WQ0038818_More Information Received_20240327

Initial Review
Reviewer
nathaniel.thorn burg
Is this submittal an application? (Excluding additional information.) *
Yes No
If not an application what is the submittal type?* Annual Report
Residual Annual Report
Additional Information
Other
Permit Number (IR) * W00038818
Applicant/Permittee Park Center East, LLC
Email Notifications
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer

Submittal Form
Project Contact Information
Please provide information on the person to be contacted by NDB Staff regarding electronic submittal, confirmation of receipt, and other correspondence.
...................................................................................................................................................................................................................................................................................... ... ... ... ... ... .. ... ... ... ... ..
Name* Lee Weaver
Email Address*
[e-mail]
Project Information
.........................
Application/Document Type*
New (Fee Required)
Modification - Major (Fee Required)
Renewal with Major Modification (Fee
Required)
Annual Report
Additional Information
Other
Phone Number*
9193615000
Modification - Minor
Renewal
GW-59, NDMR, NDMLR, NDAR-1,
N DAR-2
Residual Annual Report
Change of Ownership
We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form.
https://edoes.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Permit Type:*
Wastewater Irrigation
High -Rate Infiltration
Other Wastewater
Reclaimed Water
Closed -Loop Recycle
Residuals
Single -Family Residence Wastewater
Other
Irrigation
Permit Number:*
WQ0038818
Has Current Existing permit number
Applicant/Permittee Address*
621 Hillsborough Street, Suite 500 Raleigh, NC 27603
Facility Name*
HUB RTP RWDL
Please provide comments/notes on your current submittal below.
At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg
at [e-mail].
Please attach all information required or requested for this submittal to be reviewed here.
(Application Form, Engineering Plans, Specifications, Calculations, Etc.)
HUB RTP_Combined File.pdf 52.49MB
Upload only 1 PDF document (less than 250 MB). Multiple documents must be combined into one PDF file unless file is larger
than upload limit.
* By checking this box, I acknowledge that I understand the application will not be accepted for pre -review until the fee (if required) has
been received by the Non -Discharge Branch. Application fees must be submitted by check or money order and made payable to the
North Carolina Department of Environmental Quality (NCDEQ). I also confirm that the uploaded document is a single PDF with all parts
of the application in correct order (as specified by the application).
Mail payment to:
NCDEQ — Division of Water Resources
Attn: Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Signature
Submission Date 3/27/2024

COVER LETTER > RTF-18060
2905 Meridian Parkway, Durham, NC 27713 / 919. 361. 5000 creating experiences through experience
November 30, 2023
Mr. Nathaniel Thornburg
NCDEQ, Division of Water Resources
Water Quality Permitting Section Non-Discharge Permitting Unit
512 N. Salisbury Street, 640K
Raleigh, North Carolina 27604
RE: HUB RTP – Onsite Private Reclaimed Water
Research Triangle Park, North Carolina
RTF-18060
Mr. Thornburg,
We are pleased to submit the documents listed below for the review and approval to amend permit WQ0038818
issued on January 5, 2017 for Park Center Infrastructure. During the construction of the original infrastructure the
developer, the Research Triangle Foundation, decided to increase the scope of the infrastructure project, adding in
two additional streets. The revised plans and permit application reflect this change in the design. These extensions
are 6” diameter main extensions within Streets 8 & 9 in the project and do not involve any pump stations or storage
tanks.
The following changes have been made to form RWDL 06-16
I.1. Applicant Name revised from “Triangle Services Center” to “Park Center East LLC”.
I.2. Applicant Title updated to EVP & COO.
I.3. Consulting Engineer updated to Lee Weaver, PE
II.1. Updated Project name from “Park Center Infrastructure” to “HUB RTP”.
II.3. USGS Name Added.
II.7. Added permitted Durham County extension number that is now known.
II.9. Updated to project name, HUB RTP
III.1. Revised pipe length OLD - 6” PVC = 3,327 LF, NEW – 6” PVC = 4,500 LF, 4” PVC = 295 LF.
III.3. Updated Page Number in plans for design criteria. OLD – D-10, NEW – C8.05B.
IV. Added N/A to blank portions of the form for clarity (no pump/storage tanks proposed).
The following changes have been made to form RWPI 06-16
I.1. Applicant Name revised from “Triangle Services Center” to “Park Center East LLC”.
I.2. Applicant Title updated to EVP & COO.
COVER LETTER > RTF-18060
2905 Meridian Parkway, Durham, NC 27713 / 919. 361. 5000 creating experiences through experience
• $600 Application Fee
• Current Extension Permit – WQ0038818
• Amended - Reclaimed Water Project Information Form (Form: RWPI-06-16)
• Amended - Distribution Line (Form: RWDL-06-16) application
• Revised - Construction Drawings
• Specifications

Additional documentation from the previously approved submittal has not changed . I do not believe stand alone
specifications were included with the original permit. We have included project specifications but if they are not
needed please disregard.

If any additional information is required, please let me know. We are happy to answer any questions and address
comments that may arise during the review process.

Sincerely,
MCADAMS

Lee Weaver, P.E.
Senior Technical Manager, Civil-Site Design
Book8017 - Page748 Page 1 of 3
FOR REGISTRATION
Sharon A. Davis
REGISTER OF DEEDS
Durham Countyy NC
2016 SEP 09 04:0�:09 PM
BK:8017 PG:748-750
DEED
FEE:$26.00
EXCISE TAX: $$7 046.00
INSTRUMENT # 2016031117
JENKINSC
i
I
201i0511.LI
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax: $7,046.00
Parcel Identifier Nos. 0738-04-90-3382.L00 and 0747-01-09-6920.L00; and a portion of each of the following: 0738-04-91-1249.L00;
0738-04-90-1744.L00;0748-03-00-1740.L00;0738-03-90-8495;and 0738-01-90-8181.L00
Verified by Durham County on the day of , 2016
By:
Mail/Box to: Ellis & Winters LLP (TDB). P.O. Box 33550, Raleigh, NC 27636
This instrument was prepared by: Ellis & Winters LLP (TDB), P.O. Box 33550, Raleigh, NC 27636
PREPARED WITHOUT TITLE SEARCH OR EXAMINATION
Brief description for the Index: Park Center. Research Triangle Park
THIS DEED made this _ day of September, 2016, by and between
GRANTOR
Triangle Service Center, Inc.,
a North Carolina corporation
12 Davis Drive
Research Triangle Park, NC 27709
GRANTEE
Park Center East, LLC,
a North Carolina limited liability company
12 Davis Drive
Research Triangle Park, NC 27709
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and shall include
singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has and
by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot, parcel of land or condominium
unit situated in the Research Triangle Park, Durham County, North Carolina and more particularly described as follows:
See attached Exhibit A
The property hereinabove described was acquired by Grantor by multiple instruments, including the deed recorded in Book 317, Page
184, Durham County Registry.
The property herein conveyed does not include the primary residence of Grantor.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto belonging to the Grantee in
fee simple.
#981984

Book8017 - Page749 Page 2 of 3
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the same in fee
simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against the
lawful claims of all persons whomsoever, other than the following exceptions: easements, restrictions and other matters of record.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above written.
TRIANGLE SERVICE CENTER, INC.,
a North Carolina corporation
By: N-�
A , W &b
Printed Name: Linda K. Hall
Title: Treasurer
STATE OF NORTH CAROLINA
COUNTY OF DURHAM
I, � aA T . Ly , Notary Public, certify that following person personally appeared before me this day and
acknowledged that he voluntarily signed the foregoing document for the purpose stated herein and in the capacity indicated:
Linda K. Hall, Treasurer of Triangle Service Center, Inc., a North Carolina corporation.
WITNESS my hand and official seal, this the � day of September, 2016.
Van T Ly No Signature of Public
Notary Public Printed Name: JNn 7. L'j
Wake County, NC Date of Expiration of Commission: 5T, 201q
Exp. September 4, 2019 a
[NOTARY PUBLIC STAMP OR SEAL]
#981984

Book8017 - Page750 Page 3 of 3
EXHIBIT A
PROPERTY DESCRIPTION
BEING all of New Parcel 1 (19.43 acres) and New Parcel 3 (8.87 acres) as shown on that plat titled "Park
Center Recombination Survey" dated June 22, 2016 by The John R. McAdams Company, Inc., recorded on
August 3, 2016 in Plat Book 196, Pages 150-151, Durham County Registry.
TOGETHER WITH those rights and obligations in that certain Roadway and Landscape Easement
Agreement between Triangle Service Center, Inc., Research Triangle Foundation of North Carolina, and One
Park Drive LLC recorded on July 14, 2016 in Book 7975, Page 191, Durham County Registry.
#981984

SOSID: 1501840
Date Filed: 3/2/2016 11:17:00 AM
Elaine F. Marshall
North Carolina Secretary of State
ARTICLES OF ORGANIZATION C2016 061 00265
OF
PARK CENTER EAST, LLC
Pursuant to Section 57D-2-20 of the General Statutes of North Carolina, the undersigned
does hereby submit these Articles of Organization for the purpose of forming a limited liability
company:
1. The name of the limited liability company is Park Center East, LLC.
2. The name and address of the person executing these Articles of Organization,
which person is executing these Articles of Organization in the capacity of an organizer and not
as a member, are as follows:
David L. Kyger
300 North Greene Street, Suite 1400
Greensboro, North Carolina 27401
3. The street address and county of the initial registered office of the limited liability
company are: 12 Davis Drive, Research Triangle Park, North Carolina 27709, Durham County.
The mailing address of the initial registered office of the limited liability company is P.O. Box
12255, Research Triangle Park, North Carolina 27709. The name of the initial registered agent
is Robert Geolas.
4. The street address and county of the principal office of the limited liability
company are: 12 Davis Drive, Research Triangle Park, North Carolina 27709, Durham County.
The mailing address of the principal office of the limited liability company is P.O. Box 12255,
Research Triangle Park, North Carolina 27709.
5. The limited liability company will be manager -managed. Except as provided in
Section 57D-3-20(d) of the General Statutes of North Carolina, the members of the limited
liability company shall not be managers by virtue of their status as members.
6. These Articles of Organization shall be effective upon filing.
GREENSBORO 1249065

7. To the fullest extent permitted by the North Carolina Limited Liability Company
Act as it exists or may hereafter be amended, no person who is serving or who has served as a
manager of this limited liability company shall be personally liable to the limited liability
company or any of its members for monetary damages for breach of duty as a manager. No
amendment or repeal of this article, nor the adoption of any provision to these Articles of
Organization inconsistent with this article, shall eliminate or reduce the protection granted herein
with respect to any matter that occurred prior to such amendment, repeal or adoption.
IN WITNESS WHEREOF, the organizer has executed these Articles of Organization,
this the 1 st day of March, 2016.
�A 4-V X\—
David L. Ky je�, rganizer
GREENSBORO 1249065 2

RESPONSE TO COMMENTS > RTF-18060
621 Hillsborough Street, Suite 500, Raleigh, NC 27603 / 919. 361. 5000 creating experiences through experience
March 25, 2024

NCDEQ
Division of Water Resources
512 North Salisbury Street
Raleigh, North Carolina 27699

RE: HUB RTP
Case Number: WQ0038818
Response to 1st NCDEQ Amendment Review Comments
RTF-18060

The following are the response comments for the above-mentioned project. Our response comments are in bold.

NCDEQ
Elton Luong [e-mail]

Property Ownership Documentation:
Per Form: RWDL 06-16 Item B, please provide property ownership documentation.
McAdams Response: We have added the latest Deed to the submittal package for the subject property.

Engineering Plans:
Per Engineering Plans C2.00 Overall Site Plan and Form: RWDL 06-16 Item C, please clarify where the
modification is taking place through highlighting or other indication.
McAdams Response: We have added a red revision cloud to a new C4.00A sheet, and detailed utility plans
C4.01-C4.04.

Per Engineering Plans C4.00 Overall Utility Plan and Form: RWDL 06-16 Item C, please specify the applicable
phase for this site, if relevant.
McAdams Response: We have added a new sheet to the set (C4.00A) highlighting the reclaimed water
distribution lines. C4.00 phasing was specific to City of Durham waterline, the RWDL were all constructed
within one phase.

Per Form: RWDL 06-16 Item C, please provide a localized map on HUB RTP showing granular detail such as
specific pipe lengths.
McAdams Response: See sheet C4.00A with labeled pipe lengths.

Engineering Calculations:
RESPONSE TO COMMENTS > RTF-18060
creating experiences through experience 2 of 2
Per Form: RWDL 06-16 Item E, please provide only relevant information with matching scope between model
results (“Table 1 – Anticipated Future Reclaimed Water Demand”, “FlexTable: Pipe Table”, “FlexTable: Junction
Table”, and “Worksheet for 6 in Pipe”) and Engineering Plans (“Exhibit 4 – Pipe Network”). Model results should
provide more granularity on pipes going into ground and match submitted Engineering Plans.
McAdams Response: Please see the updated calculation report with additional information internal to
HUB RTP. The line associate with HUB RTP have been highlighted with a red box. We maint ained the
same data file since that includes the background information.

Per Form: RWDL 06-16 Item E, please provide detailed calculations pertinent to linear footage, minimum
velocities, and pipe sizes of relevant application site. Calculations for a regional network are provided, however,
some of these are not relevant to the application.
McAdams Response: Please see the updated calculation report with additional information internal to
HUB RTP. The line associate with HUB RTP have been highlighted with a red box. We maint ained the
same data file since that includes the background information.

Consideration of this response is greatly appreciated. If you should have any questions or require additional
information, please do not hesitate to contact me at 919. 361. 5000.

Sincerely,
MCADAMS

Lee Weaver, PE
Senior Technical Manager, Commercial

LW/bc

HUB RTP
Reclaimed Water
Distribution Line Extension

DURHAM COUNTY, NORTH CAROLINA
RTF-18060

March 25, 2024

DESIGNED BY: LEE WEAVER, PE

2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
NC LIC. #C-0293
03/22/2024
ENGINEERING INFORMATION

Project Description
On February 2, 2012, the Durham County Triangle Wastewater Treatment Plant began operating
a 5.2 MGD reclaimed water system (Permit No: WQ 00032821). The reclaimed water system
consists of the following components: four turbine pumps, a hydropneumatic tank, a wet well, a
500,000 gallon reclaimed storage tank, instrumentation & metering, a dual disinfection system
and a distribution system. The distribution system consists of a 24” reclaimed water line which
reduces down to a 20” line at NC 55 and Hopson Rd. The 20” line continues to the Wake County
line on Green Level Church Road and provides reclaimed water to the Town of Cary through an
Interlocal Agreement. Currently, the Durham County provi des roughly 140,000 to 600,000
gallons per day of reclaimed water to the Town of Cary depending on the season.
While there are no current users in Durham County a 16” reclaimed water line is being extended
to serve the Research Triangle Park from the Hopson Rd. / NC 55 intersection to the NC 147
Turnpike based on interest expressed by two potential customers for their cooling tower and
irrigation needs.
This application is for the extension of a 6” diameter reclaimed water distribution main for
potential customers, the HUB RTP project at the corner of NC Hwy 54 and Davis Drive. The
attached exhibit depicts the proposed reclaimed water distribution system within HUB RTP
covered in this Application to NCDEQ.
Extension Supply & Use Information
The purpose of the proposed extension is to provide reclaimed water to the HUB RTP site to be
used initially for irrigation with the potential to also be used for cooling water supply or gray
water use within the future buildings .
The proposed extension will tap the 16-inch distribution main being installed by Durham County.
The 16-inch diameter line, per Durham County’s application, can provide up to 3.6 mgd to the
16” line adjacent to the Park Center project.
The initial use of the reclaimed water distribution extension is to use the reclaimed water for
irrigation. That demand has been estimated by the landscape designer to be approximately
15,000 gpd. Other future demands for the build out of the HUB RTP project will be for cooling
towers and grey water, it is obvious that the supply provide by Durham County is well in excess
of the current irrigation demand and will be capable of supplying any future demands of the
project as it develops.

