20210448 Ver 1_Pre-Filing Meeting Request Attachment_20210224

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]:
2. Work Type:Private Institutional Government Commercial
3. Project Description / Purpose [PCN Form B3d and B3e]:
4. Property Owner / Applicant [PCN Form A3 or A4]:
5. Agent / Consultant [PNC Form A5 – or ORM Consultant ID Number]:
6. Related Action ID Number(s) [PCN Form B5b]:
7. Project Location – Coordinates, Street Address, and/or Location Description [PCN Form B1b]:
8. Project Location – Tax Parcel ID [PCN Form B1a]:
9. Project Location – County [PCN Form A2b]:
10. Project Location – Nearest Municipality or Town [PCN Form A2c]:
11. Project Information – Nearest Waterbody [PCN Form B2a]:
12. Watershed / 8-Digit Hydrologic Unit Code [PCN Form B2c]:
Authorization: Section 10 Section 404 Section 10 and 404
Regulatory Action Type:
Pre-Application Request
Unauthorized Activity
Compliance
Standard Permit
Nationwide Permit #39
Regional General Permit #
Jurisdictional Determination Request No Permit Required
Revised 20150602
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kimley-horn.com 200 South Tryon Street, Suite 200, Charlotte, NC 28202 704-333-5131
February 22, 2021
Mr. Bryan Roden-Reynolds
Charlotte Regulatory Field Office
US Army Corps of Engineers
8430 University Executive Park Drive
Charlotte, NC 28262
Ms. Karen Higgins
NC DWR, 401 & Buffer Permitting Unit
512 North Salisbury Street
Raleigh, NC 27604
Re: Pre-Construction Notification (NWP 13 & 14)
Project Gateway 85 – Aberdeen Blvd. Extension and Lineberger Rd. Realignment
Gastonia, Gaston County, NC
Dear Mr. Roden-Reynolds and Ms. Higgins:
On behalf of our client, the City of Gastonia, Kimley-Horn (KH) is submitting the enclosed 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 shifting the entrance point along Lowell Road west, approximately one-third 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:
l Project Summary Sheet
l Agent Authorization
l Pre-Construction Notification Form
l Project Site Figures
n Figure 1 – Vicinity
n Figure 2 – USGS 7.5’ Topo (Gaston N & Mount Holly Quads)
n Figure 3 – SSURGO Soils and NWI (2019 ESRI Aerial)
n Figure 4 – Existing Conditions (2019 ESRI Aerial)
n Figure 5 – Proposed Conditions (2019 ESRI Aerial)
l Infrastructure Construction Plans for Gateway 85
l Compensatory Mitigation
l Agency Correspondence
Page 2
kimley-horn.com 200 South Tryon Street, Suite 200, Charlotte, NC 28202 704-333-5131
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 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.
PROPOSED IMPACTS TO POTENTIALLY JURISDICTIONAL WATERS
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)
o 1A (NWP14) – 168 linear foot (lf), 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 lf riprap dissipator pads will be
installed at the inlet and outlet of the pipe to meet non-erosive discharge velocities.
30 lf of temporary impacts are necessary to install an impervious dike and pumped
diversion to perform the construction activity in dry conditions.
o 1B (NWP14) – 127 lf, 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 lf riprap dissipator pads will be installed at the inlet and outlet of the pipe
to meet non-erosive discharge velocities. 30 lf of temporary impacts are necessary
to install an impervious dike and pumped diversion to perform the construction
activity in dry conditions.
o 1C (NWP13) – 290 lf 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
Page 3
kimley-horn.com 200 South Tryon Street, Suite 200, Charlotte, NC 28202 704-333-5131
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 lf, 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 lf
riprap dissipator pads will be installed at the inlet and outlet of the pipe to meet non-erosive
discharge velocities. 30 lf 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) – 0.06-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) – 214 lf of permanent stream impact to Stream 8 is requested for
grading/fill necessary to realign Lineberger Road. S8 is influenced nearly exclusively by
seasonal fluctuations in the water table; therefore, considering upstream impact by others
which proposes to fill the stream origin as well as the construction of the roadway, installation
of a French-drain system is proposed in place of a culvert to maintain subsurface drainage to
S5. Since S8 is a relatively short reach from its origin to its confluence with S5, the applicant
anticipates indirect impacts to the channel and therefore seeks authorization to account for
the indirect stream impact, including compensatory mitigation.
·Impact Site 5 (NWP14) – 0.02-ac to Wetland 6 results from grading necessary to construct the
Lineberger Road realignment. 0.01-ac of temporary impacts are necessary to perform the
construction activities.
Overall, the proposed project seeks authorization to permanently impact 646 lf of stream/potential
non-wetland WoUS and 0.08-ac wetland/potential wetland WoUS under NWP14 for construction
of the roadway. Authorization is requested under NWP13 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. 90 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
requested for construction activities.
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.
Page 4
kimley-horn.com 200 South Tryon Street, Suite 200, Charlotte, NC 28202 704-333-5131
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. Compensatory mitigation is not proposed for wetland impacts
associated with proposed grading/fill since the impacts for the entire project are less than 0.1-ac. The
following table summarizes the compensatory mitigation proposal:
Impact Site Impact
Length (LF)
Flow
Regime
NCSAM
Rating
Proposed
Mitigation Ratio
Required
Credits
Site 1A – S3 168 Perennial Medium 1.75:1 294
Site 1B – S1 127 Perennial Medium 1.75:1 223
Site 2 – S5 137 Perennial Medium 1.75:1 240
Site 4 – S8 214 Intermittent Low 1.25 268
TOTAL 646 1025
In total, 1,025 SMUs will be purchased from NCDMS for impacts associated with the proposed
roadway project.
Page 5
kimley-horn.com 200 South Tryon Street, Suite 200, Charlotte, NC 28202 704-333-5131
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
Attachments
Project Summary Sheet
kimley-horn.com 200 South Tryon Street, Suite 200, Charlotte, NC 28202 704-333-5131

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: 704-854-6635
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 1st 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 646 lf of
stream/potential non-wetland WoUS and 0.08-ac wetland/potential wetland WoUS under NWP14 for construction of the
roadway. Authorization is requested under NWP13 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. 90 lf of temporary
stream/potential non-wetland WoUS impacts are necessary to install pump diversion ope rations at the three proposed culvert
locations to allow for work in dry conditions. 0.02-ac temporary wetland/potential wetland WoUS impacts are requested
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. Temp. Perm. Temp. Perm.
lf ac lf ac lf ac lf Ac
13 290
14 0.08 214 437
Total 0.08 214 727
Total Permanent (Loss) Impact to Wetland Waters of the U.S. 0.08 ac
Total Permanent (Loss) Impact to Non-Wetland Waters of the U.S 646 LF

Kimley-Horn Contact: Chris Tinklenberg, PWS Direct Number: [phone]
Email: [e-mail]
Page 1 of 15
PCN Form – Version 1.3 December 10, 2008 Version
Office Use Only:
Corps action ID no. _____________
DWQ project no. _______________
Form Version 1.4 January 2009
Pre-Construction Notification (PCN) Form
A.Applicant Information
1. Processing
1a. Type(s) of approval sought from the
Corps: Section 404 Permit Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 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
1e. Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 401
Certification:
Yes No
For the record only for Corps Permit:
Yes No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program.
Yes No
1g. Is the project located in any of NC’s twenty coastal counties. If yes, answer 1h
below.
Yes No
1h. Is the project located within a NC DCM Area of Environmental Concern (AEC)?Yes No
2. Project Information
2a. Name of project: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):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]
Page 2 of 15
PCN Form – Version 1.4 January 2009
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 3 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
1b. Site coordinates (in decimal degrees):Latitude: 35.269218 Longitude: - 81.119589
(DD.DDDDDD) (-DD.DDDDDD)
1c. 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 4 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:
0.1-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 975 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 5 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 entrance point along Lowell Road west, approximately one-third of a mile, 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)
o 1A (NWP14) – 168 linear foot (lf), 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 lf riprap dissipator pads will be installed at
the inlet and outlet of the pipe to meet non-erosive discharge velocities. 30 lf of temporary impacts are
necessary to install an impervious dike and pumped diversion to perform the construction activity in dry
conditions.
o 1B (NWP14) – 127 lf, 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 lf riprap dissipator pads will be installed at the inlet and outlet of the pipe to
meet non-erosive discharge velocities. 30 lf of temporary impacts are necessary to install an impervious
dike and pumped diversion to perform the construction activity in dry conditions.
o 1C (NWP13) – 290 lf 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 lf, 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 lf riprap dissipator pads will be installed at the inlet and outlet of the pipe to meet non-erosive discharge
velocities. 30 lf 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) – 0.06-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) – 214 lf of permanent stream impact to Stream 8 is requested for grading/fill necessary to
realign Lineberger Road. S8 is influenced nearly exclusively by seasonal fluctuations in the water table; therefore,
considering upstream impact by others which proposes to fill the stream origin as well as the construction of the
roadway, installation of a French-drain system is proposed in place of a culvert to maintain subsurface drainage to
S5. Since S8 is a relatively short reach from its origin to its confluence with S5, the applicant anticipates indirect
impacts to the channel and therefore seeks authorization to account for the indirect stream impact, including
compensatory mitigation.
· Impact Site 5 (NWP14) – 0.02-ac to Wetland 6 results from grading necessary to construct the Lineberger Road
realignment. 0.01-ac of temporary impacts are necessary to perform the construction activities.
General construction equipment, including but not limited to bulldozers, excavators, front-end loaders, etc. will be used for
construction purposes.
Page 6 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 /
project (including all prior phases) in the past?
Comments: SAW-2020-00836
Yes No Unknown
4b. If the Corps made the jurisdictional determination, what type
of determination was made? Preliminary Final
4c. If yes, who delineated the jurisdictional areas?
Name (if known): Chris Tinklenberg, PWS
Agency/Consultant Company: Kimley-Horn
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past? Yes No Unknown
5b. If yes, explain in detail according to “help file” instructions.
6. Future Project Plans
6a. Is this a phased project? Yes No
6b. If yes, explain. The roadway construction proposes to be conducted in two phases – Phase I – Extension of Aberdeen
Blvd. and Phase II – Realign Lineberger Road.
Page 7 of 15
PCN Form – Version 1.4 January 2009
C.Proposed Impacts Inventory
1. Impacts Summary
1a. Which sections were completed below for your project (check all that apply):
Wetlands Streams - tributaries Buffers
Open Waters Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
Wetland impact
number –
Permanent (P)
or Temporary
(T)
2b.
Type of impact
2c.
Type of wetland
(if known)
2d.
Forested
2e.
Type of jurisdiction
(Corps - 404, 10
DWQ – non-404, other)
2f.
Area of impact
(acres)
W11 – Impact 3
P T Fill Headwater Forest Yes
No
Corps
DWQ 0.06
W11 – Impact 3
P T Fill Headwater Forest Yes
No
Corps
DWQ 0.01
W6 – Impact 5
P T Fill
Non-Tidal
Freshwater
Marsh
Yes
No
Corps
DWQ 0.02
W6 – Impact 5
P T Fill
Non-Tidal
Freshwater
Marsh
Yes
No
Corps
DWQ 0.01
2g. Total wetland impacts 0.1
2h. Comments: Impact Site 3 (NWP14) – 0.06-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 5 (NWP14) – 0.02-ac to Wetland 6 results from grading necessary to construct the Lineberger Road realignment.
0.01-ac of temporary impacts are necessary to perform the construction activities.
Page 8 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.
Stream impact
number -
Permanent (P)
or Temporary
(T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial
(PER) or
intermittent
(INT)?
3e.
Type of jurisdiction
(Corps - 404, 10
DWQ – non-404,
other)
3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
S3 – Impact 1A
P T Culvert UT PER
INT
Corps
DWQ 5 168
S3 – Impact 1A
P T
Impervious Dike and
Pumped Diversion UT PER
INT
Corps
DWQ 5 30
S1 – Impact 1B
P T Culvert UT to Duharts
Creek
PER
INT
Corps
DWQ 6 127
S1 – Impact 1B
P T
Impervious Dike and
Pumped Diversion
UT to Duharts
Creek
PER
INT
Corps
DWQ 6 30
S3 – Impact 1C
P T Bank Stabilization UT PER
INT
Corps
DWQ 5 105
S1 – Impact 1C
P T Bank Stabilization UT to Duharts
Creek
PER
INT
Corps
DWQ 6 185
S5 – Impact 2
P T Culvert UT PER
INT
Corps
DWQ 4 137
S5 – Impact 2
P T
Impervious Dike and
Pumped Diversion UT PER
INT
Corps
DWQ 4 30
S8 – Impact 4
P T Fill UT PER
INT
Corps
DWQ 5 214
3h. Total stream and tributary impacts 1026
3i. Comments: The proposed project seeks authorization to permanently impact 646 lf of stream/potential non-wetland WoUS
under NWP14 for construction of the roadway. Authorization is requested under NWP13 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. 90 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.
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
Open water
impact number
– Permanent
(P) or
Temporary (T)
4b.
Name of waterbody
(if applicable)
4c.
Type of impact
4d.
Waterbody type
4e.
Area of impact (acres)
O1 P T
O2 P T
O3 P T
O4 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 9 of 15
PCN Form – Version 1.4 January 2009
5a.
Pond ID
number
5b.
Proposed use or purpose of
pond
5c.
Wetland Impacts (acres)
5d.
Stream Impacts (feet)
5e.
Upland
(acres)
Flooded Filled Excavated Flooded Filled Excavated Flooded
P1
P2
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required? Yes No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a.
Project is in which protected basin?
Neuse Tar-Pamlico Other:
Catawba Randleman
6b.
Buffer impact
number –
Permanent (P)
or Temporary
(T)
6c.
Reason
for impact
6d.
Stream name
6e.
Buffer
mitigation
required?
6f.
Zone 1 impact
(square feet)
6g.
Zone 2 impact
(square feet)
B1 P T Yes
No
B2 P T Yes
No
B3 P T Yes
No
6h. Total buffer impacts
6i. Comments:
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
Page 10 of 15
PCN Form – Version 1.4 January 2009
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.
1b.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
impacts to Waters of the U.S. or Waters of the State?
Yes No
2b. If yes, mitigation is required by (check all that apply): DWQ Corps
2c. If yes, which mitigation option will be used for this project?
Mitigation bank
Payment to in-lieu fee program
Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)Type 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:646 linear feet (1,025 SMUs)
4c. If using stream mitigation, stream temperature: warm cool cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments: Compensatory mitigation will be met by the purchase of credits through the NC Division of Mitigation Services
(NCDMS) in-lieu fee program. Compensatory mitigation is not proposed for wetland impacts associated with proposed
grading/fill since the impacts for the entire project are less than 0.1-ac.
To offset unavoidable impacts to streams 1,025 SMUs will be purchased from NCDMS for impacts associated with the
proposed roadway project.
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 11 of 15
PCN Form – Version 1.4 January 2009
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) – required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation?
Yes No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
Zone
6c.
Reason for impact
6d.
Total impact
(square feet)
Multiplier
6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f.Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments:
Page 12 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
within one of the NC Riparian Buffer Protection Rules? Yes No
1b. If yes, then is a diffuse flow plan included? If no, explain why.
Comments: Yes No
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.
2e. Who will be responsible for the review of the Stormwater Management Plan?
Certified Local Government
DWQ Stormwater Program
DWQ 401 Unit
3.Certified Local Government Stormwater Review
3a. In which local government’s jurisdiction is this project?
3b. Which of the following locally-implemented stormwater management programs
apply (check all that apply):
Phase II
NSW
USMP
Water Supply Watershed
Other:
3c. Has the approved Stormwater Management Plan with proof of approval been
attached?
Yes No
4. DWQ Stormwater Program Review
4a. Which of the following state-implemented stormwater management programs apply
(check all that apply):
Coastal counties
HQW
ORW
Session Law 2006-246
Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? Yes No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? Yes No
5b. Have all of the 401 Unit submittal requirements been met? Yes No
Page 13 of 15
PCN Form – Version 1.4 January 2009
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1a. Does the project involve an expenditure of public (federal/state/local) funds or the
use of public (federal/state) land? Yes No
1b. If you answered “yes” to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
Yes No
1c. If you answered “yes” to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.)
Comments:
Yes No
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
or Riparian Buffer Rules (15A NCAC 2B .0200)?
Yes No
2b. Is this an after-the-fact permit application? Yes No
2c. If you answered “yes” to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
additional development, which could impact nearby downstream water quality? Yes No
3b. If you answered “yes” to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered “no,” provide a short narrative description.
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 14 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
habitat? Yes No
5b. Have you checked with the USFWS concerning Endangered Species Act
impacts? Yes No
5c. If yes, indicate the USFWS Field Office you have contacted. Raleigh
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
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
Yes No
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
(31GS376) 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 occurrencs 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 15 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
Applicant/Agent's Printed Name
_______________________________
Applicant/Agent's Signature
(Agent's signature is valid only if an authorization letter from the applicant
is provided.)
2/23/2021
Date
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FIGURES
Figure 1Vicinity MapGateway 85City of Gastonia
February 2021
0 2,000 4,000Feet
±
Legend
Limits of D istu rb ance
SAW-202 0-00836 PJD Study Are a
±
0 5 10Miles
Lineberger RdRailroad St
S Church StLog Cabin DrAberdeen BlvdCox Rd§¨¦85
¬«7
Figure 2USGS Topographic Map (Gaston N and Mount Holly)Gateway 85City of Gastonia
February 2021
0 1,000 2,000Feet
±Legend
Limits of D istu rb ance
SAW-202 0-00836 PJD Study Are a
TaB
LgB
LgB
LdD2
TaD
TaD
LdD2
LgB
AmD
TaD
LcE
TaD
LdD2
ChA
ChA
ChA
LdB2
LdB2
TaB
TaB TaB
TaB CfB
CfB
TaB
LdD2
LdD2
TaD
AmB
AmBAmB
AmB
AmB
AmB LgB
LgB
LgBTaD
TaD
CfBCfB
CfB
TaD
TaD
LdB2
LdB2
CfB
Figure 3SSURGO SoilsGateway 85City of Gastonia
February 2021
0 1,000 2,000Feet
±
Legend
Limits of Disturbance
SAW-2020-00836 PJD Study Area
SSURGO SoilsHydric Rating
Not Hydric (0%)
Hydric (1-32%)
Hydric (33-65%)
Hydric (66-99%)
Figure 4Existing ConditionsGateway 85City of Gastonia
February 2021
W1
W2
W3
W4
W5
W6
W7
W8
W9
W10
W11
W12
W13
W14
W15
W16
W19
W18S3
S4
S2
S1
S12
S6
S8
S7
S5
S9
W17
S11
S10
0 600 1,20 0Fe et
Legend
Limits of Disturbance
SAW-2020-00836 PJD Study Area
Wetlands
Streams
Intermittent
Perennial
±
Figure 5Proposed ConditionsGateway 85City of Gastonia
February 2021
W1
W2
W3
W4
W5
W6
W7
W8
W9
W10
W11
W12
W13
W14
W15
W16
W19
W18S3
S4
S2
S1
S12
S6
S8
S7
S5 S9
W17
S11
S10
a
b
c
0 600 1,20 0Fe et
Legend
Limits of Disturbance
SAW-2020-00836 PJD Study Area
Wetlands
Streams
Intermittent
Perennial
Proposed Permanent Stream Impacts
Proposed Permanent Wetland Impacts
Proposed Grading
(((
(((
(((Proposed R ip-Rap Apron
Site Developm ent (By Others )
±
((
((
((
((
((
((
(((
(((
((
((
((
Impact Site 1Impact 1A: 168 LF Permanent - Culvert
30 LF - Temporary
S3 S1
Impact Site 1Impact 1B: 127 LF Permanent - Culvert
30 LF - Temporary
Impact Site 1Impact 1C: 290 LF Permanent - Bank Stabilization
((
((
((
((
Impact Site 2137 LF - PermanentCulvert
30 LF - Temporary
S5
W11
Impact Site 30.06 ac - PermanentGrading/Fill
0.01 ac - Temporary
S8
W6
Impact Site 4214 LF - PermanentGrading/Fill
Impact Site 50.02 ac - PermanentGrading/Fill
0.01 ac - Temporary
a
b
c

