESTING, REMOVAL, AND REPLACEMENT SHALL BE AT THE CONTRACTORS AND /OR
DEVELOPERS SOLE EXPENSE. IF A DEVELOPER DESIRES TO USE PVC SEWER PIPE, PVC SEWER PIPE MUST BE USED
THROUGHOUT THE DEVELOPMENT UNLESS DIP IS REQUIRED AND IS SHOWN ON THE PLANS APPROVED THE BY THE CITY
ENGINEER.
MANHOLES SHALL BE BUILT WHERE SHOWN ON THE PLANS AND SHALL BE IN ACCORDANCE WITH CITY STANDARD NO.
718-1 THRU 71848 AND THESE SPECIFICATIONS. DISTANCE BETWEEN MANHOLES SHALL VARY AS SHOWN ON THE PLANS,
BUT THE MAXIMUM DISTANCE BETWEEN MANHOLES SHALL BE FOUR HUNDRED TWENTY FIVE FEET (425') FOR SEWER
MAINS AND FIVE HUNDRED FEET (500') FOR OUTFALL LINES. VENTING SHALL BE PROVIDED AT INTERVALS NOT TO EXCEED
1.000'.
INVERTS ARE TO HAVE A SMOOTH FINISH AND SHALL CONFORM TO CITY STANDARD NO. 71 134 IN CROSS-SECTION. THERE
SHALL BE A MINIMUM DROP OF 0.2 FEET WITHIN THE MANHOLE, BUT IN NO CASE SHALL IT EXCEED TWO AND ONE HALF
FEET (2-1/2') , UNLESS AN OUTSIDE DROP IS CONSTRUCTED.
MANHOLE WALLS SHALL BE PRE -CAST UNLESS SPECIAL PERMISSION IS GIVEN FOR BLOCK OR BRICK CONSTRUCTION.
MANHOLE BOTTOMS SHALL BE CONSTRUCTED OF 3000 PSI CLASS 'A' CONCRETE AND SHALL BE A MINIMUM OF SIX INCHES
(6") IN THICKNESS.
WHEN REQUIRED BY THE CITY ENGINEER, THE FOUNDATION FOR THE MANHOLE BOTTOMS SHALL BE STABILIZED BY
PLACING NO.5] WASHED STONE IN THE EXCAVATION.
MANHOLE STEPS SHALL BE PROVIDED AND INSTALLED IN ACCORDANCE WITH CITY STANDARD DETAIL 71B-2. MANHOLE
STEPS SHALL BE MADE WITH A NO.3 REINFORCING ROD ENCAPSULATED IN A POLYPROPYLENE PLASTIC, AND SHALL BE AS
SHOWN ON THE CITYS APPROVED MATERIALS LIST OR SPECIFICALLY APPROVED BY THE CITY ENGINEER.
CAST IRON MANHOLE COVERS AND FRAMES SHALL BE FURNISHED AND INSTALLED IN ACCORDANCE WITH CITY STANDARD
NO. 7113-1. MANHOLE COVERS AND FRAMES SHALL BE SET IN MORTAR WITH EVEN BEARING. INSTALLATIONS OUTSIDE THE
ROADWAY SHALL BE SET ON BUYYL RUBBER SEALANT AND MECHANICALLY SECURED; BOLTS SHALL BE COVERED IN
CONCRETE MORTAR.
AS A NORMAL POLICY, ALL MANHOLE RIM ELEVATIONS IN WELL MAINTAINED AREAS SUCH AS STREETS, PARKING LOTS,
YARDS, BALL FIELDS, ETC., SHALL BE SET FLUSH WITH THE EXISTING GRADE. MANHOLE RIMS SET IN FIELDS, PASTURES,
WOODS, ETC. , SHALL BE SET 6' ABOVE THE NATURAL EXISTING GRADE AND BACKFILLED FLUSH WITH THE RIM WITH A
MAXIMUM SLOPE OF 4:1. MANHOLE RIMS IN FLOOD PLAIN AREAS, SHALL BE SET TWO (2) FEET ABOVE THE 100 YEAR FLOOD
ELEVATION; OR A SEALED MANHOLE SHALL BE SET FLUSH WITH THE NATURAL EXISTING GROUND AND VENTED
ACCORDING TO STANDARD DETAIL 71134A AND AS SHOWN ON THE PROJECT PLANS. THE CITYS INSPECTOR MAY VARY
FROM THIS POLICY IF SPECIAL FIELD CONDITIONS WARRANT IT.
PLUGS AND SEALED STUBS SHALL BE PLACED AS REQUIRED BY THE PLANS OR AS DIRECTED BY THE CITY ENGINEER
CONTRACTOR SHALL FOLLOW MANUFACTURERS RECOMMENDATIONS FOR INTERNAL AND EXTERNAL SEALS OF
ALL PRE -CAST JOINT SECTIONS. THE MASONRY HEIGHT FOR ADJUSTMENT OF GRADE ABOVE THE CONE SHALL BE
12 INCHES MAXIMUM.
MANHOLES SHALL BE CLEANED, AND IN GOOD ORDER, AND SO KEPT UNTIL FINAL ACCEPTANCE OF THE JOB.
BLOCK AND BRICK MANHOLE SPECIFICATIONS ARE INCLUDED HEREIN FOR USE WITH THE REPAIR OF EXISTING
STRUCTURES ONLY. ALL NEW (PROPOSED) MANHOLES SHALL BE AS SPECIFIED IN SECTION 8.07 HEREIN.
8N MANHOLE BRICK
ALL MANHOLE BRICK USED SHALL BE HARD ROUGH, SOUND CLAY BRICK OF FIRST CLASS QUANTITY, ESPECIALLY SUITABLE
FOR THIS CLASS OF WORK AND SHALL CONFORM TO ASTM STANDARD NO. C62 OR LATEST SUBSEQUENT REVISION.
OVER -BURNED BRITTLE BRICK OR BRICK FROM BENCHES OF KILNS SHALL NOT BE ACCEPTED. THE BRICK SHALL BE SET AT
THE TIME OF LAYING, EXCEPT WHEN LIABLE FOR FREEZING. THE BRICK SHALL BE LAID WITH FULL SHOVE JOINTS, FILLING
UP THE JOINTS WITH MORTAR AND THE THICKNESS OF THE JOINTS ON THE INSIDE OF THE WALLS MUST NOT BE MORE
8.05 MANHOLE BLOCK
ALL MANHOLE BLOCK USED IN CONSTRUCTION SHALL BE A STANDARD SIX INCH (6') THICK CONCRETE MANHOLE BLOCK
AND SHALL CONFORM TO ASTM STANDARD NO. C-139 OR LATEST SUBSEQUENT REVISION AND SHALL AS SHOWN ON THE
CITYS APPROVED MATERIALS LISTOR AN APPROVED EQUAL. THE MANHOLE SHALL BE CONSTRUCTED OF TWO (2) TYPES
OF BLOCK, THE BARREL BLOCK AND THE BATTERED ENTRANCE BLOCK. THE BARREL BLOCK SHALL FORM THE MAIN BODY
OF THE MANHOLE AND SHALL FORM A CYLINDRICAL SECTION. THE STANDARD INSIDE DIAMETER OF THE CYLINDER SHALL
BE FOUR FEET (4') FOR MANHOLES UP TO FOURTEEN FEET (14') IN DEPTH AND FIVE FEET (S) FOR MANHOLE SECTIONS
GREATER THAN FOURTEEN FEET (14') IN DEPTH. THE TOP BATTERED SECTION SHALL FORM A CONICAL SECTION WHICH
SHALL HAVE A FOUR FOOT (4') DIAMETER BASE AND SHALL BE CONSTRUCTED OF FOUR (4) COURSES OF EIGHT INCH (8')
HIGH BATTERED BLOCKS. THESE BLOCKS SHALL BE DESIGNED SO AS TO REDUCE THE INSIDE DIAMETER BY SIX INCHES (6')
PER COURSE. THE TOP DIAMETER OF THE MANHOLE SHALL BE TWENTY-FOUR INCHES (24"), AND SHALL BE THE STANDARD
OPENING NEEDED FOR THE CAST IRON MANHOLE RING. THE BLOCKS SHALL BE EMBEDDED IN A MORTAR BED TO FORM w.
HORIZONTAL MORTAR JOINTS AND SHALL BE LAID END TO END WITHOUT MORTAR ON ENDS. AS EACH COURSE IS
COMPLETED, THE END OPENINGS SHALL BE FILLED WITH MORTAR AND SHALL BE RODDED THOROUGHLY TO FORM A
WATERTIGHT SEAL BETWEEN BLOCKS.
8.O6 PRECAST MANHOLES
ALL PRECAST MANHOLE SECTIONS AND COMPONENTS SHALL CONFORM TO ASTM C4]8-]2 OR LATEST SUBSEQUENT
REVISION. PRECAST MANHOLES SHALL BE THOSE AS AS SHOWN ON THE CITYS APPROVED MATERIALS LIST OR APPROVED
PRECAST MANHOLE SECTIONS SHALL CONSIST OF CIRCULAR SECTIONS WITH NOMINAL INSIDE DIAMETERS OF 48' AND 60
THICKNESS FOR 48" AND 60° DIAMETER SECTIONS SHALL BE MINIMUM OF 5", AND SHALL BE DESIGNED TO SUPPORT ALL
DEAD LOAD AND HS-20 TRAFFIC LOADS.
REINFORCEMENT FOR PRECAST MANHOLE SECTIONS SHALL CONSIST OF A SINGLE CAGE OF STEEL, PLACED AT THE
APPROXIMATE CENTER OF THE WALL SECTION. THE 48" DIAMETER SECTIONS SHALL HAVE NOT LESS THAN 0.12 SQUARE
INCHES OF CIRCUMFERENTIAL STEEL PER LINEAR FOOT OF BARREL AND THE 60- DIAMETER SECTION SHALL HAVE NOT
LESS THAN 0.17 SQUARE INCHES OF CIRCUMFERENTIAL STEEL PER LINEAR FOOT OF BARREL. THE CAGE STEEL SHALL BE
WELDED AT EVERY CIRCUMFERENTIAL WIRE, OR LAPPED 40 WIRE DIAMETERS AND TIED. THE WELDED SPLICE SHALL
DEVELOP A TENSILE STRENGTH OF 50.000 PSI OF THE WIRE DIAMETER.
JOINTS BETWEEN SECTIONS SHALL BE TONGUE AND GROOVE AND SHALL PROVIDE 0.10' NOMINAL ANNULAR SPACE
HEIGHT SHALL BE 4'. JOINT SURFACES AND TOLERANCES SHALL BE AS PER ASTM C-361. ALL JOINTS SHALL BE SEALED
WITH EITHER AN 'O" RING SEAL CONFORMING TO ASTM C 443, OR WITH AN APPROVED BUTYL RUBBER SEALANT
CONFORMING TO FEDERAL SPECIFICATION SS-S-210A, AASHTO M-198, FOR TYPE B-BUTYL RUBBER AS SHOWN ON THE
CITY'S APPROVED MATERIALS LIST OR AS APPROVED BY THE CITY ENGINEER. CARE IS TO BE TAKEN WITH THE BUTYL
RUBBER SEALANT TO MAKE SURE MANUFACTURER'S RECOMMENDATIONS AND OVERLAPS ARE PROPERLY FOLLOWED.
BUTYL RUBBER SEALANT SHALL BE KEPT IN ORIGINAL CONTAINERS, STORED IN A COOL AREA AND KEPT FREE FROM
FOREIGN MATERIALS. EXTERIOR OF ALL JOINTS SHALL BE SEALED PER MANUFACTURERS RECOMMENDATIONS.
MANHOLE STEPS SHALL BE CAST, DRILLED, OR FIRMLY GROUTED IN PLACE SO AS TO ENSURE COMPLETELY
WATERTIGHTNESS, ANY STEP HOLES SHALL NOT EXTEND THROUGH THE MANHOLE WALL. STEPS SHALL BE SPACED AT 16'
CENTERS AND INSTALLED SO AS NOT TO INTERFERE WITH THE REINFORCING STEEL. STEPS SHALL BE NO. 3 REINFORCING
ROD ENCAPSULATED IN A POLYPROPYLENE PLASTIC, AS SHOWN ON THE CITY'S APPROVED MATERIALS LIST OR AS
APPROVED BY THE CITY ENGINEER
NO MORE THAN TWO LIFT HOLES SHALL BE CAST INTO EACH SECTION. HOLES SHALL BE LOCATED SO AS NOT TO DAMAGE
REINFORCING STEEL OR EXPOSE IT TO CORROSION. STEEL LOOPS MAY BE PROVIDED FOR HANDLING, IN LIEU OF LIFT
HOLES.
PRECAST CONICAL ECCENTRIC TRANSITION SECTIONS SHALL BE PROVIDED FOR REDUCTIONS IN DIAMETERS. THE
HEIGHT OF THE TRANSITION SECTION SHALL NOT BE LESS THAN 24". TRANSITION AND BARREL SECTIONS SHALL BE FREE
FROM FRACTURES, CRACKS AND SURFACE ROUGHNESS. ALL MANHOLE COMPONENTS SHALL BE CAPABLE OF PRODUCING
A WATERTIGHT STRUCTURE. SPECIAL ENGINEER'S APPROVAL IS REQUIRED TO USE FLAT TRANSITION SLABS OR FLAT
TOPS.
MANHOLES SHALL HAVE PRECAST CONCRETE BOTTOMS WITH INTEGRAL WALLS EXTENDING TO A MINIMUM OF SIX INCHES
IS) ABOVE THE TOP OF THE HIGHEST PIPE LINE, EXCEPT AS SHOWN ON THE PLANS. PRECAST MANHOLE SECTIONS SHALL
BE AFFIXED TO A MONOLITHIC POURED BOTTOM TO PROVIDE A WATERTIGHT SEAL, AND CONSTRUCTED IN ACCORDANCE
WITH CITY STANDARD DRAWING NO. 71B-4. PIPE OPENINGS SHALL HAVE A CAST-INPLACE RUBBER SLEEVE OR RUBBER
BOOT COMPLYING WITH ASTM C 923 DESIGNED TO PROVIDE A FLEXIBLE WATERTIGHT SEAL AROUND THE PIPE AND BETWEEN
THE SLEEVE/RUBBER BOOT AND THE MANHOLE AS SHOWN ON THE CITY'S APPROVED MATERIALS LIST OR APPROVED BY
THE CITY ENGINEER. THE CONE SECTION SHALL BE THE ECCENTRIC TYPE, UNLESS APPROVED OTHERWISE FOR A
SPECIFIC LOCATION FOR EACH USE.
INVERTS OF THE MANHOLE SHALL BE CONSTRUCTED AS SPECIFIED IN SECTION 8.04 OF THESE SPECIFICATIONS. INVERTS
SHALL BE POURED -IN -PLACE, USING THE BASE SECTION AS FORM, AND SHAPED AS REQUIRED FOR THE PROPER FLOW.
SEPARATE POUR PRECAST INVERTS MAY BE USED APPROVAL REQUIRED.
HOLES OR OPENINGS LEFT IN BARREL SECTIONS FOR PIPE CONNECTIONS SHALL BE CONSTRUCTED SO AS TO PROVIDE A
MINIMUM CLEARANCE BETWEEN PIPE AND EDGE OF OPENING AS RECOMMENDED BY THE MANUFACTURER OF THE BOOT
TO BE INSTALLED. THIS SPACE MAY NEED TO BE MORTARED TO PRODUCE A WATERTIGHT SEAL AND SUPPORT THE PIPE,
SEE THE MANUFACTURER'S RECOMMENDATIONS.
ALKALINITY OF THE CONCRETE USED FOR THE MANHOLES SHALL BE ADEQUATE TO PROVIDE A LIFE FACTOR, AZ EQUAL
TO THE GALLIUM CARBONATE EQUIVALENT TIMES THE LOVER OVER THE REINFORCEMENT OF NO LESS THAN 0.35, FOR
BASES, RISERS, CONES, TRANSITION AND ADJUSTMENT PIECES.
CHEMICAL ADMIXTURES SHALL BE AS PER ASTM C 494. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CALCIUM
CHLORIDE SHALL NOT BE USED.
ANY INTERIOR PATCHING OF WALL PENETRATIONS SHALL BE BY USING A TWO -COMPONENT EPDXY GEL, SOLVENT FREE,
MOISTURE INSENSITIVE, HIGH MODULUS, HIGHSTRENGTH, STRUCTURAL EPDXY PASTE ADHESIVE MEETING ASTM C-881,
TYPE I AND II, GRADE 3, CLASS BAND C, EPDXY RESIN ADHESIVE.
THE MASONRY HEIGHT FOR ADJUSTMENT OF GRADE ABOVE THE CONE SHALL BE 12 INCHES MAXIMUM. BUTYL RUBBER SEALANT
SHALL BE PROVIDED BETWEEN THE FRAME, GRADE RINGS, AND ALL MANHOLE SECTIONS.
1. WHERE CORROSIVE CONDITIONS DUE TO SEPTILITY OR OTHER CAUSES ARE ANTICIPATED, CONSIDERATION SHALL BE
GIVEN TO PROVIDING CORROSION PROTECTION ON THE INTERIOR OF THE MANHOLES.
2. WHERE HIGH FLOW VELOCITIES ARE ANTICIPATED, THE MANHOLES SHALL BE PROTECTED AGAINST DISPLACEMENT BY
EROSION AND IMPACT.
TIE-INS AT EXISTING MANHOLES SHALL BE CONSTRUCTED TO THE SAME STANDARDS AS SPECIFIED FOR NEW MANHOLES
HEREIN. ANY EXCEPTIONS SHALL BE AS APPROVED BY THE ENGINEER.
8.07 CEMENT
CEMENT USED SHALL BE OF A HIGH GRADE PORTLAND CEMENT OF A BRAND APPROVED BY THE CITY ENGINEER. IT SHALL
MEET AASHTO M48549 OR LATEST SUBSEQUENT REVISION. CEMENT SHALL BE NEWLY MANUFACTURED, WELL HOUSED
AND PRESERVED DRY FOR USE. NO CEMENT WHICH HAS BEEN INJURED BY AGE OR EXPOSURE SHALL BE USED.
8.08 BAND (FINE AGGREGATE)
ALL SAND USED SHALL BE CLEAN, SHARP COARSE GRAIN SAND AND SHALL BE FREE FROM CLAY, LOAM OR ORGANIC
MATTER AND SHALL BE SUBJECT TO THE APPROVAL OF THE CITY ENGINEER.
8.10 WATER
WATER USED IN PORTLAND CEMENT MORTAR OR CONCRETE SHALL BE FREE FROM OIL, ALKALI, OR OTHER ORGANIC
SUBSTANCES. IF WATER IS USED FROM CITY'S SUPPLY, THE CONTRACTOR SHALL MAKE ARRANGEMENTS WITH THE CITY
UTILITIES DEPARTMENT, AND SHALL BE REQUIRED TO METER SUCH WATER USED.BACKFLOW PREVENTION AND METERED
USE WILL BE REQUIRED, THE CONTRACTOR SHALL SUPPLY ALL NECESSARY EOUIPTMENT, MATERIALS, AND LABOR. SEE
SECTION 2.W.
8.11 MORTAR
MORTAR FOR BRICK WORK SHALL BE COMPOSED OF ONE (1) PART PORTLAND CEMENT TO THREE (3) PARTS FINE
AGGREGATE.
DURING COLD WEATHER, MORTAR AND BRICK WORK MAY BE PLACED WHEN THE AIR TEMPERATURE IN THE SHADE IS 35-
FAHRENHEIT OR ABOVE AND RISING. IT MAY NOT BE PLACED WHEN THE AIR TEMPERATURE IN THE SHADE IS 420
FAHRENHEIT AND FALLING.
8.12 CONCRETE
CONCRETE USED SHALL CONSIST REDI-MIX CONCRETE COMPOSED OF PORTLAND CEMENT, FINE AGGREGATE, COARSE
AGGREGATE, WATER AND ADMIXTURES TO A DESIGN MIX APPROVED BY THE CITY ENGINEER. IT SHALL HAVE A
TWENTY-EIGHT (28) DAY COMPRESSIVE STRENGTH OF 3000 PSI.
NO WATER SHALL BE ADDED TO THE MIX, EXCEPT THAT CALLED FOR IN THE MIX DESIGN. WATER ADDED TO THE CONCRETE
ENROUTE TO THE JOB SITE OR ON THE JOB SITE SHALL BE REASON ENOUGH TO REJECT THE BATCH AND HAVE IT
REMOVED FROM THE JOB.
ALL CASTINGS SHALL BE OF GOOD QUALITY CAST IRON MANUFACTURED ON NUMBER ONE GRADE SCRAP OR EQUIVALENT.
NO OTHER CASTING SHALL BE CONSIDERED. CASTINGS MUST BE FREE FROM BLOW HOLES, SAND HOLES AND ANY OTHER
DEFECT, AND SHALL CONFORM STRICTLY TO THE DIMENSIONS SHOWN ON THE CITY'S STANDARD DRAWING NO. ]18-1.
GRAY IRON CASTINGS MAY BE SUPPLIED WITH "NO PAINT'. WEIGHT OF THE MANHOLE RING AND COVER SHALL BE
APPROXIMATELY 310 POUNDS.
MACHINING ON CERTAIN PARTS OF THE MANHOLE RING AND COVER SHALL BE REQUIRED. THAT PORTION OF THE
CONTACT WITH THE RING. THIS MACHINED SURFACE SHALL BE 1-- 3W IN WIDTH ALONG THE FULL CIRCUMFERENCE OF THE
COVER. THAT PORTION OF THE MANHOLE RING OR FRAME WHICH IS TO BE MACHINED SHALL BE THE INSIDE HORIZONTAL
SURFACE UPON WHICH THE COVER SITS. THIS MACHINED SURFACE SHALL BE ONE INCH H-) IN WIDTH, ALONG THE FULL
CIRCUMFERENCE OF THE RING.
THE MACHINING DESCRIBED ABOVE SHALL BE SO ACCOMPLISHED SO AS TO LEAVE THE MACHINED SURFACES IN A TRUE
EVEN PLANE, SO THAT WHEN THE COVER IS PLACED ON THE RING IN ANY POSITION, THE MACHINED SURFACES WILL BE I
FULL CONTACT AND EVEN BEARING, WITH NO TILTING OR ROCKING MOTION. THE MACHINING TO BE DONE IS IN NO WAY
INTENDED TO DECREASE THE THICKNESS OF THE PARTS MACHINED, BUT WILL HAVE THE DIMENSIONS SHOWN ON THE
CITYS STANDARD DRAWING.
LOCKING WATERTIGHT COVERS FOR OUTFALL CONSTRUCTION
LOCKING WATERTIGHT FRAMES AND COVERS SHALL BE USED ON OUTFALL CONSTRUCTION. FRAMES AND COVERS SHALL
BE PRODUCED FROM ASTM A 48-]4, CLASS 30 IRON. THE MINIMUM WEIGHT OF THE FRAME AND COVER SHALL BE 310
POUNDS, AS PER DETAIL 7113-1.
THE FRAME FLANGE SHALL HAVE FOUR ONEINCHHOLES AT 90 DEGREES FOR ANCHORING THE FLANGE TO THE
CONCRETE MANHOLE WITH 4 EACH -5/8' DIA. BOLTS. THE CONTRACTOR SHALL COORDINATE THE BOLT CIRCLE DIAMETER
WITH THE MANHOLE AND FRAME SUPPLIERS. THE COVER SHALL HAVE FOUR HOLES FOR BOLTS AT W DEGREES FOR
LOCKING THE COVER TO THE FRAME. THE FRAME SHALL BE TAPPED AND THE LOVER ATTACHED USING FOUR
HEXHEAD 1M' X 1-3/4' BRASS OR STAINLESS STEEL BOLTS. A NEOPRENE GASKET SHALL BE PROVIDED BETWEEN THE
COVER AND THE FRAME SEAT. BUTYL RUBBER SEALANT SHALL BE PROVIDED BETWEEN THE FRAME, GRADE RINGS, AND
ALL MANHOLE SECTIONS. ONLY FRAMES AND COVERS MANUFACTURED AND TESTED IN THE U.S.A. WILL BE ALLOWED.
MANHOLE COVERS ARE TO BE PROVIDED WITH TWO ONE -INCH DIAMETER HOLES FOR VENTILATION, UNLESS THE
PROJECT PLANS INDICATE THAT THE MANHOLE IS TO BE VENTED TO A SPECIFIED ELEVATION OR A SEALED MANHOLE
INDICATED. VENTED MANHOLES SHALL BE AS INDICATED. ON THE PROJECT DETAILS AND STD. DETAIL ]iB-0A AS REVISED
1/OS195 OR LATER REVISION.
8.14 CONCRETE ENCASING FOR PIPE
ENCASING FOR PIPES SHALL CONSIST OF PLAIN 3000 PSI CLASS 'A" CONCRETE AS A PROTECTIVE COVERAND
REINFORCEMENT POURED AND FORMED TO THE CROSS-SECTION AS SHOWN IN CITY STANDARD DETAIL ]i B-15.
THIS PROTECTIVE COVER SHALL BE REQUIRED WHEN SHOWN OR INDICATED ON THE PLANS, OR WHEN DIRECTED BY THE
CITY ENGINEER.
8.15 LAYING PIPE AND MAKING JOINTS
THE PIPE SHALL BE LAID BEGINNING AT THE LOWER OR DOWN -STREAM END OF THE LINE AND SHALL PROGRESS
CONTINUOUSLY UPSTREAM. UNDER NO CIRCUMSTANCES SHALL THE CONTRACTOR LEAVE OUT ANY SECTION OF THE
LINE TO WORK ON ANOTHER PORTION FURTHER UPGRADE, WITHOUT FIRST SECURING WRITTEN APPROVAL FROM THE
ENGINEER.
EACH JOINT OF PIPE SHALL BE LAID ACCORDING TO MANUFACTURES RECOMMENDATIONS AND, IN ACCORDANCE WITH
LATEST REVISION OF ASTM A-746 FOR DUCTILE IRON PIPE ASTM FOR PVC. CARE SHALL BE TAKEN IN PLACING PIPE SO
THAT PRIOR MADE JOINTS ARE NOT DISTURBED. COMPETENT PIPE LAYERS SHALL BE REQUIRED FOR PIPE INSTALLATION.
LINES THAT DO NOT EXHIBIT TRUE LINE AND GRADE OR HAVE STRUCTURAL DEFECTS SHALL BE CORRECTED AT THE
CONTRACTOR'S TOTAL EXPENSE. REFER TO SECTION 10.00 ALSO.
AT THE END OF EACH DAYS WORK, THE CONTRACTOR SHALL PLUG ALL PIPE ENDS.
TRENCH PREPARATION
THE CONTRACTOR SHALL PREPARE THE PIPE TRENCH ACCORDING TO THE "PROJECT DETAILS, AND TO THE STANDARD
SPECIFICATIONS" INCLUDING BUT NOT LIMITED TO SECTIONS 6.0, 8.0, 9.0, AND 10.13 THEREOF AND PIPE MANUFACTURER'S
RECOMMENDATIONS.
CLASS B BEDDING
CLASS B BEDDING SHALL CONSIST OF BEDDING THE PIPE IN COMPACTED GRANULAR MATERIAL PLACED ON A BED OF
GRANULAR MATERIAL % THE PIPE DIAMETER BUT NOT LESS THAN 4"; AFTER JOINTING OF THE PIPE, EXTENDING THE
COMPACTED GRANULAR MATERIAL ALONG THE SIDES OF THE PIPE TO THE LEVEL 1/2 THE DIAMETER OF THE PIPE, AND THE
PLACEMENT OF COMPACTED SELECT BACKFILL MATERIAL TO A DEPTH OF 6" ABOVE THE TOP OF THE PIPE, ALL AS
SPECIFIED HEREIN AND DETAILED ON THE DRAWINGS.
THE GRANULAR BEDDING SHALL HAVE A WIDTH EQUAL TO THE WIDTH OF THE PIPE TRENCH AND THE LENGTH AS
INDICATED ON THE DRAWINGS OR AS DIRECTED BY THE ENGINEER. GRANULAR MATERIAL USED FOR CLASS B BEDDING
SHALL BE WASHED STONE CONFORMING TO THE GRADATION REQUIREMENTS OF THE N.C. DEPARTMENT OF
TRANSPORTATION STANDARD SPECIFICATIONS FOR NO. 57 STANDARD SIZE AGGREGATE UNLESS OTHERWISE INDICATED
ON THE PLANS. GRANULAR MATERIAL SHALL BE PLACED IN LAVERS NOT MORE THAN 6" IN THICKNESS AND EACH LAYER
THOROUGHLY TAMPED WITH APPROVED MECHANICAL TAMPERS BEING EXTREMELY CAREFUL TO COMPLETELY FILL ALL
SPACES UNDER AND ADJACENT TO THE PIPE. THE GRANULAR MATERIAL SHALL BE PLACED UNDER AND ADJACENT TO THE
PIPES HAND IF NECESSARY TO COMPLETELY FILL ALL SPACES UNDER AND ADJACENT TO THE PIPE. ALL OTHER ASPECTS
SHALL BE AS PER CLASS D BEDDING AND SECTION 8.15. SEE CITY STANDARD DETAIL 71B-5
CLASS C BEDDING
CLASS C BEDDING SHALL CONSIST OF A ROUND BOTTOM TRENCH SITUATED SO THAT THE WIDTH OF THE CURVEATURE IS
EQUAL TO''A THE DIAMETER OF THE PIPE. ALL OTHER ASPECTS SHALL BE AS PER CLASS D BEDDING AND SECTION 8.15 SEE
CITY STANDARD DETAIL ]f M.
CLASS D BEDDING
CLASS D BEDDING SHALL CONSIST OF SQUARE CUT TRENCH BOTTOM WITH BELL HOLES. WHEREVER ROCK IS
ENCOUNTERED FOR CLASS D BEDDING CONDITIONS THE ROCK SHALL BE REMOVED FOR AT LEAST 6' BELOW PIPE AND
REPLACED WITH COMPACTED BACKFILL TO THE REQUIRED PIPE BEDDING GRADE. SEE SECTION 8.16 FOR BACKFILL.
CONCRETE ENCASEMENT
CONCRETE ENCASEMENT SHALL BE MADE OF 3000 PSI CLASS CONCRETE AND SHALL BE CONSTRUCTED IN ACCORDANCE
WITH DETAILS SHOWN ON THE DRAWINGS. THE CONTRACTOR SHALL SUBMIT FOR APPROVAL OF THE ENGINEER HIS
PROPOSED METHOD OF SUPPORTING THE SEWER TO MAINTAIN LINE AND GRADE WHILE THE CONCRETE ENCASEMENT IS
BEING CONSTRUCTED. ALSO, SEE SECTION 8.14.
TRENCH STABILIZATION (#5] WASHED STONE) WILL BE REQUIRED WHEN A WET OR POOR SUBGRADE CONDITION IS
ENCOUNTERED BY THE CONTRACTOR AND WHEN IN THE CITY ENGINEER'S OPINION OTHER PROPER FOUNDATIONS
CANNOT BE PROVIDED. REFER TO STANDARD SPECIFICATIONS SECTION
10.04 FOR ADDITIONAL REQUIREMENTS.
ROCK EXCAVATION
EXCAVATION OF HARD ROCK, LEDGE ROCK, OR BOULDERS LARGER THAN TWO CUBIC YARDS WHICH CAN NOT BE RIPPED,
CLAWED, ETC., AND OR REMOVED BY CONVENTIONAL CONSTRUCTION METHODS WILL BE CONSIDERED AS ROCK
EXCAVATION.
ALL BLASTING OPERATIONS (USE OF EXPLOSIVES) SHALL BE CONDUCTED. IN STRICT ACCORDANCE WITH EXISTING LAWS,
RULES, AND REGULATIONS RELATIVE TO THE STORAGE AND USE OF EXPLOSIVES. BLASTING SHALL BE PERFORMED ONLY
BY EXPERIENCED PERSONNEL WORKING ACCORDING TO ACCEPTED PRACTICE. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR SECURING ALL NECESSARY PERMITS INCLUDING, BUT NOT LIMITED TO THE CITY FIRE DEPARTMENT.
THE CONTRACTOR SHALL COMPLY WITH THE CITYS STANDARD SPECIFICATIONS INCLUDING, BUT NOT LIMITED TO
SECTION 2.06. EXTREME CARE SHALL BE EXERCISED BY THE CONTRACTOR TO PREVENT INJURY TO ANY EXISTING PIPES,
WATER. SEWER. GAS. POLES. WIRES. CABLES. DRAINS. BUILDINGS OR OTHER STRUCTURES OR UTILITIES EITHER BELOW
RESULTING FROM THE USE OF EXPLOSIVES. WHERE THERE IS ANY POSSIBILITY OF DAMAGE BEING CAUSED BY BLASTING
IT MAY BE NECESSARY TO RESORT TO DRILLING, WEDGING, AND SPLITTING TO REMOVE THE ROCK.
ANY ROCK ENCOUNTERED SHALL BE EXCAVATED SIX INCHES (6") BELOW THE SUBGRADE OF THE PIPE BED.
8.16 BACKFILLING PIPE TRENCHES
AS THE PIPE LINE IS LAID IT SHALL BE FIRMLY BEDDED WITH SUITABLE MATERIAL ON EACH SIDE AND THOROUGHLY
TAMPED ON EACH SIDE OF AND UNDERNEATH THE PIPE. AS SOON AS PRACTICAL AFTER THE PIPE HAS BEEN LAID AND.
JOINTED, THE TRENCH SHALL BE BACKFILLED WITH SELECT MATERIAL AND THOROUGHLY TAMPED IN SIX INCH (6") LAVERS
TO A DEPTH OF ONE FOOT (1') OVER THE TOP OF THE PIPE. EXTREME CARE SHALL BE EXERCISED IN BACKFILLING AND
TAMPING TO PREVENT DAMAGE TO THE NEWLY MADE PIPE JOINTS AND TO THE PIPE ITSELF. THE TRENCH SHALL THEN BE
BACKFILLED WITH SELECT MATERIALS, FREE OF LARGE STONES, IN SIX INCH (6') HORIZONTAL LAYERS AND THOROUGHLY
COMPACTED.
WHEN THE PIPE IS LOCATED IN STREETS, ROADS, AND DRIVEWAYS, THE BACKFILL SHALL BE COMPACTED AS SPECIFIED IN
SECTION 5.03, PARAGRAPH (2).
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SANITARY SEWER NOTES
8.17 TESTING
THE CONTRACTOR SHALL MAKE THE CONSTRUCTION SITE AND PIPE INSTALLATION AVAILABLE TO THE CITY ENGINEER OR
HIS REPRESENTATIVE AT ALL TIMES FOR PERFORMING TESTS ON THE MATERIALS AND CONSTRUCTION. THESE TESTS SHALL
INCLUDE, BUT NOT BE LIMITED TO, THE FOLLOWING:
(.)COMPACTION OF DITCH
BACKFILL MATERIAL SHALL BE THOROUGHLY TAMPED AS SPECIFIED IN SECTION 5.05 OF THESE SPECIFICATIONS AND
SHALL BE TESTED IN ACCORDANCE WITH AASHTO T99-57 TEST PROCEDURES FOR FIELD DENSITY.
(b) ALIGNMENT AND GRADE
THE LINES SHALL BE LAID STRAIGHT, WITHIN ONE FOURTH (1/4') INCH VARIATION PER JOINT, BUT IN ALL CASES SO
THAT A FULL MOON IS VISIBLE FROM MANHOLE TO MANHOLE. LINES WHICH DO NOT EXHIBIT A TRUE LINE AND GRADE
OR HAVE STRUCTURAL DEFECTS SHALL BE CORRECTED TO MEET THESE SPECIFICATIONS.
THE CONTRACTOR SHALL PROVIDE COLOR VIDEO INSPECTION SERVICES ON NEW SEWER LINES AND/OR EXISTING CITY
MAINTAINED SEWER LINES.
INSPECTION OF SEWER LINES SHALL BE PERFORMED BY EXPERIENCED PERSONNEL TRAINED IN LOCATING BREAKS,
OBSTACLES, AND SERVICE CONNECTIONS BY CLOSED CIRCUIT TELEVISION. THE INTERIOR OF THE LINE SHALL BE
CAREFULLY INSPECTED TO DETERMINE THE LOCATION OF ANY CONDITIONS WHICH MAY INDICATE CURRENT OR FUTURE
PROBLEMS OR NON-COMPLIANCE TO THE CONTRACT DOCUMENTS. ANV SUCH CONDITIONS SHALL BE NOTED AND
CORRECTED AT THE CONTRACTOR EXPENSE.
THE TELEVISION CAMERA USED FOR THE INSPECTION SHALL BE ONE SPECIFICALLY DESIGNED AND CONSTRUCTED FOR
SUCH INSPECTION. LIGHTING FOR THE CAMERA SHALL BE TO ALLOW A CLEAR, COLOR PICTURE OF THE ENTIRE
PERIPHERY OF THE PIPE. THE CAMERA SHALL BE CAPABLE OF A 360- VIEWING AREA. A BACKUP CAMERA SHALL BE
AVAILABLE ON THE PROJECT SITE. THE CAMERA SHALL BE OPERABLE IN 100% HUMIDITY CONDITIONS. THE CAMERA,
TELEVISION MONITOR, AND OTHER COMPONENTS OF THE VIDEO SYSTEM SHALL BE CAPABLE OF PRODUCING COLOR
PICTURE QUALITY TO THE SATISFACTION OF THE ENGINEER AND IF UNSATISFACTORY THE EQUIPMENT SHALL BE
REPLACED AND NO PAYMENT WILL BE MADE FOR ANY UNSATISFACTORY INSPECTION.
THE PROJECT NAME LOCATION DATE MANHOLE NUMBERS SIZE AND TYPE PIPE AND OTHER INFORMATION SPECIFIC
TO THE LINE SEGMENT BEING INSPECTED SHALL BE VISIBLY DISPLAYED ON THE VIDEO VIEWING SM CREEN FORA MINIMU
OF 10 SECONDS PRIOR TO CAMERA ENTRY INTO THE MANHOLE.
UPON ENTRY INTO THE MANHOLE, THE SURFACES OF THE MANHOLE SHALL BE VIDEOED AND POTENTIAL DEFECTS
NOTED. PRIOR TO ENTERING THE SEWER LINE, CONDITIONS OF THE MANHOLE/PIPE CONNECTION SHALL BE VIDEOED
AND POTENTIAL DEFECTS NOTED.
WHEN EXISTING SEWER FLOW DEPTH, AS MEASURED IN THE FIRST MANHOLE UPSTREAM OF THE SEWER SEGMENT
BEING TELEVISED, EXCEEDS 20% OF THE SEWER LINE PIPE DIAMETER, THE CONTRACTOR SHALL IMPLEMENT
WASTEWATER FLOW CONTROL METHODS, INCLUDING BUT NOT LIMITED TO BYPASS PUMPING, AT NO ADDITIONAL COST
TO THE CITY.
THE RATE OF TRAVEL SHALL NOT EXCEED 30 FEET PER MINUTE. AT EACH LINE DEFECT OR SERVICE CONNECTION THE
CAMERA SHALL COME TO A COMPLETE STOP AND THE SUBJECT PANNED. THE FOOTAGE METER COUNT SHALL BE
CLEARLYVISIBLE.
PRINTED TELEVISION INSPECTION LOGS SHALL BE RECORDED BY THE CONTRACTOR CLEARLY SHOWING THE DISTANCE
FROM AN ADJACENT MANHOLE TO DISCERNABLE FEATURES SUCH AS BROKEN OR CRACKED PIPE, DEFECTIVE JOINTS,
SERVICE LATERALS, AND IN EXISTING LINES PRESENCE OF SCALE CORROSION, GREASE BUILDUP, STORM SEWER
CONNECTIONS, AND ANY OTHER UNUSUAL CONDITIONS. A COPY OF THE INSPECTION LOGS SHALL BE PROVIDED TO THE
ENGINEER BY THE CONTRACTOR. A STANDARD CITY VIDEO INSPECTION LOG FORM SHALL BE PROVIDED TO THE
CONTRACTOR BY THE ENGINEER.
THE CONTRACTOR SHALL PROVIDE COLOR VIDEO RECORDINGS OF ALL THE SUBJECT LINES, THE RECORDINGS SHALL
PROVIDE A VISUAL AND AUDIO RECORD OF PROBLEM AREAS OF THE LINES BEFORE AND AFTER ANY REHABILITATION.
THE VIDEO RECORDING SHALL INCLUDE, AT A MINIMUM, A DISPLAY OF THE FOOTAGE METER AND A DISPLAY OF THE
MANHOLE SEGMENT NUMBER BEING TELEVISED. WHERE APPROPRIATE, COMMENTS SHOULD BE INCLUDED BY
CONCURRENT AUDIO RECORDING ON THE RECORDING OR ELECTRONIC DISPLAY. VIDEO RECORDING PLAYBACK SHALL
BE AT THE SAME SPEED THAT IT WAS RECORDED. SLOW MOTION OR STOPMOTIONPLAYBACK FEATURES MAY BE
SUPPLIED AT THE OPTION OF THE CONTRACTOR.
THE CONTRACTOR SHALL CARRY OUT HIS OPERATIONS IN STRICT ACCORDANCE WITH ALL OSHA AND MANUFACTURER'S
SAFETY REQUIREMENTS. PARTICULAR ATTENTION IS DRAWN TO THOSE SAFETY REQUIREMENTS INVOLVING ENTERING
CONFINED SPACES.
CLEANING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. ANY HANG-UPS SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR, THE CONTRACTOR SHALL REMOVE THE CAMERA AND REPAIR ANY DAMAGE TO THE SEWER LINE.
(c) INFILTRATIOWEXFILTRATION
1 THECONTRACTOR SHALL PROVIDE THE EQUIPMENT MATERIALS AND LABOR NECESSARY TO CHECK THE LINES FOR
INFILTRATION OREX TION BEFORE THEY ARE PUT IN SERVICE INFILTRATION OR EXFILTRATION IN EXCESS OF
(1 GALLONS
ONE HUNDRED (100) GALLONS PER
DAY PER INCH -MILE OF SEWER WILL RESULT IN HAVING THE CONTRACTOR GO OVER THE LINES, ASCERTAIN WHERE
THE LEAKAGE EXISTS, AND REPAIR THE LINES TO THE EXTENT NECESSARY TO BRING THE INFILTRATION OR
EXHURATION DOWN WITHIN ACCEPTABLE LIMITS. THE CONTRACTOR SHALL TEST ONLY PIPE OF THE SAME DIAMETER
AND FOR SUCH LENGTHS AS APPROVED BY THE ENGINEER.
2 EXFILTRATION TESTS SHALL BE CONDUCTED ON ALL GRAVITY SEWER LINES UNLESS AUTHORIZED OTHERWISE BY
THE CITY ENGINEER. THE LINE UNDER TEST SHALL BE PLUGGED AND FILLED WITH WATER IN SUCH A MANNER THAT
THE MAXIMUM LHYDROSTATICLBETESTED. HEAD FI ANY POINT IN THE LINE WOULD NOT EXCEED TEN FEET 0 WATER. ALL
MANHOLES SHALL BE TESTED. THE PER MILE OF FROM THE LINE UNDER TEST H SHALL NOT EXCEED OF GALLONS PER
INCH OF NOMINAL PIPE DIAMETER PER MILE OF PIPE PER TWENTY- FOUR HOURS. THE AMOUNT OF -FILTRATION
SHALL BE MEASURED BY THE INSPECTOR USING METHODS SPECIFIED BY THE CITY ENGINEER FOR THE PARTICULARUI-AR
SITUATION.
(3) WHERE GROUND WATER IS ENCOUNTERED DURING CONSTRUCTION, THE CONTRACTOR SHALL FURNISH LABOR,
EQUIPMENT, AND MATERIALS INCLUDING PUMPS, AND SHALL ASSIST THE ENGINEER IN MAKING INFILTRATION TESTS
OF THE COMPLETED SEWER SECTION BEFORE IT CAN BE PLACED IN SERVICE OR CONNECTED TO ANV OTHER LINES.
THE CONTRACTOR WILL FURNISH AND INSTALL THE MEASURING WEIRS OR OTHER MEASURING DEVICES. THE LENGTH
OF LINE TO BE TESTED AT ANY TIME SHALL BE SUBJECT TO THE APPROVAL OF THE ENGINEER. THE TOTAL
INFILTRATION SHALL IN NO CASE EXCEED 100 GALLONS PER INCH OF DIAMETER PER MILE OF PIPE PER DAY. THE
TEST PERIOD SHALL BE TWENTY-FOUR HOURS, AND IF THE QUANTITY OF INFILTRATION IS IN EXCESS OF THE
MAXIMUM ALLOWABLE, THE LEAKING JOINTS SHALL BE RELAID IF NECESSARY OR OTHER REMEDIAL CONSTRUCTION
SHALL BE PERFORMED BY AND AT THE EXPENSE OF THE CONTRACTOR. THE SECTION OF SEWER SHALL THEN BE
RETESTED AFTER REPAIRS ARE COMPLETED TO DETERMINE COMPLIANCE WITH THE SPECIFICATIONS.
(4) THE INFILTRATION IN THE LINE SHALL BE CHECKED THRU A LOW PRESSURE EXFILTRATION AIR TEST. THE SANITARY
SEWER PIPE AND LINES SHALL BE CAPABLE OF REACHING A CONSTANT PRESSURE OF 4 PSIG WITHIN THE TIME
SPECIFIED IN TABLE 1 AND SHALL BE CAPABLE OF MAINTAINING THE PRESSURE FOR THE TIME LIMIT SPECIFIED IN
TABLE 2.
(5) ALL TESTS SHALL BE MADE IN THE PRESENCE OF THE CONTRACTOR OR HIS REPRESENTATIVE AND THE ENGINEER.
(6) ANY AND ALL WORK NECESSARY TO BRING THE LINE INTO CONFORMANCE WITH THE INFILTRATION/E-1-TRATION
SPECIFICATIONS SHALL BE PERFORMED BY THE CONTRACTOR AT NO COST TO THE CITY. ALL APPARENT SOURCES OF
INFILTRATION SHALL BE REPAIRED. THE CITY RESERVES THE RIGHT TO REQUIRE THAT THE LINES BE TESTED IN
SECTIONS SUCH THAT THE MAXIMUM ALLOWABLE STATIC HEAD IS IMPOSED ON AS MUCH OF THE LINE AS IS
PRACTICABLE.
(T) WHEREASTREAM IS NOT READILY AVAILABLE ASA SOURCE OF WATER TO USE FOR TESTING, WATER FROM THE CITY
SYSTEM MAY BE USED, PROVIDING PROPER NOTIFICATION PROCEDURES FOR OPERATING VALVE HYDRANTS WILL BE
REQUIRED.
8 MATERIALS AND CONSTRUCTION METHODS CALLED FOR IN THESE SPECIFICATIONS ARE OF SUCH NATURE AS TO
INSURE MAXIMUM PROTECTION FOR THE SEWER FROM INFILTRATION. THE CONTRACTOR SHALL BE RESPONSIBLE
FOR THE SEWER CONFORMING TO THE ABOVE LIMITS FORA PERIOD OF ONE YEAR FROM GATE OF FINAL
ACCEPTANCE.
SANITARY SEWER NOTES
TABLE 1
TIME REQUIRED TO
PRESSURIZE TO 4 PSIG' TIME (IN MINUTES)
PIPE
REACH OF LINE TESTED
SIZE
20'
100'
200' 300' 400'
SO
60D
4'
6 SEC
.0.5
1.0 1.5 1.9
2.4
3.0
6'
12 SEC.
1.0
2.2 3.2 4.4
SB
6.4
8'
235EC.
1.9
3.8 6.0 7.6
9.6
11.6
10"
11
35 SEC.
50 SEC.
2.9
4.2
5.8 BS 11.6
SA 12.6 16.8
1-
21.2
17.6
21.6
15"
1.3 MIN.
6.6
3.2 19.8 26.4
35.0
39.6
18'
1.9
9.4
18.8 28.2 37.6
47.0
56.4
21'
2.5
12.6
26.2 37.8 50.4
63.0
75.6
24'
3.4
17.0
34.0 51.0 68.0
102.0
INN
- THIS TABLE IS
CAPACITY.
BASED ON
THE COMPRESSOR UNIT MOUNTED ON A CHERNE AIR-LOC TESTING
UNIT ASSUMING 5 CFM
TABLE 2
MINIMUM TEST TIME FOR VARIOUS PIPE SIZES
NOMINAL PIPE SIZE IN. MIN/100
FT.
T (TIME)
NOMINAL PIPE SIZE IN. MIN1100 FT.
T (TIME)
3
0.2
21
3.0
4
0.3
24
3.6
6
8
0.7
1.2
27
30
4.2
4.8
10
1.6
33
5.4
12
1.8
36
6.0
15
18
2.1
2.4
39
42
6.6
7.3
THE LOW PRESSURE AIR TEST SHALL BE PERFORMED AS SPECIFIED IN LATEST REVISION OF ASTM C 828 FOR VCP AND ASTM
C924 FOR RCP. IF THE LINE PRESSURE DROPS MORE THAN 1 PSI DURING THE REQUIRED TEST TIME THEN THE SECTION OF PIPE
HAS FAILED THE TEST.
FURTHERMORE, IN TESTING ANY SANITARY SEWER LINE, THE INFILTRATION/E-1-TRATION RATE SHALL BE LESS THAN 100
GALLONS PER INCH DIAMETER OF PIPE PER DAY PER MILE OF SANITARY SEWER. SEE SECTION 8.17(C) (1), (2). AND (3)..
SANITARY SEWER NOTES
W.-At.
ONLY AUTHORIZED PERSONNEL OF THE CITY OF GASTONIA UTILITIES DEPARTMENT SHALL BE PERMITTED TO MAKE
SANITARY SEWER TAPS UNLESS THE DEVELOPER HAS RECEIVED PERMISSION IN WRITING FROM THE DIRECTOR OF TRU
OR DESIGNATED REPRESENTATIVE, FOR AN APPROVED UTILITIES CONTRACTOR TO MAKE THESE TAPS.
ALL TAPS SHALL BE MADE IN STRICT CONFORMANCE TO CITY REQUIREMENTS. NO TAP SHALL BE MADE BEFORE THE TESTS
ARE COMPLETE AND APPROVED.
SANITARY SEWER SERVICE CONNECTIONS MAY BE INSTALLED BY THE DEVELOPER OF PROPERTY UPON REQUEST. THE
APPLICATION (FORM SUPPLIED BY THE CITY) SHOULD BE COMPLETED AND SENT TO THE DIRECTOR OF TRU. MATERIAL FOR
THESE SERVICES WILL BE OBTAINED BY THE CONTRACTOR.
MATERIALS USED IN MAKING THE SANITARY SEWER SERVICE CONNECTION SHALL CONFORM TO DETAIL Tf B-19.
FERNCO DONUT REQUIRED WHEN TYING INTO TEES. (SEE SECTION 8.03 FOR ADAPTERS AND FURTHER REQUIREMENTS FOR
TAPS INTO PVC SEWER PIPE.)
ALL MATERIAL WILL BE INSPECTED FOR COMPLIANCE BY TRU INSPECTOR PRIOR TO INSTALLATION. ALL SERVICES WILL BE
INSPECTED PRIOR TO BACKFILL OPERATION FOR COMPLIANCE. THE BACKFILL AND COMPACTION OPERATION SHALL BE
ACCORDING TO STANDARD PROCEDURE, AND THE STANDARD SPECIFICATIONS INCLUDING SECTION NO. 5.05.
ALL TAPS SHALL BE MADE IN A METHOD APPROVED BY THE TRU, AND ACCORDING TO STANDARD DETAILS INCLUDING
7113-19. ALL TAPS INSTALLED BY CUTTING INTO THE SEWER MAIN SHALL BE MADE WITH THE USE OF A TAPPING/CORING
MACHINE IF SADDLES ARE USED. (THE USE OF A HAMMER AND CHISEL OR OTHER MANUAL IMPACT METHODS WILL NOT BE
ALLOWED.)
ANY CUSTOMER SERVICE CONNECTION REQUIRED TO BE INSTALLED INTO ANY OUTFALL SANITARY SEWER LINE WILL BE
TIED INTO EITHER A PROPOSED MANHOLE SHOWN ON THE PROIECT PLANS OR INTO AN ADDED MANHOLE AS REQUIRED
AND APPROVED BY THE CITY ENGINEER.
SEE SECTION 8.21 FOR SMOKE TESTING REQUIREMENT ON EXISTING TAPS TO BE RECONNECTED.
PAVEMENT CUTS ACROSS PUBLIC STREETS FOR SERVICES SHALL BE AVOIDED. THE CONTRACTOR SHALL INSTALL THESE
LINES USING AN AIR PRESSURE DRIVEN, PNEUMATIC 'MOLE' OR AN AUGER TYPE MACHINE. IF AN OPEN CUT IS
UNAVOIDABLE, THE CONTRACTOR SHALL SECURE APPROVAL FROM THE CITY ENGINEER PRIOR TO MAKING ANY STREET
CUT FOR A SERVICE LINE.
ALL TAP LOCATIONS SHALL BE SHOWN ON THE "AS -BUILT' PLANS AND SHALL BE MARKED ON THE TOP OF THE CURB WITH
SEE SECTION 2.34 FOR ADDITIONAL AS -BUILT REQUIREMENTS
8.19 FORCE MAINS
PIPE MATERIAL FOR FORCE MAINS SHALL BE EITHER CEMENT LINED DUCTILE IRON PIPE AS SPECIFIED IN SECTION 9.03
HEREIN OR PVC AWWA G 900 AS SPECIFIED IN SECTION 9.02 HEREIN.
ALL FORCE MAINS SHALL BE TESTED IN ACCORDANCE TO SECTION 9.12 HEREIN WITH THE MINIMUM TEST PRESSURE BEING
I00 PSI. ALL BLOCKING/RESTRAINING FOR THE FITTINGS SHALL BE DESIGNED TO WITHSTAND THE TEST PRESSURE.
A PROPERLY SIZED AND APPROVED AIR RELEASE VALVE IN A STANDARD MANHOLE SHALL BE PROVIDED AT ALL HIGH
POINTS WHERE A NEGATIVE PRESSURE OF 10' MAY BE PRODUCED. A WEEP PIT OF NO. 57 STONE SHALL BE PROVIDED
SIMILAR TO STANDARD DETAIL 71B-17. AIR RELEASE VALVES SHALL BE APPROVED BY THE CITY ENGINEER
8.22 ABANDONMENT AND SHUTDOWN OF EXISTINGOPERATIONSOF UTILITIES
THE CONTRACTOR SHALL SUPPLY ALL NECESSARY LABOR, EQUIPMENT, AND MATERIALS TO PLUG AND ABANDON IN PLACE
THE EXISTING SANITARY SEWER OUTFALL SYSTEM AS INDICATED ON THE PROJECT PLANS.
CONTINUOUS OPERATION OF THE CITY'S EXISTING SEWER SYSTEM IS OF CRITICAL IMPORTANCE.
CONNECTION TO EXISTING SERVICES OR UTILITIES, OR OTHER WORK THAT REQUIRES THE TEMPORARY SHUTDOWN OF
ANY EXISTING OPERATIONS OR UTILITIES SHALL BE PLANNED IN DETAIL WITH APPROPRIATE SCHEDULING OF THE WORK
AND COORDINATED WITH THE UTILITY CUSTOMER AND THE ENGINEER. THE APPROVED SCHEDULE FOR SHUTDOWN OR
RESTART SHALL BE INDICATED ON THE CONTRACTOR'S PROGRESS SCHEDULE AND ADVANCE NOTICE SHALL BE GIVEN IN
ORDER THAT THE CUSTOMER AND THE ENGINEER MAY WITNESS THE SHUTDOWN, TIE-IN, AND START-UP.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFICATION OF EACH PROPERTY OWNER PRIOR TO DISRUPTION OF
SERVICE, EXCEPT IN THE EVENT OF AN EMERGENCY SITUATION. THE CONTRACTOR SHALL COORDINATE HIS ACTIVITIES
WITH ANY NON -CITY OWNED UTILITY.
ONLY CITY PERSONNEL SHALL OPERATE ANY VALVES AND CONTROLS ON THE CITfS EXISTING UTILITY SYSTEMS.
THE TESTING, ACCEPTANCE, TAP AND MAINLINE TI E ERS SHALL BE COORDINATED SO AS TO ELIM I NATE ANY
DISRUPTIONS IN SERVICE. A SPILL, LEAKAGE, OR BY-PASS OF WASTEWATER SHALL NOT BE ALLOWED, THE CONTRACTOR
AND HIS SURETIES SHALL HOLD HARMLESS AND DEFEND THE CITY FROM ANY PENALTIES WHICH MAY RESULT THEREOF.
ALL MATERIALS AND EQUIPMENT INCLUDING EMERGENCY EQUIPMENT) NECESSARY TO EXPEDITE THE TIE-IN SHALL BE ON
HAND PRIOR TO THE SHUTDOWN OF EXISTING SERVICES OR UTILITIES.
ALL EXISTING SEWER TAPS SHALL BE SMOKE TESTED (OR OTHER APPROVED METHOD) PRIOR TO RECONNECTION, TO MAKE
SURE THAT NO CONNECTION OF STORM WATER OR OTHER IDENTIFIED ILLEGAL INFLOW IS PRESENT. IT SHALL BE THE
CONTRACTOR'S RESPONSIBILITY TO SUPPLY ALL LABOR, MATERIALS, AND EQUIPMENT TO PERFORM THESE TESTS AND TO
NOTIFY THE RESIDENTS OF SUCH PLANNED TESTS. IT WILL BE THE CITYS RESPONSIBILITY TO NOTIFY THE OWNER OF ANY
ILLEGAL INFLOWS FOUND, AND TO BE SURE ALL REMEDIES ARE IN PLACE PRIOR TO ALLOWING THE CONTRACTOR TO
CONNECT THE TAP TO THE NEW SEWER LINE, AND THAT THE REMEDIES ARE COMPLETED IN A TIMELY MANNER TO ALLOW
THE CONTRACTOR TO COMPLETE HIS CONSTRUCTION WITHOUT ANY UNDUE DELAY.
8.23 DEMOLITION OF EXISTING MANHOLES
LINES AT EACH MANHOLE ON THE ABANDONED SYSTEM WITH NON -SHRINK GROUT. REMOVE THE ABANDONED MANHOLES
TO DEPTH OF 4 FEET BELOW GRADE AND FILL THE VOID WITH WASHED STONE TO 18-INCHES BELOW GRADE. THE WASHED
STONE FILL SHALL BE COVERED WITH APPROVED FILTER FABRIC. FILL THE REMAINING WITH TOP SOIL. WHERE THE
MANHOLE IS IN A PAVED AREA THE REMAINING SHALL BE FILLED WITH ABC TO THE BOTTOM OF THE UTILITY CUT PATCH.
RESTORE ALL AFFECTED AREAS.
821 PROGRESS OF PIPE LINE CONSTRUCTION
THE WORK SHALL PROCEED IN A SYSTEMATIC MANNER SO THAT A MINIMUM OF INCONVENIENCE WILL RESULT TO THE
PUBLIC IN THE COURSE OF CONSTRUCTION. IT IS THEREFORE NECESSARY TO CONFINE OPERATIONS TO AS SMALL A
LENGTH OF WORK AREA PER CREW AS IS PRACTICAL. NORMALLY THE TRENCHING EQUIPMENT SHALL NOT BE FARTHER
THAN 200 FEET AHEAD OF EACH PIPE LAYING CREW OR SUCH DISTANCE AS NECESSARY TO PROVIDE MAXIMUM SAFETY.
BACKFILL THE TRENCH SO NO SECTION OF PROPERLY LAID PIPE 15 LEFT UNCOVERED LONGER THAN IS ABSOLUTELY
COMPLETELY BACKFILL AND CLEAN UP AFTER EACH SECTION OF PIPE HAS BEEN INSPECTED AND APPROVED
8.25 PROTECTION OF EXISTING STRUCTURES
CONTRACTOR IS ADVISED THAT HE MUST TAKE EXTREME CARE AND IN SOME CASES MUST IMPLEMENT SPECIAL
CONSTRUCTION PROCEDURES WHEN PROCEEDING WITH HIS WORK TO ASSURE THAT THESE STRUCTURES ARE NOT
DAMAGED.
THE CONTRACTOR SHALL EXERCISE EXTREME CARE AND TAKE ALL PRECAUTIONS DURING EXCAVATION AND
CONTRACTOR SHALL BE REPORTED IMMEDIATELY TO THE CITY OF GASTONIA AND SUCH WORK SHALL BE REPAIRED
AND/OR REPLACED BY THE CONTRACTOR IN A MANNER APPROVED BY THE CITY OF GASTONIA. ALL COSTS TO REPAIR
AND/OR REPLACE ANY DAMAGE TO EXISTING STRUCTURES SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR
AND SUCH REPAIR OR REPLACEMENT SHALL BE PERFORMED EXPEDITIOUSLY WITHOUT COST TO THE CITY OF GASTONIA.
WATER DISTRIBUTION NOTES
9.0L WATER DISTRIBUTION PIPE
ALL PIPE USED FOR WATER DISTRIBUTION LINES SHALL BE POLYVINYL CHLORIDE, OR CEMENT LINED ZINC COATED DUCTILE
IRON PIPE.
IT IS THE INTENT OF THIS SPECIFICATION TO PROVIDE PIPE OF THE HIGHEST STANDARD KNOWN TO THE TRADE AND TO
PROVIDE PIPE THAT IS FREE FROM DEFECTS IN WORKMANSHIP AND MATERIALS. ALL PIPES AND OTHER MATERIALS
SHALL BE FIRST CLASS MATERIALS AND NO USED OR SECOND HAND MATERIALS WILL BE PERMITTED.
FOR PIPE SIZES TWO INCHES IN DIAMETER, EITHER COPPER TYPE K SOFT OR PVC PIPE SHALL BE USED.'MUNIPEX'
CROSS LINKED POLYETHYLENE PIPE WILL BE CONSIDERED ON A CASE BY CASE BASIS.
FOR PIPE SIZES SIX INCHES, EIGHT INCHES, OR TEN INCHES IN DIAMETER, EITHER CEMENT LINED ZINC COATED DUCTILE
IRON PIPE (P-13), OR PVC (C-900-T5) SHALL BE USED.
FOR PIPE SIZES TWELVE INCHES OR SIXTEEN INCHES IN DIAMETER CEMENT LINED ZINC COATED DUCTILE IRON PIPE
SHALL BE USED (MIN. PC350). FOR PIPE SIZES IN EXCESS OF SIXTEEN INCHES IN DIAMETER, THE CITY ENGINEER SHALL
SPECIFY TYPE OF PIPE TO BE USED.
SEE SECTION 2 D FOR GENERAL INFORMATION INCLUDING BUT NOT LIMITED TO LAYOUT, STAKING, AND RAN
REQUIREMENTS. FOR SPECIAL CONDITIONS REQUIRING FERROUS MATERIAL PIPE SEE SECTION 2.10.
9.02POLYVINYL CHLORIDE WATER PIPE
T' PVC
ALL 2' PVC PIPE SHALL BE MANUFACTURED AND TESTED WITHIN THE UNITED STATES OF AMERICA. IT SHALL BE TWIN
GASKETED COUPLING OR INTEGRAL BELL AND PRING RUBBER GASKET TYPE PIPE.
ALL 2' PVC PIPE SHALL BE SUITABLE FOR USE AT A MAXIMUM HYDROSTATIC WORKING PRESSURE OF 200 PSI AT 730
FAHRENHEIT (STANDARD DIMENSION RATIO SDR 21) , AND SHALL CONFORM TO THE REQUIREMENTS AS SET FORTH IN
COMMERCIAL STANDARD NO. CS-35E063, ASTM 1598- 63T, ASTM D-12A1 OR THE LATEST SUBSEQUENT REVISION. PVC
PIPE SHALL COMPLY WITH AND SHALL BEAR THE NATIONAL SANITATION FOUNDATION (NI SEAL OF APPROVAL.
ALL 2" PVC PIPE AND FITTINGS SHALL BE MADE FROM CLEAN, VIRGIN NSF APPROVED TYPE I, GRADE I POLYVINYL
CHLORINE CONFORMING TO ASTM D 1784 RESIN SPECIFICATION ( EQUIVALENT TO, NEW CELL CLASSIFICATION 1-B ).
ALL 2- PVC WATER PIPE SHALL BE FURNISHED IN STANDARD LAVING LENGTHS OF 20 FEET PLUS OR MINUS ONE INCH