Calculation Summary
Included in this report are calculations based on average daily demand, along with
flushing/maintenance summary analyzed for minimum velocities in the pipe. The average daily
demands do not achieve an average min. velocity greater than 2 ft/s. A blowoff is included near
the furthest point in the line that will be used multiple times / year for maintenance flushing to
remove built up sediment. The flushing will flow approximately 500 gpm for 10 to 15 min.
Scenario: Base
P
-
1
0
6
P-81
P R O P P -6 2
P-83
P-84
P-85
P-86
P-87
P-88
P-89
P-90
P-91
P-93
P-94
P-9
5
P-96
P-97
P-98
P-99
P-10 0
P-101
P-102
P-103
P-104
One Park
Open Space 2
Open Space 1
J-72A
Block G
Block A1
Block A2
Block B
Block C
Block H
Block F
Block E
Block D
Block J
J-80
J-100
J-55
J-57
J-60
J-62
J-64
J-65
J-66
J-68
J-69J-70
Page 1 of 176 Watertown Road, Suite 2D Thomaston, CT 06787 USA [phone]/22/2024
WaterCAD
[10.04.00.108]Bentley Systems, Inc. Haestad Methods Solution CenterReclaimed Water Model.wtg
36 LF 6" C900 PVC
RECLAIMED WATER
86 LF 6" C900 PVC
RECLAIMED WATER
32 LF 6" C900 PVC
RECLAIMED WATER 244 LF 6" C900 PVC
RECLAIMED WATER
615 LF 6" C900 PVC
RECLAIMED WATER
63 LF 6" C900 PVC
RECLAIMED WATER
62 LF 6" C900 PVC
RECLAIMED WATER
71 LF 6" C900 PVC
RECLAIMED WATER
191 LF 6" C900 PVC
RECLAIMED WATER
24 LF 6" C900 PVC
RECLAIMED WATER
29 LF 2.5" C900 PVC
RECLAIMED WATER
316 LF 6" C900 PVC
RECLAIMED WATER
335 LF 6" C900 PVC
RECLAIMED WATER
224 LF 6" C900 PVC
RECLAIMED WATER
68 LF 6" C900 PVC
RECLAIMED WATER
28 LF 6" C900 PVC
RECLAIMED WATER
53 LF 6" C900 PVC
RECLAIMED WATER
32 LF 6" C900 PVC
RECLAIMED WATER
658 LF 6" C900 PVC
RECLAIMED WATER 31 LF 4" C900 PVC
RECLAIMED WATER
186 LF 6" C900 PVC
RECLAIMED WATER
297 LF 4" C900 PVC
RECLAIMED WATER
448 LF 6" C900 PVC
RECLAIMED WATER
370 LF 6" C900 PVC
RECLAIMED WATER
120 LF 6" C900 PVC
RECLAIMED WATER
9 LF 2" C900 PVC
RECLAIMED WATER
138 LF 6" C900 PVC
RECLAIMED WATER
EXISTING
PARK DRIVE
(PRIVATE R/W)
UTILITY NOTES
1.FIRE SERVICES & DOMESTIC SERVICES, WATER METERS AND BACKFLOW PREVENTOR SIZES AND LOCATIONS TO
BE DETERMINED WITH SITE PLANS FOR EACH BLOCK.
2.ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING (SANITARY SEWER AND RECLAIMED WATER) DESIGN AND CONSTRUCTION STANDARDS.
3.RECLAIMED WATER SERVICE LOCATIONS AND SIZES TO BE DETERMINED WITH SITE PLANS FOR BLOCK.
4.THIS PROJECT IS LOCATED IN THE DURHAM COUNTY SERVICE AREA AND IS SUBJECT TO THE DURHAM COUNTY
SEWER USE ORDINANCE.
5.ALL SANITARY SEWER SHALL BE IN ACCORDANCE WITH DURHAM COUNTY STANDARDS AND SPECIFICATIONS.
6.CONSTRUCTION PLANS FOR THIS PROJECT WILL NOT BE APPROVED UNTIL SYSTEM DEVELOPMENT FEES HAVE
BEEN PAID.
7.A PRE-CONSTRUCTION MEETING IS REQUIRED WITH DURHAM COUNTY UTILITIES BEFORE WORK ON THE
SANITARY SEWER MAY BEGIN. CONTACT MICHAEL DEAN WITH DURHAM COUNT UTILITY DIVISION AT
919-201-3363 TO SCHEDULE THE PRE-CONSTRUCTION MEETING. THIS MEETING SHALL BE SCHEDULED 72 HOURS
IN ADVANCE OF PLANNED CONSTRUCTION ACTIVITIES.
8.PRETREATMENT PLANS FOR THIS FACILITY WILL HAVE AND BE APPROVED BY COUNTY STAFF.
9.GAS LINES AND UNDERGROUND ELECTRIC LINES ARE SHOWN FOR SCHEMATIC PURPOSES ONLY. ACTUAL SIZING
AND LOCATIONS SHALL BE DETERMINED BY APPROPRIATE UTILITY OWNERS PRIOR TO INSTALLATIONS.C4.00A
RTF-18060-OAU1
LAW
HMA
1"=100'
GRAPHIC SCALE
0 50 100 200
1 inch = 100 ft.
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
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57 11. 10. 2022 DAVIS/NC 54 SPOT GRADES
58 04. 04. 2023 BLOCKS A2-3/B/C TRANSFORMERS
59 03. 16. 2023 RECLAIMED WATER METER REVISION
60 04. 17. 2023 BLOCK G SEWER EXTENSION
61 05. 17. 2023 SIGNAGE PLANS
62 05. 30. 2023 BLOCKS A2-3/B/C TRANSFORMERS
63 03. 22. 2024 RWDL UPDATE
EXISTING
I-40
(VARIABLE WIDTH PUBLIC R/W)
EXISTING
NC HWY 54
(VARIABLE WIDTH PUBLIC R/W)
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EXISTING
PARK DRIVE
(PRIVATE R/W)
PARK DRIVE
(PRIVATE STREET)
STREET "1"
(PRIVATE STREET)
STREET "8"
(PRIVATE STREET)
STREET "2"
(PRIVATE STREET)
BLOCK F
BLOCK D-1
BLOCK J
COMMON AREA
BLOCK E
BLOCK G
STORMWATER
CONTROL
MEASURE 'A'
STORMWATER
CONTROL
MEASURE 'D'
BLOCK C
STREET "9"
(PRIVATE STREET)
STREET "8"
(PRIVATE STREET)
BLOCK A1 BLOCK A2-2
BLOCK BBLOCK H1 BLOCK H2
BLOCK D-2
BLOCK D-3
BLOCK A2-1
RECLAIMED
WATERLINE EXHIBIT
03/25/2024
TABLE 1
ANTICIPATED FUTURE RECLAIMED WATER DEMAND
USE
ANNUAL*
(mgpy)
DAILY
(gpd)
USEPA/NIEHS Cooling Tower 37.60 103,020
Biogen Irrigation 0.95 2,610
Office Bldg Complex & Creative Irrigation 5.38 14,740
Irrigation 3.43 9,400
Cooling Tower 7.90 21,650
Subtotal:55.26 151,400 20%1,040,000
Irrigation 0.95 2,610
Cooling Tower 4.10 11,240
Highwoods Properties Irrigation 0.58 1,590
Irrigation 2.65 7,270
Cooling Tower 1.30 3,570
Irrigation 2.41 6,610
Cooling Tower 16.40 44,940
Subtotal:28.39 77,800 10%534,000
Irrigation 53.32 146,090
Cooling Tower 102.85 281,790
Irrigation 5.50 15,070
Cooling Tower 5.50 15,070
Grey Water 25.50 69,870
Subtotal:36.50 527,900 70%3,626,000
TOTAL:120.15 757,100 5,200,000
* From 2004 Reclaimed Water Study
PERCENTAGE OF
TOTAL DEMAND
PROJECTED MAXIMUM
FUTURE DEMAND (gpd)
AMOUNT
Businesses East of S. Miami Blvd
1
HUB RTP
Businesses West of T.W. Alexander2
DEMAND POINT POTENTIAL USER
BASF
Businesses East of Davis Drive
Misc Businesses North of I-40
3
FlexTable: Pipe Table
Velocity
(ft/s)
Flow
(gpd)
Minor Loss
Coefficient
(Derived)
Hazen-Williams
C
MaterialDiameter
(in)
Stop NodeStart NodeLength
(Scaled)
(ft)
LabelID
0.2513,8500.000130.0Ductile Iron4.0BASFJ-100764BASF P-80198
(N/A)(N/A)0.000120.0Ductile Iron8.0PMP-01R-1100EX P-01158
3.411,733,3310.000120.0Ductile Iron12.0PMP-01AR-2100EX P-01A146
3.411,733,3310.000120.0Ductile Iron12.0PMP-01BR-2102EX P-01B149
3.411,733,3310.000120.0Ductile Iron12.0PMP-01CR-2106EX P-01C152
(N/A)(N/A)0.000120.0Ductile Iron4.0HC-1PMP-0154EX P-02182
4.921,733,3310.000120.0Ductile Iron10.0HC-2PMP-01A52EX P-02A147
4.921,733,3310.000120.0Ductile Iron10.0HC-2PMP-01B56EX P-02B150
4.921,733,3310.000120.0Ductile Iron10.0HC-2PMP-01C61EX P-02C153
0.0000.000130.0Ductile Iron24.0J-10HC-119EX P-03A186
2.565,199,9910.000130.0Ductile Iron24.0J-10HC-220EX P-03B184
2.565,199,9900.000130.0Ductile Iron24.0J-20J-102,673EX P-10185
2.565,199,9900.000130.0Ductile Iron24.0J-30J-201,221EX P-20163
5.765,199,9900.000130.0Ductile Iron16.0J-40J-30495EX P-30166
0.0000.000130.0Ductile Iron20.0J-35J-30328EX P-35135
5.765,199,9900.000130.0Ductile Iron16.0J-50J-404,276EX P-40173
5.765,199,9900.000130.0Ductile Iron16.0J-60J-502,359EX P-50174
0.7089,0600.740130.0PVC6.0J-72AOpen Space 2135P-81237
0.3240,4071.530130.0PVC6.0J-55J-72A248P-82202
0.078,6801.670130.0PVC6.0Block FJ-5534P-83204
0.2531,7271.530130.0PVC6.0J-57J-55656P-84206
0.158,6801.670130.0PVC4.0Block HJ-5732P-85208
0.1823,0470.740130.0PVC6.0J-60J-57187P-86211
0.158,6802.070130.0PVC4.0Block CJ-60299P-87213
0.1114,3671.130130.0PVC6.0J-62J-60446P-88215
0.078,6801.140130.0PVC6.0Block BJ-62371P-89217
0.045,6871.670130.0PVC6.0J-64J-62119P-90219
0.02-2,9931.670130.0PVC6.0J-65J-6468P-91221
0.09-11,6731.130130.0PVC6.0J-66J-65225P-92223
0.078,6802.070130.0PVC6.0One ParkJ-66334P-93225
0.16-20,3531.670130.0PVC6.0J-68J-66317P-94227
0.18-22,6130.740130.0PVC6.0J-69J-68189P-95229
0.25-31,2930.740130.0PVC6.0J-70J-6964P-96231
Page 1 of 276 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-
755-1666
3/22/2024
WaterCAD
[10.04.00.108]Bentley Systems, Inc. Haestad Methods Solution CenterReclaimed Water Model.wtg
FlexTable: Pipe Table
Velocity
(ft/s)
Flow
(gpd)
Minor Loss
Coefficient
(Derived)
Hazen-Williams
C
MaterialDiameter
(in)
Stop NodeStart NodeLength
(Scaled)
(ft)
LabelID
0.31-39,9730.740130.0PVC6.0J-72AJ-70614P-97232
0.078,6801.140130.0PVC6.0Block DJ-72A64P-98234
0.078,6801.670130.0PVC6.0Block JOpen Space 236P-99239
0.162,2601.670130.0PVC2.0Open Space
1J-6838P-100241
0.078,6801.670130.0PVC6.0Block EJ-7075P-101243
0.078,6800.740130.0PVC6.0Block A1J-6554P-102246
0.078,6801.670130.0PVC6.0Block A2J-6440P-103248
0.078,6801.670130.0PVC6.0Block GJ-6928P-104250
3.913,525,9900.000130.0Ductile Iron16.0I-40J-80298P-105259
0.79100,0001.880130.0PVC6.0Open Space
2J-80130P-106236
4.614,159,9900.000130.0Ductile Iron16.0J-70J-607,215PROP P-60176
4.033,639,8400.000130.0Ductile Iron16.0J-100J-701,130PROP P-61193
4.023,625,9900.000130.0Ductile Iron16.0J-80J-1001,236PROP P-62194
Page 2 of 276 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-
755-1666
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[10.04.00.108]Bentley Systems, Inc. Haestad Methods Solution CenterReclaimed Water Model.wtg
FlexTable: Junction Table
Pressure
(psi)
Hydraulic Grade
(ft)
Demand
(gpd)
Elevation
(ft)
LabelID
100526.340296.00J-30132
78526.340346.00J-35134
70438.030276.00J-80136
125530.000242.00HC-2142
101527.480293.00J-20161
104523.010282.00J-40165
63494.230348.00J-50172
125529.980242.00HC-1181
124529.980242.39J-10183
75442.300270.00J-100192
63437.880292.00J-72A199
66437.850285.50J-55201
63437.810291.50J-57205
62437.800294.50J-60210
60437.800300.00J-62214
60437.800298.50J-64218
60437.800298.00J-65220
62437.800295.50J-66222
64437.810290.00J-68226
63437.820292.00J-69228
63437.820293.00J-70230
65437.952,260288.50Open Space 2235
64437.812,260290.00Open Space 1240
66437.858,680286.00Block F203
64437.818,680291.00Block H207
64437.798,680290.00Block C212
57437.808,680305.00Block B216
60437.808,680300.00One Park224
63437.888,680293.00Block D233
65437.948,680288.50Block J238
63437.828,680293.00Block E242
60437.808,680298.00Block A1245
60437.808,680298.50Block A2247
Page 1 of 276 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-
755-1666
3/22/2024
WaterCAD
[10.04.00.108]Bentley Systems, Inc. Haestad Methods Solution CenterReclaimed Water Model.wtg
FlexTable: Junction Table
Pressure
(psi)
Hydraulic Grade
(ft)
Demand
(gpd)
Elevation
(ft)
LabelID
63437.828,680292.00Block G249
62442.2313,850298.00BASF197
81446.23520,150259.00J-70175
62478.361,040,000334.00J-60168
70437.063,525,990276.00I-40258
Page 2 of 276 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-
755-1666
3/22/2024
WaterCAD
[10.04.00.108]Bentley Systems, Inc. Haestad Methods Solution CenterReclaimed Water Model.wtg
FlexTable: Pipe Table
Velocity
(ft/s)
Flow
(gpd)
Minor Loss
Coefficient
(Derived)
Hazen-Williams
C
MaterialDiameter
(in)
Stop NodeStart NodeLength
(Scaled)
(ft)
LabelID
0.2513,8500.000130.0Ductile Iron4.0BASFJ-100764BASF P-80198
(N/A)(N/A)0.000120.0Ductile Iron8.0PMP-01R-1100EX P-01158
3.891,973,3320.000120.0Ductile Iron12.0PMP-01AR-2100EX P-01A146
3.891,973,3320.000120.0Ductile Iron12.0PMP-01BR-2102EX P-01B149
3.891,973,3320.000120.0Ductile Iron12.0PMP-01CR-2106EX P-01C152
(N/A)(N/A)0.000120.0Ductile Iron4.0HC-1PMP-0154EX P-02182
5.601,973,3320.000120.0Ductile Iron10.0HC-2PMP-01A52EX P-02A147
5.601,973,3320.000120.0Ductile Iron10.0HC-2PMP-01B56EX P-02B150
5.601,973,3320.000120.0Ductile Iron10.0HC-2PMP-01C61EX P-02C153
0.00-10.000130.0Ductile Iron24.0J-10HC-119EX P-03A186
2.925,919,9900.000130.0Ductile Iron24.0J-10HC-220EX P-03B184
2.925,919,9900.000130.0Ductile Iron24.0J-20J-102,673EX P-10185
2.925,919,9900.000130.0Ductile Iron24.0J-30J-201,221EX P-20163
6.565,919,9900.000130.0Ductile Iron16.0J-40J-30495EX P-30166
0.0010.000130.0Ductile Iron20.0J-35J-30328EX P-35135
6.565,919,9900.000130.0Ductile Iron16.0J-50J-404,276EX P-40173
6.565,919,9900.000130.0Ductile Iron16.0J-60J-502,359EX P-50174
6.38809,0600.740130.0PVC6.0J-72AOpen Space 2135P-81237
3.20406,7111.530130.0PVC6.0J-55J-72A248P-82202
0.078,6801.670130.0PVC6.0Block FJ-5534P-83204
3.14398,0311.530130.0PVC6.0J-57J-55656P-84206
0.158,6801.670130.0PVC4.0Block HJ-5732P-85208
3.07389,3510.740130.0PVC6.0J-60J-57187P-86211
0.158,6802.070130.0PVC4.0Block CJ-60299P-87213
3.00380,6711.130130.0PVC6.0J-62J-60446P-88215
5.74728,6801.140130.0PVC6.0Block BJ-62371P-89217
2.74-348,0091.670130.0PVC6.0J-64J-62119P-90219
2.81-356,6891.670130.0PVC6.0J-65J-6468P-91221
2.88-365,3691.130130.0PVC6.0J-66J-65225P-92223
0.078,6802.070130.0PVC6.0One ParkJ-66334P-93225
2.95-374,0491.670130.0PVC6.0J-68J-66317P-94227
2.97-376,3090.740130.0PVC6.0J-69J-68189P-95229
3.03-384,9890.740130.0PVC6.0J-70J-6964P-96231
Page 1 of 276 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-
755-1666
3/26/2024
WaterCAD
[10.04.00.108]Bentley Systems, Inc. Haestad Methods Solution CenterReclaimed Water Model.wtg
FlexTable: Pipe Table
Velocity
(ft/s)
Flow
(gpd)
Minor Loss
Coefficient
(Derived)
Hazen-Williams
C
MaterialDiameter
(in)
Stop NodeStart NodeLength
(Scaled)
(ft)
LabelID
3.10-393,6690.740130.0PVC6.0J-72AJ-70614P-97232
0.078,6801.140130.0PVC6.0Block DJ-72A64P-98234
0.078,6801.670130.0PVC6.0Block JOpen Space 236P-99239
0.162,2601.670130.0PVC2.0Open Space
1J-6838P-100241
0.078,6801.670130.0PVC6.0Block EJ-7075P-101243
0.078,6800.740130.0PVC6.0Block A1J-6554P-102246
0.078,6801.670130.0PVC6.0Block A2J-6440P-103248
0.078,6801.670130.0PVC6.0Block GJ-6928P-104250
3.913,525,9900.000130.0Ductile Iron16.0I-40J-80298P-105259
6.46820,0001.880130.0PVC6.0Open Space
2J-80130P-106236
5.414,879,9900.000130.0Ductile Iron16.0J-70J-607,215PROP P-60176
4.834,359,8400.000130.0Ductile Iron16.0J-100J-701,130PROP P-61193
4.824,345,9900.000130.0Ductile Iron16.0J-80J-1001,236PROP P-62194
Page 2 of 276 Watertown Road, Suite 2D Thomaston, CT 06787 USA +1-203-
755-1666
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WaterCAD
[10.04.00.108]Bentley Systems, Inc. Haestad Methods Solution CenterReclaimed Water Model.wtg