PERMIT DRAWINGS
PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)SURVEYOR:
ENGINEER:
PROJECT OWNER AND CONSULTANT INFORMATION
DEVELOPER:
UTILITY AND GOVERNING AGENCIES
CONTACT LIST:
CITY OF GASTONIA, GASTON COUNTY, NORTH CAROLINA
INFRASTRUCTURE CONSTRUCTION PLANS FOR
SITE
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. THE CLIENT ACKNOWLEDGES THAT ALL
PRELIMINARY PLANS ARE SUBJECT TO SUBSTANTIAL REVISION
UNTIL PLANS ARE FULLY APPROVED AND ALL PERMITS
OBTAINED.
EROSION CONTROL
PLANNING AND DEVELOPMENT
CITY OF GASTONIA
181 S SOUTH STREET
GASTONIA, NC 28052
704-854-6635
CONTACT: RUSTY BOST
[e-mail]
GASTON NATURAL RESOURCES DEPARTMENT
1303 CHERRYVILLE HWY.
DALLAS, NC 28034
704-922-2157
CONTACT: JOSEPH ALM
GASTON NATURAL RESOURCES DEPARTMENT
1303 CHERRYVILLE HWY.
DALLAS, NC 28034
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
980-552-4104
CONTACT: C. BLAKE GUFFEY
[e-mail]
NCDEQ (UTILITIES)
TWO RIVERS UTILITIES
1300 N. BROAD ST.
GASTONIA, NC 28054
704-866-6043
CONTACT: MIKE BYNUM
[e-mail]
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 CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
NC DEPARTMENT OF ENVIRONMENTAL QUALITY
610 EAST CENTER AVENUE
SUITE 301
MOORESVILLE, NC 28115
COORDINATOR: KELLY PHILLIPS
[phone]
ENGINEERING
CITY OF GASTONIA
181 S SOUTH STREET
GASTONIA, NC 28052
704-854-6641
CONTACT: KEITH LINEBERGER
[e-mail]
GASTON COUNTY NATURAL RESORUCES DEPARTMENT
CITY OF GASTONIA
181 S SOUTH STREET
GASTONIA, NC 28052
704-854-6635
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]
NOTES:
NORTHPOINT DEVELOPMENT
4825 NW 41ST STREET
SUITE 500
RIVERSIDE, MISSOURI 64150
PHONE [phone]
CONTACT: CALEB MOORE
KIMLEY-HORN AND ASSOCIATES, INC.
200 SOUTH TRYON STREET
SUITE 200
CHARLOTTE, NORTH CAROLINA 28202
PHONE [phone]
CONTACT: BLAKE DAY, P.E.