AND SHALL HAVE ONE OR BOTH ENDS TAPERED FOR USE WITH A TWIN GASKETED COUPLING OR WITH THE INTEGRAL
THICKENED -WALL BELL. EACH COUPLING OR BELL SHALL ALLOW FOR THE CONTRACTION AND EXPANSION AT THE
JOINTS. JOINTS SHALL BE SEALED WITH A GASKET OR RUBBER O-RING IN ACCORDANCE TO THE MANUFACTURER'S
INSTRUCTIONS.
COUPLINGS SHALL PERMIT 50 DEFLECTION (2-112 DEGREE EACH SIDE) OF THE PIPE WITHOUT ANY EVIDENCE OF
INFILTRATION, EXFLTRATION, CRACKING OR BREAKING. SEE SECTION 9.11 ALSO.
LUBRICATION USED ON JOINTS SHALL BE WATER SOLUBLE, NON TOXIC, NONOBJECTIONABLETO TASTE AND ODOR
IMPORTED TO THE FLUID, NON- SUPPORTING OF BACTERIA GROWTH AND HAVE NO DETERIORATING EFFECT ON THE
PVC PIPE OR RUBBER GASKET, AS RECOMMENDED BY AWWA AND THE PIPE MANUFACTURER.
ALL 2- PVC PIPE AND FITTINGS SHALL BE STORED AND PROTECTED FROM DIRECT SUNLIGHT TO PREVENT WARPING OR
DEFORMATION UNTIL INSTALLED. MAXIMUM ACCUMULATED EXPOSURE SHALL BE SIX (6) MONTHS, WITH NO VISIBLE
DEFECTS. ANY VISIBLE DEFECTS INCLUDING BUT NOT LIMITED TO CHALKING DISCOLORATION BLISTERS OR LOSS OF
SHEEN SHALL BE CAUSE FOR THE PIPE TO BE REJECTED AND REPLACED. ANY TESTING SUGG ESTED IN LIEU OF THE
ABOVE SHALL BE AT THE MANUFACTURER'S EXPENSE, ALL SUCH TEST SHALL BE PERFORMED BY AN INDEPENDENT
LABORATORY.
ALL PIPE WHICH HAS WARPED OR OTHERWISE DEFORMED SHALL BE REJECTED AND SHALL BE REMOVED FROM THE
PROJECT.
6", 8", 10" PVC PIPE
ALL 6', 8', AND 10' PVC PIPE INSTALLED IN THE TRU SYSTEM SHALL BE DR-14 PRESSURE PIPE CONFORMING TO AWWA
C-900, LATEST REVISION. DR 18 PVC MAY BE ALLOWED (IN LOW PRESSURE ZONES). ALL OUTSIDE DIAMETERS SHALL BE
COMPATIBLE WITH CAST AND DUCTILE IRON FITTINGS.
ALL 6', 8", AND 10- PVC PIPE SHALL BE FURNISHED WITH AN ELASTOMERIC-GASKETED COMPRESSION TYPE JOINT, AND
THE APPROPRIATE GASKET(5) SHALL BE FURNISHED WITH EACH LENGTH OF PIPE. PIPE BELLS SHALL BE INTEGRAL TO
THE PIPE, SLEEVE COUPLINGS ARE NOT PERMITTED.
ALL 6", 8', AND 10" PVC PIPES AND MATERIALS ARE TO BE TESTED ACCORDING TO THE REQUIREMENTS OF AWWA
STANDARD C-900, LATEST REVISION. CERTIFIED TEST RESULTS SHALL BE PROVIDED TO THE CITY ENGINEER WHEN
REQUESTED. THESE TESTS SHALL BE PERFORMED BY AN INDEPENDENT TESTING LABORATORY AT THE EXPENSE OF
THE PIPE MANUFACTURER. ALL PVC PIPE SHALL BE MANUFACTURED AND TESTED WITHIN THE UNITED STATES OF
AMERICA.
ALL 6-, 8%AND 10" PVC WATER PIPE WILL BE SHIPPED, STORED, AND STRUNG AT THE PROJECT IN A MANNER AS TO BE
PROTECTED FROM TOTAL ACCUMULATED EXPOSURE TO SUNLIGHT AND POSSIBLE ULTRAVIOLET RADIATION OF NO
MORE THAN SIX IS MONTHS WITH NO VISIBLE DEFECTS. ANY VISIBLE DEFECTS INCLUDING BUT NOT LIMITED TO
CHALKING, DISCOLORATION, BLISTERS, OR LOSS OF SHEEN SHALL BE CAUSE FOR THE PIPE BE REJECTED AND
REPLACED. TESTING SUGGESTED IN LIEU OF THE ABOVE SHALL BEAT THE MANUFACTURER'S'S EXPENSE, ALL SUCH
BE LIEU
TEST SHALL BE PERFORMED BY AN INDEPENDENT LABORATORY.
WHEN THE PLANS AND/OR PROPOSAL CALLS FOR THE USE OF PVC PIPE, A 14 GAUGE SOLID COPPER WIRE SHALL BE
ATTACHED ON TOP OF THE P IPE TO AID IN LOCATING THE PIPE. THIS WIRE SHALL BE SECURED TO THE PIPE WITH DUCT
TAPE NEAR EACH BELL AND AT THE CENTER OF EACH JOINT OF PIPE. THE WIRE SHALL BE FASTENED SECURELY TO
EACH MAIN LINE VALVE AND FIRE HYDRANT. TRACER WIRE SHALL BE TESTED WITH A PIPE LOCATOR BEFORE
ACCEPTANCE OF PROJECT. ANY SPLICE CONNECTION SHALL BE AS APPROVED BY THE CITY ENGINEER.
9.03 CEMENT LINED ZINC COATED DUCTILE IRON WATER PIPE
DUCTILE IRON PIPE SHALL BE MANUFACTURED AND TESTED IN THE U.S.A. AND SHALL CONFORM TO AWWA
SPECIFICATION C-151 AND ANSI STANDARD #A21-51 OR LATEST REVISION.
CEMENT LININGS WITH AN ASPHALTIC SEAL COAT FOR DUCTILE IRON PIPE SHALL CONFORM TO AWWA SPECIFICATION
C-104. SPECIAL LININGS SHALL BE SPECIFIED IN THE SPECIAL PROVISIONS
EXTERIOR OF DUCTILE IRON PIPE SHALL BE COATED WITH A LAVER OF ARG-SPRAYED ZINC PER ISO 81n. THE MASS OF
ZINC APPLIED SHALL BE 200 GI OF PIPE SURFACE AREA. AN ASPHALTIC TOPCOAT LAVER SHALL BE APPLIED OVER
THE ZINC TO A MINIMUM 2 MIL THICKESS. ZINC COATING SYSTEM SHALL CONFORM TO ISO 8179-1 "DUCTILE IRON PIPES -
EXTERNAL ZINC BASED COATING - PART 1 SECOND EDITION 21IN-06-01 OR LATEST REVISION.
DUCTILE IRON PIPE SHALL BE MECHANICAL JOINT OR PUSH -ON JOINT TYPE. PUSH -ON TYPE JOINTS SHALL BE
"BELL-TITE', T TITE",'MOM, OR APPROVED EQUAL. ALL JOINTS FOR DUCTILE IRON PIPE SHALL CONFORM TO THE
APPLICABLE DIMENSIONS AND WEIGHTS SHOWN IN THE TABLES IN AWWA C-151 AND TO ANSI A-21.11 (AWWA C-111) OR
LATEST REVISION.
ALL PIPE SHALL BE CLEAN AND SOUND WITHOUT DEFECTS THAT WILL IMPAIR THEIR SERVICE. REPAIRING OF DEFECTS
BY WELDING OR OTHER M ETHODS SHALL NOT BE ALLOWED.
ALL PIPE SHALL HAVE AN OUTSIDE COATING OF A PETROLEUM ASPHALT COATING APPROXIMATELY 1 MIL THICK, AS PER
AMA. THE COATING SHALL BE APPLIED TO THE OUTSIDE OF ALL PIPE AND THE FINISHED COATING SHALL BE
CONTINUOUS, SMOOTH, NEITHER BRITTLE WHEN COLD NOR STICKY WHEN EXPOSED TO THE SUN, AND SHALL BE
STRONGLY ADHERENT TO THE PIPE.
THICKNESS FOR ALL DUCTILE IRON PIPE IN THIS CONTRACT SHALL BE AS RECOMMENDED FOR THE PROPOSED DEPTH
OF COVER IN THE "DESIGN OF DUCTILE IRON PIPE", AS PUBLISHED BY THE DUCTILE IRON PIPE RESEARCH ASSOCIATION,
OR AS SHOWN ON THE PROJECT PLANS (WITH THE MINIMUM BEING PRESSURE CLASS 350). SEE FITTINGS FOR SPECIAL
THICKNESS REQUIRED WITH RETAINING GLANDS
FLANGED DUCTILE IRON PIPE
FLANGED DUCTILE IRON SHALL BE CEMENT -MORTAR LINED AND SHALL CONFORM TO AMA C-115, C-151 AND ANSI
A21.15, A21.51 AS TO METAL THICKNESS AND QUALITY AND THE CEMENT LINING TO AWWA/ANSI C-104/A21.4, UNLESS
SPECIFIED OTHERWISE. THE THICKNESS CLASS OR CLASSES SHALL BE 53. FLANGES SHALL BE SCREW TYPE, FACED
AND DRILLED 121POUND ANSI. FLANGES AND BOLTS SHALL CONFORM TO ANSI B16.1. THE DUCTILE IRON PIPE AND
FLANGES SHALL BE RATED FOR 250 P.S.I. WORKING PRESSURE.
GASKETS FOR FLANGED PIPE
GASKET MATERIAL FOR FLANGED JOINTS IN CAST IRON SHALL BE CLOTH -INSERTED SHEET RUBBER GASKETS
CONFORMING TO AMA C207 AND ANSI B16.21, 1/81NCH THICK. THE GASKET SHALL BE FULL CUT, WITH HOLES TO PASS
BOLTS. GASKET MATERIAL SHALL BE FREE FROM CORROSIVE ALKALI OR ACID INGREDIENTS.
POLYETHYLENE ENCASEMENT
POLYETHYLENE MATERIAL, THICKNESS AND WIDTH, SHALL CONFORM TO LATEST REVISION OF AW WA/ANSI C-105IA21,
ONLY TUBES SHALL BE USED ON THE MAIN PIPELINE. MINIMUM THICKNESS SHALL BE 8 MIL.
THE INSIDE SURFACE OF THE POLYETHYLENE WRAP TO BE IN CONTACT WITH THE PIPE EXTERIOR SHALL BE INFUSED
WITH A BLEND OF ANTIMICROBIAL BIOCIDE TO MITIGATE MICROBIOLOGICALLV INFLUENCED CORROSION AND A
VOLATILE CORROSION INHIBITOR TO CONTROL GALVANIC CORROSION.
POLYETHYLENE ENCASEMENT SHALL BE INSTALLED WHERE SHOWN ON THE DRAWINGS ON DUCTILE IRON PIPE,
FITTINGS, AND VALVES IN ACCORDANCE WITH AWWA C105. METHOD C, USING POLYETHYLENE SHEETS, SHALL ONLY BE
USED WHEN DIRECTED BY THE ENGINEER.
WATER DISTRIBUTION NOTES
9.04GATEVALVES
ALL GATE VALVES SHALL HAVE A CAST IRON BODY, FULLY BRONZE MOUNTED, RESILIENT SEATED WEDGE VALVES WITH
MECHANICAL JOINT HUBS AND SHALL BE PLACED AT LOCATIONS INDICATED ON CITY APPROVED PLANS IN ACCORDANCE
TO CITY STANDARDS.
GATE VALVES SHALL, OPEN COUNTERCLOCKWISE (LEFT), SHALL BE A NON -RISING STEM TYPE WITH 2-INCH SQUARE
OPERATING NUT AND SHALL BE AWWA C-509 STANDARD DESIGN FOR 200 PSI WORKING PRESSURE FOR 12' AND
SMALLER.
GATE VALVES FOR 14-INCH OR LARGER DIAMETER PIPES SHALL BE BEVEL GEARED WITH GEAR CASE AND INDICATOR,
GREASE PACKED, AND SHALL INCLUDE A 3-INCH BY-PASS AND VALVE (UNLESS AWWA SPECIFIES A LARGER BYPASS FOR
THE SIZE VALVE), FOR HORIZONTAL INSTALLATION. AS PER AMA SPEC., ALL SUCH VALVES SHALL INCLUDE ROLLERS,
SCRAPERS, AND TRACKS, AND SHALL BE AWWA C 600 STANDARD DESIGN FOR 150 PSI FOR ALL 14' AND LARGER;
UNLESS SPECIFIED OTHERWISE IN THE SPECIAL PROVISIONS OR PROPOSAL.
GATE VALVES SHALL BE THOSE SHOWN ON THE CITYS APPROVED MATERIALS LIST OR AN APPROVED EQUAL.
GATE VALVES SHALL BE PLACED AS SHOWN ON CITY STANDARD DRAWING 71M AND ON THE CITY APPROVED PLANS
OR AS DIRECTED BY THE CITY ENGINEER. THE GATE VALVE SHALL BE INSTALLED SO THAT THE OPERATING STEM IS
PLUMB, LENGTHWISE IN THE TRENCH.
VALVE BOXES SHALL BE CENTERED OVER THE OPERATING NUT AND SHALL STAND PLUMB, WITH THE TOP OF THE VALVE
BOX SET FLUSH WITH THE FINISHED SURFACE. BOXES SHALL BE SET IN SUCH A MANNER THAT THE OPERATING
WRENCH MAY BE INSERTED ON THE OPERATING NUT AND THE VALVE OP ERATED WITHOUT UNDUE STRESS OR
DIFFICULTY.
VALVES INSTALLED AT DEAD END MAINS SHALL BE SECURELY RODDED IN ACCORDANCE WITH CITY STANDARD
DRAWING 71B-9 FROM THE PLUG TO THE VALVE AND FROM THE VALVE TO THE DEADMAN. THIS WILL ALLOW THE FUTURE
REMOVAL OF THE DEAD END PLUG.
9.OSTAPPING SLEEVE AND VALVE
ALL TAPPING SLEEVES AND VALVES SHALL BE CAST IRON OR DUCTILE IRON AND BE MANUFACTURED AND TESTED
WITHIN THE U.S.A. ACCORDING TO AMA SPECIFICATIONS. ALL TAPPING SLEEVES AND VALVES SHALL BE AS PER THE
CITY'$ APPROVED MATERIALS LIST OR AN APPROVED EQUAL. ALL TAPPING SLEEVES SHALL BE FULL SIZE CIP OR DIP, MJ
WITH SPLIT/BOLTED GLANDS' OR FULL BODY STAINLESS STEEL. ALL TAPPING SLEEVES SHALL BE THOSE AS APPROVED
BY THE CITY ENGINEER.
9.06 WATER PIPE FITTINGS
FOR ALL WATER LINES GREATER THAN TWO -INCHES IN DIAMETER, ALL FITTINGS SHALL BE CASTIDUCTILE IRON
MECHANICAL JOINT AND SHALL HAVE A MINIMUM WORKING PRESSURE OF 150 PSI, SHALL BE MANUFACTURED AND
TESTED WITHIN THE U.S.A. AND SHALL MEET AWWA C-110 STANDARDS AND ANSI 21.11 FOR MECHANICAL JOINT PIPE.
FITTINGS FOR TWO -INCHES IN DIAMETER SHALL BE SAME MATERIAL SPECIFICATION AS THE PIPE MATERIAL.
COMPACT DUCTILE IRON FITTINGS MAY BE USED IN LIEU OF THE STANDARD CAST IRON OR DUCTILE IRON FITTINGS. ALL
COMPACT DUCTILE IRON FITTINGS SHALL BE MECHANICAL JOINT AND SHALL HAVE A MINIMUM WORKING PRESSURE OF
350 PSI, SHALL BE MANUFACTURED AND TESTED WITHIN THE U.S.A. AND SHALL MEET AW WA/ANSI C-153/A2153 AND
AWWA/ANSI GLLUA21.11 FOR MECHANICAL JOINT PIPE.
ALL FITTINGS LARGER THAN TWO(2) INCHES IN DIAMETER SHALL HAVE A CEMENT -MORTAR LINING AND SEAL COATING
IN ACCORDANCE WITH AWWA/MS,C- 04/A21.4. DUCTILE IRON FITTINGS MAY BE ALSO SUPPLIED WITH A 6-8 MIL NOMINAL
THICKNESS FUSION BONDED EPDXY COATING INTERNALLY AND EXTERNALLY CORNFORMING TO THE REQUIREMENTS
OF AW WAIANSI C550 AND C116/A21.16.
ALL TEE, BENDS, PLUGS, ETC. SHALL BE INSTALLED IN ACCORDANCE TO STANDARD DETAILS Ti B-6 THRU 7IB-9B.
RETAINER GLANDS MAY BE USED IN LIEU OF TIE RODS AND CONCRETE BLOCKING FOR THE INSTALLATION OF BENDS,
AND FIRE HYDRANT LEG VALVES AND FITTINGS. RETAINER GLANDS WILL NOT BE ALLOWED FOR USE WITH PLUGS ON
THE END OF A LINE. ALL RETAINER GLANDS SHALL BE USED WITH MECHANICAL JOINT DUCTILE IRON OR CAST IRON PIPE
AND FITTINGS; AND SHALL MEET SPECIFICATIONS AWWA C-111 (ANSI A21-11) LATEST REVISION, FOR RUBBER GASKET
JOINTS TABLE 11-1 MECHANICAL JOINT DIMENSION. RETAINER GLANDS FURNISHED SHALL BE APPROVED BY FACTORY
MUTUAL, UNDERWRITER'S LABORATORIES, AND THE CITY ENGINEER FOR THE CITY OF GASTONIA.
FLANGED FITTINGS SHALL CONFORM TO ANSI B16.1 AND SHALL BE FACED AND DRILLED 125-POUND ANSI. THE FITTINGS
SHALL BE 250 PSI RATED WORKING PRESSURE AND CEMENT -MORTAR LINED TO SAME THICKNESS SPECIFIED FOR PIPE.
RETAINING GLANDS, DIP
RETAINING GLANDS FOR USE ON DUCTILE IRON MECHANICAL JOINT PIPE SHALL BE AS SPECIFIED HEREIN.
MINIMUM PRESSSURE CLASS 360 DIP MAY BE USED WITH RETAINING GLANDS THAT INCORPORATE THE USE OF
BREAKAWAY AT SPECIFIED TORQUE 'AUTO TORK' BOLTS AND CONTOURED WEDGE FACE CONTACTS TO THE PIPE, OR
WITH RETAINING GLANDS THAT INCORPORATE MACHINED SERRATIONS FOR EXACT FIT AND 36.0 CONTACT AND
SUPPORT OF THE PIPE WALL, SAME AS SPECIFIED IN "RETAINING GLANDS, PVC'.
RETAINING GLANDS, PVC
JOINT RESTRAINT DEVICES FOR PVC PIPE SHALL CONSIST OF MULTIPLE GRIPPING WEDGES INCORPORATED INTO A
FOLLOWER GLAND MEETING THE APPLICABLE REQUIREMENTS OF ANSUAW WA C11WA21.10.
RESTRAINT DEVICES SHALL BE MANUFACTURED OF HIGH STRENGTH DUCTILE IRON, ASTM A 536, GRADE 65-45-12,
BOLTS/CONNECTING HARDWARE SHALL BE OF HIGH STRENGTH LOW ALLOW MATERIAL IN ACCORDANCE WITH
AW WA/ANSI C111/A21.11.
ALL JOINT RESTRAINT DEVICES FOR PVC SHALL CARRY A WATER WORKING PRESSURE RATING EQUIVALENT TO THE
FULL RATED PRESSURE OF THE PVC PIPE THEY ARE INSTALLED ON, WITH A MINIMUM OF 2:1 SAFETY FACTOR IN ANY
NOMINAL PIPE SIZE. IN ADDITION, THEY SHALL MEET OR EXCEED THE REQUIREMENTS ASTM STANDARD F1614,
STANDARD TEST METHOD FOR JOINT RESTRAINT FOR PRODUCTS FOR USE WITH POLYVINYL CHLORIDE (PVC) PIPE.
NOTARIZED CERTIFICATION FROM THE MANUFACTURER OF THE RESTRAINT DEVICE SHALL BE PROVIDED WITH
SUBMITTALS.
RESTRAINT DEVICES SHALL BE AS ON THE CITYS APPROVED MATERIAL LIST OR AN APPROVED EQUAL.
SOLID SLEEVES - CAST IRON SLEEVE COUPLING WITH MECHANICAL JOINT ENDS AND ALLOY BOLTS AND FOLLOWER. USE
PIPE MANUFACTURER'S STANDARD SLEEVE.
FLAP VALVES SHALL BE CLOW FLANGED END FLAP VALVE MODEL F-3012, TROY MODEL A-2540-6, OR APPROVED EQUAL.
9.07 VALVE BOXES
VALVE BOXES SHALL BE STANDARD CAST IRON EXTENSION VALVE BOXES 5-1/4 INCH SHAFT FOR THE APPROPRIATE
COVER OVER THE PIPE, NORMALLY 36" TO 48". ALL VALVE BOXES SHALL BE CAST IRON AND SHALL BE THOSE
MANUFACTURED AND TESTED WITHIN THE U.S.A. ALL BOXES SHALL BE TWO SECTIONS WITH BOTH TOP AND BOTTOM
SECTIONS EQUIPPED WITH A FLANGE FOOTING. ADJUSTMENTS TO VARYING DEPTHS SHALL BE BY A SLIDI NG JOINT.
SCREW TYPE EXTENSIONS ARE NOT ACCEPTABLE. VALVE BOX DEPTH SHALL BE COMPATIBLE FOR ADJUSTMENT FOR
THE DEPTH OF WATER LINE BURY, CONTRACTOR SHALL BE RESPONSIBLE TO VERIFY THE BURY DEPTH NECESSARY.
SEE DETAIL 71B-7 FOR PROTECTOR RING DIMENSIONS FOR LOCATIONS OUTSIDE THE PAVEMENT SECTION
VALVE BOXES SHALL BE THOSE USTE ON THE CITY'S APPROVED MATERIAL LIST OR AN APPROVED EQUAL.
BOB FIRE HYDRANTS
FIRE HYDRANTS SHALL BE CAST IRON BODY, FULL BRONZE MOUNTED, SUITABLE FOR A WORKING PRESSURE OF 15.
POUNDS PER SQUARE INCH AND SHALL BE IN ACCORDANCE WITH THE LATEST SPECIFICATION OF THE AMA
FIRE HYDRANTS SHALL BE CONSTRUCTED IN A MANNER PERMITTING WITHDRAWAL OF INTERNAL WORKING PARTS
WITHOUT DISTURBING THE BARREL OR CASTING. HYDRANTS SHALL HAVE A BREAKABLE SAFETY FLANGE IN THE BARREL
AND SAFETY COUPLING IN VALVE STEM. FIRE HYDRANT VALVE, WHEN SHUT, SHALL BE REASONABLY TIGHT WHEN
UPPER PORTION OF BARREL IS BROKEN OFF. VALVE OPENING SHALL BE AT LEAST 4 -1/2' IN DIAMETER, WITH NET AREA
OF WATERWAY AT SMALLEST PART, WITH VALVES WIDE OPEN, NOT LESS THAN 120 PERCENT OF VALVE OPENING.
HOSE NIPPLES SHALL BE BRONZE OR NONCORROSIVE METAL. EACH HYDRANT SHALL HAVE TWO 2-112" NIPPLES,
NATIONAL STANDARD THREADS AND ONE STEAMER NOZZLE OPENING 4-7/8. O. D. , WITH THREADS OR FITTINGS
CONFORMING TO THE CITY OF GASTONIA SPECIFICATIONS AND LOCAL FIRE JURISDICTION STANDARD.
HYDRANTS SHALL BE PAINTED WITH ONE COAT OF ZINC CHROMATE PRIMER AND ONE COAT (ACCEPTABLE FOR FINAL
COAT) OF PORCELAINIZED ENAMEL, STANDARD COLOR AS USED BY THE LOCAL FIRE DEPARTMENT, OR APPROVED
EQUAL. ALL CAST IRON PARTS BELOW GROUND LINES SHALL BE COATED WITH A BLACK ASPHALTUM VARNISH.
FIRE HYDRANTS SHALL BE AS LISTED ON THE CITYS APPROVED MATERIAL LIST.
HYDRANTS SHALL BE SET ON A BASE OF TWELVE INCHES 12" OF THOROUGHLY COMPACTED WASHED STONE. THE
HYDRANT SHALL BE SECURELY ROODEDIRESTRAINED IN ACCORDANCE WITH CITY STANDARD DRAWING NO. 7113-9 TO
PREVENT BLOWING -OFF UNDER PRESSURE. ALL HYDRANTS SHALL BE SET PLUMB.
CLEAN, COARSE WASHED STONE SHALL BE PLACED AROUND THE BARREL OF THE HYDRANT TO WITHIN TWELVE INCHES
(12') OF THE GROUND LEVEL AND SHALL CONFORM TO THE TYPICAL SECTION AS SHOWN ON CITY STANDARD DRAWING
NOS. 71 B-T, 71B-8, 71B-9, AS APPLICABLE. CARE SHALL BE EXERCISED TO AVOID EARTH MATERIALS BEING MIXED WITH
THE STONE BACKFILL MATERIAL.
THE FIRE HYDRANT ASSEMBLY (WHICH WOULD INCLUDE THE HYDRANT, 6- VALVE AND VALVE BOX, 1-6" TEE, 2 SECTIONS
OF 6- PIPE, RODDI NG, AND OTHER FITTINGS) SHALL BE CAST IRON WITH MECHANICAL JOINT CONNECTIONS. SLIP JOINT
PIPE OR FITTINGS WILL NOT BE PERMITTED FOR FIRE HYDRANT ASSEMBLIES.
HYDRANTS SHALL HAVE 6-INCH MECHANICAL JOINT HUB WITH STRAPPING LUGS, PENTAGON OPERATING NUT (1-1/4"
MEASURED FROM ONE FLAT S1DE TO AN OPPOSITE POINT). THE HYDRANT VALVE SHALL OPEN IN A CLOCKWISE (RIGHT)
DIRECTION AND THE DIRECTION OF OPENING SHALL BE INDICATED ON THE HEAD OF THE HYDRANT.
FIRE HYDRANTS SHALL BE INSTALLED, AS SHOWN ON CITY OF GASTONIA STANDARD DRAWING 71B-6 THRU 71B@, AS
SHOWN ON THE APPROVED PLANS, OR AS DIRECTED BY THE CITY ENGINEER.
ALL NEW FIRE HYDRANTS INSTALLED OR EXISTING FIRE HYDRANTS TAKEN OUT OF SERVICE SHALL BE KEPT "BAGGED'
OR "TAGGED", INDICATING THEM AS BEING OUT OF SERVICE. THE CONTRACTOR SHALL MAINTAIN THIS INDICATION UNTIL
THE WATER SYSTEM HAS BEEN APPROVED BY THE CITY OF GASTONIA FOR PLACING INTO SERVICE. THE CONTRACTOR
SHALL THEN REMOVE THE 'BAGS' OR 'TAGS" AS HE CHECKS ALL VALVES TO MAKE SURE THE SYSTEM IS IN SERVICE.
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11 WATER DISTRIBUTION NOTES
WATER DISTRIBUTION NOTES
WATER DISTRIBUTION NOTES
9.09BLOW-OFF VALVES
BLOW -OFF VALVES SHALL BE CONSTRUCTED AT THE END OF ALL DEAD END LINES, EXCEPT WHERE THERE IS A FIRE
HYDRANT INSTALLED ON THE LINE WITHIN FIFTY (50) FEET OF THE DEAD END OF THE LINE. SEE SECTION 9.04 FOR
ROBBING TO DEADMAN.
A TEMPORARY BLOW -OFF VALVE MAY BE PROVIDED FOR CLEANING AND TESTING OF THE LINE DURING CONSTRUCTION.
AFTER ALL TESTS HAVE BEEN COMPLETED AND THE LINE APPROVED, THE CONTRACTOR SHALL REMOVE THE
TEMPORARY BLOW -OFF VALVE AND REPLACE IT WITH A M PLUG OR A TWO- INCH PLUG.
PIPE MATERIALS FOR 3/4" AND 2' BLOW -OFFS SHALL BE ALL BRASS (IPS) PIPE CONFORMING TO ASTM B43-02(2004) OR
LATEST REVISION. FITTINGS SHALL BE BRASS, CONFORMING TO ASTM B6252 OR LATEST REVISION, OR FEDERAL
SPECIFICATION W W-P-060.
WHEN THE INSTALLATION IS BEHIND CURB AND GUTTER OR BEHIND THE SHOULDER OF THE ROAD, A CITY STANDARD
WATER METER BOX, AS APPRO VIED BY THE PUBLIC WORKS/UTILITIES DIRECTOR OR THE CITY ENGINEER, MAY BE USED
IN LIEU OF THE TWO STANDARD VALVE BOXES, AS SHOWN ON DETAIL 71MB.
9.10TRENCH EXCAVATION
WATER LINES SHALL BE LAID AT THE LOCATION AS SHOWN ON CITY STANDARD DRAWING NO. ]1D-15, 11D-i5A AND 11BS
THRU 71BS, AND UNLESS OTHERWISE SPECIFIED OR SHOWN ON THE PLANS SHALL HAVE A NOMINAL COVER OF
THIRTYSIX (36') INCHES FOR 2-INCH, 6-INCH, AND 8-INCH PIPE AND FORTY-TWO (42") INCHES FOR ALL PIPE TEN (10")
INCHES OR MORE IN DIAMETER. UTILITY AND STORM DRAINAGE CROSSINGS MAY REQUIRE DEEPER INSTALLATIONS.
THE CONTRACTOR SHALL'POTHOLE" EXCAVATE AT KNOWN UTILITY CROSSING LOCATIONS FOR THE IDENTIFICATION OF
CONFLICTS AND ADJUSTMENT OF ALIGNMENT AND GRADE ACCORDINGLY.
SEE SECTIONS 8.17 (A) AND 5.05 FOR COMPACTION TEST REQUIREMENTS.
TRENCH STABILIZATION (451 WASHED STONE) WILL BE REQUIRED WHEN A WET OR POOR SUB -GRADE CONDITION IS
ENCOUNTERED BY THE CONTRACTORAND WHEN IN THE CITY ENGINEER'S OPINION OTHER PROPER FOUNDATIONS
CANNOT BE PROVIDED. REFER TO STANDARD SPECIFICATIONS SECTION
10.02 FOR ADDITIONAL REQUIREMENTS.
WASHED STONE SCREENING DUST SHALL BE SPREAD PRIOR TO PLACING ANY TRENCH MATERIAL ON ANY PAVEMENT
THIS IS TO ALLOW FOR THE THROUGH CLEANING OF THE PAVEMENT (NO DISCOLORATION OR DEBRIS).
ROCK EXCAVATION
EXCAVATION OF HARD ROCK, LEDGE ROCK, OR BOULDERS LARGER THAN TWO CUBIC YARDS WHICH CAN NOT BE
RIPPED, CLAWED, ETC., AND OR RE MOVED BY CONVENTIONAL CONSTRUCTION METHODS WILL BE CONSIDERED AS
ROCK EXCAVATION.
LAWS, RULES, AND REGULATION S RELATIVE TO THE STORAGE AND USE OF EXPLOSIVES. BLASTING SHALL BE
PERFORMED ONLY BY EXPERIENCED PERSONNEL WORKING ACCORDING TO ACCEPTED PRACTICE. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY PERMITS INCLUDING, BUT NOT LIMITED TO THE CITY FIRE
DEPARTMENT. THE CONTRACTOR SHALL COMPLY WITH THE CITY'S STANDARD SPECIFICATIONS INCLUDING, BUT NOT
LIMITED TO SECTION 2.06. EXTREME CARE SHALL BE EXERCISED BY THE CONTRACTOR TO PREVENT INJURY TO ANY
EXISTING PIPES, WATER, SEWER, GAS, POLES, WIRES, CABLES, DRAINS, BUILDINGS OR OTHER STRUCTURES OR
UTILITIES EITHER BELOW OR ABOVE THE SURFACE OF THE GROUND. THE CONTRACTOR SHALL BE SOLELY
RESPONSIBLE FOR ANY AND ALL DAMAGE RESULTING FROM THE USE OF EXPLOSIVES. WHERE THERE IS ANY
TO REMOVE THE ROCK.
ANY ROCK ENCOUNTERED SHALL BE EXCAVATED SIX INCHES IS') BELOW THE SUBGRADE OF THE PIPE BED
AT THE START OF CONSTRUCTION, ANY EXISTING VALVES TO BE USED AS ISOLATION VALVES TO THE NEW PROJECT
LINES SHALL BE VISUALLY INSPECTED BY THE INSPECTOR, CONTRACTOR, AND AS NECESSARY BY TRU
REPRESENTATIVE. ANY LEAKS SHALL BE REPAIRED OR ISOLATION CONSTRUCTION METHOD USED, SEE SECTION 9.14.
EACH JOINT OF PIPE SHALL BE LAID ACCORDING TO MANUFACTURES RECOMMENDATIONS AND IN ACCORDANCE WITH
LATEST REVISION OF AWWA C -600 FOR DUCTILE IRON AND CAST IRON PIPE, AND AWWA G900 FOR PVC. THE NOMINAL
ALLOWABLE DEFLECTION FOR ALL THE PIPES LISTED SHALL BE 112 OF THE MANUFACTURER'S RECOMMENDED MAXIMUM
DEFLECTION PER JOINT. THE ENGINEER MAY VARY FROM THIS CITY POLICY WHEN PRUDENT.
COMPETENT PIPE LAYERS SHALL BE REQUIRED FOR PIPE INSTALLATION.
THE CONTRACTOR SHALL PLUG ALL PIPE ENDS, AT THE END OF EACH DAYS WORK.
WHERE ROCK IS ENCOUNTERED, THE ROCK SHALL BE EXCAVATED A MINIMUM OF SIX INCHES BELOW THE PIPE GRADE
AND THE CUT SHALL BE BACK FILLED TO GRADE WITH AN APPROVED EARTH MATERIAL.
9.12 HYDROSTATIC TESTS
THE CONTRACTOR SHALL PROVIDE ALL NECESSARY EQUIPMENT AND TESTS.
AFTER THE PIPE HAS BEEN LAID AND PARTIALLY BACKFILLED AND BEFORE ANY SERVICE TAPS HAVE BEEN
THE OPERATING PRESSURE GRADIENT AT THE LOWEST POINT OF THE PROPOSED SYSTEM SHALL BE DETERMINED I
ONE OF THE FOLLOWING METHODS AS DIRECTED BY THE CITY ENGINEER.
(a) THE OPERATING GRADIENT PRESSURE SHALL BE DETERMINED AT A SIMILAR POINT ON THE EXISTING SYSTEM IN
THE IMMEDIATE AREA OF THE PROJECT.
AFTER THE OPERATING PRESSURE GRADIENT HAS BEEN DETERMINED, THE TEST PRESSURE SHALL BE 50 PERCENT
GREATER THAN OPERATING PRESSURE GRADIENT. IN NO CASE SHALL THE TEST PRESSURE BE LESS THAN 126 PSI, THE
MAXIMUM TEST PRESSURE SHALL BE 200 PSI. NO TEST SHALL BE MADE FOR AT LEAST 36 HOURS AFTER THE LAST
CONCRETE THRUST OR REACTION BLOCK HAS BEEN POURED WITH HIGH EARLY -STRENGTH CEMENT OR AT LEAST
SEVEN DAYS AFTER THE LAST CONCRETE THRUST OR REACTION BLOCK HAS BEEN CAST WITH STANDARD CEMENT. THE
DURATION OF THE TEST SHALL BE TW O HOURS, UNLESS OTHERWISE DIRECTED BY THE CITY ENGINEER.
EACH SECTION OF THE PIPELINE SHALL BE SLOWLY FILLED WITH WATER AND THE SPECIFIED TEST PRESSURE SHALL BE
APPLIED BY MEANS OF A PUMP CONNECTED TO THE PIPE IN A MANNER SATISFACTORY TO THE CITY ENGINEER. THE
PUMP, PIPE CONNECTIONS, AND ALL NECESSARY APPARATUS SHALL BE FURNISHED BY THE CONTRACTOR. THE
CONTRACTOR SHALL ALSO FURNISH THE NECESSARY PERSONNEL TO ADMINISTER THE TEST UNDER THE INSPECTION
OF THE CITY ENGINEER OR HIS REPRESENTATIVE.
SEE SECTION 2.02 FOR USE OF CRY WATER.
DURING THE FILLING OF THE PIPE AND BEFORE THE APPLICATION OF THE SPECIFIED TEST PRESSURE, ALL AIR SHALL BE
EXPELLED FROM THE PIPELINE, ADDITIONAL CORPORATION STOPSICURB STOPS MAY BE NECESSARY. DURING THE
TEST. ALL PIPE. FITTINGS. VALVES. HYDRANTS. AND COUPLIN GS SHALL BE CAREFULLY EXAMINED FOR LEAKAGE.
PRESSURE IN THE NEW WATERLINE SHALL BE MAINTAINED WITHIN 5 PSI OF THE TEST PRESSURE. THE TEST PRESSURE
SHALL BE MAINTAINED FOR AT LEAST TWO HOURS, AFTER WHICH THE PRESSURE OF THE LINE SHALL BE MEASURED
AND LOGGED BY THE CITY INSPECTOR. ANY WATER ADDED TO MINT AIN THE TEST PRESSURE SHALL BE LOGGED BY
THE CITY INSPECTOR. IF THIS PRESSURE IS LESS THAN THE REQUIRED TEST PRESSURE, THE CONTRACTOR SHALL ADD
MEASURED AMOUNTS OF WATER UNTIL THE LINE IS BROUGHT BACK TO THE TEST PRESSURE. THE AMOUNT OF WATER
ADDED SHALL THEN BE COMPA RED TO THE ALLOWABLE LEAKAGE VALUES FROM THE ANNA FORMULA BELOW. ANY
JOINT OR SECTION OF PIPE WHICH IS NOT WITHIN THE ALLOWABLE VALUE SHALL BE REJECTED AND SHALL BE
REPLACED OR REPAIRED AND THE TEST SHALL THEN BE REPEATED UNTIL THE RESULTS ARE SATISFACTORY.
TABLE 1. AW WAALLOWABLE LEAKAGE FORMULA
L= NO (SQUARE ROOT OF P)
]400
L= ALLOWABLE LEAKAGE IN GPH N = NO. COUPLINGS (JOINTS)
D=DIAMETER OF PIPE IN INCHES P= AVERAGE TEST PRESSURE IN PSI
NOTE: WHEN TESTING AGAINST CLOSED METALSEATEDVALVES, AN ADDITIONAL LEAKAGE PER CLOSED VALVE OF
0.0078 GAL.MR.IIN. OF NOMINAL VALVE SIZE WILL BE ALLOWED.
WHERE LINES HAVE BEEN ONLY PARTIALLY BACKFILLED OR WHERE LINES HAVE BEEN UNCOVERED FOR INSPECTION OR
CORRECTION, THE CONTRACT OR SHALL BACKFILL AND TAMP THESE AREAS AS PRESCRIBED ELSEWHERE IN THESE
SPECIFICATIONS. CARE SHALL BE TAKEN NOT TO DISTURB OR DAMAGE THE PIPE.
ONLY AUTHORIZED PERSONNEL OF THE CITY OF GASTONIA UTILITIES DEPARTMENT SHALL BE PERMITTED TO MAKE
WATER TAPS UNLESS THE DEVELOPER HAS RECEIVED PERMISSION, IN WRITING, FROM THE CIWS PUBLIC WORKS AND
PUBLIC UTILITIES DIRECTOR OR DESIGNATED REPRESENTATIVE, FOR AN APPROVED UTILITIES CONTRACTOR TO MAKE
THESE TAPS.
ALL TAPS SHALL BE MADE. WITH THE WATER MAIN UNDER NORMAL OPERATING PRESSURE. IN STRICT CONFORMANCE
TO CITY REQUIREMENTS. NO TAP SHALL BE MADE BEFORE THE PRESSURE AND STERILIZATION TESTS ARE COMPLETE
ANDAPPROVED.
WHERE EXISTING WATER LINES ARE TO BE ABANDONED, THE CONTRACTOR WILL BE REQUIRED TO ABANDON AND PLUG
THE WATER LINES AND SERVICE TAPS. THE CONTRACTOR SHALL ALSO INSTALL ANEW TAMERVICE CONNECTION FROM
THE NEW WATER LINE TO THE EXISTING METER. THE NEW TAPS AND ABANDONING OF THE OLD LINES SHALL BE
PERFORMED IN ORDER TO CAUSE THE LEAST DISRUPTION IN SERVICE AS IS POSSIBLE. NO TAPS MAY BE INSTALLED
UNTIL ALL TESTS ARE COMPLETED AND APPROVED.
WATER SERVICE CONNECTIONS MAY BE INSTALLED BY THE DEVELOPER OF PROPERTY UPON REQUEST. THE
APPLICATION (FORM SUPPLIED BY THE CITY) SHOULD BE COMPLETED AND SENT TO THE DIRECTOR OF TRU. MATERIAL
FOR THESE SERVICES WILL BE OBTAINED BY THE CONTRACTOR WITH THE EXCEPTION OF WATER METERS. MATERIALS
USED IN MAKING THE WATER SERVICE CONNECTION SHALL BE AS AS APPROVED BY TRU
TAP APPROVALS ARE SUBJECT TO CHANGE WITHOUT NOTICE, AS SUCH A CURRENT LIST OF APPROVED TAP
MATERIALS WILL BE AVAILABLE AT THE TWO RIVERS UTILITIES, 1300 N. BROAD ST.
ALL MATERIAL WILL BE INSPECTED FOR COMPLIANCE BY WATER AND SEWER DIVISION INSPECTOR PRIOR TO
INSTALLATION. ALL SERVICES WILL BE INSPECTED PRIOR TO BACKFILL OPERATION FOR COMPLIANCE. THE BACKFILL
AND COMPACTION OPERATION SHALL BE ACCORDING TO STANDARD PROCEDURE, AND THE STANDARD
SPECIFICATIONS INCLUDING SECTION 5.05.
ALL TAPS SHALL BE MADE IN A METHOD APPROVED BY THE CITY ENGINEER, AND ACCORDING TO STANDARD DETAILS
INCLUDING 71B-20, 71B-21, 71B-22 AND ANY SPECIAL PROJECT DETAILS INCLUDED IN THE PLANS.
IN THE EVENT THAT A WATER METER IS COLLOCATED WITH A PROPOSED DRIVEWAY, THE WATER METER SHALL BE
RE -LOCATED OUT OF THE PROPOSED DRIVEWAY. NO FITTINGS WILL BE PERMITTED IN THE RELOCATION OF THE WATER
METER. IF THE WATER METER CANNOT BE EFFECTIVELY RELOCATED WITHOUT THE USE OF FITTINGS, THE
BUILDERIDEVELOPER SHALL INSTALL A NEW SERVICE LINE OF SUFFICIENT LENGTH OF PIPE, FROM THE CORPORATION
STOP AT THE MAIN TO THE NEW METER LOCATION.
PAVEMENT CUTS ACROSS PUBLIC STREETS FOR SERVICES SHALL BE AVOIDED. THE CONTRACTOR SHALL INSTALL
THESE LINES USING AN AIR PRE SSURE DRIVEN, PNEUMATIC'MOLE' OR AN AUGER TYPE MACHINE. IF AN OPEN CUT IS
UNAVOIDABLE, THE CONTRACTOR SHALL SECURE APPROVAL FROM THE CITY ENGINEER PRIOR TO MAKING ANY STREET
CUT FOR A SERVICE LINE.
NO WATER TAP SHALL BE PERMITTED UNTIL THE CURB AND GUTTER HAS BEEN INSTALLED.
ALL TAP LOCATIONS SHALL BE PLUSED IN ON THE'ASBUILT' PLANS AND SHALL BE MARKED ON THE TOP OF THE CURB
W ITH'ARROW' INDICATING THE WATER AND'X' INDICATING THE SEWER.
SEE SECTION 2.34 FOR ADDITIONAL AS -BUILT REQUIREMENTS
THE CONTRACTOR, BEFORE ANY NEW PIPE IS PLACED INTO SERVICE, SHALL FILL, DISINFECT, AND TEST THE LINE AS
PER AWWA C 51, LATEST REVISION. THE LINES SHALL BE FILLED SLOWLY TO ELIMINATE ANY POSSIBILITIES OF
BACKFLOW OR CONTAMINATION OF THE EXISTING LINES WITH THE HIGH CU CONTENT WATER. ISOLATION VALVES ON
THE SYSTEM SHALL BE COVERED WITH STONE ( OR TAGGED ) TO INHIBIT ANY ACCIDENTAL OPENING AND
CONSEQUENTLY CROSS CONTAMINATION, SEE SECTION 9.11. TO FILL, ONLY ONE VALVE SHALL BE OPEN AT ANY GIVEN
TIME. IF PROPER TECHNIQUE IS NOT DEMONSTRATED BY THE CONTRACTOR, THE CITY MAY REQUIRE HIM TO ISOLATE
HIS NEW CONSTRUCTION AND FILL AND TEST W ITH A CROSS -CONNECTION CONTROL DEVICE AS APPROVED BY THE
CITY ENGINEER, SEE AW WA "51 OPTIONAL SEC. 4.3.9. IF ISOLATION IS REQUIRED , THEN THE SUBSEQUENT FINAL
TIE-IN SHALL BE A SANITARY TIE-IN AS DESCRIBED IN AWWA C-01 SECTION 4.6. THE CONTRACTOR SHALL DISINFECT
THE LINE BY THE ADDITION AND THOROUGH DISPERSION OF A CHLORINE SOLUTION (DERIVED FROM LIQUID CHLORINE
BLEACH) IN CONCENTRATIONS SUFFICIENT TO PRODUCE A CHLORINE RESIDUAL OF AT LEAST'00 PPM IN THE WATER
THROUGHOUT THE DISTRIBUTION SYSTEM. THIS SOLUTION MUST REMAI N IN THE LINES FOR AT LEAST 24 HOURS,
AFTER WHICH THE CHLORINE RESIDUAL SHALL BE AT LEAST 10 PPM. THEN THE LINES ARE TO BE FLUSHED BY THE
CONTRACTOR AND BACTERIOLOGICAL SAMPLES TAKEN BY THE CITY INSPECTOR. NO WATER SHALL BE TURNED ON FOR
PUBLIC USE UNTIL STERILI ZATION APPROVAL IS GIVEN BY THE CITY.
THE FOLLOWING TEST PROCEDURES SHALL BE INCORPORATED IN CONJUNCTION WITH THE ABOVE
1)A CITY CONSTRUCTION INSPECTOR MUST BE PRESENT TO OPERATE EXISTING VALVES WHEN FLUSHING OR FILLING
A NEW LINE.
2) LIQUID BLEACH (INDUSTRIAL STRENGTH, 15%FREE CL2) SHALL BE USED AS THE DISINFECTANT.
3) AFTER FLUSHING THE DISINFECTING SOLUTION FROM NEW LINES, THE INSPECTOR SHALL TAKE SAMPLES (FOR
CHEMICAL ANALYSIS) FROM BOTH THE NEW WATER LINES AND THE CITY MAINTAINED LINES BEING USED AS A WATER
SOURCE. AFTER SAMPLES ARE COLLECTED FOR A CHEMICAL ANALYSIS THE NEW LINE IS TO BE LEFT IDLE FOR A
MINIMUM OF 24 HOURS. AFTER THE 24 HOUR PERIOD, SAMPLES SHALL AGAIN BE COLLECTED FROM THE NEW LINE AND
THE CITY MAINTAINED LINES FOR CHEMICAL AND BACTERIOLOGICAL ANALYSIS. THESE SAMPLES WILL BE ANALYZED TO
DETERMINE IF THE NEW LINE HAS BEEN ADEQUATELY DISINFECTED.
a)ALL CHEMICAL AND BACTERIOLOGICAL SAMPLES MUST BE DELIVERED TO THE CITY LAB (BY THE INSPECTOR) NO
LATER THAN 3:00 P.M. MONDAY-FRIDAY.
5)ALL NEW LINES SHALL BE FLUSHED AT A VELOCITY OF 4 FEET PER SECOND FOR SUFFICIENT TIME TO DISCHARGE
A MINIMUM OF 2 TIMES THE TOTAL VOLUME OF THE ENTIRE LINE. ADDITIONAL FLUSHING MAY BE REQUIRED AS
DEEMED NECESSARY BY THE FIELD ENGINEERS.
THE RESPONSIBILITIES OF SAMPLE COLLECTION WILL BE SHARED BETWEEN CONSTRUCTION INSPECTIONS AND THE
CITY LAB. CONSTRUCTION INSPECTIONS WILL COORDINATE AND COLLECT THE INITIAL SET OF SAMPLES FOR EACH
SEGMENT OF NEW WATER LINES: THE CITY LAB WILL COL LECT THE FOLLOW-UP SAMPLES.
THE CITY RESERVES THE RIGHT TO MAKE ANY TESTS ON THE SYSTEM BY CITY EMPLOYEES AS MAYBE DEEMED
NECESSARY BY THE CITY ENGINEER. ONLY AUTHORIZED PERSONNEL OF THE CITY SHALL OPERATE VALVES IN THE
EXISTING DISTRIBUTION SYSTEM.
9.15 TEMPORARY PLUGS
THE CONTRACTOR SHALL SEAL OFF ALL EXPOSED ENDS OF PIPE BEFORE TERMINATING WORK AT ANYTIME. AT THE END
OF EACH DAYS WORK OR AT ANY TIME THE PIPE LAYING OPERATION IS STOPPED OR DELAYED, THE CONTRACTOR
SHALL PROVIDE A WATER TIGHT SEAL AT ALL EXPOSED ENDS OF PIPE OR FITTINGS.
9.16BAC QV PREVENTION
ALL BACK FLOW DEVICES SHALL BE AS PER AW WA C-Xs LATEST REVISION.
PROPER TYPE BACKFLOW PREVENTION DEVICES MUST BE INSTALLED ON WATER LINES DESIGNED TO SERVE NON -POTABLE
WATER SYSTEMS SUCH AS SPRINKLER FIRE PROTECTION SYSTEMS AND IRRIGATION SYSTEMS. IF ANY CHEMICALS SUCH
AS ANTI -FREEZE CHEMICALS ARE TO BE ADDED INTO SPRINKLER FIRE PROTECTION SYSTEMS, REDUCED PRESSURE
BACKFLOW PREVENTERS MUST BE INSTALLED. IF NO CHEMICALS ARE TO BE ADDED INTO SPRINKLER FIRE PROTECTION
SYSTEMS, DOUBLE DETECTOR CHECK VALVE ASSEMBLIES OR REDUCED PRESSURE PRINCIPLE BACKFLOW PREVENTERE
MUST BE PROVIDED. ALL BACKFLOW PREVENTION DEVICES MUST HAVE A DETECTOR METER UNLESS METERED
SEPARATELY. ALL BACKFLOW PREVENTION DEVICES MUST BE APPROVED BY THE FOUNDATION FOR CROSS -CONNECTION
CONTROL & HYDRAULIC RESEARCH, UNIVERSITY OF SOUTHERN CALIFORNIA. PLANS AND SPECIFICATIONS FOR EACH
BACKFLOW PREVENTION DEVICE SHALL BE SUBMITTED TO AND APPROVED BY THE N.C. DEPARTMENT OF HUMAN
RESOURCES FOR THE SPECIFIED DEGREE OF HAZARD IN ADDITION TO APPROVAL BY THE CITY ENGINEER PRIOR TO
CONSTRUCTION. THE UTILITY DEPT. SHALL KEEP AN UP TO DATE LIST OF APPROVED BACKFLOW DEVICES, THE
CONTRACTOR SHALL USE SAID MATERIAL CURRENT AT THE TIME OF APPROVAL OF A CUSTOMER SERVICE. SEE SECTION
S.14 FOR BACKFLOW PREVENTION DURING TESTINGIFILLING.
9.17 AIR RELEASE VALVE
THE CONTRACTOR SHALL SUPPLY ALL MATERIAL, EQUIPMENT, AND LABOR NECESSARY TO INSTALL AND CONSTRUCT
AIR RELEASE VALVES IN LOCATIONS SHOWN ON THE PROJECT PLANS OR AS DIRECTED BY THE CITY ENGINEER. THE AIR
VALVE SHALL BE INSTALLED IN AN APPROVED PRECAST MANHOLE AC CORDING TO STANDARD DETAIL 71B-17, LATEST
REVISION.
AL 'AIR RELEASE VALVES" SHALL BE IRON -BODIED, BRONZE MOUNTED WITH V OR 2' AIR VALVE OPENING, AND SHALL
BE ABLE TO WITHSTAND A HYDROSTATIC TEST PRESSURE OF 350 P.S.I.
ALL "AIR RELEASE VALVES" SHALL BE WITH VACUUM CHECK UNIT AND SHALL BE AS LISTED IN THE CIWS APPROVED
MATERIALS LIST.
THE CONTRACTOR SHALL SUPPLY ALL NECESSARY LABOR, EQUIPMENT, AND MATERIALS TO PLUG AND ABANDON IN
PLACE THE EXISTING WATER DISTRIBUTION SYSTEM AS INDICATED ON THE PROJECT PLANS.
CONTINUOUS OPERATION OF THE CIWS EXISTING WATER SYSTEM IS OF CRITICAL IMPORTANCE.
CONNECTION TO EXISTING SERVICES OR UTILITIES, OR OTHER WORK THAT REQUIRES THE TEMPORARY SHUTDOWN OF
ANY EXISTING OPERATIONS O R UTILITIES SHALL BE PLANNED IN DETAIL WITH APPROPRIATE SCHEDULING OF THE
WORK AND COORDINATED WITH THE UTILITY CUSTOMER AND THE ENGINEER . THE APPROVED SCHEDULE FOR
SHUTDOWN OR RESTART SHALL BE INDICATED ON THE CONTRACTOR'S PROGRESS SCHEDULE, AND ADVANCE NOTICE
SHALL BE GIVEN IN ORDER THAT THE CUSTOMER AND THE ENGINEER MAY WITNESS THE SHUTDOWN, TIE-IN, AND
START-UP.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFICATION OF EACH PROPERTY OWNER PRIOR TO DISRUPTION OF
SERVICE, EXCEPT IN THE EVE NT OF AN EMERGENCY SITUATION. THE CONTRACTOR SHALL COORDINATE HIS ACTIVITIES
WITH ANY NON -CITY OWNED UTILITY.
ONLY CITY PERSONNEL SHALL OPERATE ANY VALVES AND CONTROLS ON THE CITY'S EXISTING UTILITY SYSTEMS
THE TESTING, ACCEPTANCE, TAP AND MAINLINE TIE-OVERS SHALL BE COORDINATED SO AS TO ELIMI
DISRUPTIONS IN SERVICE. SEE SECTION
9.12 AND 9.14 ALSO.
ALL MATERIALS AND EQUIPMENT (INCLUDING EMERGENCY EQUIPMENT) NECESSARY TO EXPEDITE"
ON HAND PRIOR TO THE SHUTDOWN OF EXISTING SERVICES OR UTILITIES.
THE CONTRACTOR SHALL BE RESPONSIBLE TO VERIFY ANY AND ALL RODDINGABLOCKING PRIOR TO THE REMOVAL OF
ITEMS INCLUDING BUT NOT LIMITED TO PLUGS, CAPS, AND FIRE HYDRANTS. THE VALVES ISOLATING THESE
APPURTENANCES HAS TO BE ROBBED TO THE ASSOCIATED TEE AND/OR DEADMAN, OR TEMPORARY BLOCKING IS
REQUIRED PRIOR TO REMOVAL OF THE ITEMS SO MENTIONED. WHEN NECESSARY OR EXPEDIENT THE CONTRACTOR
SHALL PROVIDE SUCH TEMPORARY BLOCKING. TEMPORARY BLOCKING IS LIMITING IN SCOPE AND SHOULD BE USED
FOR ONLY SHORT PERIODS, NORMALLY LESS THAN ONE (1) DAY.
PROGRESS OF PIPE LINE CONSTRUCTION
THE WORK SHALL PROCEED IN A SYSTEMATIC MANNER SO THAT A MINIMUM OF INCONVENIENCE WILL RESULT TO THE
LENGTH OF WORK AREA PER CREW AS IS PRACTICAL. NORMALLY, THE TRENCHING EQUIPMENT SHALL NOT BE FARTHER
THAN 200 FEET AHEAD OF EACH PIPE LAYING CREW OR SUCH DISTANCE AS NECESSARY TO PROVIDE MAXIMUM SAFETY.
BACKFILL THE TRENCH SO NO SECTION OF PROPERLY LAID PIPE IS LEFT UNCOVERED LONGER THAN IS ABSOLUTEL Y
NECESSARY. THE SAFETY CONDITIONS OF OPEN EXCAVATIONS SHALL BE THE CONTRACTOR'S RESPONSIBILITY.
COMPLETELY BACKFILL AND CLEAN UP AFTER EACH SECTION OF PIPE HAS BEEN INSPECTED AND APPROVED.
THE CONTRACTOR SHALL SUPPLY ALL LABOR, MATERIAL, AND EQUIPMENT NECESSARY TO INSTALL THE WATER LINE
WITHOUT OPEN CUTTING THE PAVEMEN T WHERE INDICATED ON THE PLANS. THE ENCASING PIPE MAY BE JACKED
THROUGH DRY BORES SLIGHTLY LARGER THAN THE PIPE, BORED PROGRES SIVELY AHEAD OF THE LEADING EDGE OF
THE PIPE. CONTINUOUS CHECK SHALL BE MADE AS TO THE ELEVATION, GRADE, AND ALIGNMENT OF EACH SUCC ESSIVE
SECTION OF PIPE AS WELL AS THE TRACKS UPON WHICH THE BORING RIG TRAVELS.
THE BORING OPERATION SHALL BE CONTINUOUS TO ITS COMPLETION
IN THE EVENT AN OBSTRUCTION IS ENCOUNTERED DURING THE BORING AND JACKING, THE AUGER IS TO BE
WITHDRAWN AND THE EXCESS PIPE CU T OFF, CAPPED, AND FILLED WITH 1:3 PORTLAND CEMENT GROUT AS SUFFICIENT
PRESSURE TO FILL ALL VOIDS. A NEW SITE WILL T HEN PICKED FORA NEW BORE.
IF AN OPEN CUT IS ALLOWED, THEN THE ABORTED LENGTH SHALL BE UTILIZED AND PAID FOR AT 100%OF THE UNIT BID
PRICE FOR COMPLETED BORES. THE REMAINING LENGTH ALLOWED TO BE INSTALLED BY OPEN CUT SHALL BE PAID AS
PER PIPE INSTALLED BY OPEN CUT AS DESCRIBED IN SECT IONS INCLUDING BUT NOT LIMITED TO 9.01 AND 9.14.
THE CARRIER PIPE SHALL BE PROTECTED SO AS TO PREVENT AS MUCH FOREIGN MATERIAL FROM ENTERING AS IS
POSSIBLE. THIS INSTALLATION WILL HAVE TO PASS THE TESTS IN THE SECTION 9.13 BEFORE IT CAN BE PLACED INTO
SERVICE. SEE SPECIAL PROVISIONS AND PLANS FOR CONTROLLING AGENT NOTIFICATION REQUIREMENTS.
THE OPERATION ACROSS THE HIGHWAY RIGHT-OF-WAY MUST CONFORM TO REQUIREMENTS OF THE PERMITTER.
EXECUTE ALL NECESSARY AGREEMENTS AND/OR PERMITS BEFORE ENTERING UPON OR COMMENCING ANY WORK IN
THE HIGHWAY RIGHT-OF-WAY. COMPLY, ALSO, WITH THE APPLICABLE REQUIREMENTS OF THE GENERAL CONDITIONS
AND THE SUPPLEMENTARY CONDITIONS.
THE WATER LINE CARRIER PIPE SHALL BE CLASS 52 DUCTILE IRON PIPE, MECHANICAL JOINT WITH RETAINING GLANDS.
THE MINIMUM GAUGE OR WALL THICKNESS SHALL CORRESPOND TO THE SIZE OF CASING SELECTED FROM THE
FOLLOWING. HOWEVER, THE CONTRACTOR SHALL BE RESPONSIBLE FOR SELECTING THE GAUGE CONSISTENT WITH HIS
OPERATION:
MINIMUM WALL THICKNESS FOR SMOOTH STEEL CASING PIPE FOR EN LOADING
(ASTM Al39 GRADE B; ANNA C-200)
NOMINAL DIAMETER (INCHES) WHEN COATED OR CATHODICALLY WHEN NOT COATED
NOMINAL THICKNESS INCHES OR CATHODICALLY PROTECTED
12-3/4 AND UNDER 0.188 0.188
14 0.188 0.250
16 0.219 0.281
18 0.250 I) =
20 AND 22 0.281 0.344
28 0.3]5 0.438
30 0.406 0.469
32 0.438 0.600
34 AND W 0.469 0.531
38 1
600 0.562
40 B 1 D594
48 0.625 0.668
50 0.656 0.]19
52 0.688 0.]50
64 0.119 0.181
56 AND 58 0.]50 0.812
80 0.]81 0.844
65 AND 68 0.8]5 0.938
TO 0.90fi 0.969
72 0.938 1.000
THE EXTERIOR COAL -TAR ENAMEL PROTECTIVE COATING TO BE SUPPLIED IN ACCORDANCE WITH AW WA C-203, THE
STEEL CASING PIPE MINIMUM THICKNESS MAYBE REDUCED BY 0.063 INCHES, AS PER THE TABLE FOR E80.
GAUGE TABLE FOR NCDOT (STREET) CROSSINGS (K-20 LOADINGS)
15-24MTM A139, GRADE B
0.250 AMA C-200
THE CONTRACTOR SHALL PROVIDE A STRAPPED TIMBER CRADLE UNDER BARREL OF PIPE, JOIN PIPE, AND SLIDE INTO
CASING. PIPE BARRELS SH ALL BEAR CONTINUOUSLY ON CRADLES.
SUPPORTS: CARRIER PIPE SHALL BE SUPPORTED ON EITHER APPROVED 'SPIDER" SUPPORTS AS INDICATED ON THE
PLANS (NOT LESS THAN TWO SUPPORTS PER LENGHTH OF PIPE), OR LUMBER SKIDS (PIPE BARREL SHALL BEAR
CONTINUOUSLY ON SKIDS). LUMBER SHALL BE CEDAR, OR NO. 2 OR BETTER SOUTHERN YELLOW PINE. LUMBER SHALL
BE PRESSURE TREATED WITH APPROVED ROT -RESISTANT TREATMENT FOR GROUND CONTACT. METHOD OF
TREATMENT IN ACCORDANCE WITH THE APPLICABLE PORTION OF THE AWPA MANUAL STANDARDS. ALL TIMBERS SHALL
BE CUT TO SIZE BEFORE THE MATERIAL IS GIVEN THE PRESERVATIVE TREATMENT. SEE STANDARD DETAIL ]i B-25.
STAINLESS STEEL BANDS: ONE-HALF INCH WIDE BY 0.020-INCH THICK, 304 STAINLESS STEEL BANDS, OR EQUAL.
PRIOR TO THE START OF THE WORK, SUBMIT SATISFACTORY EVIDENCE TO THE ENGINEER THAT ALL BOND AND
INSURANCE COVERAGE REQUIREMENT S CALLED FOR BY THE PERMITTER HAVE BEEN COMPLIED WITH. ALL PROPOSED
CONSTRUCTION METHODS AND MATERIALS FOR THE UNDERCROSSING SHALL BE APPROVED BY THE ENGINEER AND
PERMITTER PRIOR TO THE CROSSING OPERATION, AND NO CONSTRUCTION SHALL BE STARTED UNTIL WRITTEN AP
PROVAL TO PROCEED FROM THE PERMITTER HAS BEEN SUBMITTED TO THE ENGINEER.
PLACING SEALS AT ENDS OF CASING: AFTER THE CARRIER PIPE HAS BEEN TESTED AND APPROVED, PLACE W16-INCH
BLACK NEOPRENE RUBBER SEALS, OR 8" MASONRY PLUG, AS SHOWN ON THE DRAWINGS. ENCROACHMENT APPROVAL
MAY REQUIRE WEEP PITS, CONTRACTOR SHALL BE RESPONSIBLE TO CHECK WITH THE PERMIT REQUIREMENTS AND
INCLUDE THEM IN HIS BID.
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R105