State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02U – RECLAIMED WATER SYSTEMS – DISTRIBUTION LINES
INSTRUCTIONS FOR FORM: RWDL 06-16 & SUPPORTING DOCUMENTATION

INSTRUCTIONS FOR FORM: RWDL 06-16 & SUPPORTING DOCUMENTATION Page 1 of 2

Please use the following instructions as a checklist in order to ensure all required items are submitted. Adherence to these
instructions and checking the provided boxes will help produce a quicker review time and reduce the amount of additional
information requested. Failure to submit all of the required items will lead to additional processing and review time for the
permit application.
For more information, visit the Water Quality Permitting Section’s Non-Discharge Permitting Unit website

General – This application is for projects involving the construction of reclaimed water distribution lines that will supply reclaimed
water for conjunctive use activities. Unless otherwise noted, the Applicant shall submit one original and two copies of
the application and supporting documentation.
Do not submit this application without an associated Reclaimed Water Project Information (FORM: RWPI) form.
A. Reclaimed Water Distribution Lines (FORM: RWDL 06-16) Application (All application packages):
Submit the completed and appropriately executed Reclaimed Water Distribution Lines (FORM: RWDL 06-16) form. Please
do not make any unauthorized content changes to this form. If necessary for clarity or due to space restrictions, attachments to
the application may be made, as long as the attachments are numbered to correspond to the section and item to which they
refer.
The system name in Item II.1. shall be consistent with the user name on the plans, specifications, agreements, etc.
The Professional Engineer’s Certification on Page 5 of this form shall be signed, sealed and dated by a North Carolina licensed
Professional Engineer.
The Applicant’s Certification on Page 5 of this form shall be signed in accordance with 15A NCAC 02T .0106(b). The
application must be signed by a principal executive officer of at least the level of vice-president or his authorized representative
for a corporation; by a general partner for a partnership or limited partnership; by the proprietor for a sole proprietorship;
and by either an executive officer, an elected official in the highest level of elected office, or other authorized employee for a
municipal, state, or other public entity. An alternate person may be designated as the signing official if a delegation letter is
provided from a person who meets the criteria in 15A NCAC 02T .0106(b).

B. Property Ownership Documentation (All Application Packages):
Per 15A NCAC 02U .0201(e) or 15A NCAC 02U .0202(f), the Applicant shall demonstrate that they are the owner of the
property where the reclaimed water lines will be installed. Documentation shall consist of one of the following (or a
combination of):
Legal documentation of ownership (i.e., GIS, deed or article of incorporation), or
Written notarized intent to purchase agreement signed by both parties with a plat or survey map, or
An easement specifically indicating the intended use of the property and meeting the requirements of 15A NCAC 02L
.0107(f), (i.e. municipality right of way) or
A written notarized lease agreement signed by both parties, indicating the intended use of the property, as well as a plat
or survey map.

INSTRUCTIONS FOR FORM: RWDL 06-16 & SUPPORTING DOCUMENTATION Page 2 of 2

C. Engineering Plans (All Application Packages):
Per 15A NCAC 02U .0201(c)(1) or .0202(c), submit standard size and 11 x 17-inch plan sets that have been signed, sealed and
dated by a North Carolina licensed Professional Engineer. At a minimum, the engineering plans shall include the following
items:
Table of contents.
A general location map with at least two geographic references and a vicinity map.
Plan and profile views of all pump stations and reclaimed water line extensions as well as the proximity of the reclaimed
water line extensions to other utilities and natural features.
Depict minimum separation distances required by 15A NCAC 02U .0403(h), (i), and 15A NCAC 02T .0305).
Minimum cover in accordance with 15A NCAC 02T .0305(g)(4).
Location and details of all pump stations.
All labeling and color coding requirements per 15A NCAC 02U .0403.
Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT
FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the plans may be
labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.

D. Specifications (All Application Packages):
Per 15A NCAC 02U .0201(c) or .0202(c), submit specifications that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer. At a minimum, the specifications shall include the following items:
Specifications for standard equipment may be omitted for municipalities with approved standard specifications. Use of
standard specifications must be noted on each page of the plans.
Table of contents with each section/page numbered.
Detailed specifications for each reclaimed water line and pump station (as applicable).
Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
Materials (i.e., concrete, masonry, steel, painting, method of construction, etc.)
Electrical (i.e., control panels)
All labeling and color coding requirements per 15A NCAC 02U .0403.
Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY,
NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the
specifications may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.

E. Engineering Calculations (All Application Packages):
Per 15A NCAC 02U .0201(c) or .0202(c), submit calculations that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer. At a minimum, the calculations shall include the following items:
Provide justification for the required pipe capacity, and details for how pipe sizes were determined.
Minimum velocities to be maintained in the reclaimed water line.
Friction/total dynamic head calculations and system curve analysis for each pump used.
Pump selection information including pump curves, manufacturer’s information, and recommended installation guidelines.
Detailed specifications for each reclaimed water line and pump station (as applicable).
Floatation calculations for any pump stations entirely or partially below grade.
For connection to a pump station, submit an evaluation of the existing pump station’s ability to handle peak flows. Provide
calculations to detail how peak flows were determined.
For connection to a force main, submit an evaluation of the existing force main based on peak flows to the proposed project
and peak flows already tributary to the existing force main.

ONE ORIGINAL AND TWO COPIES OF THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION
SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON-DISCHARGE PERMITTING UNIT

By U.S. Postal Service: By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604

TELEPHONE NUMBER: [phone] FAX NUMBER: [phone]

FORM: RWDL 06-16 Page 1 of 5
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02U – RECLAIMED WATER SYSTEMS – DISTRIBUTION LINES
FORM: RWDL 06-16

I. CONTACT INFORMATION:
1. Applicant's name: Park Center East LLC
Mailing address: PO Box 12255
City: RTP State: NC Zip: 27709-
Telephone number: [phone] Email Address: [e-mail]
2. Signature authority’s name: Linda Hall (per 15A NCAC 02T .0106) Title: EVP & COO
3. Consulting Engineer’s name: Lee Weaver, PE License Number: 37994 Firm: McAdams

Mailing address: 2905 Meridian Parkway
City: Durham State: NC Zip: 27713-
Telephone number: [phone] Email Address: [e-mail]
II. DISTRIBUTION SYSTEM INFORMATION
1. Distribution system project name (name of subdivision, shopping center, etc.): HUB RTP
2. Project county: Durham
3. USGS map name: Southwest Durham
4. Owner of reclaimed water generating facility: Durham County
5. Permit number of reclaimed water generating facility: WQ0032821-Durham County
6. List the owner(s) of any intermediate reclaimed water lines if different from the applicant, or the generating facility.
7. Permit number for reclaimed water line immediately upstream: WQ0038780
8. Pipe diameter for for reclaimed water line immediately upstream: 16"
9. Specify the proposed destination of the reclaimed water: HUB RTP
10. Capacity of proposed distribution system: TBD gallons per day
11. Explanation of how capacity was determined:
III. DISTRIBUTION LINE DESIGN INFORMATION
1. Complete the table below for by providing the required information on the proposed distribution lines:
Diameter (inches) Length
(linear feet) Pipe Material High Elevation
(ft)
Discharge Elevation
(ft)
6" 4,500 PVC 290 285
4" 295 PVC 290 285

2. Station location of air release valves: n/a
Note: Air release valves must be provided at all high points along the line where the elevation difference exceeds 10 ft.

FORM: RWDL 06-16 Page 2 of 5
III. DISTRIBUTION LINE DESIGN INFORMATION (Continued)
3. Complete the table below by providing the location of each design criteria in the specification and/or plans in accordance with
15A NCAC 02U .0403. Items that are not applicable shall be marked N/A.
Design Criteria Page Number in Plans Page Number in Specifications
Labeling on reclaimed water piping, valves, storage
facilities, and outlets C8.05B
Color coding on reclaimed water piping, valves, etc. C8.05B
Method of securing valves and outlet for operation by
authorized personnel only C8.05B
Locking mechanism for hose bibs N/A
Cross connection control devices N/A

IV. SETBACKS (15A NCAC 02U .0701)
1. Provide the actual minimum distance (in feet) from any reclaimed water storage units and/or pump station within the
distribution system to each item listed (distances greater than 500 feet may be marked N/A):
Setback Parameter Pump stations within
distribution system
Reclaimed Water
Storage Units
Required Actual Required Actual
Any private or public water supply source N/A 100 n/a
Any property line N/A 50 n/a
Any well with exception of monitoring wells 100 n/a 100 n/a
Surface waters (streams – intermittent and perennial,
perennial waterbodies, and wetlands) classified as SA 100 n/a 50 n/a
Surface waters (streams – intermittent and perennial,
perennial waterbodies, and wetlands) classified as SA 25 n/a 50 n/a

2. Do the pump stations and storage units comply with all setbacks found in the river basin rules (15A NCAC 2B .0200)?
Yes or No
✓ If no, list non-compliant setbacks: n/a
3. Are any setback waivers required in order to comply with 15A NCAC 02U .0701? Yes or No
✓ If yes, have these waivers been written, notarized, signed by all parties involved and recorded with the County Register of
Deeds? Yes or No
✓ If yes, have the required Non-Discharge Wastewater System Waiver (FORM: NDWSW) forms been included with this
application package? Yes or No

FORM: RWDL 06-16 Page 3 of 5
V. SEPARATION DISTANCES
1. Provide the actual minimum separation distance (in feet) from the reclaimed water distribution system to each item listed in
accordance with 15A NCAC 02U .0403(h), (i), and (j):
Separation Parameter Horizontal Vertical
Required Actual Required Actual
Any water line (feet) 10 10 1.5 1.5
Any well 50 N/A N/A
Sewer lines (reclaimed over sewer) 2 2 1.5 1.5
Final earth grade N/A 3 3
2. Are the separation requirements listed above met? Yes or No
✓ If No, has documentation been provided to show that piping and integrity testing procedures meet water main standards in
accordance with 15A NCAC 18C? Yes or No
Note: In no case shall reclaimed water lines be closer than 25 feet to a private well.

VI. PUMP STATION INFORMATION
IF MORE THAN ONE PUMP STATION, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. Are there any reclaimed water pump stations proposed as part of the distribution system? Yes or No
✓ If no, then skip the remaining items in Section VI.
2. Complete the table below by providing the required information regarding the reclaimed water pump station(s)
Pump Station Design Plan Sheet
Number
Specification
Page Number
Internal dimensions (L x W x H or φ x H) ft ft ft n/a
Volume gallons
Inlet Elevation ft
Outlet Elevation ft
Number of pumps
Pump capacity GPM
Lead pump on elevation ft
Lag pump on elevation ft
Lead pump off elevation ft
Lag pump off elevation ft
High water elevation ft
Audible/Visual high water alarm
3. What is the 100-year flood elevation? (ft)
4. Precautions to be taken to protect the pump station from flooding: (ft)

FORM: RWDL 06-16 Page 4 of 5
VII. STORAGE TANK INFORMATION
IF MORE THAN ONE STORAGE TANK, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. Are there any reclaimed water storage tanks proposed as part of the distribution system? Yes or No
✓ If no, then skip the remaining items in Section VII.
2. Complete the table below by providing the required information regarding the reclaimed water storage tank(s)
Storage Tank Design Plan Sheet
Number
Specification
Page Number
Type of storage tank Select n/a
Internal dimensions (L x W x H or φ x H) ft ft ft
Storage Volume gallons
Inlet Elevation ft
Outlet Elevation ft
High water elevation ft
Audible/Visual high water alarm
3. What measures will be taken to reduce the risk of overflow?

Lee Weaver HUB RTP
11/30/2023
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02U – RECLAIMED WATER SYSTEMS – PROJECT INFORMATION
INSTRUCTIONS FOR FORM: RWPI 06-16 & SUPPORTING DOCUMENTATION
INSTRUCTIONS FOR FORM: RWPI 06-16 & SUPPORTING DOCUMENTATION Page 1 of 2

Please use the following instructions as a checklist in order to ensure all required items are submitted. Adherence to these
instructions and checking the provided boxes will help produce a quicker review time and reduce the amount of additional
information requested. Failure to submit all of the required items will lead to additional processing and review time for the
permit application.
For more information, visit the Water Quality Permitting Section Non-Discharge Permitting Unit website.