ATLAS SURVEYING, INC.
10810 SOUTHERN LOOP BOULEVARD
UNIT 18
PINEVILLE, NC 28134
PHONE [phone]
CONTACT: KEITH BURNS, P.L.S.COVER SHEETR100
NORTH
GATEWAY 85 - ABERDEEN ROADWAY EXTENSION
GENERAL EROSION CONTROL NOTES GENERAL UTILITY NOTES
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 AUTOCAD FORMAT FOR ALL PAVING, GRADING, AND STORMWATER BMPS, AND
STORMWATER DRAINAGE PIPES AND STRUCTURES.
4. THE CONTRACTOR SHALL PROVIDE A SEPARATE 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.
1. REFER TO MASS GRADING AND INFRASTRUCTURE PLANS PREPARED BY KIMLEY-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 STREAMS/WETLANDS,
NATURAL BUFFERS, TREE, HABITATS OF ENDANGERED/THREATENED 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 KEEP A COPY OF THE APPROVED PLANS AND GENERAL
PERMIT ONSITE AT ALL TIMES.
6. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A
VIOLATION AND IS SUBJECT TO A FINE.
7. 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 (NPDES) STORM WATER GENERAL PERMIT.
10. 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
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 BUILDING(S), 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. A COPY 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.
16. THE CONTRACTOR SHALL MAINTAIN CLOSE CONTACT WITH THE EROSION CONTROL INSPECTOR
SO THAT PERIODIC INSPECTIONS CAN BE PERFORMED AT APPROPRIATE STAGES OF
CONSTRUCTION.
17. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE ADJACENT PROPERTIES. WHEN
FIELD CONDITIONS WARRANT OFF-SITE 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 OFF-SITE 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 (1-800-424-8802), AND AS
REQUIRED BY THE GENERAL PERMIT.
19. THE CONTRACTOR SHALL MAINTAIN JURISDICTIONALLY 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 OFF-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 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 SC150 OR
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 LAYDOWN 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
OUTFALL PIPE SIZE CHART.
25. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED FOR ADDITIONAL CONTRACTOR
LAYDOWN AREA. CONTRACTOR TO COORDINATE WITH ENGINEER DURING CONSTRUCTION. THE
LIMITS OF DISTURBANCE SHOULD CONTAIN ANY ADDITIONAL LAYDOWN AREAS. IF ADDITIONAL
LAYDOWN 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, DRAINAGEWAY, 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.
27. 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 DRAINAGEWAY, STOCKPILES . FLOOD PLAIN
AREA OR A DESIGNATED BUFFER. ALL STOCKPILES SHALL BE IMMEDIATELY STABILIZED AS
REQUIRED BY THE GENERAL PERMIT
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 RAMPS ALONG PUBLIC STREETS AND IN THE PUBLIC RIGHT-OF-WAY 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-WAY) 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.
7. ANY COMPONENTS 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.
8. 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 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 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 A COPY 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 FROM A SURVEY BY A
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 BY CODES
7. THE CONTRACTOR AND SUBCONTRACTORS SHALL OBTAIN A COPY 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, COUNTY AND STATE 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
CONSTRUCTION DOCUMENTS INCLUDING PLANS, SPECIFICATIONS, GEOTECHNICAL REPORT AND
SPECIAL CONDITIONS AND COPIES OF ANY REQUIRED CONSTRUCTION PERMITS.
12. ANY 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 OWNER AND
NOTIFICATION TO THE ENGINEER.
13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THAT THE PROPOSED
IMPROVEMENTS SHOWN ON THE PLANS DO NOT CONFLICT WITH ANY 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 A LICENSED
WELL DRILLING CONTRACTOR IN A MANNER APPROVED BY ALL JURISDICTIONAL AGENCIES.
CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ANY WELL ABANDONMENT PERMITS
REQUIRED.ANY 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-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.
GENERAL PAVING NOTES
1. CONTRACTOR SHALL ADJUST AND/OR CUT EXISTING PAVEMENT AS NECESSARY TO ASSURE A
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 (LATEST EDITION) IF NOT COVERED BY LOCAL OR COUNTY REGULATIONS.
6. ALL ON-SITE STRIPING IS TO BE PAINTED, UNLESS OTHERWISE NOTED. ALL STRIPING IN PUBLIC
RIGHT-OF-WAY TO BE THERMOPLASTIC STRIPING.
7. 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,
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 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.
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 ANY 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.
6. 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(S).
THE CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL UTILITIES TO REMAIN IN
PLACE.
7. 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 COMPANY'S FORCES AND ANY FEES WHICH ARE TO BE PAID TO THE UTILITY COMPANY
FOR THEIR SERVICES. THE CONTRACTOR IS RESPONSIBLE FOR PAYING 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 ANY ANTICIPATED FEATURES. PRIOR TO THE START OF ANY
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) 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(S)/ LEASEE(S) 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
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-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 IT'S REMOVAL AND REPAIR.
15. CONTRACTOR SHALL MAINTAIN ALL EXISTING PARKING, SIDEWALKS, DRIVES, ETC. CLEAR AND
FREE FROM ANY CONSTRUCTION ACTIVITY AND/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.
16. ALL EXISTING ITEMS TO REMAIN WHICH ARE DAMAGED DURING CONSTRUCTION SHALL BE
RESTORED TO ITS ORIGINAL CONDITION AT THE SOLE EXPENSE OF THE CONTRACTOR.
17. 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. ANY WATER WELLS ENCOUNTERED ARE TO BE BROUGHT TO THE PROJECT ENGINEER
ATTENTION IMMEDIATELY AND PROPERLY ABANDONED BY A LICENSED WELL DRILLER.
19. ANY SEPTIC SYSTEMS ENCOUNTERED SHALL BE BROUGHT TO THE THE PROJECT ENGINEER
ATTENTION IMMEDIATELY AND SHALL BE PROPERLY DEMOLISHED.
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 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 72 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.
7. 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
8. ALL UNPAVED AREAS IN EXISTING RIGHTS-OF-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 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 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.
17. 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 GROWTH 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 3:1.
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 ANY 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 COMPACTED 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 D698).
THE UPPER 12 INCHES OF SUBGRADE IN PAVEMENT AREAS SHOULD BE COMPACTED TO AT
LEAST 100% OF THE MATERIALS MAXIMUM STANDARD PROCTOR DRY DENSTIY (ASTM D698) OR
AS DIRECTED BY A GEOTECHNICAL 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
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 ONLY. AS
DIRECTED BY THE ENGINEER, THEY MAY BE ADJUSTED TO ACCOMMODATE UNFORESEEN
CONDITIONS.
4. ALL STORM PIPE INSTALLED SHALL BE RCP OR HDPE, 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 A PIPE LASER OR
OTHER ACCURATE METHOD.
6. ALL PIPES SHALL BE BEDDED PER MANUFACTURER'S RECOMMENDATIONS.
7. 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, A MINIMUM OF 1
WEEPHOLE PER STRUCTURE. WEEPHOLES ARE TO BE CONSTRUCTED IN THE BOTTOM 1/3 OF
STRUCTURE AND COVERED ON THE OUTSIDE OF THE STRUCTURE BY A BAG MADE OF FILTER
FABRIC AND FILLED WITH #78 STONE.
10. 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
14. DURING CONSTRUCTION AND AFTER FINAL GRADING, NO SURFACE WATER RUNOFF MAY 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.
WATER DISTRIBUTION NOTES
1. CONTRACTOR TO LOCATE TIE-INS TO ALL BUILDINGS BASED ON ARCH / MECHANICAL, ELECTRICAL
AND PLUMBING PLANS.
2. A MINIMUM 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 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 ANSI 21.11
(AWWA C-151) (CLASS 50).
4. WATER MAINS 10 INCHES AND SMALLER SHALL BE INSTALLED WITH A MINIMUM OF 36 INCHES 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 42 INCHES 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.
7. WATER LINES SHALL BE AS FOLLOWS:
6" AND LARGER, PVC C-900, DR-14, PER ASTM D 2241
6" AND LARGER DUCTILE IRON PIPE PER AWWA C150
SMALLER THAN 6" EITHER COPPER TUBE TYPE "L" (SOFT) PER
ANSI 816.22 OR PVC, 200 P.S.I., PER ASTM D1784 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 PORT(S) 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.
11. ALL BACKFLOW PREVENTERS SHALL BE HEATED.
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 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 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 ANY UNCHARTED OR INCORRECTLY CHARTED UTILITIES BE ENCOUNTERED, THE
CONTRACTOR SHALL CONTACT THE OWNER IMMEDIATELY FOR DIRECTIONS.
6. 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.
7. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITIES INSPECTORS 72 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.
10. 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 MAY NEED TO BE INSTALLED AT A 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) 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 UNLESS/UNTIL 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
(BY OTHERS).
16. CONTRACTOR TO PROVIDE AND INSTALL CONDUIT FOR IRRIGATION PER IRRIGATION PLAN (BY
OTHERS).
17. 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 WITH A
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') APART (PARALLEL) OR 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 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 12 OF THE
MANUFACTURER'S RECOMMENDATION.
23. ALL PHASES OF INSTALLATION, INCLUDING UNLOADING, TRENCHING, LAYING AND BACK FILLING,
SHALL BE DONE IN A FIRST 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.
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.
26. UNDERGROUND WATER AND SANITARY SEWER LINES SHALL BE SURVEYED BY STATE LICENSED
PROFESSIONAL LAND SURVEYOR PRIOR TO BACK FILLING.
27. CONTRACTOR SHALL PERFORM, AT HIS OWN EXPENSE, ANY AND ALL TESTS REQUIRED BY THE
SPECIFICATIONS AND/OR ANY 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, 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 MAY BE OPENED AT ONE TIME.
B. EXCAVATED MATERIAL SHALL BE LACED ON THE UPHILL SIDE OF TRENCHES.
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. A MINIMUM 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 SDR26 PER ASTM D 3034, FOR PIPES MORE THAN 12' DEEP
6" PVC SCHEDULE 40
DUCTILE IRON PIPE PER AWWA C150
6. WHENEVER VERTICAL DISTANCE BETWEEN OUTGOING AND INCOMING SEWERS IS MORE THAN 2
FEET A OUTSIDE DROP MANHOLE SHALL BE INSTALLED.
7. SANITARY SEWER STRUCTURES SHALL BE AS FOLLOWS:
48" DIAMETER PRECAST CONCRETE MANHOLE PER ASTM C478.
48" DIAMETER PRECAST POLYETHYLENE IN ACCORDANCE WITH ASTM D1248. MANHOLES
SHALL HAVE A COMPRESSIVE STRENGTH THAT MEETS ASTM D2412.
8. ALL MANHOLES AND CLEANOUTS SHALL BE H20 TRAFFIC GRADE AND RATED WITH HEAVY DUTY
COVERS AND FRAMES PER THE SAME.
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 BE MADE BY THE OWNER. IT
SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SHOW BY STANDARD TESTING PROCEDURES
THAT THE WORK CONSTRUCTED DOES 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 BY A
JURISDICTIONALLY-APPROVED CERTIFIED TESTER PRIOR TO PLACING THE WATER SYSTEM IN
SERVICE.PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)GENERAL NOTESR101
SANITARY SEWER NOTESSANITARY SEWER NOTESSANITARY SEWER NOTESSANITARY 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 (7)
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 CONFORM TO AWWA SPECIFICATION
C 151 AND ANSI STANDARD #A21-51 OR LATEST REVISION.
CEMENT LININGS FOR DUCTILE IRON PIPE SHALL CONFORM TO AWWA SPECIFICATION C 104.
EXTERIOR OF DUCTILE IRON PIPE SHALL BE COATED WITH A LAYER OF ARC-SPRAYED ZINC PER ISO 8179. THE MASS OF
ZINC APPLIED SHALL BE 200 G/M2 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 8179-1 “DUCTILE IRON PIPES -
EXTERNAL ZINC BASED COATING - 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,"
"FASTITE" 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 (AWWA 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, OR AS SHOWN ON THE PROJECT PLANS (WITH THE MINIMUM BEING PRESSURE CLASS 350).
POLYETHYLENE ENCASEMENT - SEE SECTION 9.03 SOLID SLEEVES - SEE
SECTION 9.06
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 8" 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-3034 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 F-477. 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-B 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
SPECIFICATIONS. COUPLINGS FOR JOINTING PVC TO DUCTILE IRON PIPE (DIP) SEWER PIPE SHALL BE AS LISTED IN THE
CITY'S 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 AWWA'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
BY AN INDEPENDENT LABORATORY.
CLASS B BEDDING AS DESCRIBED ON STANDARD DETAIL 71B-5A LATEST REVISION SHALL BE USED WITH ALL PVC SEWER
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 FOR A MAXIMUM OF 5% DEFLECTION OF THE ACTUAL PIPE INSIDE DIAMETER, AS DEFINED IN ASTM D-3034. 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 ONLY A 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.
8.03 MANHOLES
MANHOLES SHALL BE BUILT WHERE SHOWN ON THE PLANS AND SHALL BE IN ACCORDANCE WITH CITY STANDARD NO.
71B-1 THRU 71B-4B 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. 71B-4 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. 57 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 CITY'S 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. 71B-1. MANHOLE COVERS AND FRAMES SHALL BE SET IN MORTAR WITH EVEN BEARING. INSTALLATIONS OUTSIDE THE
ROADWAY SHALL BE SET ON BUYTL 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 71B-4A AND AS SHOWN ON THE PROJECT PLANS. THE CITY'S 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.
8.04 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. C-62 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
THAN THREE- EIGHTHS (3/8") OF AN INCH IN WIDTH.
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
CITY'S 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 (5') 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 1/2"
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.
8.06 PRECAST MANHOLES
ALL PRECAST MANHOLE SECTIONS AND COMPONENTS SHALL CONFORM TO ASTM C-478-72 OR LATEST SUBSEQUENT
REVISION. PRECAST MANHOLES SHALL BE THOSE AS AS SHOWN ON THE CITY'S APPROVED MATERIALS LIST OR APPROVED
BY THE CITY ENGINEER; BUT IN ALL CASES SHALL MEET ALL PROVISIONS CONTAINED HEREIN.
PRECAST MANHOLE SECTIONS SHALL CONSIST OF CIRCULAR SECTIONS WITH NOMINAL INSIDE DIAMETERS OF 48" AND 60".
HEIGHTS OF THE SECTIONS MAY BE IN MULTIPLES OF 12" AT THE OPTION OF THE CONTRACTOR. THE NOMINAL WALL
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
TRANSITION MANHOLE SECTIONS SHALL CONFORM TO THE CROSS-SECTION AS SHOWN ON CITY STANDARD NO. 71B-4. 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