PROPOSED BOUNDARY INFORMATION
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PROPOSED SIDEWALK
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PROPOSED CONSERVATION
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PROPOSED LIMITS OF
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PROPOSED SANITARY
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PROPOSED WATER LINE
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PROPOSED CONSTRUCTION
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PROPOSED PAVEMENT INFORMATION
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PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
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TEMPORARY SLOPE CALL OUT
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R106

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ABERDEEN BOULEVARD EXTENSION
DESIGN SPEED = 30 MPH
POSTED SPEED LIMIT = 25 MPH
EXISTING
GROUND
EXISTING
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EXISTING
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EXISTING
GROUND
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T 11' 11' 1 T
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GUARDRAIL TYPICAL SECTION NO. 1
-L- STA 48+20.00 TO STA 75+12.02
*SEE CROSS SECTIONS FOR ACTUAL CROSS SLOPES
2
EXISTING
GROUND
/ EXISTING
GROUND
/ EXISTING
C GROUND
/ EXISTING
GROUND
FOR ALL SLOPES 2:1 OR STEEPER,
CONTRACTOR SHALL PROVIDE PERMANENT
SLOPE STABILIZATION AS DESIGNED BY A
GEOTECHNICAL ENGINEER.
PAVEMENT SCHEDULE
(PRELIMINARY PAVEMENT DESIGN)
PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5C, AT AN AVERAGE
C1
RATE OF 168 LBS. PER SQ. YARD.
PROP. APPROX. 2.0" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B, AT AN AVERAGE
C2
RATE OF 224 LBS. PER SQ. YARD.
PROP. APPROX. 4"ASPHALT CONCRETE INTERMEDIATE COURSE, TYPE 119.0B, AT AN
D9
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E1
8" AGGREGATE BASE COURSE
Ri
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OCOMPACTED
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PAVEMENT
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V1
S9.5C, AT AN AVERAGE RATE OF 168 LBS. PER SQ. YARD.
OWEDGING
DETAIL FOR RESURFACING
NOTES:
1) PAVEMENT EDGE SLOPES ARE 1:1 UNLESS OTHERWISE NOTED.
2) SEE CROSS SECTIONS FOR SUPERELEVATION RATES.
3) USE REINFORCED SOIL SLOPES WHERE SLOPE IS GREATER THAN
2:1.
C1 OR C2 D2 D1 E2
C3
1.5"MIN. 21/2"MIN-- -
U____ _______ IN.
DETAIL DETAIL 1 - METHOD OF WEDGING
PROPOSED
MILL NOTCH C1
GRADE
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1/2"
MILL 25' TO 50'
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DETAIL 2 - INCIDENTAL MILLING
DETAIL
MIN. MILLING LIMITS WHERE REQUIRED TO ""UT EXISTING
PANEMENTTO INSTALLFULLDEPTH
MILLAND OVERLAY ADJACENT 1' PAVEMENT, MILL FROM SAWCUT LOCATIO
TIE NEW PAVEMENT LONE WIDTH MIN TO NEXT ADJACENT LANE PRIOR TO
TO EXISTING SAWCUTTING EXISTING PAVEMENT AND
> INSTALLATION OF NEW PAVEMENT AND / O
NEW CURB AND GUTTER.
NEW PAVEMENT -FULL DEPTH
SAWCUT E%ISTING (SEE CORRESPONDING TYPICAL SECTION
U PAVEMENT V1 FOR REQUIRED PAVEMENT STRUCTURE)
DETAIL 3 — MILLING AND SAWCUT DIMENSIONS
EXISTING 2'-"'
CURB &GUTTER
NOT TO SCALE
DETAIL 4 - CURB AND GUTTER END TREATMENT
R=20'
C&G FULL DEPTH ASPHALT
f2'
2a'
TRANSITION TOP OF CURB
TO GUTTER ELEVATION
DETAIL 5 — CURB TRANSITION
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DETAIL 6 - CONCRETE CURB & GUTTER,
BITUMINOUS CONC. BASE COURSE DETAIL
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LEGEND
LIMITS OF DISTURBANCE
- — -XX- — - EXISTING MAJOR CONTOUR
- - - - - XX - - - - - EXISTING MINOR CONTOUR
XX PROPOSED MAJOR CONTOUR
XX PROPOSED MINOR CONTOUR
LIMITS OF DRAINAGE AREA
Mz
SLOPE ARROW
IP
O
INLET PROTECTION
CE
CONTRUCTION ENTRANCE
DD
PROPOSED PERMANENT DIVERSION.
REFERENCE GRADING AND DRAINAGE PLAN,
CO
PRO POSED CHECK DAMS. CHECK DAMS MAY
BE ROCWCOIR WATTLE
JN
TEMPORARY JUTE NET BAFFE
SK
O
'^...�.y
TEMPORARY RISER AND SKIMMERISEDIMENT
ICJ -
BASIN
TEMPORARY SILT FENCE (DOUBLE ROW) SEE
SF
SPACING REQUIREMENTS, THIS SHEET
JH
TEMPORARY SILT FENCE J-HOOK
PF
EF
TEMPORARY PROTECTION FENCE
o 12• COIR WATTLEIFILTREX FILTER SOXX
OCW
O
PERMANENT STORM PIPE. REFERENCE SCM
DETAIL SHEETS.
SD
TEMPORARY STORM PIPEISLOPE DRAIN
\l 1 \ \ 11 ,-/-e
I I'rglll lu
vA\V,.1�vv pyl,l I �x� v oxv oxv oxv q bxv ¢xd a 1
7 _ I�Idddl ���d�sxdd—r
if PRIOR TO DISTURBANCE OF STREAMS,
CONTRACTOR SHALL ENSURE THAT \ \ \
THE APPROPRIATE NATIONWIDE
/ PD-RZ PERMITS HAVE BEEN RECEIVED
y.1■� I I MODIFICATIONSTO THE EXISTING STREAM. \
1 / I REFER TO THE TYPICAL STREAM SECTIONS I I
ANDSTABILIZATIONDETAIL.,\\I`THIS SHEEI 11
I If IIII
III\111
`\\)l, I1,
IIII \\I�)\rll\\\ \ \\ III
I I I I
/
---,llp
—�—�'/ //,I 1 III
— IIIIII I y\� \`
LEGEND NOTES TO CONTRACTOR
TEMPORARYIPERMANENT STORMWATER
TC
CULVERT. SIZE AND INVERTS SHOWN ON THIS
PLAN FOR CLARITY.
SFR
STONE FILTER RING
SILT FENCE OUTLET. CONTRACTOR TO PLACE
SFO
ADDITIONAL OUTLETS AS FIELD CONDITIONS
REQUIRE.
RR
RIP -RAP DISSIPATER PAD
NAG DSi SO OR EQUAL (UNLESS
ERASION CONTROL BLANKET/SLOPE
ECB OTHERWISE SPECIFIED)
STABILIZATION
TEMPORARY SEEDINWTABILIZATION PER
EROSION CONTROL DETAILS.
TEMPORARY STREAM CROSSING DESIGNED
TB
BV CONTRACTOR. (BRIDGE)
CONSTRUCTION ROADS, CONTRACTORS TO BE
CE
RESPONSIBLE THAT OFF ROAD TRAFFIC STAYS
ON DELINEATED SURFACE
DELINEATED JURISDICTIONAL FEATURE, NO
DISTURBANCE WITHOUT PROPER PERMITS
DELINEATED JURISDICTIONAL FEATURE,
FUTURE DISTURBANCE, NO DISTURBANCE
WITHOUT PROPER PERMITS
OUTFALLS
POINT OF ANALYSIS PDA- A IS THE UPSTREAM INVERT OF AN EXISTING SIZE AND MATERIAL
UNKNOWN WHICH CONVEYS A WATONG THE SOUTHWESTERN
TH UNNAMED STREAM FOUND SITE
THE C ACROSS
Ir
WATERSHED WHICH RUNSALONGTHESOUTHWESTERNPORTION OF THE SITETREAM, -S5.
IN THE ITESCROSSES
EXISTING CONDITION STORMWATER FLOWSOVERLANDK THE OUTHO TH
CROSSES BELOW -SS, AND ULTIMATELY OUTFALLS TO DUHARTS CREEK SOUTH OF THE
PROPERTY.
POINT OF ANALYSIS POA-B IS THE UPSTREAM INVERT OF AN EXISTING CULVERT (SIZE AND
MATERIAL UNKNOWN) LOCATED APPROXIMATELY W00 FT SOUTH AND WEST FORM THE
INTERSECTION OF I-S5 AND COX ROAD. THE CULVERT CONVEYS WATER FROM AN UNNAMED
STREAM FOUND IN THE CATAWBA WATERSHED, BELOW I-85, AND ULTIMATELY OUTFALLS TO
DUHARTS CREEK SOUTH OF THE PROPERTY.
POINT OF ANALYSIS POI IS THE UPSTREAM INVERT OF AN EXISTING 48" REINFORCED
CONCRETE CULVERT LOCATED APPROXIMATELY 6800 FT SOUTH AND WEST FROM THE
INTERSECTION OF I-85 AND COX ROAD. THE CULVERT CONVEYS WATER FROM AN UNNAMED
STREAM FOUND IN THE CATAWBA WATERSHED, BELOW I-B5, AND ULTIMATELY OUTFALLS TO
DUHARTS CREEK SOUTH OF THE PROPERTY.
POINT OF ANALYSIS PDA-D IS THE DOWNSTREAM POINT OF AN EXISTING STREAM TO THE
SOUTH AND EAST OF THE DEVELOPMENT. IN THE SITES EXISTING CONDITION, STORMWATER
FLOWS OVERLAND TO THE STREAM AND ULTIMATELY OUTFALLS SOUTH EAST OF THE
PROPERTY TO DUHARTS CREEK.
1. REFER TO GENERAL NOTES SHEET FOR EROSION CONTROL NOTES. REFER TO MASS
GRADING PLAN SET FOR ADDITIONAL EROSION CONTROL MEASURES REQUIRED AND
REQUIRED SEQUENCE OF INSTALLATION. SEDIMENT BASINS SHALL BE LEFT IN PLACE
UNTIL ALL FUTURE AREAS UP STREAM OF SEDIMENT BASINS ARE FULLY STABILIZED.
2. THE CATAWBA RIVER BASIN IS THE RECEIVING WATER BODY OF STORMWATER
DISCHARGE FROM THIS SITE.
3. ANV OFFSITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM
SITE WITH AN APPROVED EROSION CONTROL PLAN, A SITE REGULATED UNDER THE
MINING ACT OF 1971, OR A LANDFILL REGULATED BY THE DIVISION OF SOLID WASTE
MANAGEMENT. TRAS WDEBRIS FROM DEMOLITION ACTIVITIES OR GENERATED BY ANY
ACTIVITIES ON SITE MUST BE DISPOSED OF AT FACILITY REGULATED BY THE DIVISION
OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID WASTE MANAGEMENT OR
DIVISION OF WATER RESOURCES RULES AND REGULATIONS.
4. STOCKPILES SHOULD NOT BE LOCATED WITHIN 50 FEET OF ANY STORM DRAIN, BASIN, OR
STREAM UNLESS NO ALTERNATIVE IS FEASIBLE.
5. EFFECTIVE OCTOBER 1,2010, PERSONS RESPONSIBLE FOR LAND DISTURBING ACTIVITIES
MUST INSPECT THE SEDIMENT AND EROSION CONTROL MEASURES ON A PROJECT AFTER
FACH PHASE OF THE PROJECT TO MAKE SURE THAT THE APPROVED EROSION AND
SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED. SELF INSPECTION REPORTS ARE
REQUIRED. A SAMPLE SELF -INSPECTION REPORT AS WELL AS DETAILS OF THE
SELF -INSPECTION PROGRAM, CAN BE FOUND ON THE LAND QUALITY WEB SITE.
6. CONTRACTORSHALL FIELD LOCATE TEMPORARY LAYDOWN B STORAGE AREAS.
CONTRACTOR SHALL COORDINATE WITH INSPECTOR PRIOR TO PLACEMENT. ADDITIONAL
MEASURES DOWNSTREAMS MAY BE REQUIRED.
SOIL TYPE LEGEND
A - ALAMANCE VARIANT GRAVELLY LOAM,
LtlD2- LLOYD SANDY CLAY LOAM, 8 TO 15
2 TO 8 PERCENT SLOPES
PERCENT SLOPES, MODERATELY ERODED
A-- ALAMANCE VARIANT GRAVELLY LOAM
B-LIGNUM SILT LOAM 1TO6 PERCENT
8 TO 15 PERCENT SLOPES
SLOPES
CIB -CECIL-URBAN LAND COMPLEX, 2 TO 8
PERCENTSLOPES
TBB-TA TUMGRAVELLVLOANZT08PERCENT
SLOPES
C-CHEWACLA LOAM 0TO2 PERCENT
SLOPES FREQUENTLY FLOODED
TBD- TATUM GRAVELLY LOAM 8TO 15
PERCENTSLOPES
-- LLOYD SANDY CLAY LOAM 2TO8
PERCENTSLOPES, MODERATELY ERODED
INSPECTOR
DISTURBED AREA
JONATHAN C.BOERGER
LIMITS OF DISTURBANCE=t 320.0 ACRES
GASTON COUNTY NATURAL RESOURCES
DEPARTMENT
ON) W -2150
JOSEPH ALM
CARTON NATURAL RESOURCES
DEPARTMENT
NORTH
(]041922-215]
GRAPHIC SCALE IN FEET
0 30 60 120
DRAINAGEAREA=t12.5 AC
DISTURBEDAREA=±12.5AC
C=0.60 `J/ -_/- DA-B400 -- - \
\ \ /� DRAINAGE AREA =±31.07 AC �_-7�' -�
TC-37.4 MINUTES 1 �\\// / DISTURBED AREA =±31.07 AC - -
�// Qo=37.4 CPS
' / J]RAINAGE.ARe1C l / C=0.60
.' �+° / j //' \/ // B 1416ARY— / TC = 18.92 MINUTES
REFER TO MASSGRADING I , / // \) / QO=$4.1 GF$ V \\\T
/ PLANSPREPAREDBV / / / / \
KIMLEV-HORN FOR DESIGN // / % / / / /\\ J
r INFORMATION
y 4\
uNGwV`i�E
9
HIGH POINT
loxd \ o�� oxv oxv (1 \,xP ,oxvt- o oxq l'xv LPP—
/ ox oxAl \ox��Io',v \1v
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I\ y��l IIII !\t \ / i/ \ 1 HIJ491N�
iTART �
DA-13300
\\\ \ \ \\\\\� \ DRAINAGE AREA=±19.02 AC
if
li//�/i' DISTURBED AREA=±19.02 AC
C060
1 QII 48.3CFISUTES
It
I L•\ 1\ % �\ \ .� LA—CB,CHECK D!•W tVrl /, / / / ( / / ,
IS>IIB
4TN/�QRK
i//
\\ \ \d Y 1 'IQALCHANNEL \�` \ \ ) 4 \ \ \ \ \\ \ \ -• -j i\\ „'
\4�1�T�VVVDtltltl oe abTTBM- �\ - \ \ 1 \ \
\\z.STiMIN`AX)1 \ \_,\�� 1 \\ \\\\ \ SEDIMENT BASIN B300
ESE SLY 50 �� (--- Q \ \ 1 \ \ \ TOP OF BASIN 708.0 \— / / /\
�� \= \ \_—` \ \ \ 1 \ I / \ BOTTOM OF BASIN 700.0 j
STORAGE VOLUME RED.: 34,236 CF
/'\PROVIDED STORAGE VOLUME: 121,241 CF
\ _ _ \ \ I ) \ 1 \ \ I 1 I - \ SURFACE AREA REQUIRED: 21,018 SF-
V DIVERSION DITCHES AND SEDIMENT 1\\ / SURFACE AREA PROVIDED: 27,6415F _ i/�
BASINS SHALL BE INSTALLED PRIOR TO \ ! _
\ BEGINNING CONSTRUCTION OF THE a TW1D BDDD /
ROADWAY EXTENSION. REFER TO MASS \ \\ \--31'sloy�Fsr6P,EEgyy
II%IIII 1 /r GRADING PLANS BY KIMLEY-HORN. / /\\\"�J Jr--_-/-//i05(M5�/fir/�•
y `s".21­i,' /
\\I I 1 \ RR-B301
\\\\ NCDOT CLASSA RIP RAP \\\ \ \ __-//' �l /
/)\\I I APRON WIDTH (START)-12.O FT.�v ( \ 700.00 \ ) J-
11 III APRON WIDTH NGTH- 22.4 FT Vy\\ \
; LENGTH=22.0 FT \\\ eca rs \ 1 - 700 1
\\\\\I I \\ DEPTH =18.0 IN 1 \\
I\\\l
�1\\1
\
\\ \ \ I I \ 1 I \
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\\
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IIII////�
II11/`l\1\
\\ I
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\\\\\I ONE(1)- 4 INCH FAIRCLOTH SKIMMER \
\\
ORIFICE OIAMETENVERT INCHES'
\ I \\\ II INVERT-]01.0'
\ C \
\ \1 1
\) i\ EEaSc�E TOti M IPADI G, ST09=N�
\\\\ I Ill I %?�O CO APNS FORK TONIA\\\
IIIIII\\\$111,\\
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SHEET NUMBER
R301