General–This form is required for all projects involving the generation, utilization, and or distribution of reclaimed water. At least one
of the following forms must also be included in the application package. However, multiple forms may be applicable. Unless
otherwise noted, the Applicant shall submit one original and two copies of the application and supporting
documentation. Please check the boxes below as appropriate to indicate which additional forms are included in the
application package:
Reclaimed Water Generation (FORM: RWG) –– for wastewater treatment facilities producing reclaimed water.
Non-Conjunctive Utilization (FORM: RWNC) –– for reclaimed water utilization activities, when the reclaimed water
utilization activity is required in order to meet the wastewater disposal needs of the facility.
Conjunctive Utilization (FORM: RWCU) –– for reclaimed water utilization activities, when the reclaimed water option is
not necessary to meet the wastewater disposal needs of the facility and other wastewater utilization/disposal methods are
available.
Bulk Distribution (FORM: RWBD) –– for distribution of reclaimed water in a bulk manner.
Distribution Lines (FORM: RWDL) –– for construction of reclaimed water distribution lines.
Wetland Augmentation (FORM: RWWA) –– for projects seeking to utilize reclaimed water for the purpose of wetland
augmentation.
Local Program Approval (FORM: RWLPA) –– for projects seeking permitting delegation for reclaimed water users.
A. Cover Letter (All Application Packages):
List all items included in the application package, as well as a brief description of the requested permitting action.
B. Application Fee (All New and Major Modification Application Packages):
Submit a check, money order or electronic funds transfer made payable to: North Carolina Department of Environment al
Quality (NCDEQ) according to the following fee schedules:
STANDARD REVIEW – Submit the appropriate fee for all new and major modification applications as listed in the table
below.
Facility Classification New Permit Major Modification 1
Major Generator/User (ADF ≥ 10,000 gallons per day) $1,310 $395
Minor Generator/User (ADF ≤ 10,000 gallons per day) $810 $245
Reclaimed Water Distribution Lines $480 N/A
1 A major modification shall be defined as any permit modification that: increases the generating facility’s
average daily flow (ADF); increases the utilization area acreage; adds additional utilization areas not
previously approved; or includes the addition of new treatment units/processes not previously permitted.
There is no fee for minor permit modifications.

INSTRUCTIONS FOR FORM: RWPI 06-16 & SUPPORTING DOCUMENTATION Page 2 of 2
C. Reclaimed Water Project Information Form (FORM: RWPI 06-16) (All application packages):
Submit the completed and appropriately executed Reclaimed Water Project Information (FORM: RWPI 06-16) form. Please
do not make any unauthorized content changes to this form.
The applicant name in Item I.1. shall be consistent with the applicant name on the plans, specifications, agreements, etc.
The Applicant’s Certification on Page 3 of this form shall be signed in accordance with 15A NCAC 02T .0106(b). The
application must be signed by a principal executive officer of at least the level of vice-president or his authorized representative
for a corporation; by a general partner for a partnership or limited partnership; by the proprietor for a sole proprietorship;
and by either an executive officer, an elected official in the highest level of elected office, or other authorized employee for a
municipal, state, or other public entity. An alternate person may be designated as the signing official if a delegation letter is
provided from a person who meets the criteria in 15A NCAC 02T .0106(b).
If this project is for a renewal without modification, use the Non-Discharge System Renewal (FORM: NDSR) application.
There is no fee for permit renewal without modification.

D. Existing Permit: (All Modification Packages):
Submit the most recently issued existing permit.
Provide a list of any items within the permit the Applicant would like the Division to address during the permit modification
(i.e., compliance schedules, permit description, monitoring, permit conditions, etc.).

ONE ORIGIANL AND TWO COPIES OF THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION
SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON-DISCHARGE PERMITTING UNIT

By U.S. Postal Service: By Courier/Special Delivery:
1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604

TELEPHONE NUMBER: [phone] FAX NUMBER: [phone]

FORM: RWPI 06-16 Page 1 of 3
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02U – RECLAIMED WATER SYSTEMS – PROJECT INFORMATION
FORM: RWPI 06-16

I. GENERAL INFORMATION:
1. Applicant's name: Park Center East LLC
Mailing address: PO Box 12255
City: RTP State: NC Zip: 27709-
Telephone number: [phone] Email Address: [e-mail]
2. Signature authority’s name: Linda Hall (per 15A NCAC 2U .0106) Title: EVP & COO
3. Applicant type (check all that apply):
Government Federal State Municipal County
Individual
Corporation
✓ For new permits, submit documentation that the company is registered for business with the NC Secretary of State.
General Partnership
✓ For new permits, submit a copy of the certificate filed with the Register of Deeds in the county of business.
Privately Owned Public Utility
✓ For new permits, submit a Certificate of Public Convenience and Necessity from the NC Utilities Commission, or a
letter from the NC Utilities Commission’s Water and Sewer Division Public Staff stating an application for a
franchise has been received and that the service area is contiguous to an existing franchised area or that franchise
approval is expected.
Home Owners Association
✓ For new permits, submit a properly executed Operational Agreement (FORM: HOA); and proposed or approved
Articles of Incorporation, Declarations and By-laws.
Developer (where residential lots are to be sold)
✓ For new permits, submit a properly executed Operational Agreement (FORM: DEV)
4. Demonstration of historical consideration for permit approval:
Has the Applicant or any parent, subsidiary or other affiliate exhibited the following?
a. Has been convicted of environmental crimes under Federal law or G.S. 143-215.6B? Yes or No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? Yes or No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? Yes or No
d. Is non-compliant with an existing non-discharge permit, settlement agreement or order? Yes or No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105(e)(2)? Yes or No

FORM: RWPI 06-16 Page 2 of 3
II. PROJECT INFORMATION
1. Application type: New (See Instruction B) Fee Submitted$480.00 (See Instruction B)
2. For modifications, provide the existing permit number: WQ00N/A and most recent issuance date:
3. Provide a brief description of the activities proposed for permitting: extension of Durham County reclaimed water system
4. What is the status of the following associated permits and/or certifications ? (if not applicable, please mark as N/A)
Permit/Certification Date Submitted Date Approved Permit/Certification No. Agency Reviewer
Collection System (Q ≥
200,000 GPD)
Dam Safety
Erosion & Sedimentation
Control Plan 5/16/16 4866-10 Durham County
Nationwide 12 / Section 404 3/15/16 NW 27 SAW-2015-02552 USACOE
Pretreatment
Sewer System 10/4/16 Durham County
Stormwater Management Plan 7/1/16 N/A Durham County
Other: Wetlands 401 12/30/16 15-1270 NC-DWR
✓ For any of the permits and certifications listed above that will directly impact the construction of the proposed reclaimed
water project, please provide documentation of permit approval or final certification. Note: This application may be
considered incomplete, or the resulting permit may be issued conditionally if a pending issuance of any of the related
permits/certifications directly impacts the proposed facility.
5. Documentation of the presence or absence of threatened or endangered aquatic species at the project site utilizing information
provided by the Department’s Natural Heritage Program is required for construction of all new WWTP projects and/or non-
conjunctive utilization sites, and for any project involving expansion of a WWTP and/or non-conjunctive utilization site in
accordance with 15A NCAC 02T .0105(c)(10). Provide the location in application package where this documentation is
located: ; or explain why this item is N/A.
6. Does this project utilize public monies or lands? Yes or No
✓ If yes, was an Environmental Assessment required under 15A NCAC 01C?
Yes No
Include one of the following final environmental documents with this submittal:
Finding of No Significant Impact, or Record of Decision
Describe any mitigating factors from the Environmental Assessment that impact the design and/or construction of the
reclaimed water project:
7. Is any portion of the proposed project (reclaimed water treatment units, storage units, distribution lines, or utilization areas)
located within the 100 year flood plain? Yes or No
✓ If yes, specify which portion(s) of the project are affected? Portion on-site in streets.
✓ If yes, has the Applicant submitted written documentation of compliance with §143 Article 21 Part 6? Yes or No
Documentation should consist of a letter from the local authority (i.e., county/municipality) stating that the project
complies with any local floodplain ordinance that may apply.

Applicant's Certification (signing authority must be in compliance with 15A NCAC 02U .0106):
I, Linda Hall EVP & COO
(signing authority name — PLEASE PRINT) (title)
attest that this application for HUB RTP _
(facility name)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Resources should a
condition of this permit be violated. I also understand that if all required parts of this application package are not completed and that
if all required supporting information and attachments are not included, this application package will be returned to me as incomplete.
I further certify that the applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater
facility without proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are
compliant with any active compliance schedule, and do not have any overdue annual fees under Rule 15A NCAC 02U .0105. Note:
In accordance with NC General Statutes 143-215.6A and 143-215.613, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000 as well as civ l penalties up to
$25,000 per violation. �!M1
Signature: k�i�i. f[ U Date:
FORM: RWPI 06-16 Page 3 of 3

Project Specifications
Construction Drawings
DURHAM, NORTH CAROLINA
RTF-18060
March 20, 2020
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
NC Lic. #C-0293

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TABLE OF CONTENTS 1

03/20/2020
TABLE OF CONTENTS
PARK CENTER – INFRASTRUCTURE

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS
000004 Table of Contents

DIVISION 2 – SITE WORK
02050 Demolition and Modifications
02081 Controlled Blasting
02100 Site Preparation
02140 Dewatering and Drainage
02150 Jack and Bore
02200 Earthwork
02210 Trenching, Backfilling, and Compaction
02276 Erosion and Sedimentation Control
02486 Loaming, Seeding, and Mulching
02575 Bituminous Concrete Pavement and Appurtenances
02605 Precast Concrete Manholes and Structures
02616 Ductile Iron Pipe and Fittings
02622 Polyvinyl Chloride (PVC) Pressure Pipe and Fittings
02640 Valves and Appurtenances

DIVISION 32 – EXTERIOR IMPROVEMENTS
321216 Asphalt Paving
321313 Concrete Paving

DIVISION 33 – UTILITIES
334100 Storm Utility Drainage Piping
334913 Storm Drainage Structures

END OF TABLE OF CONTENTS

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DEMOLITION AND MODIFICATIONS 02050 - 1
SECTION 02050

DEMOLITION AND MODIFICATIONS

PART 1 - GENERAL

1.1 SCOPE OF WORK
A. Furnish all labor, materials, equipment and incidentals required to demolish, modify,
remove and dispose of work shown on the Drawings and as specified herein.
B. Included, but not limited to, are demolition, modifications and removal of existing
materials, equipment or work necessary to install the new work as shown on the Drawings
and as specified herein and to connect with existing work in approved manner.
C. Demolition, modifications and removals which may be specified under other Sections shall
conform to requirements of this Section.
D. Demolition and modifications are indicated on the drawings.
E. Blasting and the use of explosions will not be permitted for any demolition work.

1.2 RELATED WORK
A. Section 02100: Site Preparation.
B. Section 02200: Earthwork.
C. Section 02276: Erosion and Sedimentation Control.

1.3 SUBMITTALS
A. Submit to the Engineer for approval, prior to the start of work, proposed methods and
operations of demolition of the structures and modifications. Include in the schedule the
coordination of shutoff, capping and continuation of existing utility service as required.
B. Furnish a detailed sequence of demolition and removal work to ensure the uninterrupted
progress of the Owner's operations.
C. Before commencing demolition work, all modifications necessary to bypass the affected
area or structure shall be completed. Actual work shall not begin until the Engineer has
inspected and approved the modifications and authorized commencement of the
demolition work in writing.

1.4 JOB CONDITIONS
A. Protection
1. Execute the demolition and removal work to prevent damage or injury to structures,
occupants thereof and adjacent features which might result from falling debris or other
causes, and so as not to interfere with the use, and free and safe passage to and from
adjacent structures.
2. Closing or obstructing of roadways, sidewalks and passageways adjacent to the Work
by the placement or storage of materials will not be permitted and all operations shall
be conducted with a minimum interference to traffic on these ways.

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DEMOLITION AND MODIFICATIONS 02050 - 2
3. Erect and maintain barriers, lights, sidewalk sheds and other required protective
devices.
B. Scheduling
1. Carry out operations so as to avoid interference with operations and work in the
existing facilities.
C. Notification
1. At least 48 hours prior to commencement of a demolition or removal, notify the
Engineer in writing of proposed schedule. The Owner shall inspect the existing
equipment and to identify and mark those items which are to remain the property of
the Owner. No removals shall be started without the permission of the Engineer.
D. Conditions of Structures
1. The Owner and the Engineer assume no responsibility for the actual condition of the
structures to be demolished or modified.
E. Repairs to Damage
1. Promptly repair damage caused to adjacent facilities by demolition operation when
directed by Engineer and at no cost to the Owner. Repairs shall be made to a condition
at least equal to that which existed prior to construction.
F. Traffic Access
1. Conduct demolition and modification operations and the removal of equipment and
debris to ensure minimum interference with roads, streets, walks both onsite and offsite
and to ensure minimum interference with occupied or used facilities.
2. Special attention is directed towards maintaining safe and convenient access to the
existing facilities.
2. Do not close or obstruct streets, walks or other occupied or used facilities without
permission from the Engineer. Furnish alternate routes around closed or obstructed
traffic in access ways.

1.1 RULES AND REGULATIONS
A. The North Carolina Building Code shall control the demolition, modification or alteration
of the existing buildings or structures.
B. No building or structure, or any part thereof, shall be demolished until an application has
been filed with the Building Inspector and a permit issued. The fee for this permit shall be
the Contractor's responsibility.

1.2 DISPOSAL OF MATERIAL
A. Salvageable material and equipment shall be reviewed by the Owner and at their
discretion shall become the property of the Owner. Dismantle all such items to a size that
can be readily handled and deliver them to a designated storage area.
B. When requested by the Owner, materials and items of equipment shall remain the
property of the Owner and stored where directed on the site. Any such material damaged
due to improper handling will not be accepted and the replacement value of the material
deducted from the payment to the Contractor.

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DEMOLITION AND MODIFICATIONS 02050 - 3
C. All other material and items of equipment shall become the Contractor's property and
must be removed from the site.
D. The storage or sale of removed items on the site will not be allowed.

PART 2 - PRODUCTS (NOT USED)

PART 3 - EXECUTION

3.1 GENERAL
A. All materials and equipment removed from existing work shall become the property of
the Contractor, except for those which the Owner has identified and marked for his/her
use. All materials and equipment marked by the Owner to remain shall be carefully
removed, so as not to be damaged, cleaned and stored on or adjacent to the site in a
protected place specified by the Engineer or loaded onto trucks provided by the Owner.
B. Dispose of all demolition materials, equipment, debris and all other items not marked by
the Owner to remain, off the site and in conformance with all existing applicable laws and
regulations.
C. Pollution Controls: Use water sprinkling, temporary enclosures and other suitable
methods to limit the amount of dust and dirt rising and scattering in the air to the lowest
practical level. Comply with governing regulations pertaining to environmental protection.
1. Do not use water when it may create hazardous or objectionable conditions such as ice,
flooding and pollution.
2. Clean adjacent structures, facilities, and improvements of dust, dirt and debris caused
by demolition operations. Return adjacent areas to conditions existing prior to the start
of the work.

3.2 STRUCTURAL REMOVALS
A. Remove structures to the lines and grades shown unless otherwise directed by the
Engineer. Where no limits are shown, the limits shall be 12-in outside the item to be
installed. The removal of masonry beyond these limits shall be at the Contractor's expense
and these excess removals shall be reconstructed to the satisfaction of the Engineer with
no additional compensation to the Contractor.
B. All concrete, brick, tile, concrete block, roofing materials, reinforcement, structural or
miscellaneous metals, plaster, wire mesh and other items contained in or upon the
structure shall be removed and taken from the site, unless otherwise approved by the
Engineer. Demolished items shall not be used in backfill.
C. After removal of parts or all of masonry walls, slabs and like work which tie into new work
or existing work, the point of junction shall be neatly repaired so as to leave only finished
edges and surface exposed.