(6") 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 PRE-CAST 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 CALCIUM CARBONATE EQUIVALENT TIMES THE COVER 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 EPOXY GEL, SOLVENT FREE,
MOISTURE INSENSITIVE, HIGH MODULUS, HIGH-STRENGTH, STRUCTURAL EPOXY PASTE ADHESIVE MEETING ASTM C-881,
TYPE I AND II, GRADE 3, CLASS B AND C, EPOXY 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.
CORROSION PROTECTION FOR MANHOLES
1. WHERE CORROSIVE CONDITIONS DUE TO SEPTICITY 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 M-85-49 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 SAND (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 EQUIPTMENT, MATERIALS, AND LABOR. SEE
SECTION 2.02.
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.
8.13 MANHOLE FRAMES AND COVERS
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. 71B-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
MANHOLE COVER WHICH IS TO BE MACHINED SHALL BE THE HORIZONTAL SURFACE ON THE UNDERSIDE WHICH COMES IN
CONTACT WITH THE RING. THIS MACHINED SURFACE SHALL BE 1-- 3/8" 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 (1") 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 IN
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
CITY'S 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 48-74, CLASS 30 IRON. THE MINIMUM WEIGHT OF THE FRAME AND COVER SHALL BE 310
POUNDS, AS PER DETAIL 71B-1.
THE FRAME FLANGE SHALL HAVE FOUR ONE-INCH HOLES 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 90 DEGREES FOR
LOCKING THE COVER TO THE FRAME. THE FRAME SHALL BE TAPPED AND THE COVER ATTACHED USING FOUR
HEXHEAD 1/2” 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 71B-4A AS REVISED
1/05/95 OR LATER REVISION.
8.14 CONCRETE ENCASING FOR PIPE
ENCASING FOR PIPES SHALL CONSIST OF PLAIN 3000 PSI CLASS "A" CONCRETE AS A PROTECTIVE COVER AND
REINFORCEMENT POURED AND FORMED TO THE CROSS-SECTION AS SHOWN IN CITY STANDARD DETAIL 71B-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 10.0 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 ¼ 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 LAYERS 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
PIPE BY 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 ½ THE DIAMETER OF THE PIPE. ALL OTHER ASPECTS SHALL BE AS PER CLASS D BEDDING AND SECTION 8.15 SEE
CITY STANDARD DETAIL 71B-5.
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 (#57 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 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 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") LAYERS
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).PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)UTILITY NOTESR102
WATER DISTRIBUTION NOTESWATER DISTRIBUTION NOTES
SANITARY SEWER NOTES
SANITARY SEWER NOTESSANITARY 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:
(a)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. ANY 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 SCREEN FOR A MINIMUM
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
CLEARLY VISIBLE.
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 STOP-MOTION PLAYBACK 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)INFILTRATION/EXFILTRATION
(1)THE CONTRACTOR SHALL PROVIDE THE EQUIPMENT, MATERIALS AND LABOR NECESSARY TO CHECK THE LINES FOR
INFILTRATION OR EXFILTRATION BEFORE THEY ARE PUT IN SERVICE. INFILTRATION OR EXFILTRATION IN EXCESS OF
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
EXFILTRATION 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 HYDROSTATIC HEAD AT ANY POINT IN THE LINE WOULD NOT EXCEED TEN FEET OF WATER. ALL
MANHOLES SHALL BE TESTED. THE EXFILTRATION FROM THE LINE UNDER TEST SHALL NOT EXCEED 100 GALLONS PER
INCH OF NOMINAL PIPE DIAMETER PER MILE OF PIPE PER TWENTY- FOUR HOURS. THE AMOUNT OF EXFILTRATION
SHALL BE MEASURED BY THE INSPECTOR USING METHODS SPECIFIED BY THE CITY ENGINEER FOR THE PARTICULAR
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 ANY 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/EXFILTRATION
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.
(7) WHERE A STREAM IS NOT READILY AVAILABLE AS A 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 FOR A PERIOD OF ONE YEAR FROM DATE OF FINAL
ACCEPTANCE.
TABLE 1
TIME REQUIRED TO PRESSURIZE TO 4 PSIG* TIME (IN MINUTES)
PIPE REACH OF LINE TESTED
SIZE 20' 100' 200' 300' 400' 500' 600'
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 5.8 6.4
8” 23 SEC. 1.9 3.8 6.0 7.6 9.6 11.6
10” 35 SEC. 2.9 5.8 8.8 11.6 14.6 17.6
12” 50 SEC. 4.2 8.4 12.6 16.8 21.2 25.6
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 25.2 37.8 50.4 63.0 75.6
24” 3.4 17.0 34.0 51.0 68.0 102.0 136.0
* THIS TABLE IS BASED ON THE COMPRESSOR UNIT MOUNTED ON A CHERNE AIR-LOC TESTING UNIT ASSUMING 5 CFM
CAPACITY.
TABLE 2
MINIMUM TEST TIME FOR VARIOUS PIPE SIZES
NOMINAL PIPE SIZE IN. MIN/100 FT. T (TIME) NOMINAL PIPE SIZE IN. MIN/100 FT. T (TIME)
3 0.2 21 3.0
4 0.3 24 3.6
6 0.7 27 4.2
8 1.2 30 4.8
10 1.5 33 5.4
12 1.8 36 6.0
15 2.1 39 6.6
18 2.4 42 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/EXFILTRATION 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)..
8.18 TAPS/SERVICE CONNECTIONS (SEWER)
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 71B-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
71B-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 PROJECT 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
“ARROW” INDICATING THE WATER AND “X” INDICATING THE SEWER .
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 C- 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
100 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 EXISTING OPERATIONS OF 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 CITY'S EXISTING UTILITY SYSTEMS.
THE TESTING, ACCEPTANCE, TAP AND MAINLINE TIE-OVERS SHALL BE COORDINATED SO AS TO ELIMINATE 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 CITY'S 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
FOLLOWING COMPLETION OF REPLACEMENT OF SEWER LINES AND CONNECTION OF HOUSE LATERALS, PLUG ALL SEWER
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.
8.24 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 IS LEFT UNCOVERED LONGER THAN IS ABSOLUTELY
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.
8.25 PROTECTION OF EXISTING STRUCTURES
EXISTING STRUCTURES ADJACENT TO THE PROJECT ARE SUSCEPTIBLE TO VIBRATION AND SETTLEMENT DAMAGE. THE
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
CONSTRUCTION OPERATIONS TO PREVENT DAMAGE TO ANY EXISTING STRUCTURE. ANY DAMAGE CAUSED BY THE
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.
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 (PC350), OR PVC (C-900-75) 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 2.0 FOR GENERAL INFORMATION INCLUDING BUT NOT LIMITED TO LAYOUT, STAKING, AND R/W
REQUIREMENTS. FOR SPECIAL CONDI TIONS REQUIRING FERROUS MATERIAL PIPE SEE SECTION 2.10.
9.02POLYVINYL CHLORIDE WATER PIPE
2” 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 O-RING 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-256063, ASTM 1598- 63T, ASTM D-2241 OR THE LATEST SUBSEQUENT REVISION. PVC
PIPE SHALL COMPLY WITH AND SHALL BEAR THE NATIONAL SANITATION FOUNDATION (NSF) 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 12454-B ).
ALL 2" PVC WATER PIPE SHALL BE FURNISHED IN STANDARD LAYING 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 (2-1/2 DEGREE EACH SIDE) OF THE PIPE WITHOUT ANY EVIDENCE OF
INFILTRATION, EXFILTRATION, CRACKING OR BREAKING. SEE SECTION 9.11 ALSO.
LUBRICATION USED ON JOINTS SHALL BE WATER SOLUBLE, NON-TOXIC, NON-OBJECTIONABLE TO 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(S) 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 (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 SUGGESTED IN LIEU OF THE ABOVE SHALL BE AT THE MANUFACTURER'S EXPENSE, ALL SUCH
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 LAYER OF ARC-SPRAYED ZINC PER ISO 8179. THE MASS OF
ZINC APPLIED SHALL BE 200 G/M2 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 8179-1 “DUCTILE IRON PIPES -
EXTERNAL ZINC BASED COATING - PART 1, SECOND EDITION 2004-06-01 OR LATEST REVISION.
DUCTILE IRON PIPE SHALL BE MECHANICAL JOINT OR PUSH-ON JOINT TYPE. PUSH-ON TYPE JOINTS SHALL BE
"BELL-TITE", "FASTITE", “TYTON”, 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
AWWA. 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 AWWA 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 125-POUND 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 AWWA C207 AND ANSI B16.21, 1/8 INCH 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 AWWA/ANSI C-105/A21.5 .
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 MICROBIOLOGICALLY 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.
9.04 GATE VALVES
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 AWWA SPEC., ALL SUCH VALVES SHALL INCLUDE ROLLERS,
SCRAPERS, AND TRACKS, AND SHALL BE AWWA C-500 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 CITY'S APPROVED MATERIALS LIST OR AN APPROVED EQUAL.
GATE VALVES SHALL BE PLACED AS SHOWN ON CITY STANDARD DRAWING 71B-6 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.
9.05TAPPING 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 AWWA SPECIFICATIONS. ALL TAPPING SLEEVES AND VALVES SHALL BE AS PER THE
CITY'S 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 CAST/DUCTILE 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 AWWA/ANSI C-153/A21-53 AND
AWWA/ANSI C-LLL/A21.11 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/ANSI C-104/A21.4. DUCTILE IRON FITTINGS MAY BE ALSO SUPPLIED WITH A 6-8 MIL NOMINAL
THICKNESS FUSION BONDED EPOXY COATING INTERNALLY AND EXTERNALLY, CORNFORMING TO THE REQUIREMENTS
OF AWWA/ANSI C550 AND C116/A21.16.
ALL TEE, BENDS, PLUGS, ETC. SHALL BE INSTALLED IN ACCORDANCE TO STANDARD DETAILS 71B-6 THRU 71B-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 350 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 360O 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 ANSI/AWWA C110/A21.10.
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
AWWA/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 F1674,
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 CITY'S 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 LISTE ON THE CITY'S APPROVED MATERIAL LIST OR AN APPROVED EQUAL.
9.08 FIRE HYDRANTS
FIRE HYDRANTS SHALL BE CAST IRON BODY, FULL BRONZE MOUNTED, SUITABLE FOR A WORKING PRESSURE OF 150
POUNDS PER SQUARE INCH AND SHALL BE IN ACCORDANCE WITH THE LATEST SPECIFICATION OF THE AWWA
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 NON-CORROSIVE METAL. EACH HYDRANT SHALL HAVE TWO 2-1/2" NIPPLES,
NATIONAL STANDARD THREADS AND ONE STEAMER NOZZLE OPENING 4-7/8" O. D. , WITH THREADS OR FITTINGS
CONFORMING TO THE 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 CITY'S APPROVED MATERIAL LIST.
HYDRANTS SHALL BE SET ON A BASE OF TWELVE INCHES (12") OF THOROUGHLY COMPACTED WASHED STONE. THE
HYDRANT SHALL BE SECURELY RODDED/RESTRAINED IN ACCORDANCE WITH CITY STANDARD DRAWING NO. 71B-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. 71B-7, 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, RODDING, 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 SIDE 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-9, 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.PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)UTILITY NOTESR103
WATER DISTRIBUTION NOTESWATER DISTRIBUTION NOTESWATER DISTRIBUTION NOTES
9.09 BLOW-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
RODDING 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 T/2 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 B62-02 OR LATEST REVISION, OR FEDERAL
SPECIFICATION WW-P-460.
WHEN THE INSTALLATION IS BEHIND CURB AND GUTTER OR BEHIND THE SHOULDER OF THE ROAD, A CITY STANDARD
WATER METER BOX, AS APPRO VED 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 71B-9B.
9.10 TRENCH EXCAVATION
WATER LINES SHALL BE LAID AT THE LOCATION AS SHOWN ON CITY STANDARD DRAWING NO. 71D-15, 71D-15A AND 71B-6
THRU 71B-9, AND UNLESS OTHERWISE SPECIFIED OR SHOWN ON THE PLANS SHALL HAVE A NOMINAL COVER OF
THIRTY-SIX (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 (#57 WASHED STONE) WILL BE REQUIRED WHEN A WET OR POOR SUB-GRADE 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
10.02 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.
ALL BLASTING OPERATIONS (USE OF EXPLOSIVES) SHALL BE CONDUCTED IN STRICT ACCORDANCE WITH EXISTING
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
POSSIBILITY OF DAMAGE BEING CAUS ED BY BLASTING IT MAY BE NECESSARY TO RESORT TO DRILLING AND WEDGING
TO REMOVE THE ROCK.
ANY ROCK ENCOUNTERED SHALL BE EXCAVATED SIX INCHES (6") BELOW THE SUBGRADE OF THE PIPE BED.
9.11 PIPE LAYING
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 C-900 FOR PVC. THE NOMINAL
ALLOWABLE DEFLECTION FOR ALL THE PIPES LISTED SHALL BE 1/2 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 MADE, THE
NEWLY LAID PIPE AND APPURTENANCES SHALL BE SUBJECT TO A HYDROSTATIC PRESSURE AND LEAKAGE TEST.
THE OPERATING PRESSURE GRADIENT AT THE LOWEST POINT OF THE PROPOSED SYSTEM SHALL BE DETERMINED BY
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.
(b) THE PRESSURE GRADIENT SHALL BE TAKEN AT THE LOWEST POINT ON THE PROPOSED SYSTEM.
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 125 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 CITY 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 STOPS/CURB 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 WATER LINE 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 MAINT 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 AWWA 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. AWWA ALLOWABLE LEAKAGE FORMULA
L = ND ( SQUARE ROOT OF P )
7400
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 METAL-SEATED VALVES, AN ADDITIONAL LEAKAGE PER CLOSED VALVE OF
0.0078 GAL./HR./IN. 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.
9.13 TAPS/SERVICE CONNECTIONS (WATER)
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 CITY'S 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
AND APPROVED.
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 A NEW TAP/SERVICE 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
BUILDER/DEVELOPER 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 "AS-BUILT" PLANS AND SHALL BE MARKED ON THE TOP OF THE CURB
WITH “ARROW” INDICATING THE WATER AND “X” INDICATING THE SEWER .
SEE SECTION 2.34 FOR ADDITIONAL AS-BUILT REQUIREMENTS.
9.14 STERILIZATION OF COMPLETED LINES
THE CONTRACTOR, BEFORE ANY NEW PIPE IS PLACED INTO SERVICE, SHALL FILL, DISINFECT, AND TEST THE LINE AS
PER AWWA C-651, LATEST REVISION. THE LINES SHALL BE FILLED SLOWLY TO ELIMINATE ANY POSSIBILITIES OF
BACKFLOW OR CONTAMINATION OF THE EXISTING LINES WITH THE HIGH CL2 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 AWWA C-651 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-651 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 100 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.
4)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.
IF THE TEST RESULTS ARE NOT ACCEPTABLE, THE CONTRACTOR SHALL REPEAT STERILIZATION AND RETEST LINES.