E
REFER TO MASS
DA-B400 \ \ I �. \\ I I GRADING PLANS
\ / \ ) \I I I I PREPARED BYDRAINAGE AREA - -Mbl A. OR
I
\ DISTURBED AREA =±31.07 AC 1 / / (/ I \l I \ 1 DESIGN INFORMATIONI
TC= 18.92 MINUTES
\, J Q-84.1CFS
\ DURING EROSION ROL
�RUCTURES TO BE UTILI ED AH\
1 INS TO DIVERT FLI,OW r05 DI T (p f
\BA31ry00,(SEE SHEETh23041�O D
FOLLOWING FULL 8TA�IHZAY DI�OK THE)
AQERUEBN EXTENSIOrJ, CO TRACTOR
\ SHALJ.BONVER ITEM%. A.
NI-11oAMA)J\OLEfx\_� <\/ PD-R13 I ) �- t-fit\
/ / / 1 onv / �/ 1 \ II �� \ \ I
j I / 1`� '� fi }'C\
I
a �r 1 \ -4
T�
\T
k
DA-B400 _� I ( I I
\ DRAINAGE AREA=±31.07 AC </
DISTURBED AREA=±31.07 AC
C=0.6o 1 / ��J / / GRAINA)EAREA--
xI\\I I I111I((\ I II I I / l� / ITC=18.92MINUTES Ir _-i-// -/ /'13a�]pAaY-_
/ __r
D,a=84.i cFs 4
' k \) I-0PVERTICLE
\ \ _ ZRAPEZOIDALLyAMN�L
7.
START
\t�Z\ �jj �iTTa1t�TIT Cl�(LV`R I G AS'I ACCESS U E \ � �i /
1
III\ /
ry N C \ /
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an I Ip 11--� �HPI I�TIiDBf{HA,s�{iduT�2wIDE OPE[JRu�IN on�� \ \°Xa 8 L /.,yy1 afv j p4 o P Hv�--�.on
TI I I I A MTO'ALLOW DITCr TO DRAIN T >IP PIS -I-{ 6P �ir,�rfiae /5"' _�
T °H�
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/ I /
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TErydoR4Yl2"SLgPE IN'TO�E ( DD-B302 s.° DD-aaz
C / / \ - WETLAND IMPACTS NO I I
START -, .� DISTURBANCE WITHOUT 1 fNST/CLLE[yDR1r .EROAIO I / / START I] / ' /
0��� L RASE D RE P / '1 / I / / PROPER PERMITS
F noF�o� wraic/ � /a I �'f I IQ 1 1 \ oo-Bbo2 \
11 I I 1
11 / / /d \\N\ \ / II I I \ \\ ✓ / \ \ 1
\-- //���■M / / Ip \ 11\ / III �I / \\ \\u/ \ / I\� 11
■ �ys� / / P CE CHECKp R{'
EVE \ BY OF VERRTICAL DROP I I / / / X 1119,T\L OUR GR0910N \ \RR-B401 \ \ +Vy \ ` � _„ - % � �/ / P�NT/
�T�{
F V:OADXI'AV WPRK II / APRON, DTPI{S? jf.0
/ AFRO IDTH (END) 4].2/F
/ / I TEN H-�s2.e FT
DA-B300 / / I /J Y IC I / I // sK I f f ( \ \ / /\v / /-- ///'I TRAPEZOIDAL CHANNEL
\aEDi=iBBN\, / /
\ I REA=±19'r■l/i// /( I,a �(II /{ \� /If ////I/I/— '�\1\\\ \\\\ \ Yn \ /- / - iJ 1 / //�/ a3E:CF1BT D5IBOTTOM
.02 AC (IDESOPE N(MAX)/ DISTURBED SET
PM
C=0.60
TC=21.71 MINUTES
a°=a6.aICES _// //......D
/ /\ \ \ / _-- // PLACE CHECK DAMS EVERY ( \ \
/7 // / 1 II r \ 1.0 FT OF VERTICAL DROP 1 1 \
-.WETLANDIME WITHOUT
\ ( \ \ \ \ \ \ \ \
- - / 1 / / 1\ ) I / / \ � \ \\�c� x // = � \b �\ \ \ / / / // DISTURBANCE WITHOUT
' / /
/ / i DD-Bbo2 /ItI 1 \ 1 \ \ \ \ \ \\
I \ \ \ \ \I
RR-B402
'18 NAACPDROOTN WWIDTH 2END \ \ \\ \ \ \\ \\ \\ )NIDTH (SORIPA0T
-3 T \\ \
\
\ \ \ I
I
_ \ \ /
// - _ \
I / �_- /L//////// /,,,JJ�����/(%// �% /// / � / �'/// \ = SF \\ �.\ J �^ l .\� f l\ \ __/• _' / / \ \ -\\ \ TOP OF BASIN Z2Z.0 I 1 I I II I \
7\ /7 ��)•l �/�,� / - - l 1 ///�/\I/( / r - - � \ \\\\ ���y� \ \'\�\ �\ \\ \_ ' �� / // � \ I BOTTOM OF BABIN ]13.0 I I ( � / / I I f
/ //' i/// SURFACE AREA PROVIDED:
\ �\ _�RFzQIBAr G/YAI�YE- /// /�/ // / / /i/ ) 1• l
fisrBE se'�` r/ u�/// �/�, =C�?�� _ , �/-. / � � //� �/ � (/ I \ \ \ •\\\\ \� � /, // I 1
ONE(11-SINCHFAIRCLOTHSKIMMER- J_ _�J/// / f'
/ -`_i// / // / /• // I1 I 1/ / / ORIFICE DIAMETER=4.7 INCHESINVERT -714.0
/I r'
CONTRACTOR SHALL —LIGHT A Imo)
TEMPORARY PIPE FROM PERMANENT
STRUCTURE ORIFICE AS NEEDED TO
CONNECT SKIMMER TO
/// / /
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44
A" GRAPHIC SCALE IN FEET
0 30 60 12
NOTES TO CONTRACTOR
1. REFER TO GENERAL NOTES SHEET FOR EROSIDN CONTROL NOTES. REFE
RTOM
UIREDAND
REQUIRED SEQUENCE OF INSTALLATION. SEDIMENT BASINS SHALL BE LEFT IN PLACE
UNTIL ALL FUTURE AREAS UP STREAM OF SEDIMENT WINE ARE FULLY STABILIZED.
2. THECATAWBA RIVER BASIN IS THE RECEIVING WATER BODY OF STORMWATER
DISCHARGE FROM THIS SITE.
3. ANV OFFSITE BORROW AND WASTE REQUIRED FOR THIS PROJECT MUST COME FROM A
SITE WITH AN APPROVED EROSION CONTROL PLAN, A SITE REGULATED UNDER THE
MINING ACT OF 1971 OR A LANDFILL REGULATED BYTHE DIVISION OF SOLID WASTE
MANAGEMENT. THASHIDEBRIS FROM DEMOLITION ACTIVITIES OR GENERATED BY MY
ACTIVITIES ON SITE MUST BE DISPOSED OF AT FACILITY REGULATED BY THE DIVISION
OF SOLID WASTE MANAGEMENT OR PER DIVISION OF SOLID WASTE MANAGEMENT OR
DIVISION OF WATER RESOURCES RULES AND REGULATIONS.
4. STOCKPILES SHOULD NOT BE LOCATED WITHIN 50 FEET OF ANY STORM DRAIN, BASIN, OR
STREAM UNLESS NO ALTERNATIVE IS FEASIBLE.
5. EFFECTIVE OCTOBERI 2010 PERSONS RESPONSIBLE FOR LAND DISTURBING ACTIVITIES
MUST INSPECT THE SEDIMENT AND EROSION CONTROL MEASURES ON A PROJECT AFTER
EACH PHASE OF THE PROJECT TO MAKE SURE THAT THE APPROVED EROSION AND
SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED. SELF INSPECTION REPORTS ARE
REQUIRED. A SAMPLE SELFINSPECTIONREPORT, AS WELL AS DETAILS OF THE
SELF -INSPECTION PROGRAM, CAN BE FOUND ON THE LAND QUALITY WEB SITE.
6. CONTRACTOR SHALL FIELD LOCATE TEMPORARY LAYDOWN B STORAGE AREAS.
CONTRACTOR SHALL COORDINATE WITH INSPECTOR PRIOR TO PLACEMENT. ADDITIONAL
MEASURES DOWNSTREAMS MAY BE REQUIRED.
SOIL TYPE LEGEND
--ALAMANCE VARIANT GRAVELLY LOAM, LtlD2- LLOYD SANOV CLAY LOAM, 8 TO 15
2 TO 8 PERCENT SLOPES PERCENT SLOPES, MODERATELY ERODED
-- ALAMANCE VARIANT GRAVELLY LOAM, LAB- LIGNUM SILT LOAM, 1 TO 6 PERCENT
8 TO 15 PERCENT SLOPES SLOPES
C -CECIL-URBAN LAND COMPLEX, 2 TO 8 T - TATUM GRAVELLY LOAM 2 TO 8 PERCENT
PERCENT SLOPES SLOPES
ChA- CHEWACLA LOAM, 0 TO 2 PERCENT T - TATUM GRAVELLY LOAM, 8 TO 15
SLOPES FREQUENTLY FLOODED PERCENTSLOPES
LdB2 - LLOYD SANDY CLAY LOAM, 2 TO 8
PERCENT SLOPES, MODERATELY ERODED
INSPECTOR DISTURBED AREA
JONATHAN C. BOERGER LIMITS OF DISTURBANCE=t 320.0 ACRES
GASTON COUNTY NATURAL RESOURCES
DEPARTMENT
(704) 922-21M
JOSEPH ALM
CAST NATURAL RESOURCES
DEPARTMENT
(704)922-215]
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- -
OVERALLPROPERTYUNE
LIMITS OF DISTURBANCE
— —XX— —
—EXISTING MAJORCONTOUR
- - - - - XX - - - -
- EXISTING MINOR CONTOUR
XX
PROPOSED MAJOR CONTOUR
XX
PROPOSED MINOR CONTOUR
LIMITS OF DRAINAGE AREA
PROPOSED BUILDING FOOTPRINT
0007
SLOPEARROW
IP
O
INLET PROTECTION
CE
CONTRUCTION ENTRANCE
OD
] •
PROPOSED PERMANENT DIVERSION.
REFERENCE GRADING AND DRAINAGE PLAN,
CD
PROPOSED CHECK DAMS. CHECK DAMS MAY
BE ROCK/COIR WATTLE
JN
TEMPORARY JUTE NET BAFFE
SK
TEMPORARY RISER AND SKIMMERISEDIMENT
BASIN
TEMPORARY SILT FENCE (DOUBLE ROW) SEE
SF
SPACING REQUIREMENTS, THIS SHEET
JH
r
`�
TEMPORARY SILT FENCE J-HOOK
PF
PF
TEMPORARY PROTECTION FENCE
LOIR WATTLEFILTREX FILTER SOXX
PERMANENT STORM PIPE. REFERENCE SCM
PF
DETAIL SHEETS.
SD
TEMPORARY STORM PIPEISLOPE DRAIN
LEGEND
TEMPORARY/PERMANENT STORMWATER
TC CULVERT. SIZE AND INVERTS SHOWN ON THIS
PLAN FOR CLARITY.
SFR STDNE FILTER RING
SILT FENCE OUTLET. CONTRACTOR TO PLACE
SFO ADDITIONAL OUTLETS AS FIELD CONDITIONS
REQUIRE.
RR RIP -RAP DISSIPATER PAD
ECB NAG IS'
IAKET/SLOPE 500R EQUAL (UNLESS EROSION CONTROL BN
OTHERWISE SPECIFIED) STABILIZATION
TEMPORARY SEEDING/STABILIZATION PER
i' EROSION CONTROL DETAILS.
TB TEMPORARY STREAM CROSSING DESIGNED
BV CONTRACTOR. (BRIDGE)
CONSTRUCTION ROADS, CONTRACTORS TO BE
CE RESPONSIBLE THAT OFF ROAD TRAFFIC STAYS
ON DELINEATED SURFACE
DELINEATED JURISDICTIONAL FEATURE, NO
DISTURBANCE WITHOUT PROPER PERMITS
DELINEATED JURISDICTIONAL FEATURE,
FUTURE DISTURBANCE, NO DISTURBANCE
WITHOUT PROPER PERMITS
OUTFALLS
POINT OF ANALYSIS PDA- A IS THE UPSTREAM INVERT OF AN EXISTING SIZE AND MATERIAL
UNKNOWN) WHICH CONVEYS WATER FROM AN UNNAMED STREAM FOUND IN THE CATAWBA
WATERSHED WHICH RUNS ALONG THE SOUTHWESTERN PORTION OF THE SITE ACROSS 1-85.
IN THE SITES EXISTING CONDITION, STORMWATER FLOWS OVERLAND TO THE STREAM,
CROSSES BELOW 1-85, AND ULTIMATELY OUTFALLS TO DUHARTS CREEK SOUTH OF THE
PROPERTY.
POINT OF ANALYSIS POA-B IS THE UPSTREAM INVERT OF AN EXISTING CULVERT (SIZE AND
MATERIAL UNKNOWN) LOCATED APPROXIMATELY 4000 FT SOUTH AND WEST FORM THE
INTERSECTION OF 1-85 AND COX ROAD. THE CULVERT CONVEYS WATER FROM AN UNNAMED
STREAM FOUND IN THE CATAWBA WATERSHED, BELOW 1-85, AND ULTIMATELY OUTFALLS TO
DUHARTS CREEK SOUTH OF THE PROPERTY.
POINT OF ANALYSIS POA-C IS THE UPSTREAM INVERT OF AN EXISTING 48" REINFORCED
CONCRETE CULVERT LOCATED APPROXIMATELY 6800 FT SOUTH AND WEST FROM THE
INTERSECTION OF 1-85 AND COX ROAD. THE CULVERT CONVEYS WATER FROM AN UNNAMED
STREAM FOUND IN THE CATAWBA WATERSHED, BELOW 1-85, AND ULTIMATELY OUTFALLS TO
DUHARTS CREEK SOUTH OF THE PROPERTY.
POINT OF ANALYSIS P D IS THE DOWNSTREAM POINT OF AN EXISTING STREAM TO THE
SOUTH AND EAST OF THE DEVELOPMENT. IN THE SITES EXISTING CONDITION, STORMWATER
FLOWS OVERLAND TO THE STREAM AND ULTIMATELY OUTFALLS SOUTH EAST OF THE
PROPERTY TO DUHARTS CREEK.
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SHEET NUMBER
R302

CONSTRUCTION SPECIFICATIONS 2' MIN
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, STEEP CUT OR FILL SLOP -
BRUSH, STUMPS, AND OTHER OBJECTIONABLE - T
MATERIAL. - -
2. EN SURE THAT THE MINIMUM CONSTRUCTED CROSS
SECTION MEETS ALL DESIGN REQUIREMENTS. 2:1 SLOPE (MAX)
3. ENSURE THATTHE TOP OFTHE DIKE IS NOT LOWER
AT ANY POINT THAN THE DESIGN ELEVATION PLUS CROSS SECTION
THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS
TO PERMIT MACHINE REGRADING AND CLEANOUT.
MAINTENANCE
AFTER EVERY RAINFALL IMMEDIATELY REMOVE
SEDIMENT FROM THE FLOW AREAAND 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 WITH THE
NATURAL GROUND LEVEL AND APPROPRIATELY
STABILIZE IT.
im
DE (O.SS MIN)
: E1s(MAx)
STEEP CUT OR FILL SLOPE
PLAN VIEW
BMW
EOR
h1ex.Carculaitetl
Pemllaaihle
Min. Depth
Celculaten
Permlawtile
Berm
Type
VC34cRp^
velocity^
DTFIow',
Shear 3"4Y
hear StMN
N.
{FPS}
[}Pe}
IN
(ICSIRg)
jift0E)
PDRi
SC250 OF
5.97
15.00
0.60
3.07
10.00
Greeter
PPR2
SC250 DF
4.12
15.00
0.50
1.59
10.90
Greeter
PD4t3
SC2�0 a
4.25
15.00
0.40
1.75
10.D0
PDR4
SC250 Or
4.23
15.00
0.40
175
10-Do
8C2!50 Or
PDBS
GfeSter
4.31
15.00
CAD
172
10.00
PDRA
6�aOr
4.57
15.00
0.40
1.72
10-Do
Dr
PD-R7
gmatar
1.56
15.00
0.50
2.50
10.D0
PPR3
sC2E6 ON
4.50,
15.00
0.40
'2OD
10.00
Br
(W Or
PDR9
1.p7'
95.00
0.20
OLM
1Q.00
PDJi9D
SC250 Dr
1.87
15.00
0.30
0.38
1000
Greeter
$0150 or
PD.R11
2,58
15A0
0.30
067
10.00
PDR12
SG250 Or
2.50
15.00
0.30
0.07
10.00
25 F
Sf`.250 °F
PDR13
G ea er
9.C73.
15.00
0.40
3.74
10.00
$Cy50 er
PQR14
Greater
4.87
15.00
0.70
263
1.0.00
CRITICAL POINTS ES.
A. OYerlap.-Seams Ho 11
­IXHeetl E
Water Ll'. alteretl eif Ge t wa .11 sPi.
"P.O.,P
C. G5a0GelB WH/Sitle Slope Vertices cnllwl polnM .1O MR cxa 1
A A N
B C e C soil contlltions, t,e Use o<-PI
IeOgHha greater Nan 6'(16a0) may
D.
REGPs. awry to p Rly aewre me
CHANNEL INSTALLATION NOTES
MAT AT THE CHANNEL/CULVERT OUTLET AS SUPPLEMENTAL SCOUR PROTECTION AS NEEDED. ANCHOR THE RECPS
WTH A ROW OF STAPLES STAKES APPROXIMATELY 12" 30CM APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND
COMPACT F TRENCH AFTER STAPLING SE APPLY SEED TO THE COMPACTED SOIL AND FOLD THE REMAINING 1 WITH A
PORTION T RECPS BACK OVER THE SEED AND COMPACTED SOIL. SECURE RECPS OVER COMPACTED SOIL WITH A
ROW OF STAPLES/STAKES SPACED APPROXIMATELY 1IN APART ACROSS NTHENE . RE OF THE RECPS.
3. ROLL CENTER RECPS S L SURFACE.
OF WATER FLOW IN BOTTOM OF CHANNEL. RECPS O UNROLL ACE APPROPRIATE
SIDE AGAINST THE SOIL SURFACE. ALL RECPS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING
STAPLES/STAKES IN APPROPRIATE LOCATIONSS SHOWN THE STAPLE PATTERN GUIDE.
4. PLACE CONSECU(S
TIVE RECPS END -OVER -END (SHINGLE STYLE) WITH A 4"-6" OVERLAP. USE A DOUBLE ROW OF
STAPLES STAGGERED 4APART AND 4' ON CENTER TO SECURE RECPS.
S. FULL LENGTH S
EDGE OF RECPS AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES
APPROXIMATELY APART IN A 6 (15CM) DEEP X 6"(15CM) CODE TRENCH. BACKFILL AND COMPACT THE
TRENCH AFTER STAPLING.
7.IN HIGH FLOW CHANNEL APPLICATIONS A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT (9 -12M)
INTERVALS. USE A DOUBLE ROW OF STAPLES STAGGERED 4'(10CM) APART AND 4"(10CM) ON CENTER OVER ENTIRE
W OTH OF THE CHANNEL
8. THE TERMINAL END OF THE RECPS 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.
DWI?
ppeh
Side
BDEmm
Min. Ditcry
Ma K. Ditch
Dralpage
Opmpp91t8
Tc
trtLeneity
Feat Flow
Max. Depth
MI . Depth
Ella X. Calculated
Check Dam
Ph.-SCIf
FlomDimerISIDEN
$lopes
Width
ArediNa
a.dIRM
Am.
C.VaI-
Imin)
(1p1hK)
R<D
._ ng'a
of FI_-
of Flour'
vSIGDIEy"
44elght
CHNlshuctlon
NO.
(1LY)
(m)
(ac}
fQ
lac)
(c14
MI
(it)
(fps)
IFO
Required
P6R1
2 0ecp
3:1
Ulf]048
1.0.=%
6
1 15
050
1a.00
a50
sae
0.a$
G BO G,60
5.97
1 00
1
V-BOTTO
POR2
311
0.0
1.00%
8.50%
0.26
0.00
10.00
013D
1.29
0.03
0.0
0.30
4.12
0.50
1
"-BOTTOM
PDR3
1. Deep
3:1
0.0
1.01
7.00%
0.38
0.60
10.00
8.13G
1.96
D.03
1160
0.40
425
1.00
1
v-BOTTOM
PDR4
3:1
DA
1.00%
7.00%
0.37
0
10.00
8.60
1.01
0.03
0.5D
0.40
4,23
1.D0
1
v2'Oeep
.60
PWR5
8:1
D11
0.$zI%
6.0at5
0.60
10.00
si9a
2.13
0.-0$'
0.743
0.41)
451
1 tl0
1
V BD tP7M
.D:41'
2' T)BBp
PARS
V-BOTTOM
3'1
D.Q
0.30%
8.9039
0.52
0.60
MUD
8.80
2.88
U.09
0:80
DAO
457
1.60
i
PDR7
3:1
1.x0 .
8.0034
0.91
O.BO
10.00
8.60
�.70'
0.03
: D.80
0:50
5.56
1.00
1
V-DpT1pM
L.D.O.
PDRB
3A
0.0
1.A%
0:00%
0.39
0.80
10.00
B.60
2111
DAM
Q,SO
G.4p
4,50
1-0
1
V•BOTTOM
PUR9
1.5 Deep
-3.1
0.0
0.9EF5
1.90 0
0 10
D-00
10.00
5.5D
0.52
0.0$
0.40
0.30
1'.57
0.50
1
V BOTTOM!
PDF10
1'$ Deep
39
0.9
0.30%
1.9D%
0.10
O.BO
10.00
9.60
0.52
0.03
0.40
0.30
1. B7'
0.50
1
V-BOTTOM
PQR11
µBOTTOM
3:1
0.0'
0.60%
3.6D%
014
D.60
10.00
8.130
0.72
'0.03
0.40
0.30
2.58
0.50.
1
PD-R12
1'$' Pew
2.1
D.0
0.601A.
3.60N,
0.14
D.60
10.00
8.80
0.72
0.03
0.40
0.36
2.50
0.50
1
V-BOTTOM
21 Deep,
1.60%
15.00%
3.72
PDR1$
3:1
.2D
D60
'10.00
5.50
1930
'0.0$
0.70
0.40
D..03
100
1
TRAPEZIOD
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SLOPE INSTALLATION NOTES
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 THE COMPACTED SOIL AND FOLD THE REMAINING 12'(30CM)
DO TOM OF RECPS BACK OVER THE SEED AND COMPACTED SOIL SECURE RECPS OVER COMPACTED SOIL WITH A ROW
OF STAPLES/STAKES SPACED APPROXIMATELY 12"(3CCM) APART ACROSS THE WIDTH OF THE RECPS.
3. ROLL THE RECPS (A) DOWN OR (B) HORIZONTALLY ACROSS THE SLOPE. RECPS WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL RECPS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN
APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE.
4.THE EDGES OF PARALLEL RECPS MUST BE STAPLED WITH APPROXIMATELY 2' - 5' 5-12.5CM OVERLAP DEPENDING ON THE
RECPS TYPE. ( )
5.CONSECUTVE RECPS SPLICED DOWN THE SLOPE MUST BE END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3"(7.SCM)
OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12-(30CM) APART ACROSS ENTIRE RECPS WIDTH.
MAINTENANCE:
1. INSPECT ROLLED EROSION CONTROL PRODUCTS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR
GREATER) RAIN FALL EVENT REPAIR IMMEDIATELY.
2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED AND EROSION MUST NOT OCCUR BENEATH THE FEB.
3. ANY AREAS OF THE ECB THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND SHALL BE REPAIRED
PROTECTED.
5. MONITOR AND REPAIR THE BOB AS NECESSARY UNTIL GROUND COVER IS ESTABLISHED.
OPERMANENT s®NcSEED, SPRIGS & SOD ALL DISTURIBED AREAS IN CDANIZ a11x LAWNS AND
GRASSES SPECDCATONS AND LIN (SODDING ANDSPRIGGNG PLAN).
O=GN Y SEENNO
AGRIQUDDRAL uursroxE Axo taco IeIaar 10-t 10 FEFERnuzeRE rnQUl
MULCH N/OCR
an1EYa u.1D GauaHis P'BEn saunlic rLBnao.BxETnNGTSUGHL ns Man BWEiM'Lii
PKASTC, CoITON. JUTE, K. OR PAPER NETS sTAPLID OVER THE
MU-1. AS A p9(µSLUF'T NEARLYSaTRECO14HMENDATg1S OR A MULCH ANq
uINwNCE
LB/ACRE OF NITROGEN EN MARwo If ETREPAIR AND REFERFUDAMAGEARSIS NECESSARY TO EXTEND TEMPOR
ONSTAL mYEa BEvaxl )JORBUS RSEOD NTH KOIiEAN (MOUNTLI s)sMas EN_ IINCRE mA(iEEFEaRUARY�
EARLY MARCH
O =NI �NY SPRING
SEEDING X
RYE(GRAIN) EGIES
�O0m
ANNUAL
CZA
IDMONAND"A "PPAIM
KOREAN IN MOUNANE) ![/4ryEEl1
50
OMIT ANNUAL LESPED
MOUNTAINS - DYE 2. FF. DIES.15 -MAY 15
DW 25W 7 FEEL 1 - MAY ,
PIEDMONT
IN OLEC. IMAPPR. 15
SOIL AMENOMENIS
MRIGULNRCALCMLIXwHESTONE PN� 7S50B A� 0-10-10 CPECCUBUSEAR. 4TQUND
MULCH
APPLY 4.000 10 ACRE STRAW. ANCHOR STRAW BY TACKING NW ASPHALT AT A
RAM 0.10 GA w SQUARE YARD, METIING SUCH AS UGHTAEIGHT
P ASTLF COTTON,I JUTE N,RDING TO THE BE. OR PAPER NETE STAPLED OVER STAPLES OR A MU GH MULCH
MNNACCLTENANCES A DISK SET NEARLYSSTRAIGNTEN L ANCHORING
REFERTUZE IF GROWPH IS NOT NLLY ADEQUATE. RESEED, REfFRFUZE. AND
O SU
SEEDED GAT A RAPE OF 50 I5/ACRE
'OUNIA" -MAY 5A AUK 15
COASTAL DMI FSTAALPLMXY 11 AIN APR. 15 PUG. 15
SOIL AMwRw % TONS OF SOIL PEnS OR APPLY 2,� b/ACRE GROUND
AGRICULNRAL UMES_E AND 750 IB/ACRE 10-10-10 TU R.
NIxOH
APPL
RAFEYOF 0.10 GAULONS PER SQUARE YARD. NETTNTAT A
GSUCH AS UGNTAEIGHT
ACODI TO ME MANUFACTURERS RECOMNENDATgIS OR A NULGH NCHgtMO
MAINTENANCE WADE. R RTU2E AND
MULCH IMMEDIATELY FOLLOWIIF 11 NG EROSION OR OTHER DAMAGE.BEFB
SMUT`TURBING-TIEBLLHACME HMPOCBRARILY AORREPERMANENRYNCEASED ACCORDING
ALL PERIMETER DINES, STALES. DITCHES, PERMETER SLOPES AND ALL SLOPES RIEEPER
SHAIJ_ BE PROVIDED OR
PERMANENT
ERNBEN ]A CARE DAR Nq 5GRm0UMND )NCO COVER
W!� DISNFBBINC ACT�NT.UT IN ANY
:N.
LL TT::,.OSDURSED AREAS SHALL BE PROYIDm PwPGRARY OR PERMANENT
WTHI LIZ4TCAENDARCDAYYSDFROM THESLASCTCMLNID OSTURBING EU „ITMANY EMIT
BELOW ARE THE REQUIREMETS FOR EMBANKMENT CONSTRUCTION. THESE REQUIREMENTS SHALL SERVE
AS GUIDE FOR CONSTRUCTION OF THE SEDIMENT BASIN'S EMBANKMENT ASSOCIATED WITH THE PROJECT.
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW AND CONFIRM THE BELOW REQUIREMENTS
MEET OR EXCEED THE GEOTECHNICAL RECOMMENDATIONS FOR THE PROJECT. EMBANKMENTS SHALL BE
CONSTRUCTION PER THE DIRECTION OF A GEOTECHNICAL ENGINEER.
THE FOLLOWING PARAMETERS APPLY TO MATERIALS USED TO CONSTRUCT EMBANKMENTS:
1. BORROW MATERIAL SHALL BE CLASSIFIED AS ML, MH, SC, SM. CL OR CH SOILS ACCORDING TO THE
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM 02487) OR ANY MIXTURE OF THESE SOILS.
2. BORROW MATERIALS SHALL HAVE A LIQUID LIMIT(LL) BETWEEN 40 AND 60 AND A PLASTICITY INDEX (PI)
BETWEEN 15 AND 30 (ASTM D4318).
3. MATERIALS SHALL BE FREE OF TOPSOIL, ORGANIC MATERIAL, ROOTS, STUMPS, BRUSH, ROCKS LARGER
THAN 3INCHES, SUBSOIL, DEBRIS, VEGETATION, AND OTHER FOREIGN MATTER.
4. ALL MATERIAL CLODS WILL BE BROKEN DOWN WITH TILLERS AND/OR DISCS TO PROVIDE
HOMOGENEOUS SOIL THAT IS FREE OF CLAY CLODS GREATER THAN 31NCHES IN DIAMETER.
STEP 1: SUBGRADE PREPARATION:
1. COMPACT SUBGRADE TO DENSITY REQUIREMENTS FOR SUBSEQUENT FILL MATERIALS.
2. CUT OUT SOFT AREAS OF SUBGRADE NOT CAPABLE OF COMPACTION IN PLACE.
3. SCARIFY SUBGRADE SURFACE TO DEPTH OF 6 INCHES.
4. PROOF ROLL SUBGRADE TO IDENTIFY SOFT SPOTS; FILL AND COMPACT TO DENSITY EQUAL TO OR
GREATER THAN REQUIREMENTS FOR SUBSEQUENT FILL MATERIAL.
STEP 2: SEEPAGE KEY PLACEMENT
1. SEEPAGE KEY TRENCH WILL BE LOCATED BETWEEN EMBANKMENT ABUTMENTS.
2. SEEPAGE KEY SHALL EXTEND TO A MINIMUM DEPTH OF 4 FEET OR AS REQUIRED THROUGH
GEOTECHNICAL SEEPAGE ANALYSIS. A MINIMUM BOTTOM TRENCH WIDTH SHALL BE 10 FEET AND THE
TRENCH SIDEWALLS SHALL BE SLOPED OR BENCHED TO PROMOTE STABILITYAND BONDING BETWEEN
THE SIDEWALL SOILS AND SEEPAGE KEY FILL.
STEP 3: EMBANKMENT FILL PLACEMENT
1. EMBANKMENT FILL SHALL BE CONSTRUCTED AT3(HORIZONTAL):1(VERTICAL) OR AS SHOWN ON THE
DRAWINGS. DEMONSTRATION OF APPROPRIATE SAFETY FACTORS AGAINST FAILURE THROUGH
GEOTECHNICAL ANALYSIS SHALL BE REQUIRED FOR SLOPES STEEPER THAN
3(HORIZONTAL):1(VERTICAL).
2. FILL SOILS SHALL BE PLACED IN LOOSE LIFTS NOT TO EXCEED 81NCHES IN THICKNESS AND BE
COMPACTED TO A MINIMUM OF 95 PERCENT OF THE SOILS STANDARD PROCTOR (ASTM D6%) MAXIMUM
DRY DENSITY, ORAS SPECIFIED ON THE DRAWINGS.
3. COMPACTED MOISTURE CONTENT SHALL BE BETWEEN 3 PERCENT BELOW AND 3 PERCENT ABOVE THE
OPTIMUM MOISTURE CONTENT FOR ALL FILL PLACED, OR AS OTHERWISE APPROVED BY ENGINEER.
4. FILL SOILS SHOULD BE PLACED IN CONTINUOUS, HORIZONTAL LAYERS FROM ABUTMENT TO ABUTMENT.
EXISTING SLOPES GREATER THAN 4(HORIZONTAL):1(VERTICAL) SHALL BE BENCHED TO PROMOTE
BONDING OF NEWLY PLACED FILL WITH EXISTING SOILS. BENCHING SHALL BE PERFORMED AT MAXIMUN
OF 2 FEET VERTICAL INTERVALS AND SHALL EXTEND A MINIMUM OF 4 FEET HORIZONTALLY OR AS
SPECIFIED ON DRAWINGS.
5. WITHIN THE UPPER 12 INCHES OF EMBANKMENT, FILL SOILS SHOULD BE COMPACTED TO 100%OF ITS
STANDARD PROCTOR (ASTM D698) MAXIMUM DRY DENSITY.
6. FILL AGAINST SUPPORTED STRUCTURES. DO NOT FILL AGAINST UNSUPPORTED STRUCTURES.
7. PLACE FILL SIMULTANEOUSLY ON EACH SIDE OF UNSUPPORTED STRUCTURES UNTIL SUPPORTS ARE IN
PLACE.
8. O PLACE A MINIMUM OF SIX INCHES OF TOPSOIL ACROSS DAM EMBANKMENT TO PROMOTE VEGETATIVE
GROWTH.
STEP 4: OUTLET PIPE FILL PLACEMENT
1. FILLOF THE CULVERTS SHALL BE PLACED AND COMPACTED IN&INCH THICK LOOSE LIFTS AROUND THE
DROP INLETS AND UP T02 FEET ABOVE THE CULVERTS.
2. COMPACTION SHALL BE PERFORMED BY HAND TAMPERS OR SMALL HAND OPERATED COMPACTORS.
3. COMPACTION SHALL BE AT A MINIMUM 95 PERCENT OF THE STANDARD PROCTOR (ASTM D698 MAXIMUM
DRY DENSITY. COMPACTED MOISTURE CONTENT SHALL BE BETWEEN 3 PERCENT BELOW AND 3
PERCENT ABOVE THE OPTIMUM MOISTURE CONTENT FOR ALL FILL PLACED, OR AS OTHERWISE
APPROVED BY ENGINEER.
4. ADDITEMBANONAL KMENT
MPACTIONFILL
OF LIFTS 2PLACEMENT
FEET T GREATER ABOVE CULVERTS SHALL CONFORM TO THE
EMBANKMENT FILL PLACEMENT SECTION OF THIS SPECIFICATION.
STEP 5: FIELD QUALITY CONTROL AND LABORATORY TESTING
1. PERFORM LABORATORY MATERIAL TESTS IN ACCORDANCE WITH ASTM D422, ASTM D698, ASTM D2216,
AND ASTM 04318.
2. TEST AT FREQUENCY OF EVERY 500 CUBIC YARDS OF EMBANKMENT FILL MATERIAL PLACED, WHEN
MATERIALS USING FOR EMBANKMENT FILL CHANGE, AND/OR AS DIRECTED BY THE ENGINEER.
3. SAMPLE SIZE SHALL BE 50-LB.
4. IN PLACE COMPACTION AND NATURAL MOISTURE CONTENT TESTS
S. PERFORM IN PLACE COMPACTION TESTS IN ACCORDANCE WITH ASTM D1556, ASTM D2922, ORASTM
D2937 AND NATURAL MOISTURE CONTENT TEST IN ACCORDANCE WITH ASTM D2216.
6. FREQUENCY OF GOMPACTIONINATURAL MOISTURE CONTENT TESTS:
7. EMBANKMENT FILL: EACH LIFT AT A MINIMUM FREQUENCY OF I PER 2,500 SQ. FT.
8. PIPE INSTALLATION: EACH LIFT AT MINIMUM FREQUENCY OF 1 PER 30 LF OF PIPE.
9. WHEN TESTS INDICATE WORK DOES NOT MEET SPECIFIED REQUIREMENTS, REMOVE WORK, REPLACE
AND RETEST.
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SHEET NUMBER
R303