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DEMOLITION AND MODIFICATIONS 02050 - 4

3.3 MECHANICAL REMOVALS
A. Mechanical removals shall consist of dismantling and removing of existing piping, pumps,
motors, equipment and other appurtenances as specified, shown, or required for the
completion of the work. It shall include cutting, capping, and plugging as required.
B. Existing process, water, chemical, gas, fuel oil and other piping not required for the new
work shall be removed where shown or where it will interfere with new work. Piping not
indicated to be removed or which does not interfere with new work shall be removed to
the nearest solid support, capped and left in place. Chemical and fuel lines and tanks shall
be purged and made safe prior to removal or capping. Where piping that is to be removed
passes through existing walls, it shall be cut off and properly capped on each side of the
wall.
C. When underground piping is to be altered or removed, the remaining piping shall be
properly capped. Abandoned underground piping may be left in place unless it interferes
with new work or is shown or specified to be removed.
D. Waste and vent piping shall be removed to points shown. Pipe shall be plugged with
cleanouts and plugs. Where vent stacks pass through an existing roof that is to remain,
they shall be removed and the hole in the roof properly patched and made watertight.
E. Any changes to potable water piping and other plumbing and heating system work shall
be made in conformance with all applicable codes and under the same requirements as
other underground piping. All portions of the potable water system that have been
altered or opened shall be pressure tested and disinfected in accordance with Section
02616 and local codes. Other plumbing piping and heating piping shall be pressure tested
only.

3.4 ELECTRICAL REMOVALS
A. Electrical removals shall consist of the removal of existing transformers, distribution
switchboards, control panels, motors, conduits and wires, poles and overhead wiring,
panelboards, lighting fixtures and miscellaneous electrical equipment all as shown on the
Drawings, specified herein, or required to perform the work.
B. All existing electrical equipment and fixtures to be removed shall be removed with such
care as may be required to prevent unnecessary damage, to keep existing systems in
operation and to maintain the integrity of the grounding systems.
C. Conduits and wires shall be abandoned or removed where shown. All wires in abandoned
conduits shall be removed, salvaged and stored. Abandoned conduits concealed in floor
or ceiling slabs or in walls, shall be cut flush with the slab or wall at the point of entrance.
The conduits shall be suitable plugged and the area repaired in a flush, smooth and
approved manner. Exposed conduits and their supports shall be disassembled and
removed from the site. Repair all areas of work to prevent rust spots on exposed surfaces.
D. Where shown or otherwise required, wiring in the underground duct system shall be
removed. All such wiring shall be salvaged and stored as specified. Verify the function of
all wiring before disconnection and removing it. Ducts which are not to be reused shall
be plugged where they enter buildings and made watertight.
E. Where shown, direct-burial cable shall be abandoned. Such cable shall be disconnected
at both ends of the run. Where it enters a building or structure the cable shall be cut back
to the point of entrance. All opening in buildings for entrance of abandoned direct-burial
cable shall be patched and made watertight.

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DEMOLITION AND MODIFICATIONS 02050 - 5
F. Poles and overhead wiring shall be abandoned as shown and specified. Existing
substation and poles owned by the power company will be removed by the power
company. Poles not owned by the power company shall be completed removed from the
site. The overhead wires shall be salvaged and stored. Perform this work after the
proposed service has been completed and energized, and in accordance with the
approved schedule.
G. Lighting fixtures shall be removed or relocated as shown. Fixtures not relocated shall be
removed from the site. Relocated fixtures shall be carefully removed from their present
location and rehung where shown.
H. Wall switches, receptacles, starters and other miscellaneous electrical equipment, shall
be removed and disposed of off the site as required. Care shall be taken in removing all
equipment so as to minimize damage to architectural and structural members. Any
damage incurred shall be repaired.

3.5 CLEAN-UP
A. Remove from the site all debris resulting from the demolition operations as it
accumulates. Upon completion of the work, all materials, equipment, waste and debris
of every sort shall be removed and premises shall be left clean, neat and orderly.

END OF SECTION

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CONTROLLED BLASTING 02081 - 1
SECTION 02081

CONTROLLED BLASTING

PART 1 - GENERAL

1.1 SCOPE OF WORK
A. Furnish all labor, equipment, materials and incidentals required and provide services
and perform operations required to fragment rock utilizing controlled blasting
techniques such that damage is prevented to buildings, pipes, utility lines and other
structures and property on and near the site and such that resulting ground vibrations
are consistently maintained below the maximum levels specified in this section.
B. Protect the existing structures, facilities, conditions, workers, Engineer, Owner, abutting
property and the general public from damage or injury from improper handling of
explosives, flyrock and excessive ground vibrations.
C. Furnish, install and put into operation an audible warning system to indicate impending
blasting. Familiarize workers, Engineers, Owner, abutting property owners and the
general public with the system implemented.
D. Perform a test blast at a location approved by the Engineer for calibration of load and
resulting peak particle velocity.
E. Conduct blast monitoring of every blast round during the conduct of construction
utilizing the blast monitoring procedures and equipment specified herein.

1.2 RELATED WORK
A. Section 02200: Earthwork.

1.3 SUBMITTALS
A. Blasting plans shall be prepared by a licensed professional engineer/geologist,
registered in North Carolina, having a minimum of five years of professional experience
in developing plans and conducting blasting operations. Submit an original and three
copies of the licensed professional engineer/geologist's certification stating that the
blasting plans have been prepared by the professional engineer/geologist and that the
professional engineer/geologist will be responsible for their execution. Do not submi t
blasting plans unless requested in writing.
B. At least 2 weeks prior to commencing drilling and blasting operations, submit the
following information to the Engineer:
1. Name and qualifications of the person(s) responsible for design and directing the
blasting.
2. Written evidence of the licensing, experience and qualifications of the blasters who
will be directly responsible for the blasting operations.
3. Name and qualifications of the person(s) responsible for monitoring and reporting
blast vibrations and airblast overpressures.
4. Sequence and schedule of blasting rounds, including the general method of
developing the excavation, lift heights, etc.
5. Details of the audible advance signal system to be employed at the job site as a

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CONTROLLED BLASTING 02081 - 2
means of informing workers, Engineer, Owner, all abutting property owners and the
general public that a blast is about to occur.
6. Methods of matting or covering of the blast area in open excavations to prevent
flyrock and excessive airblast overpressure.
7. Listing of instrumentation proposed to monitor vibrations complete with
performance specifications and user's manuals supplied by the manufacturer.
8. Recent calibration certificate(s) (within previous 6 months) for the proposed blast
monitoring instrumentation. Calibration shall be over the required frequency
response ranges specified for blast monitoring instrumentation and to a standard
traceable to the National Bureau of Standards.
9. Submit a copy of the blasting permit(s) obtained to conduct blasting on the site.
Obtain and pay for all permits and licenses required to complete the work of this
Section.
10. Copies of the preblast and postblast surveys described in paragraph 3.01.
C. Progress Submittals
1. Within 24 hours following each blast, submit to the Engineer a Blast Monitoring
Report.
Each Blast Monitoring Report shall include the following:
a. Report of Blast Monitoring, using the form included at the end of this section.
Include a drawing to scale showing the blast location and the blast monitoring
device locations with the dimensions in feet from the blast to the devices
shown.
b. Copy of strip chart (or other permanent record of particle velocity and airblast
overpressure vs. time waveforms) with calibration and monitoring record
marked with the date, time and location of the blast as well as the monitoring
location. This information shall be made available for review by the Engineer
immediately following each blast.
2. In the event that the design round results in ground vibrations or air pressures
exceeding the blasting limit criteria specified, immediately revise the round design
appropriately.
3. Report to the Engineer in writing all blasting complaints received within 24 hours of
receipt. Each blast complaint report shall include the name and address of the
complainant, time received, date and time of blast complained about and a
description of the complaint and the circumstances which led to .the complaint.
D. Review by the Engineer of material submitted shall not relieve the Contractor of
responsibility for the accuracy, adequacy and safety of the blasting, exercising proper
supervision and field judgment, and producing the results within the blasting limits
required by this Section.

1.4 QUALITY ASSURANCE
A. Qualifications
1. Persons responsible for blast designs and conducting the blasting operations shall be
licensed blasters in the State of North Carolina and shall possess acceptable
experience with design and execution of similar excavations in rock using controlled
blasting techniques.
2. Blast monitoring shall be conducted by persons trained in the use of seismographs

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CONTROLLED BLASTING 02081 - 3
for rock blast monitoring and records shall be analyzed and results reported by
persons familiar with analyzing and reporting the frequency content of a
seismograph record.

B. Blasting Monitoring
1. Blast monitoring personnel shall monitor peak particle velocities and airblast
overpressure using a minimum of two seismographs operated by personnel trained
in their use. Locations shall be mutually agreed upon by the Engineer and
Contractor.
2. The Engineer may direct that additional blast monitoring be performed.
3. Blast monitoring requires that time of firing be precisely known so that the
seismographs can be started just before firing. Establish a signal system which will
allow records of blast vibrations to be made.
C. Blast Monitoring Reports
1. Following each blast, a Blast Monitoring Report shall be submitted to the Engineer
within 24 hours of the blast as specified above.
D. Blast Monitoring Instrumentation
1. All instrumentation used on this project shall have been calibrated within the
previous 6 months to a standard which is traceable to the National Bureau of
Standards. Characteristics of required instrumentation are listed below:
a. Measure the three mutually perpendicular components of particle velocity in
directions vertical, radial and perpendicular to the vibration source.
b. Measure and display the maximum peak particle velocity component and
frequency. These readings must be displayed and be able to be read in the field,
immediately after each blast.
c. Furnish a permanent time history record of particle velocity waveforms, so that
frequency and time of maximum peak particle velocity can be determined.
E. Cooperate with the Engineer in permitting observation of the drilling and loading
procedures, as well as in providing detailed information on blasting operations.
F. Be completely responsible for all damages resulting from the blasting operations and
shall, as a minimum, take whatever measures are necessary to maintain peak particle
velocities within the specified limits. Modifications to blasting and excavation methods
required to meet these requirements shall be undertaken at no additional cost to the
Owner.

1.5 INDEMNITY
A. Notwithstanding full compliance with these specifications, review of all submittals and
successful limitation to the peak particle velocity specified herein, the Contractor shall
be solely responsible for any damage, direct or indirect, arising from blasting, and shall
hold the Owner, Engineer and their consultants harmless from any costs, liens, charges,
claims or suits, including the costs of defense, arising from such damage, real or
alleged. The Owner, the Engineer and their consultants shall be additionally-named
insured on any insurance policy covering blasting carried by the Contractor and this
requirement shall also be enforced on any subcontractor.

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CONTROLLED BLASTING 02081 - 4

PART 2 - PRODUCTS (NOT USED)

PART 3 - EXECUTION

3.1 PREBLAST AND POSTBLAST SURVEYS
A. Prior to the start of rock blasting, the Contractor shall visit the site with representatives
of the Contractor's insurance company for the purpose of conducting a preconstruction
survey of all existing conditions on the site, adjacent to the site, or in the vicinity of the
site. This survey shall extend to such structures, utilities, or site conditions as may be
affected by the Contractor's blasting operations and shall include existing structures
and utilities within 500 feet of any blast.
1. Coordinate activities, issue notices, obtain clearances and provide whatever
photographic and secretarial assistance necessary to accomplish the survey.
2. Give notice in writing to the owners of the properties concerned, tenants of the
properties and any representatives of local authorities required to be present at
such surveys. Advise in the notice the dates on which surveys are to be conducted
so that they may have representatives present during the examination. Provide
copies of all notices to the Engineer.
B. The Contractor shall record the observations made during the survey of the existing
conditions for buildings, streets, improvements, finishes, utilities, construction, and
other systems, components or materials which might be affected by the Work of the
Contract.
1. The survey shall consist of a description of the conditions of the various structures
and utilities examined. Descriptions shall locate any cracks, damage, or other
existing defects and shall include such information so as to make it possible to
determine the effect, if any, of the construction operations on the defect. For
defects too complicated to describe in words, photographs shall be taken and
made part of the record.
2. The record of each property examined shall be signed by the representatives
present and, if practicable, by the owners and tenants of the 'property, whether
or not they were present at the examinations.
C. The Contractor's record of the preconstruction survey shall consist of written
documentation and photographs of the conditions identified. Prior to start of work, the
Contractor's record shall be submitted for review by the Owner's insurance consultant.
D. During the work, keep adjacent structures under observation for conditions that may
indicate damage. Report any observed movements, settlement, new cracks or other
new defects to the Engineer.
E. Upon completion of all blasting and rock excavation work, the Contractor shall make a
similar examination of the properties, structures, and conditions originally surveyed.
Give notice to all interested parties so that they may be present during the final
examination. Records of the final examination shall be signed and distributed the same
as the original preconstruction survey.

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CONTROLLED BLASTING 02081 - 5

3.2 MINIMUM SAFETY PRECAUTIONS
A. Clearing the Danger Area Before Blasting
1. No blasting shall be permitted until all personnel and vehicles in the danger area
have been removed to a place of safety. A loud, audible, warning system, devised
and put in operation shall he sounded before each blast, Familiarize all personnel
on the project, Engineer, Owner, abutting property owners and the general public
with the system. The danger area shall be patrolled before each blast to make
certain that it has been completely cleared and guards shall be stationed to prevent
entry until the area has been cleared by the blaster following the blast.

B. Notify authorized representatives of all utilities which may be affected by blasting
operations at least 72 hours before blasting is performed.
C. Explosives shall be stored, handled and employed in accordance with Federal, State
and local regulations.
D. No explosives, caps, detonators or fuses shall be stored on the site during non-working
hours.
E. Blasting mats shall be used to cover all blasts in order to minimize the possibility of
flyrock.
F. Be responsible for determining any other safety requirements unique to blasting
operations on this particular site so as not to endanger life, property, utility services,
any existing or new construction, or any property adjacent to the site.
G. No requirement of, or omission to require, any precautions under this Contract shall
be deemed to limit or impair any responsibility or obligations assumed under or in
connection with this contract. At all times maintain adequate protection to safeguard
the public and all persons engaged in the work and shall take such precautions as will
accomplish such ends, without undue interference to the public. Be responsible for and
pay for any damage to adjacent structures resulting from work executed under this
Section.

3.3 BLASTING CRITERIA
A. Airblast Overpressure Limit: The Contractor shall conduct all blasting operations in such
a manner that peak airblast overpressure does not exceed 0.014 psi at the location of
the nearest existing structure, considering wind direction.
B. Ground Vibration Limits for Existing Structures: The Contractor shall conduct all
blasting operations in such a manner that the resulting peak particle velocity (PPV)
does not exceed the following limits at the ground line adjacent to existing structures
in the vicinity of the project:
Frequency (Hz) Maximum PPV (inisee.)

40 1.9
30 to 40 1.5
20 to 30 1.0
20 0.5
C. Blasting shall not be permitted within 300 feet of locations where concrete has been
placed in the preceeding 72 hours. Blasting shall not be permitted within 40 feet of

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concrete structures until the concrete has attained the specified design strength.

3.4 GENERAL BLASTING PROCEDURES
A. Blasting shall be limited to between the hours of 9:00 a.m. and 4:00 p.m, Monday
through Friday, unless prior written permission is received from the Engineer to blast
at other times. No blasting shall be conducted without blast monitoring seismographs
properly positioned and operating to record data as specified in Paragraph 1.04 B. of
this Section.
B. Notify the Engineer at least 72 hours before blasting operations are to commence.
C. Conduct blasting operations such that damage is prevented to adjacent structures,
property and work and such that peak particle velocity levels do not exceed the
maximum specified limits.
D. Carefully cover the ground surface within 20 feet of any charged hole with heavy
blasting mats to keep the blast from throwing rock and to reduce airblast
overpressures.