THE CITY RESERVES THE RIGHT TO MAKE ANY TESTS ON THE SYSTEM BY CITY EMPLOYEES AS MAY BE 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.
9.16 BACKFLOW PREVENTION
ALL BACK FLOW DEVICES SHALL BE AS PER AWWA C-506, 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 PREVENTERS
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
9.14 FOR BACKFLOW PREVENTION DURING TESTING/FILLING.
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.
ALL “AIR RELEASE VALVES” SHALL BE IRON-BODIED, BRONZE MOUNTED WITH 1” 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 CITY'S APPROVED
MATERIALS LIST.
9.18 ABANDONMENT AND SHUTDOWN OF EXISTING OPERATIONS OF UTILITIES, TIE-INS, RODDING/BLOCKING VERIFICATION
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 CITY'S 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 ELIMINATE ANY
DISRUPTIONS IN SERVICE. SEE SECTION
9.12 AND 9.14 ALSO.
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.
THE CONTRACTOR SHALL BE RESPONSIBLE TO VERIFY ANY AND ALL RODDING/BLOCKING PRIOR TO THE REMOVAL OF
ITEMS INCLUDING BUT NOT LIMITED TO PLUGS, CAPS, AND FIRE HYDRANTS. THE VALVES ISOLATING THESE
APPURTENANCES HAS TO BE RODDED 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
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 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.
9.19 DRY BORE AND JACK (HIGHWAY UNDERCROSSINGS)
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 FOR A 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:
GAUGE TABLE FOR RAILROAD CROSSINGS
MINIMUM WALL THICKNESS FOR SMOOTH STEEL CASING PIPE FOR E80 LOADING
(ASTM A139 GRADE B; AWWA C-200)
NOMINAL DIAMETER (INCHES) WHEN COATED OR CATHODICALLY WHEN NOT COATED
NOMINAL THICKNESS (INCHES) OR CATHODICALLY PROTECTED
PROTECTED NOMINAL THICKNESS (INCHES)
12-3/4 AND UNDER 0.188 0.188
14 0.188 0.250
16 0.219 0.281
18 0.250 0.312
20 AND 22 0.281 0.344
24 0.312 0.375
26 0.344 0.406
28 0.375 0.438
30 0.406 0.469
32 0.438 0.500
34 AND 36 0.469 0.531
38 0.500 0.562
40 0.531 0.594
42 0.562 0.625
44 AND 46 0.594 0.656
48 0.625 0.688
50 0.656 0.719
52 0.688 0.750
54 0.719 0.781
56 AND 58 0.750 0.812
60 0.781 0.844
62 0.812 0.875
64 0.844 0.906
66 AND 68 0.875 0.938
70 0.906 0.969
72 0.938 1.000
THE EXTERIOR COAL-TAR ENAMEL PROTECTIVE COATING TO BE SUPPLIED IN ACCORDANCE WITH AWWA C-203, THE
STEEL CASING PIPE MINIMUM THICKNESS MAY BE REDUCED BY 0.063 INCHES, AS PER THE TABLE FOR E80.
GAUGE TABLE FOR NCDOT (STREET) CROSSINGS (H-20 LOADINGS)
DIAMETER INCHESSMOOTH STEEL PIPE MINIMUM THICKNESS, INCHES
15-24ASTM A139, GRADE B
0.250 AWWA 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 71B-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 3/16-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.PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)UTILITY NOTESR104
PROPOSED BOUNDARY INFORMATION PROPOSED TOPO INFORMATION
PROPOSED EROSION CONTROL INFO
PROPOSED PAVEMENT INFORMATION
234+00
PROPOSED UTILITY INFORMATION
GV
PROPOSED STRUCTURAL INFORMATION
PLANTING INFORMATION
PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)LEGENDR105
DESIGN SPEED = 30 MPH
POSTED SPEED LIMIT = 25 MPH
ABERDEEN BOULEVARD EXTENSION
TRANSITION TOP OF CURB
TO GUTTER ELEVATION
R=20'
2'
FULL DEPTH ASPHALTC&G
20'
EXISTING 2'-6"
CURB & GUTTER
DETAIL 4 - CURB AND GUTTER END TREATMENT
2 1/2" MIN.
MILL 25' TO 50'
AS DIRECTED BY ENGINEER
ADJACENT 1'
MIN
MIN. MILLING LIMITS
TIE NEW PAVEMENT
TO EXISTING
MILL AND OVERLAY
LANE WIDTH
NEW PAVEMENT - FULL DEPTH
(SEE CORRESPONDING TYPICAL SECTION
FOR REQUIRED PAVEMENT STRUCTURE)
SAWCUT EXISTING
PAVEMENT
WHERE REQUIRED TO SAWCUT EXISTING
PAVEMENT TO INSTALL FULL DEPTH
PAVEMENT, MILL FROM SAWCUT LOCATION
TO NEXT ADJACENT LANE PRIOR TO
SAWCUTTING EXISTING PAVEMENT AND
INSTALLATION OF NEW PAVEMENT AND / OR
NEW CURB AND GUTTER.
DETAIL 1 - METHOD OF WEDGING DETAIL 2 - INCIDENTAL MILLING DETAIL
1.5" MIN.
1.5"
1 1/2"
C3
C1 D2 D1 E2ORC2
3" MIN.
U
C1
U
V1U
6 IN. MIN.
EXCAVATION LINE
6 IN.
6 IN.
E1 R1
DETAIL 6 - CONCRETE CURB & GUTTER,
BITUMINOUS CONC. BASE COURSE DETAIL
TYPICAL SECTION NO. 1
-L- STA 48+20.00 TO STA 75+12.02
CL -L- ABERDEEN BOULEVARD
*SEE CROSS SECTIONS FOR ACTUAL CROSS SLOPES
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.
PAVEMENT SCHEDULE
D1
C2
C1
R1
(PRELIMINARY PAVEMENT DESIGN)
T COMPACTED EARTH MATERIAL
U EXISTING PAVEMENT
W WEDGING DETAIL FOR RESURFACING
1'- 6" CONCRETE CURB AND GUTTER
E1
V1 MILL APPROX. 1.5" AND REPLACE WITH 1.5" ASPHALT CONCRETE SURFACE COURSE, TYPE
S9.5C, AT AN AVERAGE RATE OF 168 LBS. PER SQ. YARD.
PROP. APPROX. 2.0" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5C, AT AN AVERAGE
RATE OF 224 LBS. PER SQ. YARD.
PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE, TYPE I19.0C, AT AN
AVERAGE RATE OF 448 LBS PER SQ. YARD (ONE LIFT).
PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5C, AT AN AVERAGE
RATE OF 168 LBS. PER SQ. YARD.
R2
3 :1 (T Y P .)
2:1 (TYP.)
EXISTING
GROUND
EXISTING
GROUND
4 :1 (T Y P .)
0.020.08
11'7'
4'
E1 D1 C2T
3:1 (TYP.)
2 :1 (T Y P .)EXISTING
GROUND
EXISTING
GROUND
4:1 (TYP.)
0.02 0.08
11'7'
4'
E1D1C2 T
EXISTING
GROUND
EXISTING
GROUND
-L- STA 28+25
TO STA 32+25
GUARDRAIL
EXISTING
GROUND
EXISTING
GROUND
CL -Y1- FUTURE ROAD
EXISTING
GROUND
EXISTING
GROUND
0.020.08
11'7'
4'
E1 D1 C2T
EXISTING
GROUND
EXISTING
GROUND
0.02 0.08
E1D1C2 T
2'- 6" CONCRETE CURB AND GUTTER
2:1
1 .5 :1 M A X 2 :11.5:1 MAX
8" AGGREGATE BASE COURSE
*SEE CROSS SECTIONS FOR ACTUAL CROSS SLOPES
EXISTING
GROUND
EXISTING
GROUND
-Y- STA
TO STA
6'2'
GUARDRAIL
6'2'
EXISTING
GROUND
EXISTING
GROUND
TYPICAL SECTION NO. 2
-Y- STA 29+00.00 TO STA 56+08.35
1.5:1 MAX1.5 :1 M A X
4 :1 (T Y P .)
2:1 (TYP.)3 :1 (T Y P .)
3:1 (TYP.)
2 :1 (T Y P .)4:1 (TYP.)
2:1
2 :1 M A X 2 :12:1 MAX
2:1 MAX2:1 M A X
6'2'2'6'
4'4'
4'4'PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)TYPICAL SECTIONSR200
PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)DETAILSR201
VARIABLE
VARIABLE
PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)DETAILSR202
PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)DETAILSR203
H. Scale:1"=40' | V. Scale: 1"=10'
-L- ABERDEEN BOULEVARD
PROPOSED GROUND
EXISTING GROUND
ELEVATION
REPRESENTS
EXISTING GROUND
ELEVATION
REPRESENTS
PROPOSED GROUND
BEGIN GRADE
STA 48+20.00
(SEE ABERDEEN PHASE
PLANS BEYOND THESE LIMITS)
[][][]
PROPOSED FULL DEPTH PAVEMENT
LEGEND FOR PROPOSED IMPROVEMENTS
PROPOSED OVERLAY
PROPOSED MILL AND INLAY
PROPOSED DITCH
PROPOSED GUARD RAIL
PROPOSED RIP-RAP
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)ROADWAY PLAN ANDPROFILER300START OF ABERDEEN EXTENSION TIE INTO STA 48+20SEE OFFSITE ROADWAY CONSTRUCTION PLANSPREPARED BY KIMLEY HORNABERDEEN BLVD 27+00 TO 48+20NORTH MATCHLINE -L- STA 58+50 - SEE SHEET R301
H. Scale:1"=40' | V. Scale: 1"=10'
-L- ABERDEEN BOULEVARD
PROPOSED GROUND
EXISTING GROUND
ELEVATION
REPRESENTS
EXISTING GROUND
ELEVATION
REPRESENTS
PROPOSED GROUND
[][][]
PROPOSED FULL DEPTH PAVEMENT
LEGEND FOR PROPOSED IMPROVEMENTS
PROPOSED OVERLAY
PROPOSED MILL AND INLAY
PROPOSED DITCH
PROPOSED GUARD RAIL
PROPOSED RIP-RAP
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)ROADWAY PLAN ANDPROFILER301MATCHLINE -L- STA 70+50 - SEE SHEET R302MATCHLINE -L- STA 58+50 - SEE SHEET R300NORTH
H. Scale:1"=40' | V. Scale: 1"=10'
-L- ABERDEEN BOULEVARD
PROPOSED GROUND
EXISTING GROUND
ELEVATION
REPRESENTS
EXISTING GROUND
ELEVATION
REPRESENTS
PROPOSED GROUND
[][][]
PROPOSED FULL DEPTH PAVEMENT
LEGEND FOR PROPOSED IMPROVEMENTS
PROPOSED OVERLAY
PROPOSED MILL AND INLAY
PROPOSED DITCH
PROPOSED GUARD RAIL
PROPOSED RIP-RAP
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)ROADWAY PLAN ANDPROFILER302MATCHLINE -L- STA 70+50 - SEE SHEET R301NORTH
Impact Site 1 - S3
Impact 1A: 168 LF
Permanent - Culvert
30 LF - Temporary
Impact Site 1 - S1
Impact 1B: 127 LF
Permanent - Culvert
30 LF - Temporary
Impact Site 2 - S5
137 LF - Permanent
Culvert
30 LF - Temporary
Impact Site 3 - W11
0.06 ac - Permanent
Grading/Fill
0.01 ac - Temporary
Impact Site 4 - S8
214 LF - Permanent
Grading/Fill
Impact Site 5 - W6
0.02 ac - Permanent
Grading/Fill
0.01 ac - Temporary
Impact Site 1 - S1 & S3
Impact 1C: 290 LF
Permanent - Bank Stabilization
H. Scale:1"=40' | V. Scale: 1"=4'
CULVERT-A
Profile Data
131 LF OF 72" RCP @ 1.84%
CULVERT
BURIED 1-FEET
PROPOSED GRADE
FOR ABERDEEN ROAD
EXISTING
GRADE1.00'TOP OF SILL
ELEV:703.26 HEADWALLSTA:11+99.28ELEV:709.84HEADWALLSTA:13+30.31ELEV:707.43BASE FLOW LINE
3"-4" ABOVE EX. GRADE
TOP OF SILL
ELEV:700.85
HEADWALL WINGWALLS
HEADWALL WINGWALLS
H. Scale:1"=40' | V. Scale: 1"=4'
CULVERT-B
Profile Data
95 LF OF84" RCP @ 2.34%
CULVERT
BURIED 1-FEET
PROPOSED GRADE
FOR ABERDEEN ROAD
EXISTING
GRADE1.00'HEADWALLSTA:12+00.31ELEV:710.43HEADWALLSTA:12+95.31ELEV:708.20TOP OF SILL
ELEV:700.54
TOP OF SILL
ELEV:702.76
EXISTING 10" PVC CROSSING
TOP: 698.27
(TO BE ABANDONED)
BASE FLOW LINE
3"-4" ABOVE EX. GRADE
PROPOSED GRADE
HEADWALL WINGWALLS
HEADWALL WINGWALLS
H. Scale:1"=40' | V. Scale: 1"=4'
TRIBUTRARY A-A
0+00704.51+00
FUTURE GRADE
EXISTING GRADE
H. Scale:1"=40' | V. Scale: 1"=4'
TRIBUTARY B-B
0+00703.61+00
FUTURE GRADE
EXISTING GRADE
H. Scale:1"=40' | V. Scale: 1"=4'
TRIBUTARY A_B
0+00701.71+00
FUTURE GRADE
EXISTING GRADE ABERDEEN STREAMCROSSINGR501NORTHNORTHPREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)REFER TO SHEET C503
FOR CULVERT A AND
CULVERT B DETAILS
REFER TO SHEET
C503 STREAM
STABILIZATION
DETAILS
H. Scale:1"=40' | V. Scale: 1"=4'
CULVERT-C
Profile Data
79 LF OF72" RCP @ 1.66%
CULVERT
BURIED 1-FEET
PROPOSED GRADE
FOR ABERDEEN ROAD
EXISTING
GRADE1.00'TOP OF SILL
ELEV:711.42
TOP OF SILL
ELEV:710.11HEADWALLSTA:-0+04.06ELEV:718.00HEADWALLSTA:0+74.84ELEV:716.69BASE FLOW LINE
3"-4" ABOVE EX. GRADE
HEADWALL
HEADWALL
ABERDEEN &LINEBERGER STREAMCROSSINGR502NORTHPREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)NORTH
PVC PLUG
INSTALLED FLUSH
W/ GRADE IN GRASS
AREAS
GRASS
PAVEMENT
CAST IRON FRAME AND LID
(US FOUNDRY COVER
USF NO. 7621) INSTALLED
FLUSH WITH GRADE IN
PAVEMENT AREAS
(H20 LOAD)
12" O.C. CONC.
SQR. COLLAR IN
PVMT AREAS
PAVEMENT AREAS UNPAVED AREAS
BACKFILL WITH
SELECT EXCAVATED
MATERIAL FOR
BACKFILL WITH
COMPACTED GRANULAR
MATERIAL UNDER6"EXTENSION SAME
SIZE AS STORM SEWER RUN
PLUG & SEAL FOR
FUTURE CONNECTION
OR CONTINUATION
OF MAIN.
1/8 BEND
45° WYE
*SLOPE PER PLAN
STORM SEWER RUN
*(1% MIN. SLOPE FOR
PIPES LESS THAN 12" Ø)
(6" Ø MIN.)
UNDERDRAIN CLEANOUT
PAVEMENT
EARTH BACKFILL
6"FILTER FABRIC
TO MEET AASHTO M252
TO MEET AASHTO M252
(6" DIAM. UNLESS OTHERWISE SHOWN)
SECTION
PAVEMENT
48" Max.FINISH GRADE
PLASTIC PIPE
PERFORATED
COMPACTED #8 STONE
6 "6"18" Min.18" Min.6"6 "
#8 WASHED GRAVEL
6" DIAM. PERFORATED
PLASTIC PIPE48" Max.6"TOPSOIL
YARD AREASPAVEMENT AREAS
FINISH GRADE
OUTLET TO STORM STRUCTURE OR DAY LIGHT TO SWALE PER PLAN
MAINTAIN POSITIVE FLOW TO OUTLET
STONE BASE
UNDERDRAIN/SUBSURFACE DRAIN (SSD)
TYPICAL HEADWALL INSTALLATION
NOT TO SCALE
HEADWALL DETAIL
TYPICAL HEADWALL INSTALLATION
NOT TO SCALE
C
PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)STREAM CROSSINGDETAILSR503
Not to Scale1TITLE
TYPICAL HEADWALL INSTALLATION
NOT TO SCALE
HEADWALL DETAIL
TYPICAL HEADWALL INSTALLATION
NOT TO SCALE
A
TYPICAL HEADWALL INSTALLATION
NOT TO SCALE
HEADWALL DETAIL
TYPICAL HEADWALL INSTALLATION
NOT TO SCALE
B
PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)EXAMPLE OF PUMP-AROUND OPERATION
PLAN VIEW
SIDE VIEW
SEQUENCE OF CONSTRUCTION FOR CULVERT
STABILIZED OUTLET
A A
SECTION A-A
PLAN
GEOTEXTILE DEWATER DIRT BAG GENERAL NOTES
PLAN VIEW
A A
SECTION A-A
D
B
A
PUMP-AROUND OPERATIONA ENERGY DISSIPATOR PUMP OUTLETD
GEOTEXTILE DEWATERING DIRT BAGB
IMPERVIOUS DIKEC
A
LIVE STAKE DETAIL LIVE STAKE (IN EARTH)
PLAN VIEWTYPICAL CROSS SECTION
LIVE STAKESE COIR MATTING FOR STREAM BANKSF STREAM CROSSINGDETAILSR504
H. Scale:1"=40' | V. Scale: 1"=4'
EXST SS_1 TO SS2200
H. Scale:1"=40' | V. Scale: 1"=4'
EXST SS_2 TO SS1900 PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)PUBLIC SEWER PLANAND PROFILER600
PLAN VIEW - ABERDEEN EXTENSION (48+20.00 - 58+50.00 )
SCALE: 1" = 40'MATCHLINE -L- STA 58+50 - SEE SHEET R301
H. Scale:1"=40' | V. Scale: 1"=4'
SS2200 TO SS2400 PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)PUBLIC SEWER PLANAND PROFILER601
PLAN VIEW - ABERDEEN EXTENSION (58+00.00 - 65+00.00 )
SCALE: 1" = 40'
H. Scale:1"=40' | V. Scale: 1"=4'
SS2400 TO SS2600 PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)PUBLIC SEWER PLANAND PROFILER602
PLAN VIEW - ABERDEEN EXTENSION (68+50.00 - 75+23.00 )
SCALE: 1" = 40'
H. Scale:1"=40' | V. Scale: 1"=4'
Aberdeen Extension
STA:48+00 to STA:58+50
700
705
710
715
720
725
730
735
740
745
750
755
700
705
710
715
720
725
730
735
740
745
750
755
49+00730.550+00723.351+00719.852+00720.053+00724.054+00730.255+00737.256+00743.657+00747.158+00747.612" DIP PUBLIC WATER LINE (ABERDEEN EXTENSION)
APPROXIMATELY 2675 LF IN 20' SECTIONS
REMOVE EXISTING 12" CAP
AND CUT IN 45° HORIZ. BEND
TO CONNECT TO EXISTING 12"
DIP PUBLIC WATER LINE
EXISTING GRADE
PROPOSED GRADE
ALLOWABLE DEFLECTION PER CITY OF GASTONIA IS
1/2 THE MANUFACTURERS ALLOWABLE DEFLECTION
(SEE SECTION 9.00 WATER DISTRIBUTION PER
GASTONIA REQUIREMENTS)5'-10"GATE VALVES STA: 53+10.336" F.H.A.3' MINGATE VALVES STA: 58+10.376" F.H.A.2' MINSTA:50+52.70
72" RCP
INV:701.02
STA:52+09.97
84" RCP
INV:700.62
8" DI SEWER
45° HORZ. BENDS
45° HORZ. BENDS
45° HORZ. BEND3' MIN3' MINPREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)PUBLIC WATER PLANAND PROFILER700
PLAN VIEW - ABERDEEN EXTENSION (48+00.00 - 58+50.00 )
SCALE: 1" = 40'
H. Scale:1"=40' | V. Scale: 1"=4'
Aberdeen Extension
STA:58+50 to STA:70+50
710
715
720
725
730
735
740
745
750
755
760
765
710
715
720
725
730
735
740
745
750
755
760
765
59+00747.360+00746.961+00745.662+00741.263+00735.264+00727.965+00725.866+00727.767+00733.468+00741.469+00749.470+00756.3EXISTING GRADE
PROPOSED GRADE
GATE VALVES
12" DIP PUBLIC WATER LINE (ABERDEEN EXTENSION)
APPROXIMATELY 2675 LF IN 20' SECTIONS
3' MINGATE VALVES
ALLOWABLE DEFLECTION PER CITY OF GASTONIA IS
1/2 THE MANUFACTURERS ALLOWABLE DEFLECTION
(SEE SECTION 9.00 WATER DISTRIBUTION PER
GASTONIA REQUIREMENTS)3' MINSTA: 62+846" F.H.A.STA: 67+84.046" F.H.A.2' MINSTA:64+79.60
72" RCP
INV:709.79
STA:66+02.28
18" RCP
INV:718.24 2' MIN8" DI SEWER
PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)PUBLIC WATER PLANAND PROFILER701
PLAN VIEW - ABERDEEN EXTENSION (58+50.00 - 70+50.00 )
SCALE: 1" = 40'
H. Scale:1"=40' | V. Scale: 1"=4'
Aberdeen Extension
STA:70+50 to STA:75+50
735
740
745
750
755
760
765
770
775
780
735
740
745
750
755
760
765
770
775
780
71+00759.972+00760.373+00759.274+00760.775+00
EXISTING GRADE
PROPOSED GRADE
GATE VALVES
12" DIP PUBLIC WATER LINE (ABERDEEN EXTENSION)
APPROXIMATELY 2675 LF IN 20' SECTIONS
ALLOWABLE DEFLECTION PER CITY OF GASTONIA IS
1/2 THE MANUFACTURERS ALLOWABLE DEFLECTION
(SEE SECTION 9.00 WATER DISTRIBUTION PER
GASTONIA REQUIREMENTS)3' MINSTA: 72+84.086" F.H.A.STA: 74+75.3912" 90° BEND& 6" F.H.A. WITH BLOW OFFSEE CITY DETAIL 71B-9PREPARED FOR©GATEWAY 85CITY OF GASTONIA0PRELIMINARY PLANS - BID SET KHA(GASTONIA LOGISTICS CENTER)PUBLIC WATER PLANAND PROFILER702
PLAN VIEW - ABERDEEN EXTENSION (70+50.00 - 75+50.00 )
SCALE: 1" = 40'
PREPARED FOR©PROJECT GASTONIADEVELOPMENT0ISSUED FOR CONSTRUCTION PLAN SET KHANORTHPOINTCITY UTILITY DETAILS(SEWER)R801
PREPARED FOR©PROJECT GASTONIADEVELOPMENT0ISSUED FOR CONSTRUCTION PLAN SET KHANORTHPOINTCITY UTILITY DETAILS(WATER)R802