TOP OF BERM / SEE PLAN VIEW FOR
ELEVATION SIZE AND DEPTH OF
ELE. 768.00 - APPLICATION
ND OON OUSLEGT GENERAL NOTES'.
EN. B
P NET AS
ECTI
NS
1. RIP -RAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END
N EF R 110UR 2.1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR CULVERT
secnoras�Ei El RIP RAP OT 1­1 UNDER
noN OF sraLLED of THE PIPE OR CULVERT AT THE DISCHARGE OUTLET niAMAXIMUM SLOPE OF
° RIPGRADE _ NEmEO IN sou[IF--xs BF 1. "OLHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE SURFACE
III-_ - OF THE RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIP -RAPPED SHALL BE
IIII :k -_ AM
("UGF)WI,DERCUT TMEASURFAGE F HE1-1 IF RECEIVNc"cH�NE`THEAPRo SHALL HE E E
LENGTH HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END.
° 111111=_._`...- IIIIII (sEETABLE)B DTHOFTHE END OFTHE APRON SHALL BEEOUALTOTHE BOTTOM WIDTH
=1111 -III==1111-_ A'SuaORADEIsiaucTURETDDIBECOMPACEDT0'95%%%oRGREATER'
IN
LAYER OF JUTE NETTING 5. THE PLACING OF FILL. EITHER LOOSE OR COMPACTED IN THE RECEIVING
I ErvTHEF- /.� (RREEFERTO•JUTEICOIR S% URves N THEHORIGONTAL ALIGNMENT OF THE APRON WILL BE
R SPEC) DTH(EN0)
OVERLAY RIP-RAPAPRON WASTED BTONE AP(SEE TABLE) 2. CONTRACTOR TO PROVIDE PHOTOS OF NON WOVEN FILTER FABRIC BEING
WITH JUTE NETTING (ONLY AFRONNUT ETPRn
OR SLOPE
PLAN END BECTON 5 USED IN SLOPE DOR RRA NON AGRICO EN FIL G SEE INSTPLLED.
CULVERT STORMISTRUCTURES)ION DITCHES, RS UP BOTH SIDES IN
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SILT - SAVER
ELEVATION VIEW
FILTEROPTIONS
FILTER IS AVAILABLE IN TWO OPTIONS:
11
ALL HIGH -FLOW FILTER
2) HIGH -FLOW MATERIAL ON TOP HALF, HIGH -EFFICIENCY
MATERIAL ON BOTTOM HALF (THIS FILTER COVER IS RECOMMENDED
FOR ALL ROADWAY PROJECTS.) (DOT FILTER)
IT IS THE PURCHASERS RESPONSIBILITY TO PURCHASE APPROPRIATE
FILTER. PURCHASER SHALL PROVIDE ROCK FOR FILTER POCKETS.
FILTER INSTALLATION
FILTER SLIDES DIRECTLY OVER FILTER FRAME. TO KEEP FILTER
FRAME IN PLACE OVER STORM STRUCTURE, ROCK POCKETS ARE
SEWN DIRECTLY INTO FILTER. EVERY FILTER COMES IN ONE PIECE
FOR EASY INSTALLATION.
MAINTENANCE
ALL TEMPORARY EROSION, SEDIMENTATION, & POLLUTION CONTROL
PRACTICES SHOULD BE INSPECTED DAILY. CONTRACTORSHALL
REMOVE SEDIMENT AND DISPOSE OF IN A PROPER MANNER. INSPECT
FRAME AND FILTER DAILY FOR CUTS, ABRASIONS, AND PROPER
INSTALLATION. REPLACE OR REPOSITION AS NECESSARY.
GREEN HIGH -FLOW
�' MATERINL
GRAYHIGHEFFICIENCY
MATERIAL
POCKET FILLEE./
ROCKFORWEIGHT.
ROCK PROVIDED BY
PURCHASER
ISOMETRIC VIEW
SHOWN WITH DOT FILTER
REPLACEMENT FILTERS: MODEL # R-140HF OR R-340 DOT
FRAME MATERIAL: BLACK0 WPE
ROUND FRAME & FILTER ASSEMBLY
�7
FILTER FABRIC MATERIAL: REFER TO SPEC
REFER TOS
MOdet # R-IOOA AKA'SS-10OA(Roond)'
SCALE: NOT TO SCALE
60" DIAMETER
LAST UPDATED: AUGUST 2019
EILTSAVER, INC. - FORRESTER CEMETERY RD, COVINGTON, GA 30014 PHONE:(770) 388H1810 FA%(770)3B8-1M0 TOLL FREE: IL5R382-SILT(7456) www.slMaysmm
N
A AND B ARE AT EQUAL ELEVATIONS
_ A MAXIMUM SPACING _ B
=I _III_III�II=II.II -
- _I _III_III_I11=III=111_III_ _
- _-III_I_111=III_III_11=
GENERAL NOTES: PLAN
1. RIPRAP SIZE TO BE DESIGNED BY ENGINEER.
2. CHECK DAMS MAY BE USED IN SLOPING DITCHES OR CHANNELS TO SLOW VELOCITY OR TO
CREATESEDIMENTTRAPS.
S. ENSURE THAT MAXIMUM SPACING BETWEEN DAMS PLACES THE TOE OF THE UPSTREAM DAM
AT THE SAME ELEVATION AS THE DOWNSTREAM DAM (SEE DIAGRAM ABOVE).
TEMPORARY CHECK DAM
CD MAY BE U8ED IN PLACE COI. WATTLE CHECK DAM8
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QLAMIF CATION
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NON -WOVEN FILTER FABRIC SPILLWAY
ELEV. 764.00
Not to Scale
MIN. WEIR HEIGHT
(SEE DATA TABLE)
WEIR INVERT
ELEV.: 766.00
EMERGENCY SPILLWAY
(IF SHOWN ON PLANS)
MBANKMENT
PON
3' MIN
3' MIN
NON WOVEN FILTER ON -WOVEN
FABRIC TIE-IN SECTION A -A FILTER FABRIC
TIE IN MIN.
1.0' ALL
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SHEET NUMBER
R304

EXISTING STREAM BUFFER
\
\
\ 30' FROM TOP OF BANK
EXISTING STREAM
\�
\
"RF�ADWALLAl
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EXISTING 70PRIVATE ACCESS
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L -______________-�
'I
\�
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PROPOSED SPEED LIMIT SIGN
SEE DETAIL SHEET R201
SEE
_______i___
PLACE 350' &R GUARC
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DITCH
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68' DUKE POWER EASEMENT
EXISTING 8" SANITARY SEWER mN h
\ /y � ' EXISTING STREAM BUFFER
\ u \ EXISTING40' / r
\ � -� SANITARY SEWER / / -` // // // /,��, 30'FROM TOP OF BANK
EXIST' -IT
ARY BEWER MANHOLE \ \��\ - -\�- EASEMENT 1
TO BEM DIFIED. SEE SHEETR600 FOR \- \ \ EXISTING STREAM
f TAILSGARDING SANITARY SEW ER\\ �- �i / // ' ///i' /
\ CONFIGURATION EXISTING 68 DUKE POWER EASEMENT / Sj / I
\ PUBLIC WATER LINE J\\ N 710-
\ _---_FEMA 100-YR FLOODPLAIN _ >-� `N ��_-- _ I 1 -' \ \ / \ \ \ / 1 _ _ _______ 7� _ -
--------- — ---- }— —----1--—µme ------T--- ---- ------ -------��-- —--}—y---�—-- --- -- --1 —
UL FUTURE G6UE \ HEADWALL BI i l EXIST GPO RSTRUCTURE I , I \ I / I I POWER STRUCTURE
\ 84" HEADWALL / / I I l �' 1 EXISTING 68' DUKE POWER EASEMENT.
SEE DETAIL SHEET R201 , r _ °n —I \ ona ona— on - Z--
x `axsr--ari P -� d AMP — onP t onP a o R — oxP oxn t oxP /
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SEE DETAIL•SHE D R201
FUTURE GDUE
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\ l 1 \ \ \ \ \ �\ \ \ \ •\ \ l 1 r 1 SEE DETAIL SHEET R201
708 708
704 704
700 700
696 696
694 694
rn
0
0+00 TYPICAL STREAM 0+35
STABILIZATION CROSS-SECTION AS
H. 8cale.1-o' I V. Scele: l'=40'
I
// i' / / / / I ; ' I
\ �? EXISTING
( STREAM
STABILIZE ALL STREAM BANKS
PER STABILIZATION DETAILS
1 AND F ON SHEETS 503 AND
504, IRESPECTIVELY.
1.
\ \ \ SEE TYPICAL
\ \ 1 SECTION AS
I
h, li m PROPOSED TREE (TYP)
DUE I U,, B I �\
SEE LANDSCAPE PLANS
4� SHEETS 1100 TO 1102
�I EXISTING SANITARY SEWER MANHOLE TO BE MODIFIED. �rC
p SEE SHEET R602 FOR DETAILS REGARDING SANITARY SEWER
1 4 CONFIGURATION ADJUSTING STRUCTURE TO GRADE AND
I ( REPLACING PIPE. CONTRACTOR SHALL COORDINATE PHASING OF
\ NEW DI PIPE INSTALLATION WITH THE CITY OF GASTONIA.
Illlllf Nd\ �v Y II J�U
�� j EXISTING 40'SANITARY SEWER EASEMENT ---
� %/ ( I IIIIIII II��\'\IVIIIIIIIII!G�
�290 LF OFSTREAM
/ STABILIZATION REFER TO
SHEET R503
�, I I FOR STABILIZATION DETAILS
3� ( I EXISTING 12" SANITARY SEWER
EXISTING STREAM BUFFER
( 30 FROM TOP OF BANK
r FEMA 100-YR FLOODPLAIN
FEMA 100-YR FLOODWAY � \
�IF�
CULVERT
70' PRIVATE ACCESS EASEMENT TO BE
DEDICATED AS CITY OF GASTONIA PUBLIC ROW
WITH FUTURE PHASES OF DEVELOPMENT
• ` 1 J PROPOSED SPEED LIMIT
NORTH
GRAPHIC SCALE IN FEET
0 20 40 80
A
t�
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LEGEND FOR PROPOSED IMPROVEMENTS
PROPOSED FULL DEPTH PAVEMENT
PROPOSED OVERLAY
PROPOSED MILL AND INLAY
PROPOSED DITCH
moo—
PROPOSED GUARD RAIL
PROPOSED RIP -RAP
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
HIGH POINT ELEV: 748.87
VC
772
•"
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'" •"•'"I
N1
' P
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8" SANIT
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10'
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100
YR WATER
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7
6.35'
SE
ER. SEE
SHEET R
302.
SANIT
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25
RWATE
SURFA
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:ETS
R601 T
R605
_
---
ELEVA
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708
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602 FOR
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7
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-L- ABERDEEN BOULEVARD
H. Scale:1"=40' I V. Scale: V=10'
N
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11
11
741
CONTRACTOR SHALL COORDINATE WITH \ Q
DUKE ENERGY FOR ALL ENCROACHMENTS
WITH IN THEIR EASEMENT. \\ --� i ,\ \ RESTRICT ACCESS WITH
\ �\a
_ 1eo' I \ END OF ROAD BARRIER. V I 1 1 1
PROPOSED STOP BAR AND STOP SIGN
_ SEE R410-R412 FOR
_ i\ \ MARKING AND SIGNAGE PLANS
746�
\ . - _ -- - -- _�- ___ _�___-__
s 68' DUKE POWER EASEMENT j EXISTING POWER STRUCTURE 750 "� HEADWA.ALL Ci`
\ \ \ 's / / SEE DETAIL SHEETIR201
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776
772
768
764
760
756
752
748
744
740
736
732
728
724
720
716
712
708
704
0
'
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REFER TO
LINEBERGER ROAD REALIGNMENT
PLANS PREPARED BY KIMLEV-HORN , I
I
REFER TO BUILDING 7 PLANS
`\
PREPARED BY KIMLEV-HORN
\
—
" 30' GENERAL
-
% AND UTILITY EASEMENT
EXISTING 70' PRIVATE
-
A
POWER EASEMENT . - -
� ANACCESS EASEMENT
D PROPOSED GDUE
I
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\ \ \ EXISTING POWER STRUCTURE /
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SEE LANDSCAPE PLANS HEADWALL CO
T CENTERLINE /; / , 1VHEADWALL I t' GDUE
SHEETS L100 TO L102 I
_ EXISTING 70' PRIVATE ACCESS ,/ ; I ' SEE DETAIL SHEET R201 + I PLACE 250' OF GUARDRAIL
PROPOSED NO EASEMENT ANDPRQPOSED GDUE EXISTING STREAM BUFFER I �!
PARKING SIGN DI CH !' 30' FROM TOP OF BANK / e
EXISTING STRE ,/ '1 RIP RAP DISSIPATOR PAD \
SEE MASS GRADING CONTROL PLANS \
FOR SIZE AND DIMENSIONS, TYP \
A
1 l q so \
SAND FILTER B400\
/ ) / FINAL SAND FILTER SAND ;'',�%��'.,7,7,tt, ,�P :.riq•""'('�„i OBECONVERTED AT
SHOWN FOR �; ��{',; kt'f';t1•i'�h "li t�l'"i�•�%i� PARK BUILD OU \ \\ \
REFERENCE, CONTRACTOR ',I"',• '/i• $ 1 4y WI?,,.,i •, •,';N'i;, ,'I, \
,
SHALL NOT CONVERT TO • I� +r • '( g,'' REFER TO MASS GRADING, STORMWATER &
SAND FILTER PRIOR TO "•I il, �l��+�r•!.'1°'�p•'1't. �'EROSION CONTROL PLANS FOR GASTONIA
FINAL STABILIZATION OF ALL •+•,/;h ;�++1�Jv'�r;�l •''k"'� r;,•+;', LOGISTICS CENTER FOR OCS DESIGN \ \
AREAS DRAINING TO THE 11 y + \
SAND FILTERr1
I � v i ,;@C� �1.+ �`'4C `Q A•, r/;'�`°i^{i-,wr'a •y; �!'� ., �
,Y y/ I \ `"�y •„4�� l',.�, y+ a'' a�,�`„x'��.-'./,'ny,'•' ''"ice' \���
NO PARKING SIGN
PROPOSED SPEED LIMIT SIGN
LEGEND FOR PROPOSED IMPROVEMENTS
PROPOSED FULL DEPTH PAVEMENT
\\\\\\\\\\\ PROPOSEDOVERLAY
PROPOSED MILL AND INLAY
PROPOSED DITCH
PROPOSED GUARD RAIL
PROPOSED RIP RAP
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
GRAPHIC SCALE IN FEET
0 20 40 80
NORTH
PVI STA:70+67.44
POP wold—IM
M
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IN
WA
---------------®■---—_---------ll�--i�0—����------
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58+50 59+00 59+50 60+00 60+50 61+00 61+50 62+00 62+50 63+00 63+50 64+00 64+50 65+00 65+50 66+00 66+50 67+00 67+50 68+00 68+50 69+00 69+50 70+00 70+50
—L— ABERDEEN BOULEVARD
H. Scale:i"=40'IV. Scale: 1"=10'
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SHEET NUMBER
R402

m
�►' :- ' 5
EXISTING WATERLINE
•�/ EXISTING WETLAND x
v" EXISTING 68' DUKE POWER EASEMENT EXISTING POWER STRUCTURE o
EXISTING 70' PRIVATE ACCESS EASEMENT AND PROPOSED GDUE / / / 1 -I-t I � � 1 (_ -` p w oy
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PROPOSED STOP SIGN
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N = 750 day SEE LANDSCAPE PLANS / / / R-26'
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c Q 745 PROPOSED HEADWALL AND WALL
/ DESIGNED AND BUILT W
i PROPOSED NO PARKING SIGN - \ / BY CONTRACTOR I I I C7 I I / \ \ \ \ \ ' w a %
^ CONTRACTOR TO I \ I vl I W \ \ 1 \ \ \ \ r or
SUBMIT SHOP DRAWINGS \ \ a Im
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LIU
40' X 40' SITE TRIANGLE
EXISTING _ _ Y
c WETLAND
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/ EXISTING STREAM BUFFER - - I I�>• m
30'FROM TOP OF BANK j / /� /oi I / / / // / \ \ \ \ I I 4x
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a
800 H H POINT ELEV: 76 .92 800 ■ PROPOSED FULL DEPTH PAVEMENT Q
a
796 796
NORTH PROPOSED OVERLAY Z
0
792 792 PROPOSED MILL AND INLAY Q
788 788 PROPOSED DITCH z
GRAPHIC SCALE IN FEET
784 784 0 20 40 80 PROPOSED GUARD RAIL
a
J J
780 780 PROPOSED RIP -RAP f1 u-
0 776 776 PROPOSED MAJOR CONTOUR O
Z PROPOSED MINOR CONTOUR fV
a 772 772 L^J_
768 768 L.L
c 764 764
rc
760 760 O
o
rc 756 756
a 752 752
748 z 748
W W
74.4 744 z
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w �U o w
w 70+50 71+00 71+50 72+00 72+50 73+00 73+50 74+00 74+50 75+00 75+50 >> P:_ W
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a R403
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N
GRAPHIC SCALE IN FEET
0 20 40 80
SPEED
PRO POSED! LIMIT SIGN LIMIT
oxv— axv— oxv SPEED LIMIT DECREASES TO 25 MPH Cr ona— oxv— oxv—bxv— oxv— @xv� oxv— oxv axv— oxv— oxv— axv— — oxv— oxv— oxv— oxv— — oxv— onv— oxv—[o�xvl— wv— oxv— oxv— oxv— oxv— oxv— oxv— onv— axv— oxv— onv— oxx— oxv— o
ona+�Qnal—
oxv— oxv— o oxv— oxv— oxv— oxv anq— oxv— axY�/— oxv— oxv, ( oxv— oxv— oxv— onv— oxv — onv— onv— IVV��II oxv— oxv— oxv— oxv— oxv— oxv— oxv— oxv— oxv— onv— oxv— oxv— oxv— o
350' OF GUARDRAIL m,onv oxa \ / v — ten. ��a —bxv— oxv— oxv— axv—/— oNv x
\ \ P POSED ROADrV�'Y EDGE LINE.
\ / TH RMOPLASTIC WYiITE EDGE LINE
49+00 51+00 53+00 54+00 56+00 8+ 0
N
m �
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LEGEND FOR PROPOSED STRIPING
PROPOSED YELLOW DOUBLE CENTER
PROPOSED WHITE STOPBAR
PROPOSED WHITE EDGE LINE
PROPOSED SIGNAGE
NOTES:
1. CONTRACTOR SHALL TIE PROPOSED MARKINGS TO EXISTING MARKINGS
AT PROJECT LIMITS.
2. CONTRACTOR SHALL MILL EXISTING MARKINGS SHOWN TO BE REMOVED
OR IN CONFLICT WITH PROPOSED.
3. ALL PAVEMENT MARKINGS PER 2018 NCDOT STANDARDS.
4. SEE NCDOT STANDARD DETAIL 1250.01 FOR PERMANENT RAISED
PAVEMENT MARKER LOCATIONS. INSTALL PER DETAIL FOR ENTIRE
PROJECT STRIPING LIMITS.
350' OF GUARDRAI
ARKOIN
ANY
a, TIMEq a,
ARKIN NO
FIRE TRUCKS
LANE
EXIT
ONLY
ENTRANCE
m � ONLY
WAY FN Rfl
STANDARD ��o,.s
PROPOSED ROADWAY CENTERLINE.
THERMOPLASTIC YELLOW DOUBLE
CENTER (4- YELLOW, 90 MILS)
PROPOSED SPEED LIMIT SIGN
SPEED
LIMIT
25
W
W
2
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6n
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SHEET NUMBER
R410

IN
RESTRICT ACCESS WITH END OF WATER FILLED ROAD BARRIER.
TO SERVE AS TEMPORARY TRUCK TURNAROUND. CONNECTION
TO LINEBERGER TRIGGERS OFFSITE IMPROVEMENTS.
EMERGENCY ACCESS ONLY.
PROPOSED ROADWAY CENTERLINE.
THERMOPLASTIC YELLOW DOUBLE
CENTER (4" YELLOW, 90 MILS)
PROPOSED STOPBAR. THERMOPLASTIC
WHITE STOPBAR (24- WHITE, 90 MILS)
O
--- PROPOSED STOP SIGN -
� PROPOSED ROADWAY EDGE LINE.
THERMOPLASTIC WHITE EDGE LINE [[+���//��I��]
W oxv— oxv— oxv— oxv—onx— oxP—onv— oxx—oxv (4'oWHITEo90 MILSdnv— —oxv— off t}}ly� oxv— —oxv
W
2 oHv— oxv— oxv— oxv— oxv— onx— oxP— onv— wx— oxP— onv— oxx— ox oxv— onv v—oHv-
W oxv— oxv— oxv— oxv— oxv— oxv— oxv— oxv— oxv— oxP—oxv— oxx— OnP— III— III — oxv— oxv— oxv— oxv —
LU
o---------- _----- _ _ ----- _ _ ----- _ _ --- _ _ -----
- -- -- ,
Lo
Lo
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61,00
J
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2
QTEMPORARY. TO SERVE AS TRUCK
PROPOSED NO PARKING SIGN TURNAROUND
i
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LEGEND FOR PROPOSED STRIPING
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PROPOSED WHITE STOPBAR
PROPOSED WHITE EDGE LINE
PROPOSED SIGNAGE
� NORTH
n
NOTES:
1. CONTRACTOR SHALL TIE PROPOSED MARKINGS TO EXISTING MARKINGS
GRAPHIC SCALE IN FEET
AT PROJECT LIMITS.
0 20 40 80
2. CONTRACTOR SHALL MILL EXISTING MARKINGS SHOWN TO BE REMOVED
OR IN CONFLICT WITH PROPOSED.
F
3. ALL PAVEMENT MARKINGS PER 2018 NCDOT STANDARDS.
4. SEE NCDOT STANDARD DETAIL 1250.01 FOR PERMANENT RAISED
PAVEMENT MARKER LOCATIONS. INSTALL PER DETAIL FOR ENTIRE
PROJECT STRIPING LIMITS.
Ed
�Hoa-a,-,�
NO E
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SIGN ATTACHED TO TOP OF BARRIER, TVP
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onv oxP — oryv — onx — oHP — onv
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�P— onv oxv oxv— oxv— oxv— oxv— oxv—
— onv axv — — oxx — oxP — oxv — oxx — oxa — oxv — oxv
o�
ox oxv— v— oxv— onv— oxv— onv— oxx— oHP —onv
— xv — nv — oxv —
�
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I
250, OF GUARDRAIL
oxv— exv—onv
i
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PROPOSED SPEED LIMIT SIGN
SPEED LIMIT DECREASES TO 25 MPH
o — oHP -P— CHI W
_____
____ ____
______________
-- __----
--------------
-- --
- --
LU
l 64 0 65i00 66+00 67+00 69i00 70+00 LO
\\\RROPOSED ROADWAY CENTERLINE. I i —�
(THERMOPLASTIC MELLOW DOUBLE
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� 250' OF GUARDRAIL /
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SHEET NUMBER
R411
11

0 �/
---------------------------------------------------------------------------
--- ----------------------------------------
v
oxv oxv oxv oxv oxv oxv
ooxv ooxv ooxv ooxv
axv oxv
ooxv ooxv
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= = = = = =
= =
=
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LU
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axv oxv —
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THERMOPLASTIC WHITE EDGE LINE I
LU___
_ (4_WHITE, 90 MILS) __
_ _ _______ _ _________
_ _ _____________
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_
LU
+
00
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PROPOSED NO PLU ARKING SIGN
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7
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PROPOSED STOP SIGN
\
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GRAPHIC SCALE IN FEET
0 20 40 80
LEGEND FOR PROPOSED STRIPING
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PROPOSED WHITE EDGE LINE
PROPOSED SIGNAGE
NOTES:
1. CONTRACTOR SHALL TIE PROPOSED MARKINGS TO EXISTING MARKINGS
AT PROJECT LIMITS.
2. CONTRACTOR SHALL MILL EXISTING MARKINGS SHOWN TO BE REMOVED
OR IN CONFLICT WITH PROPOSED.
3. ALL PAVEMENT MARKINGS PER 2018 NCDOT STANDARDS.
4. SEE NCDOT STANDARD DETAIL 1250.01 FOR PERMANENT RAISED
PAVEMENT MARKER LOCATIONS. INSTALL PER DETAIL FOR ENTIRE
PROJECT STRIPING LIMITS.
E ~
w z
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R412

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R500

/ Jr
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695
695
690
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REFER TO SHEET
C503 STREAM
STABILIZATION
DETAILS
12+uu 13+UU 14+00 14+5 /. u9
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705
705
700
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695
695
12
0+00 1+00
TRIBUTRARY A -A
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\ \ \ \ \ \ \\\ \ \ \ \\ JO REPLACEDAND
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\ \ I
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REFER TO SHEET C503
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0 20 40 80
O
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77n 77n
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CULVERT-C
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A'
UPSTREAM DETAIL
REFER TO CITY STANDARD DETAIL W SHEET
R201 FOR HEADWALL DIMENSIONS
K)NTRACTOR TO FOR
SIGNED AND SEALED
SHOP DRAWINGS BEFORE CONSTRUCTION
7r RCP
CIRCULAR CULVERT
FINISHED GRADE TO MATCH EXISTING GRADE AT PIPE WTLET.—
CONCRETE SILL TO W INSTALLED TO VABOVE PIPE INVERT INTERT=1' BELOW FINISHED GRADE
TYPICAL HEADWALL INSTALLATION
NOT TO SCALE
DOWNSTREAM DETAIL
REFER TO CITY STANDARD DETAIL GI SHEET
R201 FOR HEADWALL DIMENSIONS
bMTRACTOR TO SUBMIT SIGNED AND SEALED
SHOP MANNGS BEFORE CONSTRUCTION
/CIRC11' RIP
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GRADE I I I
FINISHED GRADE TO MATCH EMSTING GRADE AT PIPE WTLET.—
CONCRETE SILL TO BE INSTALLED TO V ABOVE PIPE INVERTINVERT=1' BELOW FINISHED MADE
TYPICAL HEADWALL INSTALLATION
NOT TO SCALE
FINISHED GRADE
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SHEET NUMBER
R502

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STREAM STABILIZATION DETAIL
Not to Scale
UPSTREAM DETAIL
REFER TO CITY STANDARD DETAIL ON SHEET
R201 FOR HEADWALL DIMENSIONS
CONTRACTOR TO SUBMIT SIGNED AND SEALED
SHOP DRAWINGS BEFORE CONSTRUCTION
q Cr�lnrx La Smd•n S'Se�nawlim C•urml Pkrr•'
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72' RCP
CIRCULAR CULVERT
,703.26
PERMANENT SEEDING (ROADWAY)
OVERALL SITE SEEDING, SPRIGGING, AND SODDING
SEED ALL DISTURBED AREAS IN ACCORDANCE
WITH LAWNS AND GRASSES SPECIFICATIONS AND
L104 (SODDING AND SPRIGGING PLAN).
PERMANENT SEEDING IN AREAS RECEIVING
EROSION CONTROL MATTING
PREPARE SEEDBED BY RIPPING, CHISELING,
HARROWING, OR PLOWING TO DEPTH OF SIX
INCHES SO AS TO PRODUCE A LOOSE, FRIABLE
SURFACE. REMOVE ALL STONES, BOULDERS,
STUMPS, OR DEBRIS FROM THE SURFACE WHICH
WOULD PROHIBIT GERMINATION OR PLANT
GROWTH.
INCORPORATE INTO THE SOIL 800 TO 1,000
POUNDS OF 10-10-10 FERTILIZER PLUS 500
POUNDS OF 20-PERCENT SUPERPHOSPHATE PER
ACRE AND TWO TONS OF DOLOMITIC LIME PER
ACRE UNLESS SOIL TESTS INDICATE THAT A
LOWER RATE OF LIME CAN BE USED.
SEED AREA AND INSTALL EROSION CONTROL
MATTING PER MANUFACTURER'S DETAIL.
MULCH AFTER SEEDING WITH 1.5 TONS OF GRAIN
STRAW PER ACRE AND EITHER CRIMP STRAW INTO
SOIL OR TACK WITH LIQUID ASPHALT AT 400
GALLONS PER ACRE OR EMULSIFIED ASPHALT AT
300 GALLONS PER ACRE.
PERMANENT SEEDING (NON -RIPARIAN)
SEEDING MIXTURE
"COOL SEASON" SEPTMEBER 1 - FEBRUARY 28
SPECIES RATE (lb/ACRE)
SOFT RED WINTER WHEAT 50
RIVIERA BERMUDA (HULLED) 25
RIVIERA BERMUDA (UNHULLED) 25
"WARM SEASON" MARCH 1 - AUGUST 31
SPECIES RATE (lb/ACRE)
GERMAN, BROWN TOP, 50
OR FOX TAIL MULLET
RIVIERA BERMUDA (HULLED) 50
*SEE SHEET 13 FOR RIPARIAN SEED MIX
REFER TO CITY STANDARD DETAIL ON SHEET
R201 FOR HEADWALL DIMENSIONS
CONTRACTOR TO SUBMIT SIGNED AND SEALED
SHOP DRAWINGS BEFORE CONSTRUCTION
TEMPORARY SEEDING
LATE WINTER/EARLY SPRING
SEEDING MIXTURE
SPECIES RATE (lb/ACRE)
RYE (GRAIN) 120
ANNUAL LESPEDEZA (KOBE IN
KOREAN IN MOUNTAINS) 50
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY
COVER IS NOT TO EXTEND BEYOND JUNE.
SEEDING DATES
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
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000
lb/ACRE GROUND AGRICULTURAL LIMESTONE AND 750
Ib/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 lb/ACRE STRAW. ANCHOR STRAW BY TACKING
WITH ASPHALT AT A RATE OF 0.10 GALLONS PER SQUARE
YARD, NETTING SUCH AS LIGHTWEIGHT PLASTIC, COTTON,
JUTE, WIRE, OR PAPER NETS STAPLED OVER THE MULCH
ACCORDING TO THE MANUFACTURERS RECOMMENDATIONS, OR
A MULCH ANCHORING TOOL SUCH AS A DISK SET NEARLY
STRAIGHT.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED,
REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION
OR OTHER DAMAGE.
DOWNSTREAM DETAIL
72" RCP
CIRCULAR CULVERT
FINISHED GRADE
7oD.Bs L.
FINISHED GRADE TO MATCH EXISTING GRADE AT PIPE OUTLET. LINVERT=l' BELOW FINISHED GRADE LFOOTER PER FINISHED GRADE TO MATCH EXISTING GRADE AT PIPE OUTLET. LINVERT=1' BELOW FINISHED GRADE FOOT PER
CONCRETE SILL TO BE INSTALLED TO 1' ABOVE PIPE INVERT CITY DETAIL CONCRETE SILL TO BE INSTALLED TO 1' ABOVE PIPE INVERT CIN DETAIL
TYPICAL HEADWALL INSTALLATION TYPICAL HEADWALL INSTALLATION
NOT TO SCALE
NOT TO SCALE
UPSTREAM DETAIL
REFER TO CITY STANDARD DETAIL ON SHEET
R201 FOR HEADWALL DIMENSIONS
CONTRACT
F R TO SUBMIT SIGNED AND SEALED
SHOP DRAWINGS BEFORE CONSTRUCTION
TEMPORARY SEEDING
FALL
SEEDING MIXTURE
SPECIES RATE (lb/ACRE)
RYE (GRAIN) 120
PIEDMONT AND COASTAL PLAIN,
SEEDING DATES
MOUNTAINS-AUG. 15 - DEC. 15
COASTAL PLAIN AND PIEDMONT-AUG. 15 - DEC. 30
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000
Ib/ACRE GROUND AGRICULTURAL LIMESTONE AND 1,000 lb/ACRE
10-10-10 FERTILIZER.
MULCH
APPLY 4,000 lb/ACRE STRAW. ANCHOR STRAW BY TACKING WITH
ASPHALT AT A RATE OF 0.10 GALLONS PER SQUARE YARD,
NETTING SUCH AS LIGHTWEIGHT PLASTIC, COTTON, JUTE, WIRE, OR
PAPER NETS STAPLED OVER THE MULCH ACCORDING TO THE
MANUFACTURERS RECOMMENDATIONS, OR A MULCH ANCHORING
TOOL SUCH AS A DISK SET NEARLY STRAIGHT.
MAINTENANCE
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS
WITH 50 LB/ACRE OF NITROGEN IN MARCH. IF IT IS NECESSARY
TO EXTEND TEMPORARY COVER BEYOND JUNE 15, OVERSEED WITH
50LB/ACRE KOBE (PIEDMONT AND COASTAL PLAIN) OR KOREAN
(MOUNTAINS) LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH.
TEMPORARY SEEDING
SUMMER
SEEDING MIXTURE
SPECIES RATE Ib ACRE)
GERMAN MILLET 40
IN THE PIEDMONT AND MOUNTAINS, A SMALL -STEMMED
SUDANGRASS MAY BE SUBSTITUTED AT A RATE OF 50
b/ACRE.
SEEDING DATES
MOUNTAINS -MAY 15 - AUG. 15
PIEDMONT -MAY 1 - AUG. 15
COASTAL PLAIN -APR. 15 - AUG. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000
Ib/ACRE GROUND AGRICULTURAL LIMESTONE AND 750 Ib/ACRE
10-10-10 FERTILIZER.
MULCH
APPLY 4,000 Ib/ACRE STRAW. ANCHOR STRAW BY TACKING
WITH ASPHALT AT A RATE OF 0.10 GALLONS PER SQUARE
YARD, NETTING SUCH AS LIGHTWEIGHT PLASTIC, COTTON, JUTE,
WIRE, OR PAPER NETS STAPLED OVER THE MULCH ACCORDING
TO THE MANUFACTURERS RECOMMENDATIONS, OR A MULCH
ANCHORING TOOL SUCH AS A DISK SET NEARLY STRAIGHT.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED,
REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR
OTHER DAMAGE.
SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A SITE WHERE LAND -DISTURBING ACTIVITIES
HAVE TEMPORARILY OR PERMANENTLY CEASED ACCORDING TO THE FOLLOWING SCHEDULE:
ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN 3
HORIZONTAL TO 1 VERTICAL (3:1) SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH
GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7 CALENDAR DAYS FROM THE
LAST LAND -DISTURBING ACTIVITY.
ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT STABILIZATION WITH
GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14 CALENDAR DAYS FROM THE
LAST LAND -DISTURBING ACTIVITY.
REFER TO CITY STANDARD DETAIL ON SHEET
R201 FOR HEADWALL DIMENSIONS
CONTRACTOR TO SUBMIT SIGNED AND SEALED
SHOP DRAWNGS BEFORE CONSTRUCTION
DOWNSTREAM DETAIL
FINISHED GRADE TO MATCH EXISTING GRADE AT PIPE OUTLET. LINVERT=2' BELOW FINISHED GRADE LFOOTER PER FINISHED GRADE TO MATCH EXISTING GRADE AT PIPE OUTLET. LINVERT=2' BELOW FINISHED GRADE LFOOTER PER
CONCRETE SILL TO BE INSTALLED TO 2' ABOVE PIPE INVERT CITY DETAIL CONCRETE SILL TO BE INSTALLED TO 2' ABOVE PIPE INVERT CITY DETAIL
TYPICAL HEADWALL INSTALLATION TYPICAL HEADWALL INSTALLATION
119
NOT TO SCALE
NOT TO SCALE
FT
x
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SHEET NUMBER
R503

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N
SEQUENCE OF CONSTRUCTION FOR CULVERT
GEOTEXTILE DEWATER DIRT BAG GENERAL NOTES
a
1. CONTRACTOR SHALL DETERMINE A PROPOSED SIZE AND LOCATION OF GEOTEXTILE DEWATERING DIRT
w
GEOTEXTILE DEWATERING rAn BAG FOR APPROVAL BYY THE THE ENGINEER PRIOR TO INSTALLATION.
OD DIRT BAG WITH
I
D
m 2. INSTALL GEOTEXTILE DEWATERING DIRT BAG, AS APPROVED.
1. CEOTEXTILE DEWATERING DIRT BAG DIMENSIONS ARE VARIABLE AND DEPENDENT ON SPECIFIC SITE
STABILIZED OUTLET.
CONSTRAINTS AND PROPOSED CONSTRUCTION OPERATIONS
F
3. INSTALL BYPASS PUMP AND DEWATERING PUMP AND NECESSARY TEMPORARY FLEXIBLE HOSE.
-� CONNECT DEWATERING PUMP TO GEOTEXTILE DEWATERING BAG.
�
O O O O O
2. THE CONTRACTOR SHALL INSURE THAT THE DIRT BAG IS OF A SUFFICIENT SIZE AND STRENGTH TO
m
w
w
SEWN N SPOUT
PROPERLY DEWATER THE PUMP HOSE INFLUENT,
u
BY-PASS PUMP OUTLET
4. PLACE UPSTREAM IMPERVIOUS DIKE AND/OR COFFER DAMS TO ISOLATE THE WORK AREA. BEGIN
3. D IRT BAG SHALL BE REPLACED WHEN FULL OF SEDIMENT OR WHEN FLOW THROUGH BAG IS LIMITED
p
O
WITH ENERGY
BYPASS PUMPING FOR STREAM PUMP AROUND OPERATION.
x P
BY SEDIMENT ACCUMULATION.
© DISSIP ATOR, TYP.
--
-- 5. PLACE DOWNSTREAM IMPERVIOUS DIKE FOR STREAM PUMP AROUND OPERATION. BEGIN DEWATERING
"=- GDB
PUMP DISCHARGE o z
GEOTEXTILE Q- WEXISTING
HOSE 3 0
4. IF DEWATERING DIRT BAG IS PLACED IN VEGETATED AREA ADJACENT TI AN
p w
o
F N
THE ISOLATED WORK AREA. AREA TO BE DEWATERED SHALL BE EQUAL TO ONE DAY'S WORK.
DEWATEBANGG FILTER � "_ �
UNDISTURBED
UNDISTURBED STREAM NO OUTLET IS REQUIRED (PREFERRED). IF GEOTEXTILE DEWATERING DIRT
(PREFERRED).
rc w
ur
6. CONSTRUCT CULVERT IN ACCORDANCE WITH THE PLANS.
-
BAG IS PLACED ON DISTURBED SOIL THEN A STABILIZED OUTLET/CHANNEL NEEDS TO BE PROVIDED.
rc
K
7. REMOVE DIRT BAG AND PROPERLY DISPOSE OF CAPTURED SEDIMENT AND DIRT BAG. STABILIZE
FLOW
5. THE STABILIZED OUTLET WILL BE A MINIMUM OF 1' THICK AND CONSIST OF A WELL GRADED MIX OF
w
DISTURBED AREA WITH SEED AND MULCH.
-
1' 6" RIP RAP PER THE DIMENSIONS BELOW. PLACE FILTER FABRIC BETWEEN THE RIP RAP AND
SOIL FOUNDATION. THE STABILIZED OUTLET WILL EXTEND FROM THE SPECIAL STILLING BASIN TO
-
J
HIGH STRENGTH STRAPPING
THE BANK OF THE CHANNEL BELOW THE WORK AREA.
o
m
FOR SECURING SPOUT TO
OIMPERVIOUS
DIKE, TYP.
PUMP HOSE LENGTH RANGE
6.0-1
GEOTEXTILE DEWATERING
STABILIZE OUTLET
aaaaQaa
z
0.5' LAYER OF NCDOT PLAN VIEW HIGH STRENGTH DOUBLE
DIRT BAG
AS NEEDED
NO. 57 STONE STITCHED "J" TYPE SEAMS
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0
O
0.5' LAYER OF o
2"-3" RIP RAP _
_ o EXISTINGIII
y�
III III III III
L z N
_ _ _ _ _ _ _ _ _ _ _ _ _ _
- - - - GROUND EXISTING GROUND
LENGTH RANGE -
O w
6.0'-15.0'
r
3:1 3:1
DIRT BAG TO BE PLACED ON
NON -WOVEN LAYER OF NCDOT NO. 57 STONE
�
0.5' STREAM BANK. PROVIDE STABILIZED
OUTLET TO STREAM CHANNEL
a
= l o o
< -
`' N
DEWATERING PUMP
FOR SEDIMENT LADEN
_
FILTER FABRIC 3.0 FEET
SIDE VIEW
^ o o n p
/^ n 2
WATER WITHIN WORK AREA
STABILIZED OUTLET
<
z
PROPOSED CULVERTS
r o
=
B EOTEXTILE DEWATERING DIRT BAG
o
SCALE:NOT TO SCALE
o
IMPERVIOUS O
DIKE, TYP.
®
GY- w
TEMPORARY FLEXIBLE
PUMP HOSE, TYP.
EXISTING STREAM
CHANNEL
4 " D
A
~
ID
DRY WORK AREA -
A WELL A
PUMP H SE GRADED MI
BYPASS PUMP
FOR CLEAN UPSTREAM
CHANNEL BASE FLOW
I
A A
FLOW PONDED DRY WORK
WATER AREA
8"-R2'p RIP
1�
2
2
PLAN
a x
o TOP OF
:E
IMPERVIOUS DIKE
PUMP HOSE
N 3 m
o 0 0
PLAN VIEW
w ID m
0 0
EXAMPLE OF PUMP -AROUND OPERATION
PLATE UPSTREAM RIDE OF
GRADE o
z o\ a Z 3
S
IMPERVIOUS DIKE WITH
SANDBAGS, RIP RAP OR
FILTER FABRIC
OTHER
TOP WIDTH
SECTION A -A
'NC
MATERIAL, 1 FOOT THICK PLATE WITH IMPERVIOUS
z 3.0' MIN.
POLYETHYLENE MEMBRANE,
o 20 MIL THICK
Tv WSE 2 MAX.
�1
J
APUMP -AROUND OPERATION
`-' w �•
DRY WORK
SCDLeNOT To SCALE
m 3 AREA
ENERGY DISSIPATOR PUMP OUTLET
SCALE NOT TO SCALE
`^
vr^l
a o =III=11 I— — =11 11= 1=III=III=III=11 =III=III=11
v )
\ EXISTING STREAM BED
V !
J
TRENCH IN FABRIC CLASS RIP RAP OR OTHER
N
MIN. 1 FOOT APPROVED NON -ERODIBLE MATERIAL
LL_
FILTER FABRIC PER SECTION A -A
SPECIFICATIONS
U
1 /2" - 2"
w
</1
FLAT TOP END
ESTABLISHED PLANT SHOWN
Q
p}FOR INFORMAL ONLY
ui
LATERAL BUD
� GROUND
pp1\ SURFACE
9
7
INSTALL SPLIT DEAD STOUT
IMPERVIOUS DIKE
II
II
STAKES PER SPECIFICATIONS
SCALE:NOT TO SCALE
o
v
BARK RIDGE
ANCHOR TRENCH
PLANTNG TO TOP
18" (TYP.) FLOODPLAIN EXISTING
ON 1' CENTERS
RIDE BRANCH
REMOVED
J
of RIP RAP (ttP)
BACKFILL MATTING IN
GROUND
z
u
° CONMAT FIBER
TRENCH
ANCHOR OVERLAP
LU
a
MATTING
ON 1' CENTERS
W Z
II
LL.I
30' LIVE CUTTING (DORMANT)
EXISTING
GROUND NOTES:
Z c
G
1. IF USING WOVEN COIR FIBER
--
LLJ
-
LOW SEASONAL
ANCHORS ON
Np MAT, INSTALL LONG STRAW 3' CENTERS
TF MULCH BENEATH MAT.
2 2. 2. 0' ON CENTERS.
I- MIN
ANCHORS ON 3' CENTERS
(� 0
(n J
()
WATER TABLE
DIRECTION
is
0 ;
�'
ANCHORS ON 1' OF FLOW
w
BUTTAPE
CENTERS IN TRENCH _,.,,,_�
ANCHORS (TYP)
Q
LIVE
STAKE DETAIL
LIVE STAKE IN EARTH =
MATTING SHALL BE PLACED IN
p
W
NOT TO SCALE
NOT TO SCALE
TRENCH AND BACKFILLED
J a z
Q 0
STREAM BED
EXTEND MATTING BELOW TOE
6" OVERLAY (MIN.)
Q Z 0-
OF SLOPE AND KEY INTO
+I
(
O
STREAMBED MIN. 1.0'
ANCHORS INTO STREAM BED ON 1.0' CENTERS
�-/
�
U) �
TYPICAL CROSS SECTION
PLAN VIEW
Q 0
Z
ELIVE STAKES
F OIR MATTING FOR STREAM BANKS
SHEET NUMBER
SCALE:NOT TO SCALE
-ALE:NOT TO SCALE
R504
I— tocament. '.gamer won the concept. Ana aeaigns pre.entet o—o. a. an instrument or service. is intent.. only for to sP..- purpose Ana client for wo n was prepares. Kause of Ana improper reliance on to document .,tnott written autnonzat Ana aaaptanon oy Kimsey -Morn ant .....1—., inc..naii 01 —oout iiaoiiity 11 Kimsey -Morn 110 wseocwtee. inc.