3.5 SPECIAL PERIMETER CONTROL BLASTING PROCEDURES
A. When blasting in areas where rock cuts are required adjacent to and below existing
and/or proposed earth support systems or other structures, care shall be taken at the
excavation limits to minimize overbreak and fracturing of remaining rock. Line drilling
shall be utilized at the above locations as described below.
B. The presence of perimeter drill hole casts will be used to judge the perimeter control
blasting procedures.
C. If, in the judgment of the Engineer, the perimeter control blasting procedures are
causing or resulting in the absence of drill hole casts, the geometry (diameter, spacing),
stemming and loading of perimeter holes and adjacent production holes shall be
adjusted until results acceptable to the Engineer are obtained or the perimeter control
blasting technique shall be changed.
D. Line Drilling
1. Line Drilling shall consist of a minimum of 3-in diameter holes evenly spaced at two
per linear foot. Drill holes shall not deviate more than 3-in from their required plane
over the entire length of the hole. The line drilled holes are to be left unloaded. As
the perimeter is approached with the primary blasting, the distance between the
line drilled holes and the adjacent row should be about 50 percent of the normal
hole spacing. The spacing of holes in the row adjacent to the perimeter holes should
also be about 50 to 75 percent of the normal hole spacing. The loading of the holes
in the adjacent row should be about 50 percent of the loading used in the primary
holes.

END OF SECTION

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SECTION 02100

SITE PREPARATION

PART 1 - GENERAL

1.1 SCOPE OF WORK
A. Furnish all labor, materials, and equipment required and perform all site preparation,
complete as shown on the Drawings and as specified herein.
B. Prior to proceeding with the work, obtain permit required for erosion & sedimentation
control work including clearing and tree removal.
C. Unless otherwise shown on the Drawings or directed by the Engineer, the areas to be
cleared, grubbed and stripped shall generally consist of the entire project site, with the
exception of those areas specifically designated to remain in an undisturbed, natural
condition.
D. The areas to be cleared, grubbed and stripped within public rights-of-way and utility
easements shall be minimized to the extent possible for the scope of pipeline work and
in consideration of the actual means and methods of construction used. No unnecessary
site preparation within these areas shall be performed.

1.2 RELATED WORK
A. Section 02200: Earthwork.
B. Section 02276: Erosion and Sedimentation Control.
C. Section 02486: Loaming, Seeding, and Mulching.

1.3 SUBMITTALS
A. Submit copies of all permits required prior to clearing, grubbing, and stripping work.

PART 2 - PRODUCTS (NOT USED)

PART 3 - EXECUTION

3.1 CLEARING
A. Cut, remove, and dispose of all timber, trees, stumps, brush, shrubs, roots, grass, weeds,
rubbish and any other objectionable material resting on or protruding through the
surface of the ground.
B. Preserve and protect all trees and other vegetation designated on the Drawin gs or
directed by the Engineer to remain.

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3.2 GRUBBING
A. Grub and remove all stumps, roots in excess of 1-1/2-in in diameter, matted roots,
brush, timber, logs, concrete rubble and other debris encountered to a depth of 18-in
below original grade or 18-in beneath the bottom of foundations, whichever is deeper.
B. Refill all grubbing holes and depressions excavated below the original ground surface
with common fill materials and compact to a density conforming to the surrounding
ground surface in accordance with Section 02200.
3.3 STRIPPING
A. Strip topsoil from all areas to be occupied by buildings, structures, and roadways and all
areas to be excavated or filled.
B. Topsoil shall be free from brush, trash, large stones and other extraneous material.
Avoid mixing topsoil with subsoil.
C. Stockpile and protect topsoil until it is used in landscaping, loaming and seeding
operations. Dispose of surplus topsoil after all work is completed.

3.4 DISPOSAL
A. Cut tree trunks and limbs exceeding 4-in in diameter shall be cut into 4-ft lengths and
stockpiled on site in the area designated on the Drawings or as directed.
B. Dispose of material and debris from site preparation operations by hauling such
materials and debris to an approved offsite disposal area. No rubbish or debris of any
kind shall be buried on the site.
C. Burning of cleared and grubbed materials, or other fires for any reason will not be
permitted.

3.5 PROTECTION
A. Trees and other vegetation designated on the Drawings or directed by the Engineer to
remain shall be protected from damage by all construction operations by erecting
suitable barriers, guards and enclosures, or by other suitable means. Clearing operations
shall be conducted in a manner to prevent falling trees from damaging trees and
vegetation designated to remain and to the work being constructed and so as to provide
for the safety of employees and others.
B. Maintain protection until all work in the vicinity of the work being protected has been
completed.
C. Do not operate heavy equipment or stockpile materials within the branch spread of
existing trees.
D. Immediately repair any damage to existing tree crowns, trunks, or root systems. Roots
exposed and/or damaged during the work shall immediately be cut off cleanly inside the
exposed or damaged area. Cut surfaces shall be treated with an acceptable tree wound
paint, and topsoil over the exposed root area.
E. When work is completed, remove all dead and downed trees. Live trees shall be
trimmed of all dead and diseased limbs and branches. All cuts shall be cleanly made at
their juncture with the trunk or preceding branch without injury to the trunk or
remaining branches.

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F. Restrict construction activities to those areas within the limits of construction
designated on the Drawings, within public rights-of-way, and within easements
provided by the Owner. Adjacent properties and improvements thereon, public or
private, which become damaged by construction operations shall be promptly restored
to their original condition, to the full satisfaction of the property owner.

END OF SECTION

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DEWATERING AND DRAINAGE 02140 - 1
SECTION 02140

DEWATERING AND DRAINAGE

PART 1 - GENERAL

1.1 SCOPE OF WORK
A. Furnish, install, operate, monitor, maintain and remove temporary dewatering and
drainage systems as required and lower and maintain groundwater levels below
subgrades of excavations. Prevent surface water runoff from entering or accumulating
in excavations.
B. Furnish the services of a licensed professional engineer, registered in the State of North
Carolina, to prepare dewatering and drainage system designs and submittals.
C. Collect and properly dispose of all discharge water from dewatering and drainage
systems in accordance with State and local requirements and permits.
D. Repair damage caused by dewatering and drainage system operations.
E. Remove temporary dewatering and drainage systems when no longer needed. Restore
all disturbed areas.

1.2 RELATED WORK
A. Section 02200: Earthwork.
B. Section 02276: Sedimentation and Erosion Control.

1.3 SUBMITTALS
A. Dewatering and drainage system designs shall be prepared by a licensed professional
engineer, registered in North Carolina, having a minimum of 5 years of professional
experience in the design and construction of dewatering and drainage systems. Submit
an original and three copies of the licensed professional engineer's certification stating
that the dewatering and drainage system designs have been prepared by the
professional engineer and that the professional engineer will be responsible for their
execution. Do not submit dewatering and drainage system designs unless requested in
writing.

1.4 DEFINITIONS
A. Where the phrase "in-the-dry" is used in these specifications, it shall be defined as in
situ soil moisture content of no more than two percentage points above the optimum
moisture content for that soil.

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PART 2 - PRODUCTS

2.1 MATERIALS
A. Pipe for observation wells, if required, shall consist of a screen, casing, and cap. Casing
shall be minimum 1-in Schedule 80 PVC pipe, with machine slotted PVC wellpoints.
Maximum wellpoint slot size shall be 0.020-in.

PART 3 - EXECUTION

3.1 GENERAL
A. Control surface water and groundwater such that excavation to final grade is made in-
the-dry, and bearing soils are maintained undisturbed. Prevent softening, or instability
of, or disturbance to, the subgrade due to water seepage.
B. Provide protection against flotation for all work.
C. The impact of anticipated subsurface soil/water conditions shall be considered when
selecting methods of excavation and temporary dewatering and drainage systems.
Where groundwater levels are above the proposed bottoms of excavations, a pumped
dewatering system is expected for predrainage of the soils prior to excavation to fmal
grade and for maintenance of the lowered groundwater level until construction has
been completed to such an extent that the foundation, structure, pipe, conduit, or fill
will not be floated or otherwise damaged. Type of dewatering system, spacing of
dewatering units and other details of the work are expected to vary with soil/water
conditions at a particular location.

3.2 SURFACE WATER CONTROL
A. Control surface water runoff to prevent flow into excavations. Provide temporary
measures such as dikes, ditches and sumps.

3.3 EXCAVATION DEWATERING
A. Provide and maintain adequate equipment and facilities to remove promptly and
dispose of properly all water entering excavations. Excavations shall be kept in-the-dry,
so as to maintain an undisturbed subgrade condition throughout construction below
grade, including backfill and fill placement.
B. Collect precipitation or surface runoff in shallow ditches around the perimeter of the
excavation, drain to sump and pump from the excavation to maintain in-the-dry
conditions.
C. Pipe and conduit shall not be installed in water or allowed to be submerged prior to
backfilling. Pipe and conduit which becomes submerged shall be removed and the
excavation dewatered and restored to proper conditions prior to reinstalling the pipe
and conduit.
D. Excavations for foundations and structures shall be maintained in-the-dry for a
minimum of 4 days after concrete placement. In no event shall water be allowed to
enter an excavation and rise to cause unbalanced pressure on foundations and
structures until the concrete or mortar has set at least 24 hours.
E. Dewatering and drainage operations shall at all times be conducted in such a manner as

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to preserve the natural undisturbed bearing capacity of the subgrade at the bottom of
the excavation and to preserve the integrity of adjacent structures. If the subgrade
becomes disturbed for any reason, the unsuitable subgrade material shall be removed
and replaced with concrete, compacted granular fill, or other approved material to
restore the bearing capacity of the subgrade to its original undisturbed condition.
F. Dewatering and drainage operations shall be conducted in a manner which does not
cause loss of ground or disturbance to the pipe bedding or soil which supports overlying
or adjacent structures.
G. Well or sump installations shall be constructed with proper sand filters to prevent
drawing of finer grained soil from the surrounding ground.
H. Water entering the excavation from surface runoff shall be collected in shallow ditches
around the perimeter of the excavation, drained to sumps, and pumped from the
excavation to maintain a bottom free from standing water.
I. Take all additional precautions to prevent uplift of any structure during construction.
J. Flotation shall be prevented by maintaining a positive and continuous operation of the
dewatering system. The Contractor shall be fully responsible and liable for all damages
which may result from failure of this system.
K. Remove dewatering equipment after the system is no longer required.

3.4 DISPOSAL OF DRAINAGE
A. Dispose of all water discharged from temporary dewatering and drainage systems in
accordance with the sedimentation and control plans as specified in Section 02276. Do
not use existing or new sanitary sewer systems to dispose of drainage unless the written
permission of the utility or property owner is obtained.
B. All water removed from the construction site shall be discharged through pipes. The
conveying of water in open ditches or trenches will not be allowed. Permission to use
any storm sewers or drains for water disposal purposes shall be obtained from the
authority having jurisdiction. Conform to any requirements and pay all costs for such.
Do not cause flooding by overloading or blocking up the flow in drainage facilities. Leave
the facilities unrestricted and as clean as originally found. Pay for and repair any damage
to facilities to restore them to their original condition.
C. All dewatering from trench excavation must be done through silt bags or other approved
means of removing fines from the discharged water.
D. Discharge from temporary dewatering at the Triangle WWTP site can be piped back to
the existing lagoon provided that this is coordinated with the Owner in advance.
E. Take all necessary precautions to preclude the accidental discharge of fuel, oil, etc. in
order to prevent adverse effects on groundwater quality.

END OF SECTION

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JACK AND BORE 02150 - 1
SECTION 02150

JACK AND BORE

PART 1 - GENERAL

1.1 SCOPE OF WORK
A. Furnish all labor, materials, equipment, supplies and incidentals required and install
casing pipe and carrier pipe by jacking under North Carolina Department of
Transportation (NCDOT) roads and CSX railway, at the location shown on the Drawings
and as specified herein.
B. Trenchless crossings shall not impede the flow of traffic along the road being crossed.
C. The work shall include, but not be limited to, the following: steel casing pipe, skids,
casing seals, coatings,, location markers and miscellaneous appurtenances as required
to complete the installation.
D. Furnish the services of a licensed professional engineer registered in the State of North
Carolina, to prepare jacking designs and submittals.
E. The Contractor shall familiarize himself/herself with the conditions under which the
work will be performed and with all necessary details as to the orderly prosecution of
the work. The omission of any details, which may not appear herein, for the satisfactory
installation of the work in its entirety shall not relieve the Contractor of full
responsibility.
F. Follow all Occupational Safety and Health Administration (OSHA) regulations regarding
confined space for casing installation. Obtain all permits required associated with OSHA
regulations and requirements for confined space entry.
G. Conform with all requirements of the North Carolina Department of Transportation
permit for work within NCDOT rights-of-way.
H. No rescue shafts shall be allowed.

1.2 RELATED WORK
A. Section 02100: Site Preparation.
B. Section 02200: Excavation, Backfill, and Compaction.
C. Section 02140: Dewatering and Drainage
D. Section 02276: Erosion and Sedimentation Control.

1.3 SUBMITTALS
A. Submit complete shop drawings and product data for casing pipe, carrier pipe, fittings
and related appurtenances. Submit a lay schedule showing stationing, elevations, pipe
classes and class coding.
B. At least 30 days prior to the scheduled start of any jacking operations, submit the
proposed methods of jacking. Review will be for information only. Contractor remains
responsible for adequacy and safety of construction means, methods and techniques.
Submittals shall consist of design drawings, calculations and related supplemental
information describing in detail the design concept for all jacking operations.
C. Design Calculations: Submit design calculations detailing equipment and construction
methods to be used for jacking operations as specified herein and as shown on the

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contract drawings. Jacking system designs shall be prepared by a licensed professional
engineer, registered in the North Carolina, having a minimum of 5 years of professional
experience in the design and construction of jacking systems. The submittal shall
specifically include the following and shall be signed and sealed by the Contractor's
Engineer:
1. Control of groundwater and surface drainage.
2. Method of soil stabilization and/or groundwater control at the face.
3. Method of face excavation.
4. Method of excavation removal.
5. Maintenance of alignment and grade.
6. Materials and installation of casing pipe.
7. Grouting outside of casing pipe.
8. Grouting between casing pipe and carrier pipe.
9. Bulkheads.
10. Schedule.
11. Lubricant for decreased jacking friction and pumping system.

The design calculations are to be submitted for informational purposes.

D. Submit the Contractor's qualifications as described herein.
E. Submit the Contractor's Engineer's qualifications as described herein.
F. The Contractor's Professional Engineer shall certify the shoring of all excavations as
adequate to prevent damage to the roadway.
G. Should the owner of a right-of-way over the work require approval of jacking designs
and shop drawings, furnish submittals to that owner and obtain the necessary approvals
prior to furnishing the submittals specified above.
H. Daily surveyor reports of casing pipe position and control point monitoring (per NCDOT
requirements), conducted by the Contractor's surveyor, shall be provided in writing to
the Engineer.

1.4 REFERENCE STANDARDS
A. American Society for Testing and Materials (ASTM)
1. ASTM A36 - Standard Specification for Carbon Structural Steel.
2. ASTM A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-
Coated, Welded and Seamless.
3. ASTM A139 - Standard Specification for Electric-Fusion (Arc)-Welded Steel Pipe (NPS
4-in and over).
4. ASTM C144 - Standard Specification for Aggregate for Masonry Mortar.
5. ASTM C150 - Standard Specification for Portland Cement.
6. ASTM C207 - Standard Specification for Hydrated Lime for Masonry Purposes.
B. American Water Works Association (AWWA)
1. AWWA C200 - Steel Water Pipe - 6-in (150 mm) and Larger.