AGENCY CORRESPONDENCE

North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Governor Roy Cooper Office of Archives and History
Secretary Susi H. Hamilton Deputy Secretary Kevin Cherry
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephone/Fax: [phone]-6599

June 5, 2020

Addie Lasitter [e-mail]
Kimley-Horn
200 South Tryon Street, Suite 200
Charlotte, NC 282020

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 th e 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 th e 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.

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://archaeology.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, Field Methodologies, 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
[e-mail]. In all future communication concerning this project, please cite the above-
referenced tracking number.
Sincerely,

Ramona Bartos, Deputy
State Historic Preservation Officer

North Carolina Department of Natural and Cultural Resources
State Historic Preservation Office
Ramona M. Bartos, Administrator
Governor Roy Cooper Secretary D. Reid Wilson
Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephone/Fax: [phone]-6898

February 11, 2021

R. Blake Day, P.E. [e-mail]
Kimley-Horn
200 South Tryon Street, Suite 200
Charlotte, North Carolina 28202

Re: Draft Report, Phase I Archaeological Survey and Phase II Testing for the Proposed Lowell Road
Industrial Development, Gastonia, Gaston County, ER 20-0882

Dear Mr. Day:

Thank you for transmitting the draft report for the above-referenced project, which was received by our
office on December 22, 2021. We have reviewed the report and offer the following comments.

The archaeological investigations focused on two areas within the larger proposed project area, the area
immediately around the Caleb John Lineberger House (GS0327) and archaeological site 31GS376. This
archaeological site was recorded in 2016 for a North Carolina Department of Transportation (NCDOT)
project but was not fully delineated or assessed as it extended outside of NCDOT’s project area. The Caleb
John Lineberger House was recorded as part of an architectural survey for the same NCDOT project, and it
was determined eligible for listing in the National Register of Historic Places (NRHP) under Criteria B and
C, but it was not evaluated for its archaeological significance under Criterion D.

The area around the Lineberger house was investigated with remote sensing (ground penetrating radar or
GPR) and systematic shovel testing. The GPR survey did identify several anomalies; however, most were
interpreted as being associated with more recent land use and landscape modifications.
No artifacts were found during shovel testing in the area around the house. No further archaeological
investigations are recommended in the area around house. We concur with this recommendation, and we
also agree with the request for the North Carolina Office of State Archaeology (OSA) to be notified should
any archaeological deposits or features such as a privy or trash pits be uncovered during house demolition
and construction activities in the vicinity of the Linberger House.

Field investigations at 31GS376 consisted of GPR survey, shovel testing, and test unit excavation. The site
is interpreted as an early- to mid-twentieth century tenant farm, likely associated with the nearby
Lineberger house. No features were identified, and the artifact assemblage was described as light to
moderate. The report authors also note that the soil is deflated from farming and modern logging has
impacted site, and the archaeological deposits have low potential to address the research questions that
were posed at the onset of the investigations. We concur with the recommendation presented in the report
that 31GS376 be considered not eligible for listing in the NRHP.

We do note that the report states that the gravesite of Mathew Armstrong, a neighbor of the Lineberger’s
based on census records, is located about 500 meters east of the Lineberger house and
approximately 200 meters northeast of 31GS376. We believe that the direction from site 31GS376 is a
typographical error and should instead read northwest. While outside of the area initially recommended for
archaeological investigations, the OSA requests that the cemetery be delineated and recorded with a
cemetery site form (https://files.nc.gov/dncr-arch/Cemetery_Site_Form.pdf) and that an appropriate
avoidance and/or treatment plan be developed to ensure human burials are not inadvertently impacted by
the proposed development. Based on information available online, as of 2013, there appeared to be at least
two burials marked within the cemetery and there could be additional burials present
(https://www.findagrave.com/cemetery/2479409/mathew-armstrong-cemetery).

Please note that cemeteries are protected under NC General Statutes Chapter 14-148 and 14-149, and are
afforded consideration under Chapter 65. If unmarked human skeletal remains are encountered during
construction, the provisions of North Carolina General Statute Chapter 70, Article 3 apply. Construction
activities should immediately cease and the county medical examiner should be contacted.

Finally, we wish to remind you that we have previously determined this project will adversely affect the
National Register-eligible Caleb John Lineberger House (GS0327) (the actual structure and setting rather
than any potential associated archaeological remains). Pursuant to our June 5, 2020, correspondence, we
encourage the applicant to avoid the adverse effect and if that cannot be accomplished then to minimize
or mitigate, in compliance with Section 106 of the National Historic Preservation Act. If avoidance is not
feasible, we would be happy to facilitate contact between the applicant and historic preservation groups
that may be interested in the relocation of the house.

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 comment,
contact Renee Gledhill-Earley, environmental review coordinator, at 919-814-6579
or [e-mail]. In all future communication concerning this project, please cite the
above referenced tracking number.

Sincerely,

Ramona Bartos, Deputy
State Historic Preservation Officer

cc: Danny Gregory, New South Associates [e-mail]
Bryan Roden-Reynolds [e-mail]
Ian McDonald [e-mail]
United States Department of the Interior
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 p roposed 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 action1.

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)
2

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 1 – July 31). Based on the
information pro vided, 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 fed erally
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.

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 Mr. Byron
Hamstead of our staff at [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

AGENCY CORRESPONDENCE COMPENSATORY MITIGATION

February 24, 2021 Rusty Bost City of Gastonia 150 S. York Street Gastonia, NC 28052 Expiration of Acceptance: 8/24/2021

Project: Gateway 85 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-digit HUC) Impact Type Impact Quantity
Catawba 03050102 Warm Stream 646
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, 2010. 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