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In
11
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PROPOSEDB PVC SEWER
CD
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�
sszz6a _y___Payoaos�o e•'°_ -ER
PLAN VIEW - LINEBERGER EXTENSION (10+00.00 - 21+00.00) 2 2
SCALE: I" = —
710
\
\
705
c m
rc
EXISTIN
GRADE
7
E
cxti
MANHOL
IN
S GREATE
1FFTH Mil.
\
. j O
BE 5'
N DIAMETE
Y
/
\
_
700
— —
7 00
='m
SEAL
ND VENT MANHOLE
P
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oso°.c
STAN
VENT
IARDDETAL71B—
LEV.=6960'
/
695
100VRFL
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1st LF pT6
O48
PUkSLI
695
PANEL:3
5
/
--
---
--
—
—
LIC
ELEV. =6
.0'
/
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/
PUBLI
NOTES:
1. CONSTRUCTION SHALL NOT BEGIN UNTIL A PRE -CONSTRUCTION MEETING HAS BEEN HELD WITH THE 690
OF GASTONIA STAFF.
2. CONSTRUCTION SHALL NOT BEGIN UNTIL A PRELIMINARY CONSTRUCTION INSPECTION OF THE SITE IS
T (70 THE -6015A LEAST ON (1)WO KINENGINERI RI TO BEGINNING
ADMINISTRATOR
ADMINISTRATOR AT (T04) 6fi6-6015 AT LEAST ONE (1) WORKING DAY PRIOR TO BEGINNING
CONSTRUCTION FOR INSPECTION.
3. THE CITY OF GASTONIA WILL REQUIRE AS -BUILT DRAWINGS, ENGINEER'S CERTIFICATION, AND ALL
EASEMENTS RECORDED BEFORE A CERTIFICATE OF OCCUPANCY CAN BE ISSUED.
4. CONTRACTOR TO PROVIDE VIDEO OF COMPLETED SANITARY SEWER AS REQUIRED BY THE CITY OF
GAS DNA.
5. CONTRACTOR IS TO PROVIDE COMPACTION TESTING FOR THE INSTALLATION OF ALL SANITARY 685
SEWER LINES IN FILL AREAS.
6. CONTRACTOR TO PROVIDE 'COMPETENT' CARD CARRYING INDIVIDUALS FOR OSHA REGULATIONS.
690
�.i
SEALA
STANDARD
DVENTM
DETAI
HOLE PE
T1B—
ICITY
I
1
VENTE
EV.-696.'
LF OF ' pv
®1'
PUB
685
ROPOSED
OGHOUSE
ANHOLE To
O EXISTIN
CONNEC
12•'EWE,R
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NOTES:
1. CONSTRUCTION SHALL NOT BEGIN UNTILAPRE-CONSTRUCTION MEETING HAS BEEN HELD WITH THE
CITY OF GASTONIA STAFF.
2. CONSTRUCTION SHALL NOT BEGIN UNTIL PRELIMINARY CONSTRUCTION INSPECTION OF THE SITE IS
COMPLETED. CONTACT THE OFFICE OF THE CONSTRUCTION ENGINEER(RIGHT-OF-WAY
ADMINISTRATOR AT (]04) 866F018 AT LEAST ONE (1) WORKING DAY PRIOR TO BEGINNING
CONSTRUCTION FOR INSPECTION,
3. THE CITY OF GASTONIA WILL REQUIRE AS -BUILT DRAWINGS, ENGINEER'S CERTIFICATION, AND ALL
EASEMENTS RECORDED BEFORE ACERTIFICATE OF OCCUPANCY CAN Be ISSUED.
4. CONTRACTOR TO PROVIDE VIDEO OF COMPLETED SANITARY SEWER AS REQUIRED BY THE CITY OF
GASTONIA.
5. CONTRACTOR IS TO PROVIDE COMPACTION TESTING FOR THE INSTALLATION OF ALL SANITARY
SEWER LINES IN FILL AREAS.
6. CONTRACTOR TO PROVIDE 'COMPETENT'LARD CARRYING INDIVIDUALS FOR OSHA REGULATIONS.
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AGENCY CORRESPONDENCE

North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Governor Roy Cooper
Secretary Susi H. Hamilton
June 5, 2020
Addie Lasitter
Kimley-Horn
200 South Tryon Street, Suite 200
Charlotte, NC 282020
Addie.Lasitterkkimley-horn. com
Office of Archives and History
Deputy Secretary Kevin Cherry
Re: Develop industrial space and associated infrastructure, between Lowell Road and Interstate 85,
Gastonia, Gaston County, ER 20-0882
Dear Ms. Lasitter:
Thank you for your email of April 3, 2020, regarding the above -referenced undertaking. We have reviewed your
submittal and offer the following comments. We apologize for the delay in our response and any inconvenience
it may have caused.
This project will adversely affect the National Register -eligible Caleb John Lineberger House (GS0327). We
advise that project management determine if federal permitting, funding, or approval will be required, as
Section 106 of the National Historic Preservation Act requires the resolution of adverse effects to historic
properties.
As always, we encourage the applicant to avoid the adverse effect and if that cannot be accomplished then to
minimize or mitigate. We would be happy to facilitate contact between the applicant and historic preservation
groups that may be interested in the relocation of the house.
There is one previously recorded archaeological site (31GS376) within the project area. It consists of the
remains of an early twentieth-century domestic structure. When the site was documented in 2016, further
archaeological investigations were recommended to assess whether the site is eligible for listing in the National
Register of Historic Places (NRHP). One architectural resource, the Caleb John Lineberger House (GS0327), is
also located within the project area. This house was determined eligible for listing in the NRHP under Criterion
B for its association with Gaston County textile industry pioneer, Caleb John Lineberger, and under Criterion C
for Architecture. Archaeological investigations were not conducted round the house.
We recommend that prior to the initiation of any ground disturbing activities within the project area that
archaeological site 31GS376 be relocated and assessed for listing in the NRHP. We also recommend that the
area surrounding the Caleb John Lineberger House by investigated for archaeological remains that may
contribute to the resource's NRHP eligibility. Please note that our office requests consultation with the Office
of State Archaeology Review Archaeologist to discuss appropriate field methodologies prior to archaeological
field investigations.
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephone/Fax: [phone]-6599

This work should be conducted by an experienced archaeologist that meets the Secretary of the Interior
professional qualification standards. A list of archaeological consultants who have conducted or expressed an
interest in contract work in North Carolina is available at https://archaeoloa.ncdcr.gov/archaeological-
consultant-list. The archaeologists listed, or any other experienced archaeologist, may be contacted to conduct
the recommended survey.
One paper copy and one digital copy (PDF) of all resulting archaeological reports, as well as a digital copy
(PDF) of the North Carolina Site Form for each site recorded, should be forwarded to the Office of State
Archaeology (OSA) through this office, for review and comment as soon as they are available and in advance
of any construction or ground disturbance activities. OSA's Archaeological Standards and Guidelines for Background
Research, FieldMethodologies, Technical Reports, and Curation can be found online at: https://files.nc.gov/dncr-
arch/OSA Guidelines Dec2017.pdf.
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36 CFR
Part 800.
Thank you for your cooperation and consideration. If you have questions concerning the above comments,
please contact Renee Gledhill -Earley, environmental review coordinator, at 919-814-6579 or
environmental.reviewnncdcr.gov. In all future communication concerning this project, please cite the above -
referenced tracking number.
Sincerely,
amona Bartos, Deputy
State Historic Preservation Officer

United States Department of the Interior V, SE�`'E
FISH AND WILDLIFE SERVICE
Asheville Field Office
160 Zillicoa Street'
Asheville, North Carolina 28801
September 18, 2020
Taylor Kiker
Kimley Horn
200 South Tryon Street, Suite 299
Charlotte, North Carolina 28202
[e-mail]
Dear Taylor Kiker
Subject: NorthPoint; Gaston County, North Carolina Log No. 4-2-20-486
The U.S. Fish and Wildlife Service (Service) has reviewed the information provided in your
correspondence dated September 14, 2020 (received September 15, 2020), wherein you solicit
our comments regarding project -mediated impacts to federally protected species. We submit the
following comments in accordance with the provisions of the Fish and Wildlife Coordination
Act, as amended (16 U.S.C. 661-667e); the National Environmental Policy Act (42 U.S.C. §4321
et seq.); and section 7 of the Endangered Species Act of 1973, as amended (16 U.S.C.
1531-1543) (Act).
Project Description
According to the information provided, the proposed project would entail the construction of an
undisclosed development on approximately 380 undeveloped, forested acres in Gastonia, North
Carolina. Onsite habitats appear to consist of mixed successional forest, cleared open space,
maintained rights of way, riparian habitats, perennial stream, forested wetlands, and transitional
edge habitats.
Your correspondence does not identify a federal nexus with the proposed project. Your
correspondence indicates that jurisdictional Waters of the U.S. are present onsite, but proposed
impacts, and impact avoidance measures were not described. We request that you provide our
office with this information to complete our evaluation of the proposed actions.
Federally Listed Endangered and Threatened Species
Suitable summer roosting habitat may be present in the project area for the federally threatened
northern long-eared bat (Myotis septentrionalis). However, the final 4(d) rule (effective as of
1 Pursuant to 50 CFR §402.02, the Action Area includes all areas to be affected directly or indirectly by the Federal
action and not merely the immediate area involved in the action. Moreover, the Effects of the Action are all
consequences to listed species or critical habitat that are caused by the proposed action, including the consequences
of other activities that are caused by the proposed action. A consequence is caused by the proposed action if it
would not occur but for the proposed action and it is reasonably certain to occur. Effects of the action may occur
later in time and may include consequences occurring outside the immediate area involved in the action (see also 50
CFR §402.17)

February 16, 2016), exempts incidental take of northern long-eared bat associated with activities
that occur greater than 0.25 miles from a known hibernation site, and greater than 150 feet from
a known, occupied maternity roost during the pup season (June I — July 31). Based on the
information provided, the project (which may or may not require tree clearing) would occur at a
location where any incidental take that may result from associated activities is exempt under the
4(d) rule. Although not required, we encourage you to avoid any associated tree clearing
activities during this animal's maternity roosting season from May 15 — August 15.
According to the information provided, suitable habitats also occur onsite for the federally
threatened dwarf -flowered heartleaf (Hexastylis nan flora), and the federally endangered
Schweinitz's sunflower (Helianthus schweinitzii). However, targeted surveys for these species
conducted during their respective optimal survey windows detected no evidence for these
species.
In accordance with the Act, it is the responsibility of the appropriate federal agency or its
designated representative to review its activities or programs and to identify any such activities
or programs that may affect endangered or threatened species or their habitats. If it is
determined that the proposed activity may adversely affect any species federally listed as
endangered or threatened, formal consultation with this office must be initiated.
The Service appreciates the opportunity to provide these comments. Please contact W. Byron
Hamstead of our staff at Byron [e-mail], if you have any questions. In any future
correspondence concerning this project, please reference our Log Number 4-2-20-486.
Sincerely,
- - original signed - -
Janet Mizzi
Field Supervisor
2

COMPENSATORY MITIGATION

ROY COOPER
Governor
ELIZABETH S. BISER
Secretary
MARC RECKTENWALD
Director
Rusty Bost
City of Gastonia
150 S. York Street
Gastonia, NC 28052
Project: Gateway 85 (additional/mod)
NORTH CAROLINA
Environmental Quality
June 16, 2022
Expiration of Acceptance: 12/15/2022
County: Gaston
The purpose of this letter is to notify you that the NCDEQ Division of Mitigation Services (DMS) is willing to
accept payment for compensatory mitigation for impacts associated with the above referenced project as
indicated in the table below. Please note that this decision does not assure that participation in the DMS in -
lieu fee mitigation program will be approved by the permit issuing agencies as mitigation for project impacts.
It is the responsibility of the applicant to contact permitting agencies to determine if payment to the DMS will
be approved. You must also comply with all other state, federal or local government permits, regulations or
authorizations associated with the proposed activity including G.S. § 143-214.11.
This acceptance is valid for six months from the date of this letter and is not transferable. If we have not
received a copy of the issued 404 Permit/401 Certification within this time frame, this acceptance will
expire. It is the applicant's responsibility to send copies of the permits to DMS. Once DMS receives a copy
of the permit(s) an invoice will be issued based on the required mitigation in that permit and payment must
be made prior to conducting the authorized work. The amount of the in -lieu fee to be paid by an applicant is
calculated based upon the Fee Schedule and policies listed on the DMS website.
Based on the information supplied by you in your request to use the DMS, the impacts for which you are
requesting compensatory mitigation credit are summarized in the following table. The amount of mitigation
required and assigned to DMS for this impact is determined by permitting agencies and may exceed the
impact amounts shown below.
River Basin
Impact Location
8-di it HUC
Impact Type
Impact Quantity
Catawba
03050102
Riparian Wetland
0.276
Catawba
03050102
Warm Stream
762
Upon receipt of payment, DMS will take responsibility for providing the compensatory mitigation. The
mitigation will be performed in accordance with the In -Lieu Fee Program instrument dated July 28,. Thank
you for your interest in the DMS in -lieu fee mitigation program. If you have any questions or need additional
information, please contact [e-mail].
Sincerely,
FOR James. B Stanfill
Asset Management Supervisor
cc: Chris Tinklenberg, agent
North Carolina Department of Environmental Quality I Division of Mitigation Services
217 West Janes Street l 1652 Mail Service Center I Raleigh, North Carolina 2 7699 -1652
E Q ��
oue919.767.$976

DMS ILF Mitigation Request Statement of Compliance with §143-214.11 & 143-214.20
(link to G.S. 143-214.11)
Prior to accessing the Division of Mitigation Services (DMS), state law requires applicants to
demonstrate compliance with G.S. § 143-214.11 and 143-214.20. All requests MUST include this form
signed and dated by the permit applicant or an authorized agent.
Compliance Statement:
I have read and understand G.S. § 143-214.11 and 214.20 and have, to the best of my
knowledge, complied with the requirements. I understand that participation in the DMS is
voluntary and subject to approval by permitting agencies.
Please check all that apply:
❑ Applicant is a Federal or State Government Entity or a unit of local government
meeting the requirements set forth in G.S. 143-214.11 and is not required to
purchase credits from a mitigation bank.
❑� There are no listed mitigation banks with the credit type I need located in the
hydrologic unit where this impact will take place Mink to QwR list)
❑ Mitigation bank(s) in the hydrologic unit where the impacts will occur have been
contacted and credits are not currently available.
❑ The DWR or the Corps of Engineers did not approve of the use of a mitigation
bank for the required compensatory mitigation for this project.
❑ This is a renewal request and the permit application is under review. Bank
credits were not available at the time the application was submitted.
Enter date permit application was submitted for review:
Note: It is the applicant's responsibility to document any inquiries made to private mitigation
banks regarding credit availability.
CMT I have read and understand the DMS refund aolicies (attached)
initial here
Signature of Applicant or Agent
06/16/2022
Date
Gateway 85
Project Name
Chris Tinklenberg
Printed Name
Gaston County, NC
Location

DIVISION OF MITIGATION SERVICES (DMS)
IN -LIEU FEE REQUEST FORM Revised 6/30/2019
Complete requested information, sign and date, email to kelly.williams(ancdenr.gov. . Attachments are acceptable for clarification
purposes (location map, address or lat long is required). Information submitted is subject to NC Public Records Law and may
be requested by third parties.
..................... ...........................................................................................................................................................................
CONTACT INFORMATION APPLICANT'S AGENT APPLICANT
....................................................................................................................:.....................................................................................................................:....................................................................................................................i
1. Business/Company Name
.............................................................................................
2. Contact Person
.............................................................................................
3. Mailing address
.............................................................................................
4. City, State, Zip
.............................................................................................
5. Telephone Number
Kimley-Horn
................................................................................................
Chris Tinklenberg
................................................................................................
200 South Tryon Street, STE 200
................................................................................................
Charlotte, NC 28202
................................................................................................
704-409-1802
City of Gastonia
.........................................................................
Rusty Bost
.........................................................................
150 South York Street
Gastonia, NC 28052
....................................................................
704-854-6635
6. E-Mail Address [e-mail] : RUStyb@CityofgaStonia.00171
PROJECT INFORMATION
..........................................................................................................................................................................................................................................
7. Project Name
.......................................................................................................................................................:...........................................................................................................................................................................................................
Gateway 85
8. Project Location (nearest town, city)
Gastonia
€
................................................................................................................................................................................................................................................................................................................................................................
9. Lat-Long coordinates or attach a map
................................................................................................................................................................................................................................................................................................................................................................:
Latitude: 35.269412 , Longitude:-81.119264
10. county
........................................................................................................................................................:.........................................................................................................................................................................................................
Gaston County
11. River Basin & 8-digit HUC (link to Map)
Catawba (H UC 03050102)
:.......................................................................................................................................................:....................................................1...................................................................................................................................................:
12. Project Type
✓ Government ❑Private
Project Type: local government
:.......................................................................................................................................................:.........................................................................................................................................................................................................
13. Riparian Wetland Impact (ac.) (e.g., 0.13)
0.27G
V...........................................................................................
14. Non -Riparian Wetland Impact (ac.)
:.......................................................................................................................................................:........................................................................................................................................................................................................:
NA
15. Coastal Marsh Impact (ac.)
NA
16. Stream Impact (ft.) (e.g. 1,234)
.......................Warm.................................................Cool...................................................Cold......................
762 NA NA
.......................................................
17. Riparian Buffer Impact (sq. ft.)
......... ....................................................................................................................................................;
Zone 1: Zone 2:
n/a basin/huc above in #11
NA NA
18. Regulatory Agency Staff Contacts
NCDWR: Alan Johnson
USACE: Bryan Roden -Reynolds
other:
...................................................................................................................................................:........................................................................................................................................................................................................
(_�) below if this request is for a:
By signing below, the applicant is confirming they have
❑Check
revision to a current acceptance
read and understand the DMS refund policy posted at
nceep.net and attached to this form.
renewal of an expired acceptance
Sictnature of Applicant or Authorized Aaent:
❑ extension of unexpired acceptance
06/16/2022
Date:
Direct questions to Kelly Williams at 919-707-8915 or kelly.williams(cD_ncdenr.gov or to the front desk at 919-707-8976

Refund Policy for Fees Paid to DMS In -Lieu Fee Programs (9/21/2009)
Purpose: The purpose of this policy is to make clear the circumstances and process under which a
permittee can obtain a refund while simultaneously balancing customer service and responsible
business practices. This policy applies to all refund requests made on or after the publication date of
this policy.
Policy Statement: The policy of DMS is to allow for refunds under certain conditions.
1. All refund requests must be made in writing to the DMS In -Lieu Fee Program Coordinator at
kelly.williamsP_ncdenr.gov.
2. All refund requests are subject to fund availability. DMS does not guarantee fund availability for
any request.
3. The request must either come from the entity that made the payment or from an authorized agent.
Third parties requesting refunds must provide written authorization from the entity that made the
payment specifying the name and address of the authorized refund recipient.
4. Refund requests related to unintended overpayments, typographical errors or incorrect invoices
should be brought the attention of the In -Lieu Fee Program Coordinator as soon as possible. Such
requests are typically approved without delay.
5. Payments made under an incremental payment arrangement are not eligible for refunds.
6. Refund requests made within nine months of payment to DMS will only be considered for requests
associated with projects that have been terminated or modified where the permittee's mitigation
requirements have been reduced. Such requests must be accompanied by written verification from the
permitting agency that the project has been canceled, the permits have been rescinded or have been
modified, or the mitigation requirements have been reduced.
7. Refund requests made more than nine months from the payment date will only be considered for
permits that were terminated or modified to not require any mitigation. Such requests must be
accompanied by written verification from the permitting agency that the project has been canceled, the
permits have been rescinded and/or mitigation is no longer required.
8. Refund requests not meeting the criteria specified above are not eligible for a refund.
9. Refund requests that meet the criteria above will be elevated to DMS Senior Management for
review. The following considerations apply to all refund requests:
a. availability of funds after consideration of all existing project and regulatory obligations
b. the date the payment was made
c. the likelihood DMS can use the mitigation procured using the payment to meet other
mitigation requirements
10. Once a refund has been approved, the refund recipient must provide a completed W-9 form to the
DMS In -Lieu fee Program Coordinator within two weeks in order to process the refund though the
State Controller's Office.
11. All decisions shall be final.

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Figure 1
Vicinity Map
Gateway 85
ASTONAA
City of Gastonia
Nc
GrearPlace. Great People. Great Promise.
June 2022

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Figure 2
USGS Topographic Map (Gaston N and Mount Holly)
Gateway 85
City of Gastonia
June 2022

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Figure 3
Aerial Map
Gateway 85
City of Gastonia
June 2022

user manual version z.i
INSTRUCTIONS: Attach a sketch of the assessment area and photographs. Attach a copy of the USGS 7.5-minute topographic
quadrangle, and circle the location of the stream reach under evaluation. If multiple stream reaches will be evaluated on the same
property, identify and number all reaches on the attached map, and include a separate form for each reach. See the NC SAM User
Manual for detailed descriptions and explanations of requested information. Record in the "Notes/Sketch" section if any supplementary
measurements were performed. See the NC SAM User Manual for examples of additional measurements that may be relevant.
NOTE EVIDENCE OF STRESSORS AFFECTING THE ASSESSMENT AREA (do not need to be within the assessment area).
PROJECT / SITE INFORMATION:
1. Project name (if any): Gateway 85 2. Date of evaluation: 4/14/2020
3. Applicant/owner name: City of Gastonia 4. Assessor name/organization: Chris Tinklenberg / Kimley Horn
5. County: Gaston 6. Nearest named water body
7. River Basin: Catawba on USGS 7.5-minute quad: Duharts Creek
8. Site coordinates (decimal degrees, at lower end of assessment reach): 35.266594,-81.122176
STREAM INFORMATION: (depth and width can be approximations)
9. Site number (show on attached map): S1 10. Length of assessment reach evaluated (feet): -100 If
11. Channel depth from bed (in riffle, if present) to top of bank (feet): 2 F Unable to assess channel depth.
12. Channel width at top of bank (feet): 8 13. Is assessment reach a swamp stream? f Yes l' No
14. Feature type: (_- Perennial flow (' Intermittent flow Tidal Marsh Stream
STREAM RATING INFORMATION:
15. NC SAM Zone: f Mountains (M) Piedmont (P) f Inner Coastal Plain (1) (' Outer Coastal Plain (0)
16. Estimated geomorphic L l
valley shape (skip for C a
Tidal Marsh Stream): (more sinuous stream, flatter valley slope) (less sinuous stream, steeper valley slope)
17. Watershed size: (skip C Size 1 (< 0.1 miZ) G Size 2 (0.1 to < 0.5 miZ) ( Size 3 (0.5 to < 5 miz) ( Size 4 (>_ 5 mil)
for Tidal Marsh Stream)
ADDITIONAL INFORMATION:
18. Were regulatory considerations evaluated? G Yes f No If Yes, check all that appy to the assessment area.
F Section 10 water F Classified Trout Waters Water Supply Watershed ( l' I (' II (' III (' IV r. V)
F Essential Fish Habitat F Primary Nursery Area I High Quality Waters/Outstanding Resource Waters
F Publicly owned property F NCDWR riparian buffer rule in effect F Nutrient Sensitive Waters
F Anadromous fish F 303(d) List F CAMA Area of Environmental Concern (AEC)
F Documented presence of a federal and/or state listed protected species within the assessment area.
List species:
F Designated Critical Habitat (list species):
19. Are additional stream information/supplementary measurements included in "Notes/Sketch" section or attached? l Yes G No
1. Channel Water - assessment reach metric (skip for Size 1 streams and Tidal Marsh Streams)
A Water throughout assessment reach.
B No flow, water in pools only.
f C No water in assessment reach.
2. Evidence of Flow Restriction - assessment reach metric
A At least 10% of assessment reach in -stream habitat or riffle -pool sequence is adversely affected by a flow restriction or fill to the
point of obstructing flow or a channel choked with aquatic macrophytes or ponded water or impounded on flood or ebb within
the assessment reach (examples: undersized or perched culverts, causeways that constrict the channel, tidal gates).
B Not A
3. Feature Pattern - assessment reach metric
A A majority of the assessment reach has altered pattern (examples: straightening, modification above or below culvert).
B Not A.
4. Feature Longitudinal Profile - assessment reach metric
G A Majority of assessment reach has a substantially altered stream profile (examples: channel down -cutting, existing damming,
over widening, active aggradation, dredging, and excavation where appropriate channel profile has not reformed from any of
these disturbances).
B Not A
5. Signs of Active Instability - assessment reach metric
Consider only current instability, not past events from which the stream has currently recovered. Examples of instability include
active bank failure, active channel down -cutting (head -cut), active widening, and artificial hardening (such as concrete, gabion, rip -rap).
G A < 10% of channel unstable
B 10 to 25% of channel unstable
f C > 25% of channel unstable
6. Streamside Area Interaction - streamside area metric
Consider for the Left Bank (LB) and the Right Bank (RB).
LB RB
A �' A Little or no evidence of conditions that adversely affect reference interaction
B B Moderate evidence of conditions (examples: berms, levees, down -cutting, aggradation, dredging) that adversely affect
reference interaction (examples: limited streamside area access, disruption of flood flows through streamside area,
leaky or intermittent bulkheads, causeways with floodplain constriction, minor ditching [including mosquito ditching])
f C �' C Extensive evidence of conditions that adversely affect reference interaction (little to no floodplain/intertidal zone access
[examples: causeways with floodplain and channel constriction, bulkheads, retaining walls, fill, stream incision,
disruption of flood flows through streamside area] or too much floodplain/intertidal zone access [examples:
impoundments, intensive mosquito ditching]) or floodplain/intertidal zone unnaturally absent or assessment reach is a

man-made feature on an interstream divide
7. Water Quality Stressors - assessment reach/intertidal zone metric
Check all that apply.
F A Discolored water in stream or intertidal zone (milky white, blue, unnatural water discoloration, oil sheen, stream foam)
F B Excessive sedimentation (burying of stream features or intertidal zone)
F C Noticeable evidence of pollutant discharges entering the assessment reach and causing a water quality problem
F D Odor (not including natural sulfide odors)
F E Current published or collected data indicating degraded water quality in the assessment reach. Cite source in the "Notes/Sketch"
section.
F F Livestock with access to stream or intertidal zone
F G Excessive algae in stream or intertidal zone
F H Degraded marsh vegetation in the intertidal zone (removal, burning, regular mowing, destruction, etc.)
F I Other: (explain in "Notes/Sketch" section)
71 J Little to no stressors
8. Recent Weather -watershed metric
For Size 1 or 2 streams, D1 drought or higher is considered a drought; for Size 3 or 4 streams, D2 drought or higher is considered a
drought.
C' A Drought conditions and no rainfall or rainfall not exceeding 1 inch within the last 48 hours
C' B Drought conditions and rainfall exceeding 1 inch within the last 48 hours
R C No drought conditions
9 Large or Dangerous Stream - assessment reach metric
f Yes G No Is stream is too large or dangerous to assess? If Yes, skip to Metric 13 (Streamside Area Ground Surface Condition).
10. Natural In -stream Habitat Types - assessment reach metric
10a. .4 Yes f No Degraded in -stream habitat over majority of the assessment reach (examples of stressors include excessive
sedimentation, mining, excavation, in -stream hardening [for example, rip -rap], recent dredging, and snagging)
(evaluate for size 4 Coastal Plain streams only, then skip to Metric 12)
10b. Check all that occur (occurs if > 5% coverage of assessment reach) (skip for Size 4 Coastal Plain streams)
F A Multiple aquatic macrophytes and aquatic mosses m N F F 5% oysters or other natural hard bottoms
(include liverworts, lichens, and algal mats) H d F G Submerged aquatic vegetation
B Multiple sticks and/or leaf packs and/or emergent w in F H Low -tide refugia (pools)
vegetation N o F I Sand bottom
C Multiple snags and logs (including lap trees) r m F J 5% vertical bank along the marsh
F D 5% undercut banks and/or root mats and/or roots 02 F K Little or no habitat
in banks extend to the normal wetted perimeter
F E Little or no habitat
***'"****************************REMAINING QUESTIONS ARE NOT APPLICABLE FOR TIDAL MARSH STREAMS********
11. Bedform and Substrate -assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
11 a. r Yes G No Is assessment reach in a natural sand -bed stream? (skip for Coastal Plain streams)
11 b. Bedform evaluated. Check the appropriate box(es).
F A Riffle -run section (evaluate 11c)
F B Pool -glide section (evaluate 11d)
F C Natural bedform absent (skip to Metric 12, Aquatic Life)
11c. In riffles sections, check all that occur below the normal wetted perimeter of the assessment reach - whether or not submerged.
Check at least one box in each row (skip for Size 4 Coastal Plain Streams and Tidal Marsh Streams). Not Present (NP) _
absent, Rare (R) = present but <- 10%, Common (C) _ > 10-40%, Abundant (A) _ > 40-70%, Predominant (P) _ > 70%. Cumulative
percentages should not exceed 100% for each assessment reach.
NP R C A P
r r r r f Bedrock/saprolite
r r r r f Boulder (256 - 4096 mm)
r r r r f Cobble (64 - 256 mm)
r r r r f Gravel (2 - 64 mm)
r r r r f Sand (.062-2 mm)
r r r r f Silt/clay (< 0.062 mm)
r r r r f Detritus
r r r r f Artificial (rip -rap, concrete, etc.)
11 d. f Yes f No Are pools filled with sediment? (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
12. Aquatic Life -assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
12a. T Yes f No Was an in -stream aquatic life assessment performed as described in the User Manual?
If No, select one of the following reasons and skip to Metric 13. f No Water f Other:
12b. t: Yes f No Are aquatic organisms present in the assessment reach (look in riffles, pools, then snags)? If Yes, check
all that apply. If No, skip to Metric 13.
1 >1 Numbers over columns refer to "individuals" for size 1 and 2 streams and "taxa" for size 3 and 4 streams.
F F Adult frogs
F F Aquatic reptiles
F F Aquatic macrophytes and aquatic mosses (include liverworts, lichens, and algal mats)
F F Beetles (including water pennies)
F F Caddisfly larvae (Trichoptera [T])
F F Asian clam (Corbicula )
F F Crustacean (isopod/amphipod/crayfish/shrimp)
F F Damselfly and dragonfly larvae
F F Dipterans (true flies)

F F Mayfly larvae (Ephemeroptera [E])
F F Megaloptera (alderfly, fishily, dobsonfly larvae)
F F Midges/mosquito larvae
F F Mosquito fish (Gambusia) or mud minnows (Umbra pygmaea)
F F Mussels/Clams (not Corbicula )
F F Other fish
F F Salamanders/tadpoles
F F Snails
F F Stonefly larvae (Plecoptera [P])
F F Tipulid larvae
F F Worms/leeches
13. Streamside Area Ground Surface Condition — streamside area metric (skip for Tidal Marsh Streams and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB). Consider storage capacity with regard to both overbank flow and
upland runoff.
LB RB
A �' A Little or no alteration to water storage capacity over a majority of the streamside area
C B �' B Moderate alteration to water storage capacity over a majority of the streamside area
b C �' C Severe alteration to water storage capacity over a majority of the streamside area (examples include: ditches, fill,
soil, compaction, livestock disturbance, buildings, man-made levees, drainage pipes)
14. Streamside Area Water Storage — streamside area metric (skip for Size 1 streams, Tidal Marsh Streams, and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB) of the streamside area.
LB RB
A �' A Majority of streamside area with depressions able to pond water t 6 inches deep
C B �' B Majority of streamside area with depressions able to pond water 3 to 6 inches deep
C �' C Majority of streamside area with depressions able to pond water < 3 inches deep
15. Wetland Presence — streamside area metric (skip for Tidal Marsh Streams)
Consider for the Left Bank (LB) and the Right Bank (RB). Do not consider wetlands outside of the streamside area or within the
normal wetted perimeter of assessment reach.
LB RB
Y �' Y Are wetlands present in the streamside area?
G N r N
16. Baseflow, Contributors — assessment reach metric (skip for size 4 streams and Tidal Marsh Streams)
Check all contributors within the assessment reach or within view of and draining to the assessment reach.
F A Streams and/or springs (jurisdictional discharges)
F B Ponds (include wet detention basins; do not include sediment basins or dry detention basins)
F C Obstruction that passes some flow during low -flow periods within assessment area (beaver dam, bottom -release dam)
F D Evidence of bank seepage or sweating (iron oxidizing bacteria in water indicates seepage)
fr E Stream bed or bank soil reduced (dig through deposited sediment if present)
F F None of the above
17. Baseflow Detractors — assessment area metric (skip for Tidal Marsh Streams)
Check all that apply.
F A Evidence of substantial water withdrawals from the assessment reach (includes areas excavated for pump installation)
F B Obstruction not passing flow during low flow periods affecting the assessment reach (ex: watertight dam, sediment deposit)
F C Urban stream (>_ 24% impervious surface for watershed)
F D Evidence that the stream -side area has been modified resulting in accelerated drainage into the assessment reach
F E Assessment reach relocated to valley edge
F F None of the above
18. Shading — assessment reach metric (skip for Tidal Marsh Streams)
Consider aspect. Consider "leaf -on" condition.
A Stream shading is appropriate for stream category (may include gaps associated with natural processes)
B Degraded (example: scattered trees)
C Stream shading is gone or largely absent
19. Buffer Width — streamside area metric (skip for Tidal Marsh Streams)
Consider `vegetated buffer" and "wooded buffer" separately for left bank (LB) and right bank (RB) starting at the top
of bank out to the first break.
Vegetated Wooded
LB RB LB RB
A C A A �' A >_ 100-feet wide or extends to the edge of the watershed
B �' B B �' B From 50 to < 100-feet wide
C �' C C r C From 30 to < 50-feet wide
D �' D D �' D From 10 to < 30-feet wide
E r E E �' E < 10-feet wide or no trees
20. Buffer Structure — streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Vegetated" Buffer Width).
LB
RB
A
A
Mature forest
B
B
Non -mature woody vegetation or modified vegetation structure
f C
G C
Herbaceous vegetation with or without a strip of trees < 10 feet wide
D
D
Maintained shrubs
E
E
Little or no vegetation
21. Buffer Stressors — streamside area metric (skip for Tidal Marsh Streams)
Check all appropriate boxes for left bank (LB) and right bank (RB). Indicate if listed stressor abuts stream (Abuts), does not abut but
is within 30 feet of stream (< 30 feet), or is between 30 to 50 feet of stream (30-50 feet).

If none of the following stressors occurs on either bank, check here and skip to Metric 22: IV
Abuts
< 30 feet 30-50 feet
LB
RB
LB RB LB RB
r A
�' A
r A �' A r A �' A Row crops
r B
�' B
r B �' B r B �' B Maintained turf
C
�' C
C �' C C �' C Pasture (no livestock)/commercial horticulture
r D
�' D
r D �' D r D �' D Pasture (active livestock use)
22. Stem Density — streamside area metric (skip for Tidal Marsh Streams)
Consider for left
bank (LB) and right bank (RB) for Metric 19 ("Wooded" Buffer Width).
LB
RB
A
A
Medium to high stem density
B
B
Low stem density
C
C
No wooded riparian buffer or predominantly herbaceous species or bare ground
23. Continuity of Vegetated Buffer— streamside area metric (skip for Tidal Marsh Streams)
Consider whether vegetated buffer is continuous along stream (parallel). Breaks are areas lacking vegetation > 10-feet wide.
LB RB
A A The total length of buffer breaks is < 25 percent.
B B The total length of buffer breaks is between 25 and 50 percent.
C C The total length of buffer breaks is > 50 percent.
24. Vegetative Composition — First 100 feet of streamside area metric (skip for Tidal Marsh Streams)
Evaluate the dominant vegetation within 100 feet of each bank or to the edge of the watershed (whichever comes first) as it contributes
to assessment reach habitat.
LB RB
A A Vegetation is close to undisturbed in species present and their proportions. Lower strata composed of native
species, with non-native invasive species absent or sparse.
B B Vegetation indicates disturbance in terms of species diversity or proportions, but is still largely composed of native
species. This may include communities of weedy native species that develop after clear -cutting or clearing or
communities with non-native invasive species present, but not dominant, over a large portion of the expected strata or
communities missing understory but retaining canopy trees.
r C r C Vegetation is severely disturbed in terms of species diversity or proportions. Mature canopy is absent or communities
with non-native invasive species dominant over a large portion of expected strata or communities composed of planted
stands of non -characteristic species or communities inappropriately composed of a single species or no vegetation.
25. Conductivity — assessment reach metric (skip for all Coastal Plain streams)
25a. (' Yes (-- No Was a conductivity measurement recorded?
If No, select one of the following reasons. ( No Water ( Other:
25b. Check the box corresponding to the conductivity measurement (units of microsiemens per centimeter).
( A <46 ( B 46 to < 67 ( C 67 to < 79 f D 79 to < 230 (' E >_ 230
Notes/Sketch:

NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.1
Stream Site Name Gateway 85
Stream Category Pb2
Notes of Field Assessment Form (Y/N)
Presence of regulatory considerations (Y/N)
Additional stream information/supplementary measurements included (Y/N)
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Function Class Rating Summary
Date of Evaluation 4/14/2020
Assessor Name/Organization iris Tinklenberg / Kimley He
NO
YES
NO
Perennial
USACE/ NCDWR
All Streams Intermittent
(1) Hydrology LOW
(2) Baseflow HIGH
(2) Flood Flow LOW
(3) Streamside Area Attenuation MEDIUM
(4) Floodplain Access MEDIUM
(4) Wooded Riparian Buffer MEDIUM
(4) Microtopography NA
(3) Stream Stability LOW
(4) Channel Stability HIGH
(4) Sediment Transport LOW
(4) Stream Geomorphology LOW
(2) Stream/Intertidal Zone Interaction NA
(2) Longitudinal Tidal Flow NA
(2) Tidal Marsh Stream Stability NA
(3) Tidal Marsh Channel Stability NA
(3) Tidal Marsh Stream Geomorphology NA
(1) Water Quality HIGH
(2) Baseflow HIGH
(2) Streamside Area Vegetation LOW
(3) Upland Pollutant Filtration LOW
(3) Thermoregulation LOW
(2) Indicators of Stressors NO
(2) Aquatic Life Tolerance HIGH
(2) Intertidal Zone Filtration NA
(1) Habitat LOW
(2) In -stream Habitat LOW
(3) Baseflow HIGH
(3) Substrate LOW
(3) Stream Stability MEDIUM
(3) In -stream Habitat MEDIUM
(2) Stream -side Habitat LOW
(3) Stream -side Habitat LOW
(3) Thermoregulation LOW
(2) Tidal Marsh In -stream Habitat NA
(3) Flow Restriction NA
(3) Tidal Marsh Stream Stability NA
(4) Tidal Marsh Channel Stability NA
(4) Tidal Marsh Stream Geomorphology NA
(3) Tidal Marsh In -stream Habitat NA
(2) Intertidal Zone Habitat NA
Overall LOW

user manual version c.-i
USACE AID #: NCDWR #:
INSTRUCTIONS: Attach a sketch of the assessment area and photographs. Attach a copy of the USGS 7.5-minute topographic
quadrangle, and circle the location of the stream reach under evaluation. If multiple stream reaches will be evaluated on the same
property, identify and number all reaches on the attached map, and include a separate form for each reach. See the NC SAM User
Manual for detailed descriptions and explanations of requested information. Record in the "Notes/Sketch" section if any supplementary
measurements were performed. See the NC SAM User Manual for examples of additional measurements that may be relevant.
NOTE EVIDENCE OF STRESSORS AFFECTING THE ASSESSMENT AREA (do not need to be within the assessment area).
PROJECT / SITE INFORMATION:
1. Project name (if any): Gateway 85 2. Date of evaluation: 4/14/2020
3. Applicant/owner name: City of Gastonia 4. Assessor name/organization: Chris Tinklenberg / Kimley Horn
5. County: Gaston 6. Nearest named water body
7. River Basin: Catawba on USGS 7.5-minute quad: Duharts Creek
8. Site coordinates (decimal degrees, at lower end of assessment reach): 35.269063,-81.122176
STREAM INFORMATION: (depth and width can be approximations)
9. Site number (show on attached map): S3 10. Length of assessment reach evaluated (feet): -100 If
11. Channel depth from bed (in riffle, if present) to top of bank (feet): 2 f Unable to assess channel depth.
12. Channel width at top of bank (feet): 5 13. Is assessment reach a swamp stream? f Yes r~ No
14. Feature type: t* Perennial flow r~ Intermittent flow C Tidal Marsh Stream
STREAM RATING INFORMATION:
15. NC SAM Zone: f Mountains (M) [« Piedmont (P) r~ Inner Coastal Plain (1) C Outer Coastal Plain (0)
16. Estimated geomorphic L J
valley shape (skip for ( a it b
Tidal Marsh Stream): (more sinuous stream, flatter valley slope) (less sinuous stream, steeper valley slope)
17. Watershed size: (skip (« Size 1 (< 0.1 mi`) (' Size 2 (0.1 to < 0.5 mi`) (' Size 3 (0.5 to < 5 mi`) I!- Size 4 (>_ 5 miZ)
for Tidal Marsh Stream)
ADDITIONAL INFORMATION:
18. Were regulatory considerations evaluated? it Yes r~ No If Yes, check all that appy to the assessment area.
r Section 10 water r Classified Trout Waters r Water Supply Watershed ( r I r~ II III r Iv r« v)
r Essential Fish Habitat r Primary Nursery Area r High Quality Waters/Outstanding Resource Waters
F Publicly owned property r NCDWR riparian buffer rule in effect F Nutrient Sensitive Waters
r Anadromous fish r 303(d) List F CAMA Area of Environmental Concern (AEC)
r Documented presence of a federal and/or state listed protected species within the assessment area.
List species:
F Designated Critical Habitat (list species):
19. Are additional stream information/supplementary measurements included in "Notes/Sketch" section or attached? Yes Ct No
1. Channel Water- assessment reach metric (skip for Size 1 streams and Tidal Marsh Streams)
I: A Water throughout assessment reach.
r' B No flow, water in pools only.
r' C No water in assessment reach.
2. Evidence of Flow Restriction - assessment reach metric
f« A At least 10% of assessment reach in -stream habitat or riffle -pool sequence is adversely affected by a flow restriction or fill to the
point of obstructing flow or a channel choked with aquatic macrophytes or ponded water or impounded on flood or ebb within
the assessment reach (examples: undersized or perched culverts, causeways that constrict the channel, tidal gates).
f B Not A
3. Feature Pattern - assessment reach metric
I: A A majority of the assessment reach has altered pattern (examples: straightening, modification above or below culvert).
r' B Not A.
4. Feature Longitudinal Profile - assessment reach metric
f A Majority of assessment reach has a substantially altered stream profile (examples: channel down -cutting, existing damming,
over widening, active aggradation, dredging, and excavation where appropriate channel profile has not reformed from any of
these disturbances).
f« B Not A
5. Signs of Active Instability - assessment reach metric
Consider only current instability, not past events from which the stream has currently recovered. Examples of instability include
active bank failure, active channel down -cutting (head -cut), active widening, and artificial hardening (such as concrete, gabion, rip -rap).
I: A < 10% of channel unstable
r' B 10 to 25% of channel unstable
r' C > 25% of channel unstable
6. Streamside Area Interaction - streamside area metric
Consider for the Left Bank (LB) and the Right Bank (RB).
LB RB
f« A f+ A Little or no evidence of conditions that adversely affect reference interaction
r~ B r~ B Moderate evidence of conditions (examples: berms, levees, down -cutting, aggradation, dredging) that adversely affect

reference interaction (examples: limited streamside area access, disruption of flood flows through streamside area,
leaky or intermittent bulkheads, causeways with floodplain constriction, minor ditching [including mosquito ditching])
i` C [' C Extensive evidence of conditions that adversely affect reference interaction (little to no floodplain/intertidal zone access
[examples: causeways with floodplain and channel constriction, bulkheads, retaining walls, fill, stream incision,
disruption of flood flows through streamside area] or too much floodplain/intertidal zone access [examples:
impoundments, intensive mosquito ditching]) or floodplain/intertidal zone unnaturally absent or assessment reach is a
man-made feature on an interstream divide
7. Water Quality Stressors - assessment reach/intertidal zone metric
Check all that apply.
F A Discolored water in stream or intertidal zone (milky white, blue, unnatural water discoloration, oil sheen, stream foam)
r B Excessive sedimentation (burying of stream features or intertidal zone)
• C Noticeable evidence of pollutant discharges entering the assessment reach and causing a water quality problem
r D Odor (not including natural sulfide odors)
F E Current published or collected data indicating degraded water quality in the assessment reach. Cite source in the "Notes/Sketch"
section.
r F Livestock with access to stream or intertidal zone
r G Excessive algae in stream or intertidal zone
F H Degraded marsh vegetation in the intertidal zone (removal, burning, regular mowing, destruction, etc.)
r I Other: (explain in "Notes/Sketch" section)
17 J Little to no stressors
8. Recent Weather - watershed metric
For Size 1 or 2 streams, D1 drought or higher is considered a drought; for Size 3 or 4 streams, D2 drought or higher is considered a
drought.
i` A Drought conditions and no rainfall or rainfall not exceeding 1 inch within the last 48 hours
i` B Drought conditions and rainfall exceeding 1 inch within the last 48 hours
Ct C No drought conditions
9 Large or Dangerous Stream - assessment reach metric
f Yes I: No Is stream is too large or dangerous to assess? If Yes, skip to Metric 13 (Streamside Area Ground Surface Condition).
10. Natural In -stream Habitat Types -assessment reach metric
10a. it Yes (- No Degraded in -stream habitat over majority of the assessment reach (examples of stressors include excessive
sedimentation, mining, excavation, in -stream hardening [for example, rip -rap], recent dredging, and snagging)
(evaluate for size 4 Coastal Plain streams only, then skip to Metric 12)
10b. Check all that occur (occurs if > 5% coverage of assessment reach) (skip for Size 4 Coastal Plain streams)
F- A Multiple aquatic macrophytes and aquatic mosses N F F 5% oysters or other natural hard bottoms
(include liverworts, lichens, and algal mats) H m r G Submerged aquatic vegetation
F✓ B Multiple sticks and/or leaf packs and/or emergent $ r_, r H Low -tide refugia (pools)
vegetation t o I Sand bottom
r C Multiple snags and logs (including lap trees) t Co F J 5% vertical bank along the marsh
r D 5% undercut banks and/or root mats and/or roots U F K Little or no habitat
in banks extend to the normal wetted perimeter
F E Little or no habitat
*********************************REMAINING QUESTIONS ARE NOT APPLICABLE FOR TIDAL MARSH STREAMS****************************
11. Bedform and Substrate -assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
11 a. f Yes I: No Is assessment reach in a natural sand -bed stream? (skip for Coastal Plain streams)
11 b. Bedform evaluated. Check the appropriate box(es).
r A Riffle -run section (evaluate 11c)
r B Pool -glide section (evaluate 11d)
Fv C Natural bedform absent (skip to Metric 12, Aquatic Life)
11 c. In riffles sections, check all that occur below the normal wetted perimeter of the assessment reach - whether or not submerged.
Check at least one box in each row (skip for Size 4 Coastal Plain Streams and Tidal Marsh Streams). Not Present (NP) _
absent, Rare (R) = present but <- 10%, Common (C) _ > 10-40%, Abundant (A) _ > 40-70%, Predominant (P) _ > 70%. Cumulative
percentages should not exceed 100% for each assessment reach.
NP R C A P
f f f f f Bedrock/saprolite
f f f f f Boulder (256 - 4096 mm)
f f f f f Cobble (64 - 256 mm)
f f f f f Gravel (2 - 64 mm)
f f f f f Sand (.062 - 2 mm)
f f f f f Silt/clay (< 0.062 mm)
f f f f f Detritus
f f f f f Artificial (rip -rap, concrete, etc.)
11 d. C` Yes C` No Are pools filled with sediment? (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
12. Aquatic Life - assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
12a. I: Yes f No Was an in -stream aquatic life assessment performed as described in the User Manual?
If No, select one of the following reasons and skip to Metric 13. f No Water f Other:
12b. (- Yes it No Are aquatic organisms present in the assessment reach (look in riffles, pools, then snags)? If Yes, check

all that apply. If No, skip to Metric 13.
1 >1 Numbers over columns refer to "individuals" for size 1 and 2 streams and "taxa" for size 3 and 4 streams.
r r Adult frogs
f r Aquatic reptiles
F f Aquatic macrophytes and aquatic mosses (include liverworts, lichens, and algal mats)
r r Beetles (including water pennies)
F r Caddisfly larvae (Trichoptera [T])
r r' Asian clam (Corbicula )
f r Crustacean (isopod/amphipod/crayfish/shrimp)
F r Damselfly and dragonfly larvae
F r Dipterans (true flies)
r i Mayfly larvae (Ephemeroptera [E])
f r Megaloptera (alderfly, fishily, dobsonfly larvae)
r f Midges/mosquito larvae
r r Mosquito fish (Gambusia) or mud minnows (Umbra pygmaea)
r r Mussels/Clams (not Corbicula )
r r Other fish
r r Salamanders/tadpoles
F r Snails
r r Stonefly larvae (Plecoptera [P])
r r Tipulid larvae
F f— Worms/leeches
13. Streamside Area Ground Surface Condition — streamside area metric (skip for Tidal Marsh Streams and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB). Consider storage capacity with regard to both overbank flow and
upland runoff.
LB RB
f A C' A Little or no alteration to water storage capacity over a majority of the streamside area
f B C' B Moderate alteration to water storage capacity over a majority of the streamside area
f C [' C Severe alteration to water storage capacity over a majority of the streamside area (examples include: ditches, fill,
soil, compaction, livestock disturbance, buildings, man-made levees, drainage pipes)
14. Streamside Area Water Storage — streamside area metric (skip for Size 1 streams, Tidal Marsh Streams, and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB) of the streamside area.
LB RB
C A [' A Majority of streamside area with depressions able to pond water > 6 inches deep
C B [' B Majority of streamside area with depressions able to pond water 3 to 6 inches deep
C C [' C Majority of streamside area with depressions able to pond water < 3 inches deep
15. Wetland Presence — streamside area metric (skip for Tidal Marsh Streams)
Consider for the Left Bank (LB) and the Right Bank (RB). Do not consider wetlands outside of the streamside area or within the
normal wetted perimeter of assessment reach.
LB RB
[ Y Y Are wetlands present in the streamside area?
[« N [: N
16. Baseflow Contributors — assessment reach metric (skip for size 4 streams and Tidal Marsh Streams)
Check all contributors within the assessment reach or within view of and draining to the assessment reach.
r A Streams and/or springs (jurisdictional discharges)
r B Ponds (include wet detention basins; do not include sediment basins or dry detention basins)
F C Obstruction that passes some flow during low -flow periods within assessment area (beaver dam, bottom -release dam)
r D Evidence of bank seepage or sweating (iron oxidizing bacteria in water indicates seepage)
R E Stream bed or bank soil reduced (dig through deposited sediment if present)
F F None of the above
17. Baseflow Detractors — assessment area metric (skip for Tidal Marsh Streams)
Check all that apply.
F A Evidence of substantial water withdrawals from the assessment reach (includes areas excavated for pump installation)
F B Obstruction not passing flow during low flow periods affecting the assessment reach (ex: watertight dam, sediment deposit)
R C Urban stream (>_ 24% impervious surface for watershed)
F D Evidence that the stream -side area has been modified resulting in accelerated drainage into the assessment reach
F E Assessment reach relocated to valley edge
F F None of the above
18. Shading —assessment reach metric (skip for Tidal Marsh Streams)
Consider aspect. Consider "leaf -on" condition.
i A Stream shading is appropriate for stream category (may include gaps associated with natural processes)
6— B Degraded (example: scattered trees)
C' C Stream shading is gone or largely absent
19. Buffer Width — streamside area metric (skip for Tidal Marsh Streams)
Consider "vegetated buffer" and "wooded buffer" separately for left bank (LB) and right bank (RB) starting at the top
of bank out to the first break.
Vegetated Wooded
LB RB LB RB

(- A r- A (- A r- A >- 100-feet wide or extends to the edge of the watershed
i` B
C' B
B f+ B From 50 to < 100-feet wide
i` C
[' C
[ C [' C From 30 to < 50-feet wide
f« D
f+ D
C D C' D From 10 to < 30-feet wide
E
C' E
C E C' E < 10-feet wide or no trees
20. Buffer Structure - streamside area metric (skip for Tidal Marsh Streams)
Consider
for left bank (LB) and right bank (RB) for Metric 19 ("Vegetated" Buffer Width).
LB
RB
l- A
C` A
Mature forest
I: B
6- B
Non -mature woody vegetation or modified vegetation structure
IA C
IF C
Herbaceous vegetation with or without a strip of trees < 10 feet wide
IA D
IF D
Maintained shrubs
IA E
IF E
Little or no vegetation
21. Buffer Stressors - streamside area metric (skip for Tidal Marsh Streams)
Check all appropriate boxes for left bank (LB) and right bank (RB). Indicate if listed stressor abuts stream (Abuts), does not abut but
is within 30 feet of stream (< 30 feet), or is between 30 to 50 feet of stream (30-50 feet).
If none of the following stressors occurs on either bank, check here and skip to Metric 22: F,
Abuts < 30 feet 30-50 feet
LB RB LB RB LB RB
C` A C' A C` A C' A C` A C' A Row crops
C` B C' B C` B C' B C` B C' B Maintained turf
i` C [' C i` C [' C i` C [' C Pasture (no livestock)/commercial horticulture
r D r n r n r D r D r D Pasture (active livestock use)
22. Stem Density - streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Wooded" Buffer Width).
LB RB
A C" A Medium to high stem density
I: B I: B Low stem density
IA C IA C No wooded riparian buffer or predominantly herbaceous species or bare ground
23. Continuity of Vegetated Buffer - streamside area metric (skip for Tidal Marsh Streams)
Consider whether vegetated buffer is continuous along stream (parallel). Breaks are areas lacking vegetation > 10-feet wide.
LB RB
f« A i« A The total length of buffer breaks is < 25 percent.
i` B i` B The total length of buffer breaks is between 25 and 50 percent.
i` C i` C The total length of buffer breaks is > 50 percent.
24. Vegetative Composition - First 100 feet of streamside area metric (skip for Tidal Marsh Streams)
Evaluate the dominant vegetation within 100 feet of each bank or to the edge of the watershed (whichever comes first) as it contributes
to assessment reach habitat.
LB RB
IA A IA A Vegetation is close to undisturbed in species present and their proportions. Lower strata composed of native
species, with non-native invasive species absent or sparse.
I: B I: B Vegetation indicates disturbance in terms of species diversity or proportions, but is still largely composed of native
species. This may include communities of weedy native species that develop after clear -cutting or clearing or
communities with non-native invasive species present, but not dominant, over a large portion of the expected strata or
communities missing understory but retaining canopy trees.
IA C IA C Vegetation is severely disturbed in terms of species diversity or proportions. Mature canopy is absent or communities
with non-native invasive species dominant over a large portion of expected strata or communities composed of planted
stands of non -characteristic species or communities inappropriately composed of a single species or no vegetation.
25. Conductivity- assessment reach metric (skip for all Coastal Plain streams)
25a. (- Yes ft No Was a conductivity measurement recorded?
If No, select one of the following reasons. (- No Water (- Other:
25b. Check the box corresponding to the conductivity measurement (units of microsiemens per centimeter).
r A <46 f B 46 to < 67 f C 67 to < 79 i D 79 to < 230 f E ? 230
Notes/Sketch:

NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.1
Stream Site Name Gateway 85 Date of Evaluation
Stream Category Pb1 Assessor Name/Organization iris Tink
Notes of Field Assessment Form (Y/N)
Presence of regulatory considerations (Y/N)
Additional stream information/supplementary measurements included (Y/N)
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Function Class Rating Summary
USACE/ NC
All Streams Inter
(1) Hydrology HIGH
(2) Baseflow MEDIUM
(2) Flood Flow HIGH
(3) Streamside Area Attenuation HIGH
(4) Floodplain Access HIGH
(4) Wooded Riparian Buffer MEDIUM
(4) Microtopography NA
(3) Stream Stability MEDIUM
(4) Channel Stability HIGH
(4) Sediment Transport LOW
(4) Stream Geomorphology MEDIUM
(2) Stream/Intertidal Zone Interaction NA
(2) Longitudinal Tidal Flow NA
(2) Tidal Marsh Stream Stability NA
(3) Tidal Marsh Channel Stability NA
(3) Tidal Marsh Stream Geomorphology NA
(1) Water Quality LOW
(2) Baseflow MEDIUM
(2) Streamside Area Vegetation MEDIUM
(3) Upland Pollutant Filtration MEDIUM
(3) Thermoregulation MEDIUM
(2) Indicators of Stressors NO
(2) Aquatic Life Tolerance LOW
(2) Intertidal Zone Filtration NA
(1) Habitat MEDIUM
(2) In -stream Habitat LOW
(3) Baseflow MEDIUM
(3) Substrate LOW
(3) Stream Stability HIGH
(3) In -stream Habitat MEDIUM
(2) Stream -side Habitat HIGH
(3) Stream -side Habitat HIGH
(3) Thermoregulation MEDIUM
(2) Tidal Marsh In -stream Habitat NA
(3) Flow Restriction NA
(3) Tidal Marsh Stream Stability NA
(4) Tidal Marsh Channel Stability NA
(4) Tidal Marsh Stream Geomorphology NA
(3) Tidal Marsh In -stream Habitat NA
(2) Intertidal Zone Habitat NA
Overall MEDIUM

4/14/2020
lenberg / Kimley He
NO
YES
NO
Perennial
DWR
mittent

user manual version z.i
INSTRUCTIONS: Attach a sketch of the assessment area and photographs. Attach a copy of the USGS 7.5-minute topographic
quadrangle, and circle the location of the stream reach under evaluation. If multiple stream reaches will be evaluated on the same
property, identify and number all reaches on the attached map, and include a separate form for each reach. See the NC SAM User
Manual for detailed descriptions and explanations of requested information. Record in the "Notes/Sketch" section if any supplementary
measurements were performed. See the NC SAM User Manual for examples of additional measurements that may be relevant.
NOTE EVIDENCE OF STRESSORS AFFECTING THE ASSESSMENT AREA (do not need to be within the assessment area).
PROJECT / SITE INFORMATION:
1. Project name (if any): Gateway 85 2. Date of evaluation: 4/14/2020
3. Applicant/owner name: City of Gastonia 4. Assessor name/organization: Chris Tinklenberg / Kimley Horn
5. County: Gaston 6. Nearest named water body
7. River Basin: Catawba on USGS 7.5-minute quad: Duharts Creek
8. Site coordinates (decimal degrees, at lower end of assessment reach): 35.263409,-81.116850
STREAM INFORMATION: (depth and width can be approximations)
9. Site number (show on attached map): S5 10. Length of assessment reach evaluated (feet): -100 If
11. Channel depth from bed (in riffle, if present) to top of bank (feet): 3 F Unable to assess channel depth.
12. Channel width at top of bank (feet): 8 4 13. Is assessment reach a swamp stream? f Yes f' No
14. Feature type: (_- Perennial flow (' Intermittent flow l Tidal Marsh Stream
STREAM RATING INFORMATION:
15. NC SAM Zone: C Mountains (M) G Piedmont (P) l Inner Coastal Plain (1) (' Outer Coastal Plain (0)
16. Estimated geomorphic 11
valley shape (skip for C a G b
Tidal Marsh Stream): (more sinuous stream, flatter valley slope) (less sinuous stream, steeper valley slope)
17. Watershed size: (skip C Size 1 (< 0.1 miZ) G Size 2 (0.1 to < 0.5 miZ) ( Size 3 (0.5 to < 5 miz) ( Size 4 (>_ 5 mil)
for Tidal Marsh Stream)
ADDITIONAL INFORMATION:
18. Were regulatory considerations evaluated? G Yes l' No If Yes, check all that appy to the assessment area.
F Section 10 water F Classified Trout Waters Water Supply Watershed ( l' I (' II (' III (-- IV (' V)
F Essential Fish Habitat F Primary Nursery Area I High Quality Waters/Outstanding Resource Waters
F Publicly owned property F NCDWR riparian buffer rule in effect F Nutrient Sensitive Waters
F Anadromous fish F 303(d) List F CAMA Area of Environmental Concern (AEC)
F Documented presence of a federal and/or state listed protected species within the assessment area.
List species:
F Designated Critical Habitat (list species):
19. Are additional stream information/supplementary measurements included in "Notes/Sketch" section or attached? Yes - No
1. Channel Water - assessment reach metric (skip for Size 1 streams and Tidal Marsh Streams)
G A Water throughout assessment reach.
C B No flow, water in pools only.
C C No water in assessment reach.
2. Evidence of Flow Restriction - assessment reach metric
C A At least 10% of assessment reach in -stream habitat or riffle -pool sequence is adversely affected by a flow restriction or fill to the
point of obstructing flow or a channel choked with aquatic macrophytes or ponded water or impounded on flood or ebb within
the assessment reach (examples: undersized or perched culverts, causeways that constrict the channel, tidal gates).
B Not A
3. Feature Pattern - assessment reach metric
C A A majority of the assessment reach has altered pattern (examples: straightening, modification above or below culvert).
G B Not A.
4. Feature Longitudinal Profile - assessment reach metric
G A Majority of assessment reach has a substantially altered stream profile (examples: channel down -cutting, existing damming,
over widening, active aggradation, dredging, and excavation where appropriate channel profile has not reformed from any of
these disturbances).
C B Not A
5. Signs of Active Instability - assessment reach metric
Consider only current instability, not past events from which the stream has currently recovered. Examples of instability include
active bank failure, active channel down -cutting (head -cut), active widening, and artificial hardening (such as concrete, gabion, rip -rap).
G A < 10% of channel unstable
C B 10 to 25% of channel unstable
C C > 25% of channel unstable
6. Streamside Area Interaction - streamside area metric
Consider for the Left Bank (LB) and the Right Bank (RB).
LB RB
C A �' A Little or no evidence of conditions that adversely affect reference interaction
G B B Moderate evidence of conditions (examples: berms, levees, down -cutting, aggradation, dredging) that adversely affect
reference interaction (examples: limited streamside area access, disruption of flood flows through streamside area,
leaky or intermittent bulkheads, causeways with floodplain constriction, minor ditching [including mosquito ditching])
C C �' C Extensive evidence of conditions that adversely affect reference interaction (little to no floodplain/intertidal zone access
[examples: causeways with floodplain and channel constriction, bulkheads, retaining walls, fill, stream incision,
disruption of flood flows through streamside area] or too much floodplain/intertidal zone access [examples:
impoundments, intensive mosquito ditching]) or floodplain/intertidal zone unnaturally absent or assessment reach is a

man-made feature on an interstream divide
7. Water Quality Stressors - assessment reach/intertidal zone metric
Check all that apply.
F A Discolored water in stream or intertidal zone (milky white, blue, unnatural water discoloration, oil sheen, stream foam)
F B Excessive sedimentation (burying of stream features or intertidal zone)
F C Noticeable evidence of pollutant discharges entering the assessment reach and causing a water quality problem
F D Odor (not including natural sulfide odors)
F E Current published or collected data indicating degraded water quality in the assessment reach. Cite source in the "Notes/Sketch"
section.
F F Livestock with access to stream or intertidal zone
F G Excessive algae in stream or intertidal zone
F H Degraded marsh vegetation in the intertidal zone (removal, burning, regular mowing, destruction, etc.)
F I Other: (explain in "Notes/Sketch" section)
F1 J Little to no stressors
8. Recent Weather -watershed metric
For Size 1 or 2 streams, D1 drought or higher is considered a drought; for Size 3 or 4 streams, D2 drought or higher is considered a
drought.
C' A Drought conditions and no rainfall or rainfall not exceeding 1 inch within the last 48 hours
C' B Drought conditions and rainfall exceeding 1 inch within the last 48 hours
R C No drought conditions
9 Large or Dangerous Stream - assessment reach metric
f Yes G No Is stream is too large or dangerous to assess? If Yes, skip to Metric 13 (Streamside Area Ground Surface Condition).
10. Natural In -stream Habitat Types - assessment reach metric
10a. z Yes G No Degraded in -stream habitat over majority of the assessment reach (examples of stressors include excessive
sedimentation, mining, excavation, in -stream hardening [for example, rip -rap], recent dredging, and snagging)
(evaluate for size 4 Coastal Plain streams only, then skip to Metric 12)
10b. Check all that occur (occurs if > 5% coverage of assessment reach) (skip for Size 4 Coastal Plain streams)
F A Multiple aquatic macrophytes and aquatic mosses m N F F 5% oysters or other natural hard bottoms
(include liverworts, lichens, and algal mats) H d F G Submerged aquatic vegetation
r B Multiple sticks and/or leaf packs and/or emergent w rn F H Low -tide refugia (pools)
vegetation N o F I Sand bottom
C Multiple snags and logs (including lap trees) r m F J 5% vertical bank along the marsh
D 5% undercut banks and/or root mats and/or roots 02 F K Little or no habitat
in banks extend to the normal wetted perimeter
E Little or no habitat
***'"*********************---*REMAINING QUESTIONS ARE NOT APPLICABLE FOR TIDAL MARSH STREAMS****************************
11. Bedform and Substrate -assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
11 a. C` Yes G No Is assessment reach in a natural sand -bed stream? (skip for Coastal Plain streams)
11 b. Bedform evaluated. Check the appropriate box(es).
F A Riffle -run section (evaluate 11c)
F B Pool -glide section (evaluate 11d)
F C Natural bedform absent (skip to Metric 12, Aquatic Life)
11c. In riffles sections, check all that occur below the normal wetted perimeter of the assessment reach - whether or not submerged.
Check at least one box in each row (skip for Size 4 Coastal Plain Streams and Tidal Marsh Streams). Not Present (NP) _
absent, Rare (R) = present but <- 10%, Common (C) _ > 10-40%, Abundant (A) _ > 40-70%, Predominant (P) _ > 70%. Cumulative
percentages should not exceed 100% for each assessment reach.
NP R C A P
r r r r C Bedrock/saprolite
r r r r C Boulder (256 - 4096 mm)
r r r r C Cobble (64 - 256 mm)
r r r r C Gravel (2 - 64 mm)
r r r r f Sand (.062-2 mm)
r r r r f Silt/clay (< 0.062 mm)
r r r r f Detritus
r r r r C Artificial (rip -rap, concrete, etc.)
11 d. C Yes C No Are pools filled with sediment? (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
12. Aquatic Life -assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
12a. 6- Yes C No Was an in -stream aquatic life assessment performed as described in the User Manual?
If No, select one of the following reasons and skip to Metric 13. r No Water C' Other:
12b. r Yes G No Are aquatic organisms present in the assessment reach (look in riffles, pools, then snags)? If Yes, check
all that apply. If No, skip to Metric 13.
1 >1 Numbers over columns refer to "individuals" for size 1 and 2 streams and "taxa" for size 3 and 4 streams.
F F Adult frogs
F F Aquatic reptiles
F F Aquatic macrophytes and aquatic mosses (include liverworts, lichens, and algal mats)
F F Beetles (including water pennies)
F F Caddisfly larvae (Trichoptera [T])
F F Asian clam (Corbicula )
F F Crustacean (isopod/amphipod/crayfish/shrimp)
F F Damselfly and dragonfly larvae
F F Dipterans (true flies)

F F Mayfly larvae (Ephemeroptera [E])
F F Megaloptera (alderfly, fishily, dobsonfly larvae)
F F Midges/mosquito larvae
F F Mosquito fish (Gambusia) or mud minnows (Umbra pygmaea)
F F Mussels/Clams (not Corbicula )
F F Other fish
F F Salamanders/tadpoles
F F Snails
F F Stonefly larvae (Plecoptera [P])
F F Tipulid larvae
F F Worms/leeches
13. Streamside Area Ground Surface Condition — streamside area metric (skip for Tidal Marsh Streams and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB). Consider storage capacity with regard to both overbank flow and
upland runoff.
LB RB
A �' A Little or no alteration to water storage capacity over a majority of the streamside area
C B �' B Moderate alteration to water storage capacity over a majority of the streamside area
b C �' C Severe alteration to water storage capacity over a majority of the streamside area (examples include: ditches, fill,
soil, compaction, livestock disturbance, buildings, man-made levees, drainage pipes)
14. Streamside Area Water Storage — streamside area metric (skip for Size 1 streams, Tidal Marsh Streams, and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB) of the streamside area.
LB RB
A �' A Majority of streamside area with depressions able to pond water z 6 inches deep
C B �' B Majority of streamside area with depressions able to pond water 3 to 6 inches deep
C �' C Majority of streamside area with depressions able to pond water < 3 inches deep
15. Wetland Presence — streamside area metric (skip for Tidal Marsh Streams)
Consider for the Left Bank (LB) and the Right Bank (RB). Do not consider wetlands outside of the streamside area or within the
normal wetted perimeter of assessment reach.
LB RB
Y �' Y Are wetlands present in the streamside area?
G N r N
16. Baseflow Contributors — assessment reach metric (skip for size 4 streams and Tidal Marsh Streams)
Check all contributors within the assessment reach or within view of and draining to the assessment reach.
F A Streams and/or springs (jurisdictional discharges)
F B Ponds (include wet detention basins; do not include sediment basins or dry detention basins)
F C Obstruction that passes some flow during low -flow periods within assessment area (beaver dam, bottom -release dam)
F D Evidence of bank seepage or sweating (iron oxidizing bacteria in water indicates seepage)
I+ E Stream bed or bank soil reduced (dig through deposited sediment if present)
F F None of the above
17. Baseflow Detractors — assessment area metric (skip for Tidal Marsh Streams)
Check all that apply.
F A Evidence of substantial water withdrawals from the assessment reach (includes areas excavated for pump installation)
F B Obstruction not passing flow during low flow periods affecting the assessment reach (ex: watertight dam, sediment deposit)
F C Urban stream (>_ 24% impervious surface for watershed)
F D Evidence that the stream -side area has been modified resulting in accelerated drainage into the assessment reach
F E Assessment reach relocated to valley edge
F F None of the above
18. Shading — assessment reach metric (skip for Tidal Marsh Streams)
Consider aspect. Consider "leaf -on" condition.
A Stream shading is appropriate for stream category (may include gaps associated with natural processes)
B Degraded (example: scattered trees)
C Stream shading is gone or largely absent
19. Buffer Width — streamside area metric (skip for Tidal Marsh Streams)
Consider "vegetated buffer" and "wooded buffer" separately for left bank (LB) and right bank (RB) starting at the top
of bank out to the first break.
Vegetated Wooded
LB RB LB RB
A C A C A �' A >_ 100-feet wide or extends to the edge of the watershed
B r B C B r B From 50 to < 100-feet wide
C �' C C C �' C From 30 to < 50-feet wide
D �' D C D �' D From 10 to < 30-feet wide
E �' E C E �' E < 10-feet wide or no trees
20. Buffer Structure — streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Vegetated" Buffer Width).
LB
RB
A
A
Mature forest
• B
B
Non -mature woody vegetation or modified vegetation structure
f C
r C
Herbaceous vegetation with or without a strip of trees < 10 feet wide
D
D
Maintained shrubs
E
E
Little or no vegetation
21. Buffer Stressors — streamside area metric (skip for Tidal Marsh Streams)
Check all appropriate boxes for left bank (LB) and right bank (RB). Indicate if listed stressor abuts stream (Abuts), does not abut but
is within 30 feet of stream (< 30 feet), or is between 30 to 50 feet of stream (30-50 feet).

If none of the following stressors occurs on either bank, check here and skip to Metric 22:
Abuts
< 30 feet 30-50 feet
LB
RB
LB RB LB RB
r A
�' A
r A �' A r A �' A Row crops
r B
�' B
r B �' B r B �' B Maintained turf
C
�' C
C �' C C �' C Pasture (no livestock)/commercial horticulture
r D
�' D
r D �' D r D �' D Pasture (active livestock use)
22. Stem Density — streamside area metric (skip for Tidal Marsh Streams)
Consider for left
bank (LB) and right bank (RB) for Metric 19 ("Wooded" Buffer Width).
LB
RB
• A
A
Medium to high stem density
B
B
Low stem density
C
C
No wooded riparian buffer or predominantly herbaceous species or bare ground
23. Continuity of Vegetated Buffer— streamside area metric (skip for Tidal Marsh Streams)
Consider whether vegetated buffer is continuous along stream (parallel). Breaks are areas lacking vegetation > 10-feet wide.
LB RB
A A The total length of buffer breaks is < 25 percent.
B B The total length of buffer breaks is between 25 and 50 percent.
C C The total length of buffer breaks is > 50 percent.
24. Vegetative Composition — First 100 feet of streamside area metric (skip for Tidal Marsh Streams)
Evaluate the dominant vegetation within 100 feet of each bank or to the edge of the watershed (whichever comes first) as it contributes
to assessment reach habitat.
LB RB
A A Vegetation is close to undisturbed in species present and their proportions. Lower strata composed of native
species, with non-native invasive species absent or sparse.
B B Vegetation indicates disturbance in terms of species diversity or proportions, but is still largely composed of native
species. This may include communities of weedy native species that develop after clear -cutting or clearing or
communities with non-native invasive species present, but not dominant, over a large portion of the expected strata or
communities missing understory but retaining canopy trees.
r C r C Vegetation is severely disturbed in terms of species diversity or proportions. Mature canopy is absent or communities
with non-native invasive species dominant over a large portion of expected strata or communities composed of planted
stands of non -characteristic species or communities inappropriately composed of a single species or no vegetation.
25. Conductivity — assessment reach metric (skip for all Coastal Plain streams)
25a. (' Yes (-- No Was a conductivity measurement recorded?
If No, select one of the following reasons. ( No Water ( Other:
25b. Check the box corresponding to the conductivity measurement (units of microsiemens per centimeter).
( A <46 ( B 46 to < 67 ( C 67 to < 79 f D 79 to < 230 (' E >_ 230
Notes/Sketch:

NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.1
Stream Site Name NorthPoint Gastonia Logistics Center
Stream Category Pb2
Notes of Field Assessment Form (Y/N)
Presence of regulatory considerations (Y/N)
Additional stream information/supplementary measurements included (Y/N)
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Function Class Rating Summary
Date of Evaluation 4/14/2020
Assessor Name/Organization iris Tinklenberg / Kimley He
NO
YES
NO
Perennial
USACE/ NCDWR
All Streams Intermittent
(1) Hydrology MEDIUM
(2) Baseflow MEDIUM
(2) Flood Flow MEDIUM
(3) Streamside Area Attenuation MEDIUM
(4) Floodplain Access MEDIUM
(4) Wooded Riparian Buffer HIGH
(4) Microtopography NA
(3) Stream Stability MEDIUM
(4) Channel Stability HIGH
(4) Sediment Transport LOW
(4) Stream Geomorphology MEDIUM
(2) Stream/Intertidal Zone Interaction NA
(2) Longitudinal Tidal Flow NA
(2) Tidal Marsh Stream Stability NA
(3) Tidal Marsh Channel Stability NA
(3) Tidal Marsh Stream Geomorphology NA
(1) Water Quality MEDIUM
(2) Baseflow MEDIUM
(2) Streamside Area Vegetation HIGH
(3) Upland Pollutant Filtration HIGH
(3) Thermoregulation HIGH
(2) Indicators of Stressors NO
(2) Aquatic Life Tolerance LOW
(2) Intertidal Zone Filtration NA
(1) Habitat LOW
(2) In -stream Habitat LOW
(3) Baseflow MEDIUM
(3) Substrate LOW
(3) Stream Stability MEDIUM
(3) In -stream Habitat MEDIUM
(2) Stream -side Habitat HIGH
(3) Stream -side Habitat HIGH
(3) Thermoregulation HIGH
(2) Tidal Marsh In -stream Habitat NA
(3) Flow Restriction NA
(3) Tidal Marsh Stream Stability NA
(4) Tidal Marsh Channel Stability NA
(4) Tidal Marsh Stream Geomorphology NA
(3) Tidal Marsh In -stream Habitat NA
(2) Intertidal Zone Habitat NA
Overall MEDIUM

user manual version c.-i
USACE AID #: NCDWR #:
INSTRUCTIONS: Attach a sketch of the assessment area and photographs. Attach a copy of the USGS 7.5-minute topographic
quadrangle, and circle the location of the stream reach under evaluation. If multiple stream reaches will be evaluated on the same
property, identify and number all reaches on the attached map, and include a separate form for each reach. See the NC SAM User
Manual for detailed descriptions and explanations of requested information. Record in the "Notes/Sketch" section if any supplementary
measurements were performed. See the NC SAM User Manual for examples of additional measurements that may be relevant.
NOTE EVIDENCE OF STRESSORS AFFECTING THE ASSESSMENT AREA (do not need to be within the assessment area).
PROJECT / SITE INFORMATION:
1. Project name (if any): Gateway 85 Lineberger Project 2. Date of evaluation: 05/03/2022
3. Applicant/owner name: City of Gastonia 4. Assessor name/organization: Kimley-Horn
5. County: Gaston 6. Nearest named water body
7. River Basin: Catawba on USGS 7.5-minute quad: Duharts Creek
8. Site coordinates (decimal degrees, at lower end of assessment reach): 35.272439,-81.117097
STREAM INFORMATION: (depth and width can be approximations)
9. Site number (show on attached map): S6 10. Length of assessment reach evaluated (feet): 100
11. Channel depth from bed (in riffle, if present) to top of bank (feet): 1 r Unable to assess channel depth.
12. Channel width at top of bank (feet): 3 13. Is assessment reach a swamp stream? [ Yes [- No
14. Feature type: ( Perennial flow Intermittent flow [ Tidal Marsh Stream
STREAM RATING INFORMATION:
15. NC SAM Zone: [' Mountains (M) Piedmont (P) [ Inner Coastal Plain (1) C Outer Coastal Plain (0)
16. Estimated geomorphic L J
valley shape (skip for [ a [ b
Tidal Marsh Stream): (more sinuous stream, flatter valley slope) (less sinuous stream, steeper valley slope)
17. Watershed size: (skip (* Size 1 (< 0.1 mi`) f Size 2 (0.1 to < 0.5 mi`) (' Size 3 (0.5 to < 5 mi`) f Size 4 (>_ 5 miZ)
for Tidal Marsh Stream)
ADDITIONAL INFORMATION:
18. Were regulatory considerations evaluated? [- Yes (- No If Yes, check all that appy to the assessment area.
F Section 10 water r Classified Trout Waters r Water Supply Watershed ( [- I (' II III r IV r V)
F Essential Fish Habitat r Primary Nursery Area F High Quality Waters/Outstanding Resource Waters
F Publicly owned property r NCDWR riparian buffer rule in effect F Nutrient Sensitive Waters
F Anadromous fish r 303(d) List F CAMA Area of Environmental Concern (AEC)
F Documented presence of a federal and/or state listed protected species within the assessment area.
List species:
F Designated Critical Habitat (list species):
19. Are additional stream information/supplementary measurements included in "Notes/Sketch" section or attached? Yes f* No
1. Channel Water- assessment reach metric (skip for Size 1 streams and Tidal Marsh Streams)
f A Water throughout assessment reach.
f B No flow, water in pools only.
f*' C No water in assessment reach.
2. Evidence of Flow Restriction - assessment reach metric
[- A At least 10% of assessment reach in -stream habitat or riffle -pool sequence is adversely affected by a flow restriction or fill to the
point of obstructing flow or a channel choked with aquatic macrophytes or ponded water or impounded on flood or ebb within
the assessment reach (examples: undersized or perched culverts, causeways that constrict the channel, tidal gates).
B Not A
3. Feature Pattern - assessment reach metric
f A A majority of the assessment reach has altered pattern (examples: straightening, modification above or below culvert).
f*' B Not A.
4. Feature Longitudinal Profile - assessment reach metric
[- A Majority of assessment reach has a substantially altered stream profile (examples: channel down -cutting, existing damming,
over widening, active aggradation, dredging, and excavation where appropriate channel profile has not reformed from any of
these disturbances).
B Not A
5. Signs of Active Instability - assessment reach metric
Consider only current instability, not past events from which the stream has currently recovered. Examples of instability include
active bank failure, active channel down -cutting (head -cut), active widening, and artificial hardening (such as concrete, gabion, rip -rap).
f*' A < 10% of channel unstable
f B 10 to 25% of channel unstable
f C > 25% of channel unstable
6. Streamside Area Interaction - streamside area metric
Consider for the Left Bank (LB) and the Right Bank (RB).
LB RB
f+ A ft A Little or no evidence of conditions that adversely affect reference interaction
[- B i' B Moderate evidence of conditions (examples: berms, levees, down -cutting, aggradation, dredging) that adversely affect

reference interaction (examples: limited streamside area access, disruption of flood flows through streamside area,
leaky or intermittent bulkheads, causeways with floodplain constriction, minor ditching [including mosquito ditching])
[- C (- C Extensive evidence of conditions that adversely affect reference interaction (little to no floodplain/intertidal zone access
[examples: causeways with floodplain and channel constriction, bulkheads, retaining walls, fill, stream incision,
disruption of flood flows through streamside area] or too much floodplain/intertidal zone access [examples:
impoundments, intensive mosquito ditching]) or floodplain/intertidal zone unnaturally absent or assessment reach is a
man-made feature on an interstream divide
7. Water Quality Stressors - assessment reach/intertidal zone metric
Check all that apply.
f A Discolored water in stream or intertidal zone (milky white, blue, unnatural water discoloration, oil sheen, stream foam)
r B Excessive sedimentation (burying of stream features or intertidal zone)
F C Noticeable evidence of pollutant discharges entering the assessment reach and causing a water quality problem
r D Odor (not including natural sulfide odors)
r E Current published or collected data indicating degraded water quality in the assessment reach. Cite source in the "Notes/Sketch"
section.
r F Livestock with access to stream or intertidal zone
F G Excessive algae in stream or intertidal zone
I— H Degraded marsh vegetation in the intertidal zone (removal, burning, regular mowing, destruction, etc.)
F I Other: (explain in "Notes/Sketch" section)
F, J Little to no stressors
8. Recent Weather - watershed metric
For Size 1 or 2 streams, D1 drought or higher is considered a drought; for Size 3 or 4 streams, D2 drought or higher is considered a
drought.
[- A Drought conditions and no rainfall or rainfall not exceeding 1 inch within the last 48 hours
[- B Drought conditions and rainfall exceeding 1 inch within the last 48 hours
[ C No drought conditions
9 Large or Dangerous Stream - assessment reach metric
f Yes f*' No Is stream is too large or dangerous to assess? If Yes, skip to Metric 13 (Streamside Area Ground Surface Condition).
10. Natural In -stream Habitat Types -assessment reach metric
10a. [- Yes [-- No Degraded in -stream habitat over majority of the assessment reach (examples of stressors include excessive
sedimentation, mining, excavation, in -stream hardening [for example, rip -rap], recent dredging, and snagging)
(evaluate for size 4 Coastal Plain streams only, then skip to Metric 12)
10b. Check all that occur (occurs if > 5% coverage of assessment reach) (skip for Size 4 Coastal Plain streams)
r A Multiple aquatic macrophytes and aquatic mosses m u) F F 5% oysters or other natural hard bottoms
(include liverworts, lichens, and algal mats) H m r G Submerged aquatic vegetation
r B Multiple sticks and/or leaf packs and/or emergent $ c r H Low -tide refugia (pools)
vegetation L o F I Sand bottom
r C Multiple snags and logs (including lap trees) t Co F J 5% vertical bank along the marsh
F D 5% undercut banks and/or root mats and/or roots U F K Little or no habitat
in banks extend to the normal wetted perimeter
R, E Little or no habitat
*********************************REMAINING QUESTIONS ARE NOT APPLICABLE FOR TIDAL MARSH STREAMS****************************
11. Bedform and Substrate -assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
1 la. f Yes f*' No Is assessment reach in a natural sand -bed stream? (skip for Coastal Plain streams)
11 b. Bedform evaluated. Check the appropriate box(es).
r A Riffle -run section (evaluate 11c)
B Pool -glide section (evaluate 11d)
I✓ C Natural bedform absent (skip to Metric 12, Aquatic Life)
11 c. In riffles sections, check all that occur below the normal wetted perimeter of the assessment reach - whether or not submerged.
Check at least one box in each row (skip for Size 4 Coastal Plain Streams and Tidal Marsh Streams). Not Present (NP) _
absent, Rare (R) = present but <- 10%, Common (C) _ > 10-40%, Abundant (A) _ > 40-70%, Predominant (P) _ > 70%. Cumulative
percentages should not exceed 100% for each assessment reach.
NP R C A P
f f f f f Bedrock/saprolite
f f f f f Boulder (256 - 4096 mm)
f f f f f Cobble (64 - 256 mm)
f f f f f Gravel (2 - 64 mm)
f f f r f Sand (.062 - 2 mm)
f f f f Silt/clay (< 0.062 mm)
f f f f f Detritus
f f f f f Artificial (rip -rap, concrete, etc.)
11 d. [' Yes [' No Are pools filled with sediment? (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
12. Aquatic Life - assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
12a. f*' Yes f No Was an in -stream aquatic life assessment performed as described in the User Manual?
If No, select one of the following reasons and skip to Metric 13. f No Water f Other:
12b. [- Yes [-- No Are aquatic organisms present in the assessment reach (look in riffles, pools, then snags)? If Yes, check

all that apply. If No, skip to Metric 13.
1 >1 Numbers over columns refer to "individuals" for size 1 and 2 streams and "taxa" for size 3 and 4 streams.
F r Adult frogs
F F Aquatic reptiles
F r Aquatic macrophytes and aquatic mosses (include liverworts, lichens, and algal mats)
r I— Beetles (including water pennies)
r Caddisfly larvae (Trichoptera [T])
r r Asian clam (Corbicula )
F r Crustacean (isopod/amphipod/crayfish/shrimp)
F r Damselfly and dragonfly larvae
F F Dipterans (true flies)
f r Mayfly larvae (Ephemeroptera [E])
r r Megaloptera (alderfly, fishily, dobsonfly larvae)
f r Midges/mosquito larvae
r r Mosquito fish (Gambusia) or mud minnows (Umbra pygmaea)
r r Mussels/Clams (not Corbicula )
F r Other fish
r r Salamanders/tadpoles
F f Snails
F r Stonefly larvae (Plecoptera [P])
r r Tipulid larvae
F f Worms/leeches
13. Streamside Area Ground Surface Condition — streamside area metric (skip for Tidal Marsh Streams and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB). Consider storage capacity with regard to both overbank flow and
upland runoff.
LB RB
C A C' A Little or no alteration to water storage capacity over a majority of the streamside area
C B C' B Moderate alteration to water storage capacity over a majority of the streamside area
C C f C Severe alteration to water storage capacity over a majority of the streamside area (examples include: ditches, fill,
soil, compaction, livestock disturbance, buildings, man-made levees, drainage pipes)
14. Streamside Area Water Storage — streamside area metric (skip for Size 1 streams, Tidal Marsh Streams, and B valley types)
Consider for the Left Bank (LB) and the Right Bank (RB) of the streamside area.
LB RB
r A [ A Majority of streamside area with depressions able to pond water > 6 inches deep
r B [ B Majority of streamside area with depressions able to pond water 3 to 6 inches deep
r C [ C Majority of streamside area with depressions able to pond water < 3 inches deep
15. Wetland Presence — streamside area metric (skip for Tidal Marsh Streams)
Consider for the Left Bank (LB) and the Right Bank (RB). Do not consider wetlands outside of the streamside area or within the
normal wetted perimeter of assessment reach.
LB RB
C Y Y Are wetlands present in the streamside area?
+N [t N
16. Baseflow Contributors — assessment reach metric (skip for size 4 streams and Tidal Marsh Streams)
Check all contributors within the assessment reach or within view of and draining to the assessment reach.
F A Streams and/or springs (jurisdictional discharges)
r B Ponds (include wet detention basins; do not include sediment basins or dry detention basins)
F C Obstruction that passes some flow during low -flow periods within assessment area (beaver dam, bottom -release dam)
F D Evidence of bank seepage or sweating (iron oxidizing bacteria in water indicates seepage)
Fv- E Stream bed or bank soil reduced (dig through deposited sediment if present)
F_ F None of the above
17. Baseflow Detractors — assessment area metric (skip for Tidal Marsh Streams)
Check all that apply.
F A Evidence of substantial water withdrawals from the assessment reach (includes areas excavated for pump installation)
F B Obstruction not passing flow during low flow periods affecting the assessment reach (ex: watertight dam, sediment deposit)
F C Urban stream (>_ 24% impervious surface for watershed)
r✓ D Evidence that the stream -side area has been modified resulting in accelerated drainage into the assessment reach
F E Assessment reach relocated to valley edge
F F None of the above
18. Shading — assessment reach metric (skip for Tidal Marsh Streams)
Consider aspect. Consider "leaf -on" condition.
r A Stream shading is appropriate for stream category (may include gaps associated with natural processes)
r B Degraded (example: scattered trees)
r+ C Stream shading is gone or largely absent
19. Buffer Width — streamside area metric (skip for Tidal Marsh Streams)
Consider "vegetated buffer" and "wooded buffer" separately for left bank (LB) and right bank (RB) starting at the top
of bank out to the first break.
Vegetated Wooded
LB RB LB RB