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JACK AND BORE 02150 - 3
2. AWWA C203 - Coal-Tar Protective Coatings and Linings for Steel Water Pipelines
¬Enamel and Tape - Hot-Applied.
3. AWWA C206 - Field Welding of Steel Water Pipe.
C. American Welding Society (AWS)
D. Where reference is made to one the above standards, the revision in effect at the time
of bid opening shall apply.

1.5 QUALITY ASSURANCE
A. Steel casing pipe shall be the product of a single domestic manufacturer. Pipe shall be
tested and inspected at the foundry as required by the standard specifications to which
the material is manufactured. Submit in accordance with Section 01300 sworn
certificates of such tests, results, and satisfactory approvals.
B. All pipe to be installed under this Contract may be inspected at the site of manufacture
for compliance with this Section by an independent laboratory selected by the Owner.
The manufacturer's cooperation shall be required in these inspections. The cost of any
inspection requested by the Owner of all pipe approved for this Contract shall be borne
by the Owner. The cost of inspection of any disapproved pipe shall be borne by the
Contractor.
C. Regulations: Perform all work in accordance with current applicable regulations and
codes of all Federal, State, and local agencies.
D. The Contractor's engineer shall be a professional engineer, registered in the State of
North Carolina, and shall have at least 5 years experience in the design of pipe jacking,
excavation support, dewatering, grouting, and soil stabilization.

1.6 SYSTEM DESCRIPTION
A. The completed installation shall be suitable in all respects for transporting utility piping
without affecting the stability and integrity of the overlying roadway.

1.7 DELIVERY, STORAGE, AND HANDLING
A. Care shall be taken in loading, transporting, and unloading to prevent injury to the pipe
or coatings. Pipe shall not be dropped.
B. All pipe shall be subjected to a careful inspection prior to being installed. If any pipe fails
to meet the requirements specified herein, it shall be removed and replaced with
satisfactory pipe.

1.8 SITE REQUIREMENTS
A. Discharge from dewatering operations shall be directed into approved receiving basins
in accordance with all applicable regulatory requirements.
B. Furnish all maintenance of traffic and establish and maintain all safety procedures on
adjacent highways during the jacking operation.
C. Inspect the locations where jacking operations will be conducted and the casing pipe is
to be installed, verify the conditions under which the work will be performed, and
provide all necessary details, whether shown or specified on the Drawings or not, for
the orderly prosecution of the work.
D. Be prepared to work at night and on weekends, if required, to complete the work.

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Request and obtain written authorization in accordance with the Term and Conditions
prior to working nights and weekends.
E. Jacking operations shall not result in measurable settlement, movement, or cracking of
roadway or adjacent structures. If any movement or settlement occurs which causes or
might cause damage to roadway or structures over, along, or adjacent to the work,
jacking operations shall stop immediately except for those activities which will assist in
making the work secure and prevent further movement, settlement, or damage. Jacking
operations may resume only after all necessary precautions have been taken to prevent
further movement, settlement, or damage.
F. Roadway and structures damaged by jacking operations shall be repaired or replaced as
necessary to restore them to their condition prior to beginning jacking operations at the
Contractor's own cost to the satisfaction of the Engineer.

1.9 DEFINITIONS
A. Casing pipe shall mean the outer sleeve that is installed by the bore and jack method.
B. Carrier pipe shall mean the pipe inserted within the casing pipe and which act s as the
conveyor of leachate.
C. Jacking pit shall mean the pit in which the boring and jacking equipment is installed and
from which both the casing pipe and carrier pipe are launched.
D. Exit pit shall mean the pit located at the end of the casing pipe remote from the jacking
pit at the point where the carrier pipe emerges from the casing pipe.

PART 2 - PRODUCTS

2.1 GENERAL
A. The use of a manufacturer's name and model or catalog number is for the purpose of
establishing the standard of quality and general configuration desired.

2.2 MATERIALS
A. Steel Casing Pipe
1. Steel casings shall be of leakproof construction and shall conform to the
requirements of ASTM A53 (ASTM A139 Grade "B") and shall be protected inside and
outside by a black bituminous coating a minimum of 5 mils thick. Steel casing pipe
shall have a minimum yield strength of 35,000 psi, shall be equipped with grout holes
as specified herein, and shall be designed to withstand H-20 traffic loading.
2. The inside diameter of the casing pipe shall be at least 2-in greater than the largest
outside diameter of the carrier pipe, joints, or couplings, for carrier pipe less than 6-
in in diameter; and at least 4-in greater for carrier pipe 6-in and over in diameter. It
shall, in all cases, be large enough to allow the carrier pipe to be removed
subsequently without disturbing the casing pipe or roadway subgrade.
3. Pipe shall have 2-inch grout holes at 4.5-foot-maximum intervals along the length of
the pipe circumferentially placed at 120 degrees on centers (three holes at each
interval) orientated with one hole at the crown. Two-inch steel pipe half-couplings
shall be welded over the holes in the pipe and shall have threaded steel plugs. Holes
shall be used for lubricant injections.
4. Steel casing pipe wall thicknesses shall be the following:

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CASING PIPE CASING PIPE
INSIDE DIAMETER (INCHES) WALL THICKNESS (INCHES)
18 to 20 0.312
22 to 24 0.375
26 to 28 0.437
30 to 34 0.500
36 to 38 0.562
B. Carrier Pipe
1. Ductile iron pipe shall be as shown on the Drawings and as specified in Section
02616.
C. Skids shall be plastic casing isolators/spacers as manufactured by Pipeline Seal and
Insulator, or equal.
D. Bulkheads shall be provided to seal the space between the carrier pipe and casing pipe
at each end of the casing pipe for grout containment. Bulkheads may be of masonry
(minimum 8 inches thick).

2.3 MIXES
A. Grout for pressure injection between the casing and the earth shall be a mixture of
Portland cement and bentonite or similar commercial product that shall harden to a
minimum compressive strength of 500 psi. The grout shall be readily pumpable. The
shop drawings shall include both the proposed grout and the pumping system.
B. Cement grout shall consist of a mixture of about 1 part cement to 6 parts sand. The
amount of cement may be increased or decreased as necessary and as permitted to
provide good flowing characteristics.
C. Apparatus for mixing and placing grout shall be capable of mixing effectively and stirring
the grout and then forcing it into the grout connections in a continuous uninterrupted
flow.
D. After grouting is complete, pressure shall be maintained by means of stopcocks or other
suitable devices until the grout has set sufficiently in the judgment of the Engineer, or
for a minimum of 24 hours, whichever is longer. After the grout is set, grout holes shall
be completely filled with dense concrete and finished neatly without evidence of voids
or projections.

2.4 SURFACE PREPARATION AND SHOP COATINGS
A. Steel casing pipe shall be protected inside and outside by a black bituminous coating
with a minimum thickness of 5 mils.

PART 3 - EXECUTION

3.1 PREPARATION
A. Notify Owner and Engineer at least 7 days in advance of the planned start of work within
the roadway right-of-way.
B. The Contractor shall provide all material, equipment, and facilities required for
installing, positioning, and jacking the casing pipe.

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C. Jacking pit subgrades shall be kept continuously free from ground and surface waters
during jacking operations. Additional groundwater controls may be ordered on short
notice and shall be implemented as directed. Observed water levels prior to
construction are to be below the invert elevation of the jacking pits. Groundwater
control along and at the face of the jacking casing shall include chemical grout
stabilization as required.

3.2 INSTALLATION
A. Excavate jacking pit and provide excavation supports as required. Excavation support
shall extend a sufficient depth below the invert of the steel casing pipe to resist any
pressure developed by the soil outside the jacking pit. Excavation support shall extend
at least 3-feet and 6-inches above existing grade. Trench boxes shall not be used as
support of excavation for any launch or exit pits.
B. Furnish a level concrete slab at the bottom of the jacking pit. Steel rails or beams shall
be embedded in the concrete slab for placement and alignment of each piece of casing
pipe or carrier pipe during installation operations. '
C. Furnish, install and remove, to the extent required, thrust blocks or such other
provisions as may be required in driving the casing pipe or carrier pipe forward.
D. Contractor to field locate all underground utilities.
E. Maintain proper alignment and elevation of the casing pipe consistently throughout the
jacking operation.
F. Tolerances for installation of the casing pipe shall be as follows:
1. Vertical — plus or minus 0.50 feet.
2. Horizontal — plus or minus 0.50 feet.
G. Jacking shall not commence until the Contractor's surveyor has verified in writing to the
Engineer that the first pipe casing segment is at the correct location and elevation and
is oriented at the correct horizontal and vertical direction. After the first segment has
been jacked forward, the Contractor's surveyor shall again verify in writing to the
Engineer that alignment is correct. If alignment is not correct at this point, or any
successive point, the jacked casing operation shall be stopped and shall not resume until
the Contractor has modified the jacking operation as required to maintain proper
alignment at no additional cost to the Owner.
H. If alignment or elevations exceed the specified tolerances during the jacking operations
as indicated by survey reports, the Contractor shall report the situation to the Engineer
immediately. The jacked casing operation shall be stopped and shall not resume until
the Contractor has submitted to and accepted by the Engineer a modified jacking
operation as required to restore and maintain proper alignment. The modified
operations shall be implemented at no additional cost to the Owner.
1. Jacking operations for the casing pipe shall be continuous and precautions shall be
taken to avoid interruptions which might cause the pipe to "freeze" in place.
J. Carrier pipe shall be supported within the casing pipe so that pipe bells do not rest
directly on the casing. The load of the carrier pipe shall be distributed along the casing
by the method of support as specified herein.
K. Dewatering through the casing pipe during construction will not be permitted.
L. Steel casing pipe sections shall have beveled ends with a single v-groove and shall be
full penetration butt welded on the outside of the casing in accordance with the

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applicable portions of AWWA C206 and AWS D7.0 for field welded water pipe joints. All
joints of the steel casing shall be butt welded prior to being subjected to the jacking
operation. The welded joints shall be wire brushed and painted with bitumastic enamel
coating in accordance with AWWA C203.
M. Jacking shall be performed in a manner to prevent voids from developing outside the
jacking sleeve. A jacking shield shall be used to minimize the amount of voids produced
during excavating in the forward end of the jacking sleeve. Voids which occur shall be
filled with cement grout.
N. Furnish and install, and later remove to the extent required, thrust blocks or other
provisions for backing up the jacks employed in driving the casing pipe forward.
0. Groundwater shall be controlled at all times. If groundwater is expected to be above or
within the casing level, a groundwater control system consisting of vertical or horizontal
wells or well points shall be installed and operated such that the groundwater level is
lowered to at least the casing invert level at the face. Groundwater control along and at
the face of the casing pipe shall include grout stabilization as required
P. Immediately following the jacking operation, pressure grout the jacked section to fill all
voids existing outside of the jacked casing. Grouting shall be from the interior of the
casing through the grouting holes.
Q. After the casing pipe has been completely installed, thoroughly clean the interior of the
casing pipe and remove all excess material leaving a smooth interior throughout.
R. The exit pit shall be excavated up to the casing pipe. Excavation support shall be
provided as required. Sufficient room shall be provided to continue installation of carrier
pipe, fittings and all necessary connections to the system.
S. The carrier pipe shall be installed within the casing using skids as specified above. Carrier
pipe shall be installed from the jacking pit end of the casing. Each joint shall be
thoroughly checked prior to being inserted into the casing.
T. Upon completion of installation of the carrier pipe inside the casing pipe, provide
suitable restrained caps or plugs at each joint outside the end of the casing pipe and
hydrostatically test the carrier pipe to 100 psi for 30 minutes. There shall be no allowable
leakage. Remove the carrier pipe from the casing and remake leaking joints. Repeat
hydrostatic test until there are no leaks in the carrier pipe within the casing.
U. Construct an 8-inch-thick brick bulkhead after the carrier pipe has been installed and
successfully hydrostatically tested. The portion of the carrier pipe passing through the
brick bulkhead shall be wrapped with three layers of 15 lb asphalt impregnated felt
before the bulkhead is constructed.
V. Fill void between casing pipe and carrier pipe completely with grout in one continuous
uninterrupted operation in a manner to prevent the occurrence of any voids between
the casing pipe and the carrier pipe.
W. Furnish signs on each side of the right-of-way showing size of casing pipe, depth from
grade to top of casing pipe and located on the center line of the casing.
X. The Contractor shall be responsible for damages resulting from subsidence, collapsed
casings, or ground losses into the jacked pipe casing and for the refilling of voids
resulting there from with grout. Where such ground losses are so severe that they result
in damage to underground or surface pavement, existing utilities or structures, the
Contractor shall be solely responsible for remedying such damage. Where the filling of
voids cannot be effectively carried out from below, the Engineer reserves the right to
order the Contractor, at no additional cost to the Owner, to make openings from the

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surface for the purpose of backfilling the voids. If in the judgment of the Engineer, a
portion of the casing and/or pipe requires reinforcing because of such collapse, the
Engineer may direct the Contractor to furnish and place such reinforcement at no
additional cost to the Owner. Reinforcement may also be directed when the stability of
the soil adjacent to the casing and/or pipe has been affected by the loss of ground.

3.3 CARRIER PIPELINE INSTALLATION IN CASING AND FILLING OF ANNULAR SPACE
A. After casing installation is complete and found acceptable by the Engineer, the
Contractor shall prepare for installation of the carrier pipe in the casing by placing rails
embedded in concrete in the invert to the specified grade of the pipeline. Two steel
channel rails of suitable size and shape shall be positioned accurately by a welded steel
support system and then partially embedded in the concrete to support the pipe. Rails
shall have top flanges at least 1.5 inches wide and shall weigh at least 5.0 pounds per
foot. Rails shall be lubricated to minimize sliding friction. The rails shall in no way be
connected to or touching the casing pipe.
B. The pipes shall be supported securely on wood or steel cribbing in such a manner that
the pipe is supported on each end by the cribbing and does not slide directly on the rails.
The cribbing shall remain in place and shall be securely fastened to the pipe by steel
cables or banding. Each segment of pipe shall be pulled or winched through the casing
supported on the cribbing which shall slide along the lubricated rails until it mates with
the previously installed pipe segment. Mortar skids (12 inches wide) fabricated on PCCP
are also allowed. Under no conditions will pipe transport equipment that places any
load on the interior of the preceding pipe section be allowed nor will sliding the pipe
directly on the rails be allowed.
C. Each pipe segment shall be blocked against the casing on the top and both sides to
prevent displacement during grouting. Use CCA treated wood for blocking. Adjust the
elevation and alignment of each pipe with wood shims, if necessary, before blocking.
Pipe alignment tolerance shall be as specified for general pipe installation.
D. The only acceptable alternate to the rail system described in paragraphs A, B, and C shall
be casing spacers designed and certified by P.S.I., or an approved equal, as capable of
withstanding the forces to pull the pipe sections into the casing and to support the full
weight of the pipe. The casing spacers shall prevent any movement or displacement of
the pipe during grouting,
E. The carrier pipeline shall be tested in accordance with Specification Sections 02622 and
02616.
F. After the carrier pipe has been installed in the casing, shimmed, blocked, and tested,
seal the ends of the casing around the pipeline with bulkheads and completely fill the
space between the casing and the pipeline with cement grout or cellular concrete.
Cement grout or concrete shall be pumped through 2-inch-minimum unjointed HDPE
pipes extending through one bulkhead into the top of the casing at maximum 40 -foot
intervals. One pipe shall be located so as to be within 10 feet of the opposite bulkhead.
This operation shall be performed in at least two stages to help prevent flotation. To
ensure that the casing is completely full, two 2-inch-minimum unjointed HDPE pipes
shall be installed near the crown of the casing from the midpoint of the casing to each
end, and 2-inch openings shall be provided in each bulkhead at the tunnel crown
location. Grout or concrete shall be pumped into the casing until it flows from the top
of the casing in the HDPE pipe and bulkhead openings at both ends. Leave the HDPE
pipe in place and cut off at the end of the casing.