USACE AID #: NCDWR #:
PROJECT / SITE INFORMATION:
1. Project name (if any): 2. Date of evaluation:
3. Applicant/owner name:
5. County: 6. Nearest named water body
7. River Basin: on USGS 7.5-minute quad:
8. Site coordinates (decimal degrees, at lower end of assessment reach):
STREAM INFORMATION: (depth and width can be approximations)
9. Site number (show on attached map): 10. Length of assessment reach evaluated (feet):
11. Channel depth from bed (in riffle, if present) to top of bank (feet): Unable to assess channel depth.
12. Channel width at top of bank (feet):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 (I) Outer Coastal Plain (O)
16. Estimated geomorphic
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 mi2) Size 2 (0.1 to < 0.5 mi
2) Size 3 (0.5 to < 5 mi
2)Size 4 (≥ 5 mi2)
for Tidal Marsh Stream)
ADDITIONAL INFORMATION:
18. Were regulatory considerations evaluated? Yes No If Yes, check all that appy to the assessment area.
Section 10 water Classified Trout Waters Water Supply Watershed ( I II III IV V)
Essential Fish Habitat Primary Nursery Area High Quality Waters/Outstanding Resource Waters
Publicly owned property NCDWR riparian buffer rule in effect Nutrient Sensitive Waters
Anadromous fish 303(d) List CAMA Area of Environmental Concern (AEC)
Documented presence of a federal and/or state listed protected species within the assessment area.
List species:
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)
A Water throughout assessment reach.
B No flow, water in pools only.
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
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).
A < 10% of channel unstable
B 10 to 25% of channel unstable
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])
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
Gateway 85 4/14/2020
35.266594, -81.122176
S1 ~100 lf
City of Gastonia 4. Assessor name/organization: Chris Tinklenberg / Kimley Horn
Gaston
Catawba Duharts Creek
Manual for detailed descriptions and explanations of requested information. Record in the "Notes/Sketch" section if any supplementary
NOTE EVIDENCE OF STRESSORS AFFECTING THE ASSESSMENT AREA (do not need to be within the assessment area).
measurements were performed. See the NC SAM User Manual for examples of additional measurements that may be relevant.
NC SAM FIELD ASSESSMENT FORM
Accompanies User Manual Version 2.1
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
2
8
man-made feature on an interstream divide
7.Water Quality Stressors – assessment reach/intertidal zone metric
Check all that apply.
A Discolored water in stream or intertidal zone (milky white, blue, unnatural water discoloration, oil sheen, stream foam)
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
D Odor (not including natural sulfide odors)
E Current published or collected data indicating degraded water quality in the assessment reach. Cite source in the "Notes/Sketch"
section.
F Livestock with access to stream or intertidal zone
G Excessive algae in stream or intertidal zone
H Degraded marsh vegetation in the intertidal zone (removal, burning, regular mowing, destruction, etc.)
I Other: (explain in "Notes/Sketch" section)
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
Yes 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)
A Multiple aquatic macrophytes and aquatic mosses F 5% oysters or other natural hard bottoms
(include liverworts, lichens, and algal mats) G Submerged aquatic vegetation
B Multiple sticks and/or leaf packs and/or emergent H Low-tide refugia (pools)
vegetation I Sand bottom
C Multiple snags and logs (including lap trees) J 5% vertical bank along the marsh
D 5% undercut banks and/or root mats and/or roots K Little or no habitat
in banks extend to the normal wetted perimeter
E Little or no habitat
11.Bedform and Substrate – assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
11a.Yes No Is assessment reach in a natural sand-bed stream? (skip for Coastal Plain streams)
11b.Bedform evaluated. Check the appropriate box(es).
A Riffle-run section (evaluate 11c)
B Pool-glide section (evaluate 11d)
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
Bedrock/saprolite
Boulder (256 – 4096 mm)
Cobble (64 – 256 mm)
Gravel (2 – 64 mm)
Sand (.062 – 2 mm)
Silt/clay (< 0.062 mm)
Detritus
Artificial (rip-rap, concrete, etc.)
11d.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. Yes 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. No Water 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.
Adult frogs
Aquatic reptiles
Aquatic macrophytes and aquatic mosses (include liverworts, lichens, and algal mats)
Beetles (including water pennies)
Caddisfly larvae (Trichoptera [T])
Asian clam (Corbicula )
Crustacean (isopod/amphipod/crayfish/shrimp)
Damselfly and dragonfly larvae
Dipterans (true flies)
*********************************REMAINING QUESTIONS ARE NOT APPLICABLE FOR TIDAL MARSH STREAMS****************************Check for TidalMarsh Streamsonly
Mayfly larvae (Ephemeroptera [E])
Megaloptera (alderfly, fishfly, dobsonfly larvae)
Midges/mosquito larvae
Mosquito fish (Gambusia ) or mud minnows (Umbra pygmaea)
Mussels/Clams (not Corbicula )
Other fish
Salamanders/tadpoles
Snails
Stonefly larvae (Plecoptera [P])
Tipulid larvae
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
B B Moderate alteration to water storage capacity over a majority of the streamside area
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 ≥ 6 inches deep
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?
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.
A Streams and/or springs (jurisdictional discharges)
B Ponds (include wet detention basins; do not include sediment basins or dry detention basins)
C Obstruction that passes some flow during low-flow periods within assessment area (beaver dam, bottom-release dam)
D Evidence of bank seepage or sweating (iron oxidizing bacteria in water indicates seepage)
E Stream bed or bank soil reduced (dig through deposited sediment if present)
F None of the above
17.Baseflow Detractors – assessment area metric (skip for Tidal Marsh Streams)
Check all that apply.
A Evidence of substantial water withdrawals from the assessment reach (includes areas excavated for pump installation)
B Obstruction not passing flow during low flow periods affecting the assessment reach (ex: watertight dam, sediment deposit)
C Urban stream (≥ 24% impervious surface for watershed)
D Evidence that the stream-side area has been modified resulting in accelerated drainage into the assessment reach
E Assessment reach relocated to valley edge
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 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 C From 30 to < 50-feet wide
D D D D From 10 to < 30-feet wide
E 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
C 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
A A A A A A Row crops
B B B B B B Maintained turf
C C C C C C Pasture (no livestock)/commercial horticulture
D D D D 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.
C 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 D 79 to < 230 E ≥ 230
Notes/Sketch:
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)
(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 Stream Geomorphology
(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
(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 Stream Geomorphology
(3) Tidal Marsh In-stream Habitat
(2) Intertidal Zone Habitat
Overall LOW
LOW
LOW
LOW
MEDIUM
MEDIUM
LOW
NA
NA
MEDIUM
NA
LOW
HIGH
LOW
NA
NA
NA
NA
LOW
HIGH
(3) Tidal Marsh Channel Stability
(3) Streamside Area Attenuation
Function Class Rating Summary
(1) Hydrology
NA
HIGH
HIGH
LOW
LOW
NA
NO
MEDIUM
Stream Site Name Gateway 85 Date of Evaluation
LOW
(4) Tidal Marsh Channel Stability
LOW
LOW
NA
NA
HIGH
NA
HIGH
NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.1
LOW
LOW
USACE/
All Streams
NCDWR
Intermittent
NA
NA
(2) Flood Flow
Chris Tinklenberg / Kimley Horn
4/14/2020
NO
YES
NO
Perennial
(2) Baseflow
Stream Category Assessor Name/Organization
MEDIUM
Pb2
USACE AID #: NCDWR #:
PROJECT / SITE INFORMATION:
1. Project name (if any): 2. Date of evaluation:
3. Applicant/owner name:
5. County: 6. Nearest named water body
7. River Basin: on USGS 7.5-minute quad:
8. Site coordinates (decimal degrees, at lower end of assessment reach):
STREAM INFORMATION: (depth and width can be approximations)
9. Site number (show on attached map): 10. Length of assessment reach evaluated (feet):
11. Channel depth from bed (in riffle, if present) to top of bank (feet): Unable to assess channel depth.
12. Channel width at top of bank (feet):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 (I) Outer Coastal Plain (O)
16. Estimated geomorphic
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 mi2) Size 2 (0.1 to < 0.5 mi
2) Size 3 (0.5 to < 5 mi
2)Size 4 (≥ 5 mi2)
for Tidal Marsh Stream)
ADDITIONAL INFORMATION:
18. Were regulatory considerations evaluated? Yes No If Yes, check all that appy to the assessment area.
Section 10 water Classified Trout Waters Water Supply Watershed ( I II III IV V)
Essential Fish Habitat Primary Nursery Area High Quality Waters/Outstanding Resource Waters
Publicly owned property NCDWR riparian buffer rule in effect Nutrient Sensitive Waters
Anadromous fish 303(d) List CAMA Area of Environmental Concern (AEC)
Documented presence of a federal and/or state listed protected species within the assessment area.
List species:
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)
A Water throughout assessment reach.
B No flow, water in pools only.
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
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).
A < 10% of channel unstable
B 10 to 25% of channel unstable
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])
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
2
5
NC SAM FIELD ASSESSMENT FORM
Accompanies User Manual Version 2.1
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
NOTE EVIDENCE OF STRESSORS AFFECTING THE ASSESSMENT AREA (do not need to be within the assessment area).
measurements were performed. See the NC SAM User Manual for examples of additional measurements that may be relevant.
Gateway 85 4/14/2020
35.269063, -81.122176
S3 ~100 lf
City of Gastonia 4. Assessor name/organization: Chris Tinklenberg / Kimley Horn
Gaston
Catawba Duharts Creek
man-made feature on an interstream divide
7.Water Quality Stressors – assessment reach/intertidal zone metric
Check all that apply.
A Discolored water in stream or intertidal zone (milky white, blue, unnatural water discoloration, oil sheen, stream foam)
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
D Odor (not including natural sulfide odors)
E Current published or collected data indicating degraded water quality in the assessment reach. Cite source in the "Notes/Sketch"
section.
F Livestock with access to stream or intertidal zone
G Excessive algae in stream or intertidal zone
H Degraded marsh vegetation in the intertidal zone (removal, burning, regular mowing, destruction, etc.)
I Other: (explain in "Notes/Sketch" section)
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
Yes 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)
A Multiple aquatic macrophytes and aquatic mosses F 5% oysters or other natural hard bottoms
(include liverworts, lichens, and algal mats) G Submerged aquatic vegetation
B Multiple sticks and/or leaf packs and/or emergent H Low-tide refugia (pools)
vegetation I Sand bottom
C Multiple snags and logs (including lap trees) J 5% vertical bank along the marsh
D 5% undercut banks and/or root mats and/or roots K Little or no habitat
in banks extend to the normal wetted perimeter
E Little or no habitat
11.Bedform and Substrate – assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
11a.Yes No Is assessment reach in a natural sand-bed stream? (skip for Coastal Plain streams)
11b.Bedform evaluated. Check the appropriate box(es).
A Riffle-run section (evaluate 11c)
B Pool-glide section (evaluate 11d)
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
Bedrock/saprolite
Boulder (256 – 4096 mm)
Cobble (64 – 256 mm)
Gravel (2 – 64 mm)
Sand (.062 – 2 mm)
Silt/clay (< 0.062 mm)
Detritus
Artificial (rip-rap, concrete, etc.)
11d.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. Yes 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. No Water 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.
Adult frogs
Aquatic reptiles
Aquatic macrophytes and aquatic mosses (include liverworts, lichens, and algal mats)
Beetles (including water pennies)
Caddisfly larvae (Trichoptera [T])
Asian clam (Corbicula )
Crustacean (isopod/amphipod/crayfish/shrimp)
Damselfly and dragonfly larvae
Dipterans (true flies)
*********************************REMAINING QUESTIONS ARE NOT APPLICABLE FOR TIDAL MARSH STREAMS****************************Check for TidalMarsh Streamsonly
Mayfly larvae (Ephemeroptera [E])
Megaloptera (alderfly, fishfly, dobsonfly larvae)
Midges/mosquito larvae
Mosquito fish (Gambusia ) or mud minnows (Umbra pygmaea)
Mussels/Clams (not Corbicula )
Other fish
Salamanders/tadpoles
Snails
Stonefly larvae (Plecoptera [P])
Tipulid larvae
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
B B Moderate alteration to water storage capacity over a majority of the streamside area
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 ≥ 6 inches deep
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?
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.
A Streams and/or springs (jurisdictional discharges)
B Ponds (include wet detention basins; do not include sediment basins or dry detention basins)
C Obstruction that passes some flow during low-flow periods within assessment area (beaver dam, bottom-release dam)
D Evidence of bank seepage or sweating (iron oxidizing bacteria in water indicates seepage)
E Stream bed or bank soil reduced (dig through deposited sediment if present)
F None of the above
17.Baseflow Detractors – assessment area metric (skip for Tidal Marsh Streams)
Check all that apply.
A Evidence of substantial water withdrawals from the assessment reach (includes areas excavated for pump installation)
B Obstruction not passing flow during low flow periods affecting the assessment reach (ex: watertight dam, sediment deposit)
C Urban stream (≥ 24% impervious surface for watershed)
D Evidence that the stream-side area has been modified resulting in accelerated drainage into the assessment reach
E Assessment reach relocated to valley edge
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 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 C From 30 to < 50-feet wide
D D D D From 10 to < 30-feet wide
E 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
C 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
A A A A A A Row crops
B B B B B B Maintained turf
C C C C C C Pasture (no livestock)/commercial horticulture
D D D D 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.
C 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 D 79 to < 230 E ≥ 230
Notes/Sketch:
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)
(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 Stream Geomorphology
(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
(1) Habitat
(2) In-stream Habitat
(3) Baseflow
NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.1
LOW
MEDIUM
USACE/
All Streams
NCDWR
Intermittent
NA
NA
(2) Flood Flow
Chris Tinklenberg / Kimley Horn
4/14/2020
NO
YES
NO
Perennial
(2) Baseflow
Stream Category Assessor Name/Organization
HIGH
Pb1
Stream Site Name Gateway 85 Date of Evaluation
HIGH
MEDIUM
LOW
NA
NA
LOW
NA
MEDIUM
(3) Tidal Marsh Channel Stability
(3) Streamside Area Attenuation
Function Class Rating Summary
(1) Hydrology
NA
LOW
MEDIUM
MEDIUM
MEDIUM
NO
HIGH
MEDIUM
HIGH
MEDIUM
MEDIUM
NA
MEDIUM
HIGH
USACE AID #: NCDWR #:
PROJECT / SITE INFORMATION:
1. Project name (if any): 2. Date of evaluation:
3. Applicant/owner name:
5. County: 6. Nearest named water body
7. River Basin: on USGS 7.5-minute quad:
8. Site coordinates (decimal degrees, at lower end of assessment reach):
STREAM INFORMATION: (depth and width can be approximations)
9. Site number (show on attached map): 10. Length of assessment reach evaluated (feet):
11. Channel depth from bed (in riffle, if present) to top of bank (feet): Unable to assess channel depth.
12. Channel width at top of bank (feet):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 (I) Outer Coastal Plain (O)
16. Estimated geomorphic
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 mi2) Size 2 (0.1 to < 0.5 mi
2) Size 3 (0.5 to < 5 mi
2)Size 4 (≥ 5 mi2)
for Tidal Marsh Stream)
ADDITIONAL INFORMATION:
18. Were regulatory considerations evaluated? Yes No If Yes, check all that appy to the assessment area.
Section 10 water Classified Trout Waters Water Supply Watershed ( I II III IV V)
Essential Fish Habitat Primary Nursery Area High Quality Waters/Outstanding Resource Waters
Publicly owned property NCDWR riparian buffer rule in effect Nutrient Sensitive Waters
Anadromous fish 303(d) List CAMA Area of Environmental Concern (AEC)
Documented presence of a federal and/or state listed protected species within the assessment area.
List species:
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)
A Water throughout assessment reach.
B No flow, water in pools only.
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
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).
A < 10% of channel unstable
B 10 to 25% of channel unstable
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])
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
Gateway 85 4/14/2020
35.263409, -81.116850
S5 ~100 lf
City of Gastonia 4. Assessor name/organization: Chris Tinklenberg / Kimley Horn
Gaston
Catawba Duharts Creek
Manual for detailed descriptions and explanations of requested information. Record in the "Notes/Sketch" section if any supplementary
NOTE EVIDENCE OF STRESSORS AFFECTING THE ASSESSMENT AREA (do not need to be within the assessment area).
measurements were performed. See the NC SAM User Manual for examples of additional measurements that may be relevant.
NC SAM FIELD ASSESSMENT FORM
Accompanies User Manual Version 2.1
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
3
8
man-made feature on an interstream divide
7.Water Quality Stressors – assessment reach/intertidal zone metric
Check all that apply.
A Discolored water in stream or intertidal zone (milky white, blue, unnatural water discoloration, oil sheen, stream foam)
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
D Odor (not including natural sulfide odors)
E Current published or collected data indicating degraded water quality in the assessment reach. Cite source in the "Notes/Sketch"
section.
F Livestock with access to stream or intertidal zone
G Excessive algae in stream or intertidal zone
H Degraded marsh vegetation in the intertidal zone (removal, burning, regular mowing, destruction, etc.)
I Other: (explain in "Notes/Sketch" section)
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
Yes 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)
A Multiple aquatic macrophytes and aquatic mosses F 5% oysters or other natural hard bottoms
(include liverworts, lichens, and algal mats) G Submerged aquatic vegetation
B Multiple sticks and/or leaf packs and/or emergent H Low-tide refugia (pools)
vegetation I Sand bottom
C Multiple snags and logs (including lap trees) J 5% vertical bank along the marsh
D 5% undercut banks and/or root mats and/or roots K Little or no habitat
in banks extend to the normal wetted perimeter
E Little or no habitat
11.Bedform and Substrate – assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
11a.Yes No Is assessment reach in a natural sand-bed stream? (skip for Coastal Plain streams)
11b.Bedform evaluated. Check the appropriate box(es).
A Riffle-run section (evaluate 11c)
B Pool-glide section (evaluate 11d)
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
Bedrock/saprolite
Boulder (256 – 4096 mm)
Cobble (64 – 256 mm)
Gravel (2 – 64 mm)
Sand (.062 – 2 mm)
Silt/clay (< 0.062 mm)
Detritus
Artificial (rip-rap, concrete, etc.)
11d.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. Yes 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. No Water 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.
Adult frogs
Aquatic reptiles
Aquatic macrophytes and aquatic mosses (include liverworts, lichens, and algal mats)
Beetles (including water pennies)
Caddisfly larvae (Trichoptera [T])
Asian clam (Corbicula )
Crustacean (isopod/amphipod/crayfish/shrimp)
Damselfly and dragonfly larvae
Dipterans (true flies)
*********************************REMAINING QUESTIONS ARE NOT APPLICABLE FOR TIDAL MARSH STREAMS****************************Check for TidalMarsh Streamsonly
Mayfly larvae (Ephemeroptera [E])
Megaloptera (alderfly, fishfly, dobsonfly larvae)
Midges/mosquito larvae
Mosquito fish (Gambusia ) or mud minnows (Umbra pygmaea)
Mussels/Clams (not Corbicula )
Other fish
Salamanders/tadpoles
Snails
Stonefly larvae (Plecoptera [P])
Tipulid larvae
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
B B Moderate alteration to water storage capacity over a majority of the streamside area
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 ≥ 6 inches deep
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?
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.
A Streams and/or springs (jurisdictional discharges)
B Ponds (include wet detention basins; do not include sediment basins or dry detention basins)
C Obstruction that passes some flow during low-flow periods within assessment area (beaver dam, bottom-release dam)
D Evidence of bank seepage or sweating (iron oxidizing bacteria in water indicates seepage)
E Stream bed or bank soil reduced (dig through deposited sediment if present)
F None of the above
17.Baseflow Detractors – assessment area metric (skip for Tidal Marsh Streams)
Check all that apply.
A Evidence of substantial water withdrawals from the assessment reach (includes areas excavated for pump installation)
B Obstruction not passing flow during low flow periods affecting the assessment reach (ex: watertight dam, sediment deposit)
C Urban stream (≥ 24% impervious surface for watershed)
D Evidence that the stream-side area has been modified resulting in accelerated drainage into the assessment reach
E Assessment reach relocated to valley edge
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 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 C From 30 to < 50-feet wide
D D D D From 10 to < 30-feet wide
E 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
C 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
A A A A A A Row crops
B B B B B B Maintained turf
C C C C C C Pasture (no livestock)/commercial horticulture
D D D D 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.
C 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 D 79 to < 230 E ≥ 230
Notes/Sketch:
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)
(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 Stream Geomorphology
(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
(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 Stream Geomorphology
(3) Tidal Marsh In-stream Habitat
(2) Intertidal Zone Habitat
Overall MEDIUM
MEDIUM
HIGH
LOW
MEDIUM
MEDIUM
HIGH
NA
NA
HIGH
NA
MEDIUM
HIGH
HIGH
NA
NA
NA
NA
HIGH
MEDIUM
(3) Tidal Marsh Channel Stability
(3) Streamside Area Attenuation
Function Class Rating Summary
(1) Hydrology
NA
MEDIUM
MEDIUM
HIGH
HIGH
NA
NO
MEDIUM
Stream Site Name NorthPoint Gastonia Logistics Center Date of Evaluation
MEDIUM
(4) Tidal Marsh Channel Stability
LOW
LOW
NA
NA
LOW
NA
MEDIUM
NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.1
LOW
MEDIUM
USACE/
All Streams
NCDWR
Intermittent
NA
NA
(2) Flood Flow
Chris Tinklenberg / Kimley Horn
4/14/2020
NO
YES
NO
Perennial
(2) Baseflow
Stream Category Assessor Name/Organization
MEDIUM
Pb2
USACE AID #: NCDWR #:
PROJECT / SITE INFORMATION:
1. Project name (if any): 2. Date of evaluation:
3. Applicant/owner name:
5. County: 6. Nearest named water body
7. River Basin: on USGS 7.5-minute quad:
8. Site coordinates (decimal degrees, at lower end of assessment reach):
STREAM INFORMATION: (depth and width can be approximations)
9. Site number (show on attached map): 10. Length of assessment reach evaluated (feet):
11. Channel depth from bed (in riffle, if present) to top of bank (feet): Unable to assess channel depth.
12. Channel width at top of bank (feet):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 (I) Outer Coastal Plain (O)
16. Estimated geomorphic
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 mi2) Size 2 (0.1 to < 0.5 mi
2) Size 3 (0.5 to < 5 mi
2)Size 4 (≥ 5 mi2)
for Tidal Marsh Stream)
ADDITIONAL INFORMATION:
18. Were regulatory considerations evaluated? Yes No If Yes, check all that appy to the assessment area.
Section 10 water Classified Trout Waters Water Supply Watershed ( I II III IV V)
Essential Fish Habitat Primary Nursery Area High Quality Waters/Outstanding Resource Waters
Publicly owned property NCDWR riparian buffer rule in effect Nutrient Sensitive Waters
Anadromous fish 303(d) List CAMA Area of Environmental Concern (AEC)
Documented presence of a federal and/or state listed protected species within the assessment area.
List species:
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)
A Water throughout assessment reach.
B No flow, water in pools only.
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
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).
A < 10% of channel unstable
B 10 to 25% of channel unstable
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])
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
1
3
NC SAM FIELD ASSESSMENT FORM
Accompanies User Manual Version 2.1
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
NOTE EVIDENCE OF STRESSORS AFFECTING THE ASSESSMENT AREA (do not need to be within the assessment area).
measurements were performed. See the NC SAM User Manual for examples of additional measurements that may be relevant.
Gateway 85 4/14/2020
35.270488, -81.110974
S8 ~50 lf
City of Gastonia 4. Assessor name/organization: Chris Tinklenberg / Kimley Horn
Gaston
Catawba Duharts Creek
man-made feature on an interstream divide
7.Water Quality Stressors – assessment reach/intertidal zone metric
Check all that apply.
A Discolored water in stream or intertidal zone (milky white, blue, unnatural water discoloration, oil sheen, stream foam)
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
D Odor (not including natural sulfide odors)
E Current published or collected data indicating degraded water quality in the assessment reach. Cite source in the "Notes/Sketch"
section.
F Livestock with access to stream or intertidal zone
G Excessive algae in stream or intertidal zone
H Degraded marsh vegetation in the intertidal zone (removal, burning, regular mowing, destruction, etc.)
I Other: (explain in "Notes/Sketch" section)
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
Yes 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)
A Multiple aquatic macrophytes and aquatic mosses F 5% oysters or other natural hard bottoms
(include liverworts, lichens, and algal mats)G Submerged aquatic vegetation
B Multiple sticks and/or leaf packs and/or emergent H Low-tide refugia (pools)
vegetation I Sand bottom
C Multiple snags and logs (including lap trees)J 5% vertical bank along the marsh
D 5% undercut banks and/or root mats and/or roots K Little or no habitat
in banks extend to the normal wetted perimeter
E Little or no habitat
11.Bedform and Substrate – assessment reach metric (skip for Size 4 Coastal Plain streams and Tidal Marsh Streams)
11a.Yes No Is assessment reach in a natural sand-bed stream? (skip for Coastal Plain streams)
11b.Bedform evaluated. Check the appropriate box(es).
A Riffle-run section (evaluate 11c)
B Pool-glide section (evaluate 11d)
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
Bedrock/saprolite
Boulder (256 – 4096 mm)
Cobble (64 – 256 mm)
Gravel (2 – 64 mm)
Sand (.062 – 2 mm)
Silt/clay (< 0.062 mm)
Detritus
Artificial (rip-rap, concrete, etc.)
11d.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. Yes 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. No Water 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.
Adult frogs
Aquatic reptiles
Aquatic macrophytes and aquatic mosses (include liverworts, lichens, and algal mats)
Beetles (including water pennies)
Caddisfly larvae (Trichoptera [T])
Asian clam (Corbicula )
Crustacean (isopod/amphipod/crayfish/shrimp)
Damselfly and dragonfly larvae
Dipterans (true flies)
*********************************REMAINING QUESTIONS ARE NOT APPLICABLE FOR TIDAL MARSH STREAMS****************************Check for TidalMarsh Streamsonly
Mayfly larvae (Ephemeroptera [E])
Megaloptera (alderfly, fishfly, dobsonfly larvae)
Midges/mosquito larvae
Mosquito fish (Gambusia ) or mud minnows (Umbra pygmaea)
Mussels/Clams (not Corbicula )
Other fish
Salamanders/tadpoles
Snails
Stonefly larvae (Plecoptera [P])
Tipulid larvae
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
B B Moderate alteration to water storage capacity over a majority of the streamside area
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 ≥ 6 inches deep
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?
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.
A Streams and/or springs (jurisdictional discharges)
B Ponds (include wet detention basins; do not include sediment basins or dry detention basins)
C Obstruction that passes some flow during low-flow periods within assessment area (beaver dam, bottom-release dam)
D Evidence of bank seepage or sweating (iron oxidizing bacteria in water indicates seepage)
E Stream bed or bank soil reduced (dig through deposited sediment if present)
F None of the above
17.Baseflow Detractors – assessment area metric (skip for Tidal Marsh Streams)
Check all that apply.
A Evidence of substantial water withdrawals from the assessment reach (includes areas excavated for pump installation)
B Obstruction not passing flow during low flow periods affecting the assessment reach (ex: watertight dam, sediment deposit)
C Urban stream (≥ 24% impervious surface for watershed)
D Evidence that the stream-side area has been modified resulting in accelerated drainage into the assessment reach
E Assessment reach relocated to valley edge
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 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 C From 30 to < 50-feet wide
D D D D From 10 to < 30-feet wide
E 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
C 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
A A A A A A Row crops
B B B B B B Maintained turf
C C C C C C Pasture (no livestock)/commercial horticulture
D D D D 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.
C 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 D 79 to < 230 E ≥ 230
Notes/Sketch:
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)
(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 Stream Geomorphology
(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
(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 Stream Geomorphology
(3) Tidal Marsh In-stream Habitat
(2) Intertidal Zone Habitat
Overall
NC SAM Stream Rating Sheet
Accompanies User Manual Version 2.1
LOW
MEDIUM
USACE/
All Streams
NCDWR
Intermittent
NA
NA
(2) Flood Flow
Chris Tinklenberg / Kimley Horn
4/14/2020
NO
YES
NO
Intermittent
NA
MEDIUM
HIGH
LOW
(2) Baseflow
Stream Category Assessor Name/Organization
LOW
Pb1
Stream Site Name
MEDIUM
NA
NorthPoint Gastonia Logistics Center Date of Evaluation
LOW
(4) Tidal Marsh Channel Stability
NA
NA
LOW
LOW
LOW
LOW
MEDIUM
MEDIUM
NA
NA
HIGH
NA
MEDIUM
LOW
(3) Tidal Marsh Channel Stability
(3) Streamside Area Attenuation
Function Class Rating Summary
(1) Hydrology
LOW
LOW
NA
NA
NA
NA
NA
MEDIUM
MEDIUM
LOW
MEDIUM
LOW
LOW
LOW
NA
NO
NA
NA
MEDIUM
NA
NA
NA
NA
LOW
NO
NA
NA
LOW
MEDIUM
NA
NA
NA
LOW
LOW
MEDIUM
LOW
LOW
MEDIUM
LOW
LOW
LOW
LOW
LOW
LOW
MEDIUM
LOW
LOW
LOW
MEDIUM
NA
NA
LOW
NA
MEDIUM
HIGH
LOW