C` A c A (- A (- A >- 100-feet wide or extends to the edge of the watershed
f B
i' B
B i' B From 50 to < 100-feet wide
[ C
ft C
C ft C From 30 to < 50-feet wide
[` D
i' D
C D i' D From 10 to < 30-feet wide
[` E
C' E
C E C' E < 10-feet wide or no trees
20. Buffer Structure - streamside area metric (skip for Tidal Marsh Streams)
Consider
for left bank (LB) and right bank (RB) for Metric 19 ("Vegetated" Buffer Width).
LB
RB
C` A
C A
Mature forest
f* B
f* B
Non -mature woody vegetation or modified vegetation structure
I� C
C
Herbaceous vegetation with or without a strip of trees < 10 feet wide
I� D
f D
Maintained shrubs
f ' E
f E
Little or no vegetation
21. Buffer Stressors - streamside area metric (skip for Tidal Marsh Streams)
Check all appropriate boxes for left bank (LB) and right bank (RB). Indicate if listed stressor abuts stream (Abuts), does not abut but
is within 30 feet of stream (< 30 feet), or is between 30 to 50 feet of stream (30-50 feet).
If none of the following stressors occurs on either bank, check here and skip to Metric 22: r
Abuts < 30 feet 30-50 feet
LB RB LB RB LB RB
[ A C' A [ A C' A [ A C' A Row crops
[ B C' B [ B C' B [ B C' B Maintained turf
C` C f- C C` C f- C C` C f- C Pasture (no livestock)/commercial horticulture
f D f- P C D f- D C` D f- D Pasture (active livestock use)
22. Stem Density - streamside area metric (skip for Tidal Marsh Streams)
Consider for left bank (LB) and right bank (RB) for Metric 19 ("Wooded" Buffer Width).
LB RB
A C A Medium to high stem density
f*' B f*' B Low stem density
f ' C f C No wooded riparian buffer or predominantly herbaceous species or bare ground
23. Continuity of Vegetated Buffer - streamside area metric (skip for Tidal Marsh Streams)
Consider whether vegetated buffer is continuous along stream (parallel). Breaks are areas lacking vegetation > 10-feet wide.
LB RB
[- A [- A The total length of buffer breaks is < 25 percent.
f+ B f+ B The total length of buffer breaks is between 25 and 50 percent.
[- C [- C The total length of buffer breaks is > 50 percent.
24. Vegetative Composition - First 100 feet of streamside area metric (skip for Tidal Marsh Streams)
Evaluate the dominant vegetation within 100 feet of each bank or to the edge of the watershed (whichever comes first) as it contributes
to assessment reach habitat.
LB RB
f ' A f A Vegetation is close to undisturbed in species present and their proportions. Lower strata composed of native
species, with non-native invasive species absent or sparse.
f*' B f*' B Vegetation indicates disturbance in terms of species diversity or proportions, but is still largely composed of native
species. This may include communities of weedy native species that develop after clear -cutting or clearing or
communities with non-native invasive species present, but not dominant, over a large portion of the expected strata or
communities missing understory but retaining canopy trees.
f ' C f C Vegetation is severely disturbed in terms of species diversity or proportions. Mature canopy is absent or communities
with non-native invasive species dominant over a large portion of expected strata or communities composed of planted
stands of non -characteristic species or communities inappropriately composed of a single species or no vegetation.
25. Conductivity- assessment reach metric (skip for all Coastal Plain streams)
25a. [- Yes [-- No Was a conductivity measurement recorded?
If No, select one of the following reasons. [- No Water [- Other:
25b. Check the box corresponding to the conductivity measurement (units of microsiemens per centimeter).
i" A <46 f- B 46 to < 67 IA C 67 to < 79 f D 79 to < 230 IA E ? 230
Notes/Sketch:

NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.1
Stream Site Name Gateway 85 Lineberger Project
Stream Category Pb1
Notes of Field Assessment Form (Y/N)
Presence of regulatory considerations (Y/N)
Additional stream information/supplementary measurements included (Y/N)
NC SAM feature type (perennial, intermittent, Tidal Marsh Stream)
Function Class Rating Summary
Date of Evaluation 05/03/2022
Assessor Name/Organization Kimley-Horn
NO
NO
NO
Intermittent
USACE/ NCDWR
All Streams Intermittent
(1) Hydrology
(2) Baseflow
(2) Flood Flow
(3) Streamside Area Attenuation
(4) Floodplain Access
(4) Wooded Riparian Buffer
(4) Microtopography
(3) Stream Stability
(4) Channel Stability
(4) Sediment Transport
(4) Stream Geomorphology
(2) Stream/Intertidal Zone Interaction
(2) Longitudinal Tidal Flow
(2) Tidal Marsh Stream Stability
(3) Tidal Marsh Channel Stability
(3) Tidal Marsh Stream Geomorphology
HIGH
MEDIUM
HIGH
HIGH
HIGH
MEDIUM
NA
HIGH
HIGH
LOW
HIGH
NA
NA
NA
NA
NA
HIGH
MEDIUM
HIGH
HIGH
HIGH
MEDIUM
NA
HIGH
HIGH
LOW
HIGH
NA
NA
NA
NA
NA
(1) Water Quality
(2) Baseflow
(2) Streamside Area Vegetation
(3) Upland Pollutant Filtration
(3) Thermoregulation
(2) Indicators of Stressors
(2) Aquatic Life Tolerance
(2) Intertidal Zone Filtration
LOW
MEDIUM
LOW
MEDIUM
LOW
NO
OMITTED
NA
LOW
MEDIUM
LOW
MEDIUM
LOW
NO
NA
NA
(1) Habitat
(2) In -stream Habitat
(3) Baseflow
(3) Substrate
(3) Stream Stability
(3) In -stream Habitat
(2) Stream -side Habitat
(3) Stream -side Habitat
(3) Thermoregulation
(2) Tidal Marsh In -stream Habitat
(3) Flow Restriction
(3) Tidal Marsh Stream Stability
(4) Tidal Marsh Channel Stability
(4) Tidal Marsh Stream Geomorphology
(3) Tidal Marsh In -stream Habitat
(2) Intertidal Zone Habitat
LOW
LOW
MEDIUM
LOW
HIGH
LOW
MEDIUM
HIGH
LOW
NA
NA
NA
NA
NA
NA
NA
LOW
LOW
MEDIUM
LOW
HIGH
LOW
MEDIUM
HIGH
LOW
NA
NA
NA
NA
NA
NA
NA
Overall
LOW
LOW

NC WAM WETLAND ASSESSMENT FORM
Accompanies User Manual Version 5
USACE AID#: NCDWR #:
Project Name Gateway 85 Lineberger Realignment Date of Evaluation 05/03/2022
ApplicanUOwner Name City of Gastonia Wetland Site Name W8
Wetland Type Headwater Forest Assessor Name/Organization Kimley-Horn
Level III Ecoregion Piedmont Nearest Named Water Body Duharts Creek
River Basin Catawba USGS 8-Digit Catalogue Unit 03050102
County Gaston NCDWR Region Mooresville
(+ Yes ( No Precipitation within 48 hrs? Latitude/Longitude (deci-degrees) 35.272689,-81.115745
Evidence of stressors affecting the assessment area (may not be within the assessment area)
Please circle and/or make note on last page if evidence of stressors is apparent. Consider departure from reference, if
appropriate, in recent past (for instance, approximately within 10 years). Noteworthy stressors include, but are not limited
to the following.
• Hydrological modifications (examples: ditches, dams, beaver dams, dikes, berms, ponds, etc.)
• Surface and sub -surface discharges into the wetland (examples: discharges containing obvious pollutants, presence of nearby
septic tanks, underground storage tanks (USTs), hog lagoons, etc.)
• Signs of vegetation stress (examples: vegetation mortality, insect damage, disease, storm damage, salt intrusion, etc.)
• Habitat/plant community alteration (examples: mowing, clear -cutting, exotics, etc.)
Is the assessment area intensively managed? (- Yes 6— No
Regulatory Considerations - Were regulatory considerations evaluated? [' Yes No If Yes, check all that apply to the assessment area.
F Anadromous fish
r Federally protected species or State endangered or threatened species
F NCDWR riparian buffer rule in effect
r Abuts a Primary Nursery Area (PNA)
r Publicly owned property
r N.C. Division of Coastal Management Area of Environmental Concern (AEC) (including buffer)
T" Abuts a stream with a NCDWQ classification of SA or supplemental classifications of HQW, ORW, or Trout
r Designated NCNHP reference community
F Abuts a 303(d)-listed stream or a tributary to a 303(d)-listed stream
What type of natural stream is associated with the wetland, if any? (check all that apply)
f Blackwater
R Brownwater
T- Tidal (if tidal, check one of the following boxes) ( Lunar (- Wind Both
Is the assessment area on a coastal island? ( Yes (- No
Is the assessment area's surface water storage capacity or duration substantially altered by beaver? ( Yes No
Does the assessment area experience overbank flooding during normal rainfall conditions? ( Yes No
1. Ground Surface Condition/Vegetation Condition - assessment area condition metric
Check a box in each column. Consider alteration to the ground surface (GS) in the assessment area and vegetation structure
(VS) in the assessment area. Compare to reference wetland if applicable (see User Manual). If a reference is not applicable,
then rate the assessment area based on evidence of an effect.
GS VS
C' A C` A Not severely altered
6- B 6- B Severely altered over a majority of the assessment area (ground surface alteration examples: vehicle tracks, excessive
sedimentation, fire -plow lanes, skidder tracks, bedding, fill, soil compaction, obvious pollutants) (vegetation structure
alteration examples: mechanical disturbance, herbicides, salt intrusion [where appropriate], exotic species, grazing,
less diversity [if appropriate], hydrologic alteration)
2. Surface and Sub -Surface Storage Capacity and Duration - assessment area condition metric
Check a box in each column. Consider surface storage capacity and duration (Surf) and sub -surface storage capacity and
duration (Sub). Consider both increase and decrease in hydrology. A ditch 5 1 foot deep is considered to affect surface water only,
while a ditch > 1 foot deep is expected to affect both surface and sub -surface water. Consider tidal flooding regime, if applicable.
Surf Sub
' A ( A Water storage capacity and duration are not altered.
[•` B C•` B Water storage capacity or duration are altered, but not substantially (typically, not sufficient to change vegetation).
( C ( C Water storage capacity or duration are substantially altered (typically, alteration sufficient to result in vegetation
change) (examples: draining, flooding, soil compaction, filling, excessive sedimentation, underground utility lines).
3. Water Storage/Surface Relief- assessment area/wetland type condition metric (skip for all marshes)
Check a box in each column for each group below. Select the appropriate storage for the assessment area (AA) and the wetland
type (WT).
AA WT
3a. (-A (- A Majority of wetland with depressions able to pond water > 1 foot deep
( B ( B Majority of wetland with depressions able to pond water 6 inches to 1 foot deep
(- C (- C Majority of wetland with depressions able to pond water 3 to 6 inches deep
D D Depressions able to pond water < 3 inches deep
3b. (-A Evidence that maximum depth of inundation is greater than 2 feet
( B Evidence that maximum depth of inundation is between 1 and 2 feet
C•` C Evidence that maximum depth of inundation is less than 1 foot

4. Soil Texture/Structure — assessment area condition metric (skip for all marshes)
Check a box from each of the three soil property groups below. Dig soil profile in the dominant assessment area landscape
feature. Make soil observations within the 12 inches. Use most recent National Technical Committee for Hydric Soils guidance for
regional indicators.
4a. i A Sandy soil
B Loamy or clayey soils exhibiting redoximorphic features (concentrations, depletions, or rhizospheres)
i C Loamy or clayey soils not exhibiting redoximorphic features
f D Loamy or clayey gleyed soil
i E Histosol or histic epipedon
4b. A Soil ribbon < 1 inch
i B Soil ribbon > 1 inch
4c. A No peat or muck presence
i B A peat or muck presence
5. Discharge into Wetland — opportunity metric
Check a box in each column. Consider surface pollutants or discharges (Surf) and sub -surface pollutants or discharges (Sub).
Examples of sub -surface discharges include presence of nearby septic tank, underground storage tank (UST), etc.
Surf Sub
A A Little or no evidence of pollutants or discharges entering the assessment area
C` B C` B Noticeable evidence of pollutants or discharges entering the wetland and stressing, but not overwhelming the
treatment capacity of the assessment area
r C C` C Noticeable evidence of pollutants or discharges (pathogen, particulate, or soluble) entering the assessment area and
potentially overwhelming the treatment capacity of the wetland (water discoloration, dead vegetation, excessive
sedimentation, odor)
6. Land Use — opportunity metric (skip for non -riparian wetlands)
Check all that apply (at least one box in each column). Evaluation involves a GIS effort with field adjustment. Consider sources
draining to assessment area within entire upstream watershed (WS), within 5 miles and within the watershed draining to the
assessment area (5M), and within 2 miles and within the watershed draining to the assessment area (2M). Effective riparian buffers
are considered to be 50 feet wide in the Coastal Plain and Piedmont ecoregions and 30 feet wide in the Blue Ridge Mountains ecoregion.
WS 5M 2M
r A F1 A 1171 A z 10% impervious surfaces
F B r B r B Confined animal operations (or other local, concentrated source of pollutants)
F C f C r' C z 20% coverage of pasture
r D r D r D >_ 20% coverage of agricultural land (regularly plowed land)
F E I E F_ E z 20% coverage of maintained grass/herb
r F r F r F >_ 20% coverage of clear-cut land
F_ G f-- G r G Little or no opportunity to improve water quality. Lack of opportunity may result from little or no disturbance in
the watershed or hydrologic alterations that prevent dainage and/or overbank flow from affectio the
assessment area.
Wetland Acting as Vegetated Buffer — assessment area/wetland complex condition metric (skip for non -riparian wetlands)
7a. Is assessment area within 50 feet of a tributary or other open water?
0— Yes r' No If Yes, continue to 7b. If No, skip to Metric 8.
7b. How much of the first 50 feet from the bank is weltand? (Wetland buffer need only be present on one side of the water body. Make
buffer judgment based on the average width of wetland. Record a note if a portion of the buffer has been removed or disturbed.)
t* A >_ 50 feet
[- B From 30 to < 50 feet
f C From 15 to < 30 feet
r' D From 5 to < 15 feet
f— E < 5 feet or buffer bypassed by ditches
7c. Tributary width. If the tributary is anastomosed, combine widths of channels/braids for a total width.
t* <_ 15-feet wide f > 15-feet wide f Other open water (no tributary present)
7d. Do roots of assessment area vegetation extend into the bank of the tributary/open water?
f Yes f- No
7e. Is tributary or other open water sheltered or exposed?
(. Sheltered — adjacent open water with width < 2500 feet and no regular boat traffic.
r' Exposed — adjacent open water with width > 2500 feet or regular boat traffic.
8. Wetland Width at the Assessment Area —wetland type/wetland complex condition metric (evaluate WT for all marshes
and Estuarine Woody Wetland only; evaluate WC for Bottomland Hardwood Forest, Headwater Forest, and Riverine Swamp
Forest only)
Check a box in each column. Select the average width for the wetland type at the assessment area (WT) and the wetland complex at the
assessment area (WC). See User Manual for WT and WC boundaries.
WT WC
(` A (•` A z 100 feet
(' B (' B From 80 to < 100 feet
(` C (` C From 50 to < 80 feet
(' D (' D From 40 to < 50 feet
(` E (` E From 30 to < 40 feet
(' F (' F From 15 to < 30 feet
(` G (` G From 5 to < 15 feet
(' H (' H < 5 feet
9. Inundation Duration — assessment area condition metric (skip for non -riparian wetlands)
Answer for assessment area dominant landform.
(' A Evidence of short -duration inundation (< 7 consecutive days)
C•` B Evidence of saturation, without evidence of inundation
C Evidence of long -duration inundation or very long -duration inundation (7 to 30 consecutive days or more)
10. Indicators of Deposition —assessment area condition metric (skip for non -riparian wetlands and all marshes)
Consider recent deposition only (no plant growth since deposition).
(' A Sediment deposition is not excessive, but at approximately natural levels.
(•` B Sediment deposition is excessive, but not overwhelming the wetland.
(' C Sediment deposition is excessive and is overwhelming the wetland.

11. Wetland Size — wetland type/wetland complex condition metric
Check a box in each column. Involves a GIS effort with field adjustment. This metric evaluates three aspects of the wetland area: the
size of the wetland type (WT), the size of the wetland complex (WC), and the size of the forested wetland (FW) (if applicable, see User
Manual). See the User Manual for boundaries of these evaluation areas. If assessment area is clear-cut, select "K" for the FW column.
WT WC FW (if applicable)
(- A (- A (- A >_ 500 acres
(' B (' B (' B From 100 to < 500 acres
(- C (- C (- C From 50 to < 100 acres
( D ( D ( D From 25 to < 50 acres
(- E (- E (- E From 10 to < 25 acres
(' F (' F (' F From 5 to < 10 acres
(- G (- G (- G From 1 to < 5 acres
(' H (' H (' H From 0.5 to < 1 acre
I I I From 0.1 to < 0.5 acre
f J f' J f' J From 0.01 to < 0.1 acre
(- K r K (- K < 0.01 acre or assessment area is clear-cut
12. Wetland Intactness — wetland type condition metric (evaluate for Pocosins only)
f A Pocosin is the full extent (z 90%) of its natural landscape size.
(- B Pocosin is < 90% of the full extent of its natural landscape size.
13. Connectivity to Other Natural Areas — landscape condition metric
13a. Check appropriate box(es) (a box may be checked in each column). Involves a GIS effort with field adjustment. This
evaluates whether the wetland is well connected (Well) and/or loosely connected (Loosely) to the landscape patch, the contiguous
metric naturally vegetated area and open water (if appropriate). Boundaries are formed by four -lane roads, regularly maintained utility
line corridors the width of a four -lane road or wider, urban landscapes, fields (pasture open and agriculture), or water > 300 feet wide.
Well Loosely
(- A i A >_ 500 acres
f B l+ B From 100 to < 500 acres
(- C (- C From 50 to < 100 acres
( D ( D From 10 to < 50 acres
(- E (- E < 10 acres
(' F (' F Wetland type has a poor or no connection to other natural habitats
13b. Evaluate for marshes only.
( Yes ( No Wetland type has a surface hydrology connection to open waters/stream or tidal wetlands.
14. Edge Effect — wetland type condition metric (skip for all marshes and Estuarine Woody Wetland)
May involve a GIS effort with field adjustment. Estimate distance from wetland type boundary to artificial edges. Artificial edges include
non -forested areas z 40 feet wide such as fields, development, roads, regularly maintained utility line corridors and clear -cuts. Consider
the eight main points of the compass. Artificial edge occurs within 150 feet in how many directiions? If the assessment area is clear-cut,
select option "C."
(- A 0
I+ B 1 to 4
(- C 5 to 8
15. Vegetative Composition — assessment area condition metric (skip for all marshes and Pine Flat)
(' A Vegetation is close to reference condition in species present and their proportions. Lower strata composed of appropriate
species, with exotic plants absent or sparse within the assessment area.
f B Vegetation is different from reference condition in species diversity or proportions, but still largely composed of native species
characteristic of the wetland type. This may include communities of weedy native species that develop after clearcutting or
clearing. It also includes communities with exotics present, but not dominant, over a large portion of the expected strata.
(. C Vegetation severely altered from reference in composition, or expected species are unnaturally absent (planted stands of non -
characteristic species or at least one stratum inappropriately composed of a single species), or exotic species are dominant in
at least one stratum.
16. Vegetative Diversity — assessment area condition metric (evaluate for Non -tidal Freshwater Marsh only)
(' A Vegetation diversity is high and is composed primarily of native species (<10% cover of exotics).
(- B Vegetation diversity is low or has > 10% to 50% cover of exotics.
f C Vegetation is dominated by exotic species (>50% cover of exotics).
17. Vegetative Structure — assessment area/wetland type condition metric
17a. Is vegetation present?
R Yes f— No If Yes, continue to 17b. If No, skip to Metric 18.
17b. Evaluate percent coverage of assessment area vegetation for all marshes only. Skip to 17c for non -marsh wetlands.
(- A >_ 25% coverage of vegetation
f B < 25% coverage of vegetation
17c. Check a box in each column for each stratum. Evaluate this portion of the metric for non -marsh wetlands. Consider structure
in airspace
above the assessment area (AA) and the wetland type (WT) separately.
AA
WT
(' A
(A
Canopy closed, or nearly closed, with natural gaps associated with natural processes
o
C
cc
(- B
(- B
Canopy present, but opened more than natural gaps
U
C
(' C
Canopy sparse or absent
o
(- A
(- A
Dense mid-story/sapling layer
(' B
B
Moderate density mid-story/sapling layer
(- C
(- C
Mid-story/sapling layer sparse or absent
a
(' A
(' A
Dense shrub layer
E
L
i B
B
Moderate density shrub layer
c
C
(' C
Shrub layer sparse or absent
A
A
Dense herb layer
a�
(' B
(' B
Moderate density herb layer
C
(- C
Herb layer sparse or absent
18. Snags — wetland type condition metric (skip for all marshes)
(— A Large snags (more than one) are visible (> 12-inches DBH, or large relative to species present and landscape stability).

B Not
19. Diameter Class Distribution — wetland type condition metric (skip for all marshes)
( A Majority of canopy trees have stems > 6 inches in diameter at breast height (DBH); many large trees (> 12 inches DBH) are
present.
[+ B Majority of canopy trees have stems between 6 and 12 inches DBH, few are > 12-inch DBH.
[ C Majority of canopy trees are < 6 inches DBH or no trees.
20. Large Woody Debris — wetland type condition metric (skip for all marshes)
Include both natural debris and man -placed natural debris.
[ A Large logs (more than one) are visible (> 12 inches in diameter, or large relative to species present and landscape stability).
[+ B Not A
21. Vegetation/Open Water Dispersion — wetland type/open water condition metric (evaluate for Non -Tidal Freshwater
Marsh only)
Select the figure that best describes the amount of interspersion between vegetation and open water in the growing season. Patterned
areas indicate vegetated areas, while solid white areas indicate open water.
[ A [ B [ C [' D
22. Hydrologic Connectivity — assessment area condition metric (evaluate for riparian wetlands and Salt/Brackish Marsh only)
Examples of activities that may severely alter hydrologic connectivity include intensive ditching, fill, sedimentation, channelization,
diversion, man-made berms, beaver dams, and stream incision. Documentation required if evaluated as B, C, or D.
A Overbank and overland flow are not severely altered in the assessment area.
[ B Overbank flow is severely altered in the assessment area.
[ C Overland flow is severely altered in the assessment area.
[ D Both overbank and overland flow are severely altered in the assessment area.
Notes
7b. The wetland is crossed by a cleared vehicle path running from northwest to southeast approximately 140 ft northeast of the streambank

NC WAM Wetland Rating Sheet
Accompanies User Manual
Version 5.0
Wetland Site Name W8
Date
05/03/2022
Wetland Type Headwater Forest
Assessor Name/Organization
Kimley-Horn
Notes on Field Assessment Form (Y/N)
YES
Presence of regulatory considerations (Y/N)
NO
Wetland is intensively managed (Y/N)
NO
Assessment area is located within 50 feet of a natural tributary or other open
water (Y/N)
YES
Assessment area is substantially altered by beaver (Y/N)
NO
Assessment area experiences overbank flooding during normal rainfall conditions
(Y/N)
NO
Assessment area is on a coastal island (Y/N)
NO
Sub -function Rating Summary
Function Sub -function
Metrics
Rating
Hydrology Surface Storage and Retention
Condition
LOW
Sub -Surface Storage and Retention
Condition
HIGH
Water Quality Pathogen Change
Condition
HIGH
Condition/Opportunity
HIGH
Opportunity Presence? (Y/N)
YES
Particulate Change
Condition
LOW
Condition/Opportunity
NA
Opportunity Presence? (Y/N)
NA
Soluble Change
Condition
MEDIUM
Condition/Opportunity
HIGH
Opportunity Presence? (Y/N)
YES
Physical Change
Condition
HIGH
Condition/Opportunity
HIGH
Opportunity Presence? (Y/N)
YES
Pollution Change
Condition
NA
Condition/Opportunity
NA
Opportunity Presence? (Y/N)
NA
Habitat Physical Structure
Condition
LOW
Landscape Patch Structure
Condition
LOW
Vegetation Composition
Condition
LOW
Function Rating Summary
Function Metrics/Notes
Rating
Hydrology Condition
MEDIUM
Water Quality Condition
HIGH
Condition/Opportunity
HIGH
Opportunity Presence? (Y/N)
YES
Habitat Condition
LOW
Overall Wetland Rating MEDIUM

NC WAM WETLAND ASSESSMENT FORM
Accompanies User Manual Version 5
USACE AID#: NCDWR #:
Project Name Gateway 85 Date of Evaluation 4/14/2020
Applicant/Owner Name City of Gastonia Wetland Site Name Wetland W11
Wetland Type Headwater Forest Assessor Name/Organization Chris Tinklenberg, PWS (Kimley-Horn)
Level III Ecoregion Piedmont Nearest Named Water Body Durharts Creek
River Basin Catawba USGS 8-Digit Catalogue Unit 03050102
County Gaston NCDWR Region Mooresville
C Yes !: No Precipitation within 48 hrs? Latitude/Longitude (deci-degrees) 35.269071,-81.115844
Evidence of stressors affecting the assessment area (may not be within the assessment area)
Please circle and/or make note on last page if evidence of stressors is apparent. Consider departure from reference, if
appropriate, in recent past (for instance, approximately within 10 years). Noteworthy stressors include, but are not limited
to the following.
• Hydrological modifications (examples: ditches, dams, beaver dams, dikes, berms, ponds, etc.)
• Surface and sub -surface discharges into the wetland (examples: discharges containing obvious pollutants, presence of nearby
septic tanks, underground storage tanks (USTs), hog lagoons, etc.)
• Signs of vegetation stress (examples: vegetation mortality, insect damage, disease, storm damage, salt intrusion, etc.)
• Habitat/plant community alteration (examples: mowing, clear -cutting, exotics, etc.)
Is the assessment area intensively managed? !: Yes C No
Regulatory Considerations - Were regulatory considerations evaluated? G Yes r' No If Yes, check all that apply to the assessment area.
F Anadromous fish
F Federally protected species or State endangered or threatened species
F NCDWR riparian buffer rule in effect
F Abuts a Primary Nursery Area (PNA)
F Publicly owned property
F N.C. Division of Coastal Management Area of Environmental Concern (AEC) (including buffer)
F Abuts a stream with a NCDWQ classification of SA or supplemental classifications of HQW, ORW, or Trout
F Designated NCNHP reference community
F Abuts a 303(d)-listed stream or a tributary to a 303(d)-listed stream
What type of natural stream is associated with the wetland, if any? (check all that apply)
C' Blackwater
C� Brownwater
F Tidal (if tidal, check one of the following boxes) C Lunar C Wind Both
Is the assessment area on a coastal island? C Yes G No
Is the assessment area's surface water storage capacity or duration substantially altered by beaver? C Yes !: No
Does the assessment area experience overbank flooding during normal rainfall conditions? G Yes C' No
1. Ground Surface Condition/Vegetation Condition — assessment area condition metric
Check a box in each column. Consider alteration to the ground surface (GS) in the assessment area and vegetation structure
(VS) in the assessment area. Compare to reference wetland if applicable (see User Manual). If a reference is not applicable,
then rate the assessment area based on evidence of an effect.
GS VS
C' A C' A Not severely altered
!: B !: B Severely altered over a majority of the assessment area (ground surface alteration examples: vehicle tracks, excessive
sedimentation, fire -plow lanes, skidder tracks, bedding, fill, soil compaction, obvious pollutants) (vegetation structure
alteration examples: mechanical disturbance, herbicides, salt intrusion [where appropriate], exotic species, grazing,
less diversity [if appropriate], hydrologic alteration)
2. Surface and Sub -Surface Storage Capacity and Duration — assessment area condition metric
Check a box in each column. Consider surface storage capacity and duration (Surf) and sub -surface storage capacity and
duration (Sub). Consider both increase and decrease in hydrology. A ditch <_ 1 foot deep is considered to affect surface water only,
while a ditch > 1 foot deep is expected to affect both surface and sub -surface water. Consider tidal flooding regime, if applicable.
Surf Sub
C A O A Water storage capacity and duration are not altered.
C B O B Water storage capacity or duration are altered, but not substantially (typically, not sufficient to change vegetation).
G C C C Water storage capacity or duration are substantially altered (typically, alteration sufficient to result in vegetation
change) (examples: draining, flooding, soil compaction, filling, excessive sedimentation, underground utility lines).
3. Water Storage/Surface Relief — assessment area/wetland type condition metric (skip for all marshes)
Check a box in each column for each group below. Select the appropriate storage for the assessment area (AA) and the wetland
type (WT).
AA WT
3a. C' A C' A Majority of wetland with depressions able to pond water > 1 foot deep
C B C B Majority of wetland with depressions able to pond water 6 inches to 1 foot deep
C' C C' C Majority of wetland with depressions able to pond water 3 to 6 inches deep
!: D !: D Depressions able to pond water < 3 inches deep
3b. C A Evidence that maximum depth of inundation is greater than 2 feet
C' B Evidence that maximum depth of inundation is between 1 and 2 feet
!: C Evidence that maximum depth of inundation is less than 1 foot

4. Soil Texture/Structure — assessment area condition metric (skip for all marshes)
Check a box from each of the three soil property groups below. Dig soil profile in the dominant assessment area landscape
feature. Make soil observations within the 12 inches. Use most recent National Technical Committee for Hydric Soils guidance for
regional indicators.
4a. (' A Sandy soil
G B Loamy or clayey soils exhibiting redoximorphic features (concentrations, depletions, or rhizospheres)
C Loamy or clayey soils not exhibiting redoximorphic features
D Loamy or clayey gleyed soil
E Histosol or histic epipedon
4b. G A Soil ribbon < 1 inch
(' B Soil ribbon >_ 1 inch
4c. G A No peat or muck presence
r' B A peat or muck presence
5. Discharge into Wetland — opportunity metric
Check a box in each column. Consider surface pollutants or discharges (Surf) and sub -surface pollutants or discharges (Sub).
Examples of sub -surface discharges include presence of nearby septic tank, underground storage tank (UST), etc.
Surf Sub
G A f- A Little or no evidence of pollutants or discharges entering the assessment area
f' B f B Noticeable evidence of pollutants or discharges entering the wetland and stressing, but not overwhelming the
treatment capacity of the assessment area
f' C f' C Noticeable evidence of pollutants or discharges (pathogen, particulate, or soluble) entering the assessment area and
potentially overwhelming the treatment capacity of the wetland (water discoloration, dead vegetation, excessive
sedimentation, odor)
6. Land Use — opportunity metric (skip for non -riparian wetlands)
Check all that apply (at least one box in each column). Evaluation involves a GIS effort with field adjustment. Consider sources
draining to assessment area within entire upstream watershed (WS), within 5 miles and within the watershed draining to the
assessment area (5M), and within 2 miles and within the watershed draining to the assessment area (2M). Effective riparian buffers
are considered to be 50 feet wide in the Coastal Plain and Piedmont ecoregions and 30 feet wide in the Blue Ridge Mountains ecoregion.
WS 5M 2M
r A fl A FI A >_ 10% impervious surfaces
F B F B F B Confined animal operations (or other local, concentrated source of pollutants)
F-1 C F-1 C F-1 C >_ 20% coverage of pasture
r D F D F D >_ 20% coverage of agricultural land (regularly plowed land)
i E F E F E >_ 20% coverage of maintained grass/herb
F F F F F F >_ 20% coverage of clear-cut land
r G F G F G Little or no opportunity to improve water quality. Lack of opportunity may result from little or no disturbance in
the watershed or hydrologic alterations that prevent dainage and/or overbank flow from affectio the
assessment area.
7. Wetland Acting as Vegetated Buffer— assessment area/wetland complex condition metric (skip for non -riparian wetlands)
7a. Is assessment area within 50 feet of a tributary or other open water?
!: Yes f' No If Yes, continue to 7b. If No, skip to Metric 8.
7b. How much of the first 50 feet from the bank is weltand? (Wetland buffer need only be present on one side of the water body. Make
buffer judgment based on the average width of wetland. Record a note if a portion of the buffer has been removed or disturbed.)
r' A >_ 50 feet
r: B From 30 to < 50 feet
C' C From 15 to < 30 feet
r' D From 5 to < 15 feet
C' E < 5 feet or buffer bypassed by ditches
7c. Tributary width. If the tributary is anastomosed, combine widths of channels/braids for a total width.
G <_ 15-feet wide r' > 15-feet wide r' Other open water (no tributary present)
7d. Do roots of assessment area vegetation extend into the bank of the tributary/open water?
r' Yes G No
7e. Is tributary or other open water sheltered or exposed?
G Sheltered — adjacent open water with width < 2500 feet and no regular boat traffic.
r' Exposed — adjacent open water with width >_ 2500 feet or regular boat traffic.
8. Wetland Width at the Assessment Area — wetland type/wetland complex condition metric (evaluate WT for all marshes
and Estuarine Woody Wetland only; evaluate WC for Bottomland Hardwood Forest, Headwater Forest, and Riverine Swamp
Forest only)
Check a box in each column. Select the average width for the wetland type at the assessment area (WT) and the wetland complex at the
assessment area (WC). See User Manual for WT and WC boundaries.
WT WC
f A f A >_ 100 feet
f' B f' B From 80 to < 100 feet
f C f C From 50 to < 80 feet
f' D f: D From 40 to < 50 feet
f E f E From 30 to < 40 feet
f' F f' F From 15 to < 30 feet
f G f G From 5 to < 15 feet
f' H f' H < 5 feet
9. Inundation Duration — assessment area condition metric (skip for non -riparian wetlands)
Answer for assessment area dominant landform.
f A Evidence of short -duration inundation (< 7 consecutive days)
f' B Evidence of saturation, without evidence of inundation
G C Evidence of long -duration inundation or very long -duration inundation (7 to 30 consecutive days or more)

10. Indicators of Deposition — assessment area condition metric (skip for non -riparian wetlands and all marshes)
Consider recent deposition only (no plant growth since deposition).
t: A Sediment deposition is not excessive, but at approximately natural levels.
C' B Sediment deposition is excessive, but not overwhelming the wetland.
C C Sediment deposition is excessive and is overwhelming the wetland.
11. Wetland Size — wetland type/wetland complex condition metric
Check a box in each column. Involves a GIS effort with field adjustment. This metric evaluates three aspects of the wetland area: the
size of the wetland type (WT), the size of the wetland complex (WC), and the size of the forested wetland (FW) (if applicable, see User
Manual). See the User Manual for boundaries of these evaluation areas. If assessment area is clear-cut, select "K" for the FW column.
WT WC FW (if applicable)
C A C A C A >_ 500 acres
C' B C' B C' B From 100 to < 500 acres
C C C C C C From 50 to < 100 acres
C' D C' D C' D From 25 to < 50 acres
C E C E C E From 10 to < 25 acres
C' F C' F C' F From 5 to < 10 acres
C G C G C G From 1 to < 5 acres
C' H C' H C' H From 0.5 to < 1 acre
t: I t: I t: I From 0.1 to < 0.5 acre
C' J C' J C' J From 0.01 to < 0.1 acre
C K C K C K < 0.01 acre or assessment area is clear-cut
12. Wetland Intactness — wetland type condition metric (evaluate for Pocosins only)
C A Pocosin is the full extent (>_ 90%) of its natural landscape size.
C' B Pocosin is < 90% of the full extent of its natural landscape size.
13. Connectivity to Other Natural Areas — landscape condition metric
13a. Check appropriate box(es) (a box may be checked in each column). Involves a GIS effort with field adjustment. This
evaluates whether the wetland is well connected (Well) and/or loosely connected (Loosely) to the landscape patch, the contiguous
metric naturally vegetated area and open water (if appropriate). Boundaries are formed by four -lane roads, regularly maintained utility
line corridors the width of a four -lane road or wider, urban landscapes, fields (pasture open and agriculture), or water > 300 feet wide.
Well Loosely
C A C' A >_ 500 acres
C' B C B From 100 to < 500 acres
C C C C From 50 to < 100 acres
t: D fi D From 10 to < 50 acres
C' E C E < 10 acres
C F C' F Wetland type has a poor or no connection to other natural habitats
13b. Evaluate for marshes only.
C Yes C No Wetland type has a surface hydrology connection to open waters/stream or tidal wetlands.
14. Edge Effect — wetland type condition metric (skip for all marshes and Estuarine Woody Wetland)
May involve a GIS effort with field adjustment. Estimate distance from wetland type boundary to artificial edges. Artificial edges include
non -forested areas >_ 40 feet wide such as fields, development, roads, regularly maintained utility line corridors and clear -cuts. Consider
the eight main points of the compass. Artificial edge occurs within 150 feet in how many directions? If the assessment area is clear-cut,
select option "C."
C A 0
t: B 1 to 4
C C 5to8
15. Vegetative Composition — assessment area condition metric (skip for all marshes and Pine Flat)
C A Vegetation is close to reference condition in species present and their proportions. Lower strata composed of appropriate
species, with exotic plants absent or sparse within the assessment area.
C B Vegetation is different from reference condition in species diversity or proportions, but still largely composed of native species
characteristic of the wetland type. This may include communities of weedy native species that develop after clearcutting or
clearing. It also includes communities with exotics present, but not dominant, over a large portion of the expected strata.
t: C Vegetation severely altered from reference in composition, or expected species are unnaturally absent (planted stands of non -
characteristic species or at least one stratum inappropriately composed of a single species), or exotic species are dominant in
at least one stratum.
16. Vegetative Diversity — assessment area condition metric (evaluate for Non -tidal Freshwater Marsh only)
C' A Vegetation diversity is high and is composed primarily of native species (<10% cover of exotics).
t: B Vegetation diversity is low or has > 10% to 50% cover of exotics.
C' C Vegetation is dominated by exotic species (>50% cover of exotics).
17. Vegetative Structure — assessment area/wetland type condition metric
17a. Is vegetation present?
C: Yes C' No If Yes, continue to 17b. If No, skip to Metric 18.
17b. Evaluate percent coverage of assessment area vegetation for all marshes only. Skip to 17c for non -marsh wetlands.
C A >_ 25% coverage of vegetation
C' B < 25% coverage of vegetation
17c. Check a box in each column for each stratum. Evaluate this portion of the metric for non -marsh wetlands. Consider structure
in airspace above the assessment area (AA) and the wetland type (WT) separately.
AA WT
a C' A ( A Canopy closed, or nearly closed, with natural gaps associated with natural processes
mC B t: B Canopy present, but opened more than natural gaps
U t: C ( C Canopy sparse or absent

o C-' A C-' A Dense mid-story/sapling layer
C B C: B Moderate density mid-story/sapling layer
° C: C C C Mid-story/sapling layer sparse or absent
C A C A Dense shrub layer
C B C: B Moderate density shrub layer
C: C C C Shrub layer sparse or absent
C: A C A Dense herb layer
C B C: B Moderate density herb layer
C C C C Herb layer sparse or absent
18. Snags — wetland type condition metric (skip for all marshes)
C A Large snags (more than one) are visible (> 12-inches DBH, or large relative to species present and landscape stability).
C: B Not A
19. Diameter Class Distribution — wetland type condition metric (skip for all marshes)
C A Majority of canopy trees have stems > 6 inches in diameter at breast height (DBH); many large trees (> 12 inches DBH) are
present.
C B Majority of canopy trees have stems between 6 and 12 inches DBH, few are > 12-inch DBH.
C: C Majority of canopy trees are < 6 inches DBH or no trees.
20. Large Woody Debris — wetland type condition metric (skip for all marshes)
Include both natural debris and man -placed natural debris.
C' A Large logs (more than one) are visible (> 12 inches in diameter, or large relative to species present and landscape stability).
C: B Not A
21. Vegetation/Open Water Dispersion — wetland type/open water condition metric (evaluate for Non -Tidal Freshwater
Marsh only)
Select the figure that best describes the amount of interspersion between vegetation and open water in the growing season. Patterned
areas indicate vegetated areas, while solid white areas indicate open water.
C A C B C C C D
..� /--�._ ..�1 �-,� ••� f�� •� ems,
22. Hydrologic Connectivity — assessment area condition metric (evaluate for riparian wetlands and Salt/Brackish Marsh only)
Examples of activities that may severely alter hydrologic connectivity include intensive ditching, fill, sedimentation, channelization,
diversion, man-made berms, beaver dams, and stream incision. Documentation required if evaluated as B, C, or D.
C A Overbank and overland flow are not severely altered in the assessment area.
C: B Overbank flow is severely altered in the assessment area.
C C Overland flow is severely altered in the assessment area.
C D Both overbank and overland flow are severely altered in the assessment area.
Notes

NC WAM Wetland Rating Sheet
Accompanies User Manual
Version 5.0
Wetland Site Name Wetland W11
Date
4/14/2020
Wetland Type Headwater Forest
Assessor Name/Organization Tinklenberg, PWS (Kimley.
Notes on Field Assessment Form (Y/N)
NO
Presence of regulatory considerations (Y/N)
NO
Wetland is intensively managed (Y/N)
YES
Assessment area is located within 50 feet of a natural tributary or other open
water (Y/N)
YES
Assessment area is substantially altered by beaver (Y/N)
NO
Assessment area experiences overbank flooding during normal rainfall conditions
(Y/N)
YES
Assessment area is on a coastal island (Y/N)
NO
Sub -function Rating Summary
Function Sub -function
Metrics
Rating
Hydrology Surface Storage and Retention
Condition
LOW
Sub -Surface Storage and Retention
Condition
HIGH
Water Quality Pathogen Change
Condition
LOW
Condition/Opportunity
LOW
Opportunity Presence? (Y/N)
NO
Particulate Change
Condition
LOW
Condition/Opportunity
NA
Opportunity Presence? (Y/N)
NA
Soluble Change
Condition
LOW
Condition/Opportunity
LOW
Opportunity Presence? (Y/N)
NO
Physical Change
Condition
LOW
Condition/Opportunity
LOW
Opportunity Presence? (Y/N)
NO
Pollution Change
Condition
NA
Condition/Opportunity
NA
Opportunity Presence? (Y/N)
NA
Habitat Physical Structure
Condition
LOW
Landscape Patch Structure
Condition
LOW
Vegetation Composition
Condition
LOW
Function Rating Summary
Function Metrics/Notes
Rating
Hydrology Condition
MEDIUM
Water Quality Condition
LOW
Condition/Opportunity
LOW
Opportunity Presence? (Y/N)
NO
Habitat Condition
LOW
Overall Wetland Rating LOW