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3.4 RESTORATION
A. At the conclusion of all jacking operations, remove excavation support systems for
jacking pits. If withdrawal should damage or disturb the roadway subgrade, leave
supports in place and cut off 36 inches below fmished grade.
B. Following pipe installation and backfill operations, restore the profile of the right-of-way
to its original condition. Construct sidewalks and fencing, if applicable, to match existing.
Install seeding to match existing, as required.
C. Remove all equipment, supplies, excess excavation materials, and miscellaneous items
associated with the jacking operation and leave the site in a clean and tidy condition.
D. If required by the Owner of the right-of-way, coordinate and schedule a final inspection
of the work by the Owner of the right-of-way.

END OF SECTION

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SECTION 02200

EARTHWORK

PART 1 - GENERAL

1.1 STATUTORY REQUIREMENTS
A. All excavation, trenching, sheeting, bracing, etc. shall comply with the requirements of
OSHA excavation safety standards (29 CFR Part 1926.650 Subpart P), State and local
requirements. Where conflict between OSHA, State and local regulations exists, the
most stringent requirements shall apply.

1.2 SCOPE OF WORK
A. Furnish all labor, materials, equipment and incidentals necessary to perform all
excavation work and grading; place and compact backfill and fill; and dispose of
unsuitable, waste and surplus materials as shown on the Drawings and as specified
herein.
B. Provide the services of a licensed professional engineer, registered in North Carolina, to
prepare temporary excavation support system designs and submittals.
C. Furnish and install temporary excavation support systems, including sheeting, shoring
and bracing, to insure the safety of personnel and protect adjacent structures, piping,
etc., in accordance with federal, state and local laws, regulations and requirements.
D. All excavation work is defined as "unclassified." The costs of excavation shall be included
in the lump sum Base Bid price. No distinction will be made among earth, boulder, and
rock excavation unless prior approval is given by Engineer. In the event that rock is
encountered, payment for rock and boulder excavation shall be made based on unit
costs provided in the Bid Form.

1.3 RELATED WORK
A. Section 02081: Controlled Blasting.
B. Section 02100: Site Preparation.
C. Section 02140: Dewatering and Drainage.
D. Section 02276: Erosion and sedimentation control.

1.4 SUBMITTALS
A. Excavation support system designs shall be prepared by a licensed professional
engineer, registered in North Carolina, having a minimum of five years of professional
experience in the design and construction of excavation support systems. Submit an
original and three copies of the licensed professional engineer's certification stating that
the excavation support systems designs have been prepared by the professional
engineer and that the professional engineer will be responsible for their execution. Do
not submit excavation support system designs unless requested in writing.
B. At least five working days prior to the date of anticipated use of any backfill or fill
material, submit a representative sample, weighing at least 50 pounds, of the proposed
material to the soils testing laboratory for analysis.

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1.5 REFERENCE STANDARDS
A. American Society for Testing and Materials (ASTM)
1. ASTM D698 - Standard Test Methods for Moisture-Density Relations of Soils and Soil-
Aggregates Mixtures Using 5.5 lbs (2.49 kg) Rammer and 12-in (305-mm) Drop. (Also
known as Standard Proctor Analysis)
2. ASTM D1557 - Standard Test Methods for Moisture-Density Relations of Soils and
Soil-Aggregates Mixtures Using 10-lbs (2.54 kg) Rammer and 18-in (457-mm) Drop.
(Also known as Modified Proctor Analysis)
3. ASTM C33 - Specification for Concrete Aggregates.
B. Where reference is made to one of the above standards, the revision in effect at the
time of bid opening shall apply.

1.6 QUALITY ASSURANCE AND TESTING
A. Prior to the placement of bedding material, concrete work mats, structural fill or
structural concrete, coordinate with the soils testing laboratory to verify the suitability
of the existing subgrade soil and to perform in-place soil density tests as required to
verify that the bearing capacity of the subgrade is sufficient.
B. Prior to and during the placement of backfill and fill coordinate with the soils testing
laboratory to perform in-place soil density tests to verify that the backfill/fill material
has been compacted in accordance with the compaction requirements specified
elsewhere. The Engineer may designate areas to be tested.
C. Prior to and during the placement of backfill and fill, areas within the limits of backfill
and fill will be selected by Engineer to be tested for percent compaction, moisture
content, and material properties. Cooperate fully in obtaining information required.

1.7 DEFINITIONS
A. In-the-Dry: In situ soil free from any standing water from subsurface seepage or surface
runoff.
B. Structures: All buildings, wet wells, manholes, pipelines, and below grade vaults.
Stormwater structures and duct banks are not considered structures in this context.
C. Soil: Any material that can be removed by a Caterpillar 235D/ Caterpillar 350 excavator
or equivalent. Standard penetration values are typically less than 100 blows per foot.
D. Rock and Weathered Rock: Any material that cannot be removed by a Caterpillar
235D/Caterpillar 350 excavator or equivalent. Standard penetration values are typically
greater than 100 blows per foot. (Note: The depth to rock or weathered rock may vary
from one test boring location to another. The Contractor should consider such variability
in estimating the extent and degree of difficulty of rock excavation. Excavation in
confined spaces such as trenches may be performed with hydraulic hoe rams attached
to excavators to provide effective and productive rock excavation.)

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PART 2 - PRODUCTS

2.1 GENERAL
A. Structural Fill (bank run gravel) shall be gravel, sandy gravel, or gravelly sand free of
organic material, loam, wood, trash, snow, ice, frozen soil and other objectionable
material and shall be well graded within the following limits:
Sieve Size Percent Finer by Weight
4-in 100
No. 4 20 - 70
No. 40 5 -35
No. 200 0 – 7
B. Satisfactory Soils: Unified Soil Classification System (USCS) Groups SM, SC, SW, SP,
ML, and CL according to ASTM D 2487, or a combination of these groups; free
of rock or gravel larger than 3 inch es in any dimension, debris, waste, frozen
materials, greater than 3% organic material, and other deleterious matter. USCS
groups CH and MH found at the project site can be used, provided the moisture
content can be con trolled, but should not be placed with in 2 feet of final subgrade
elevations.
1. Compacted to not less than 95% of the Standard Proctor.
2. Fill soils should possess a standard Proctor maximum dry density of at least 90 pounds
per cubic foot (pcf).
C. Unsatisfactory (or Unsuitable) Soils: Soil Classification Groups OL and OH according to
ASTM D 2487, or a combination of these groups.
1. Fill materials shall not be classified as unsatisfactory if the fill materials’ natural
moistures are outside the required moisture range and otherwise meet the material
requirements for satisfactory materials. The contractor shall dry these materials to
the acceptable moisture range.
D. Common Fill shall consist of mineral soil substantially free from organic materials, loam,
wood, trash and other objectionable materials which may be compressible or which
cannot be properly compacted. Common fill shall not contain stones larger than ten
inches in largest diameter and shall have a maximum of 60 percent passing No. 200
Sieve. Common fill shall not contain granite blocks, broken concrete, masonry rubble or
other similar materials. It shall have physical properties such that it can be readily spread
and compacted during filling, with Liquid Limit not to exceed 50, and a Plasticity Index
less than 25. Snow, ice and frozen soil will not be permitted. Soil excavated from the
structure areas and which meets the above requirements may be used in embankments.
E. Select Common Fill shall be as specified above for Common Fill except that the material
shall contain no stones larger than two inches in largest dimension shall have a
maximum of 40 percent passing No. 200 Sieve, with Liquid Limit not to exceed 50, and
a Plasticity Index less than 20.
F. Riprap used for slope protection shall be sound, crystalline, durable rock which is
roughly rectangular shape and of suitable quality to insure permanence in the condition
in which it is to be used. Rounded stones, boulders, sandstone or similar soft stone will

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not be acceptable. Material shall be free from overburden, spoil, shale and organic
material, and shall conform to the requirements of Class 1 or Class 2 Riprap, as required
or shown, in accordance with NCDOT Section 1042.
G. Crushed Stone
1. Crushed stone shall conform to NCDOT 78M, 67, or 57 size, or number designation
as shown on the Drawings.
2. Crushed stone for roadway surfacing shall be NCDOT ABC stone, conforming to
NCDOT Section 505.
H. Screened Gravel shall consist of hard, durable, rounded or subangular particles of
proper size and gradation and shall be free from sand, loam, clay, excess fines and
deleterious materials. The gravel shall be graded within the following limits:
Sieve Size Percent Finer by Weight
5/8-in 100
1/2-in 40 - 100
3/8-in 15 - 45
No. 10 0 - 5
I. Sand shall conform to ASTM C33 for fine aggregate.
J. Erosion Control Blanket shall conform to the following requirements:
1. Minimum grab strength of 120 pounds per ASTM D1682.
2. Apparent opening size to be equal to or greater than the U.S. Standard Sieve No. 100
(0.210 mm) per ASTM D4751.
3. Percent open area not to exceed about 25 percent. The percent open area is defined
as the ratio of the sum of 20 or more individual open areas (times 100) to the sum
of the corresponding 20 or more individual total areas.
4. Coefficient of permeability shall not be less than 0.2 cm/sec.
5. Erosion control blanket shall be Mirafi Type 140N, Dupont Type PAR, Style 3401 or
equal product by Amoco.
K. Base Course beneath asphalt concrete surfacing outside of structures and concrete
walkways shall be crusher run, ABC or approved equal, as locally available, conforming
to NCDOT requirements.

PART 3 - EXECUTION

3.1 PREPARATION
A. Test Pits
1. Perform exploratory excavation work (test pits) for the purpose of verifying the
location of underground utilities and structures and to check for unknown utilities
and structures, prior to commencing excavation work.
2. Test pits shall be backfilled as soon as the desired information has been obtained.
Backfilled surfaces shall be stabilized in accordance with approved erosion and
sedimentation control plans. Bacicfilled areas under new structures shall conform to
the requirements specified herein.
B. Dewatering and Drainage Systems
1. Dewater and drainage systems shall be in place and operational prior to beginning

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excavation work.
2. Dewatering and drainage is specified in Section 02140.
C. Utility Locating Service
1. Before performing excavation, arrange with the local utility locating service to locate
and mark all underground utilities, including gas, electric, water, sewer, telephone,
communication, and other pipes in the project area.
2. The Contractor's surveyor shall survey the marked locations and show the locations
on the site plans, including the record drawings.

3.2 EXCAVATION SUPPORT
A. Furnish, install, monitor and maintain excavation support (e.g., shoring, sheeting,
bracing, trench boxes, etc) as required by Federal, State or local laws, ordinances,
regulations and safety requirements. Support the sides of excavation, to prevent any
movement which could in any way reduce the width of the excavation below that
necessary for proper construction and protect adjacent structures from undermining,
settlement or other damage. Take care to prevent the formation of voids outside of
sheeting. If voids occur behind sheeting, immediately backfill and compact the voids
with common fill material. Voids in locations that cannot be properly compacted upon
backfilling shall be filled with lean concrete.
B. Install excavation supports outside the neat lines of foundations. Supports shall be
plumb and securely braced and tied in position. Excavation support shall be adequate
to withstand all pressures to which the supports will be subjected. Any movement or
bulging of supports shall be corrected to provide the necessary clearances, dimensions
and structural integrity.
C. Excavation supports shall be carefully removed in such manner so as not to endanger
the Work or other adjacent structures, utilities, or property. All voids left or caused by
withdrawal of supports shall be immediately filled with sand and compacted. Any
damage to existing structures shall be repaired at no change in Contract Time or Price.

3.3 ROCK AND BOULDER EXCAVATION

A. To the extent practical, rock should be removed by mechanical or chemical means.
Controlled blasting may be allowed only if mechanical and chemical means are
ineffective. Such blasting shall conform to the requirements of Section 02081.
B. If rock below grade is shattered as a result of the excavation methods used, and if, in
the opinion of the Engineer, said shattered rock is unfit for foundations, the shattered
rock shall be removed and replaced with lean concrete, compacted structural fill, or
suitable crushed stone as directed by the Engineer, at no additional expense to Owner.
C. Payment for rock and boulder excavation shall be made based on unit costs provided in
the Bid Form. To be eligible for payment, all rock quantities must be verified with the
Engineer prior to removal.

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3.4 STRUCTURAL EXCAVATION PROCEDURES
A. Excavations for structures shall be suitably wide for construction of the structures,
including excavation supports, dewatering and drainage systems and working
clearances.
B. Excavation shall be performed in-the-dry and shall be accomplished by methods which
preserve the undisturbed state of subgrade soils. Drainage and dewatering systems shall
be in place and operational prior to beginning excavation work. In no case shall the earth
be plowed, scraped or excavated by any means so near to the finished subgrade that
would disturb the finished subgrade. Hand excavation of the final three to six inches
may be required to obtain a satisfactory, undisturbed subgrade. Subgrade soils which
become soft, loose, "quick," or otherwise unsatisfactory for support of structures as a
result of inadequate excavation, dewatering, or other construction methods shall be
removed and replaced with lean concrete, compacted structural fill or suitable crushed
stone, subject to prior approval by the Engineer, at no additional cost to the Owner.
C. Subgrade Preparation
1. All structures unless otherwise shown on the Drawings or otherwise specified
elsewhere in this Section:
a. Roughly level and proof roll these areas with a 25 ton roller, (or the equivalent)
making at least four passes (two passes being perpendicular to the others).
b. Compact the top 12-in of fill below subgrade to a minimum of 100 percent
Standard Proctor (ASTM D698).
c. Where structures are supported by piles, compact the top 12-in of subgrade to
a minimum of 95 percent Standard Proctor (ASTM D698).
D. When excavations have reached the required subgrade, including any allowances for
working mats or base materials, prior to the placement of working mats or base
materials, notify the soils testing laboratory to verify the suitability of the existing
subgrade soils for the anticipated foundation and structural loadings. If the existing
subgrade soils are determined to be unsuitable, direction will be provided by the
Engineer regarding removal and replacement with suitable materials. If Contractor
believes that such direction would increase Contractor's cost and would thereby entitle
Contractor to a change in Contract cost, Contractor shall notify the Engineer in
accordance with the applicable article(s) in the General Conditions pertaining to
changes in the work. Subgrade areas previously determined to be suitable that later
become unsuitable due to exposure to weather or subsurface water or surface runoff,
or are degraded by construction equipment or operations, shall be repaired,
overexcavated, or replaced with suitable materials as directed by the Engineer, at no
change in Contract Time or Contract Price.
E. Over-excavation beyond the limits and depths required by the Contract Documents shall
be replaced with lean concrete, compacted structural fill, crushed stone, or other
material as directed by the Engineer at no additional expense to the Owner.

3.5 GENERAL FILLING AND BACKFILLING PROCEDURES
A. Fill and backfill materials shall be placed in lifts to suit the specified compaction
requirements to the lines and grades required, making allowances for settlement and
placement of cover materials (i.e. topsoil, sod, etc). Soft spots or uncompacted areas
shall be corrected.
B. Fill and backfill materials shall not be placed on frozen surfaces, or surfaces covered by

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snow or ice. Fill and backfill material shall be free of snow, ice and frozen earth.
C. Compaction in open areas (areas not designated for structures and/or roadways) may
be accomplished by any of the following methods: compaction equipment, fully loaded
ten-wheel trucks, tractor dozers weighing at least 30,000 lbs and operated at full speed,
or heavy vibratory rollers. Lift thickness shall not exceed 12-in prior to compaction.
Compaction in confined areas (including areas within a 45 degree angle extending
upward and outward from the base of a wall) and in areas where the use of large
equipment is impractical, shall be accomplished by hand operated vibratory equipment
or mechanical tampers: Lift thickness shall not exceed 6-in (measured before
compaction) when hand operated equipment is used.
D. Fill and backfill shall not be placed and compacted when the materials are too wet to
properly compact (i.e. the in-place moisture content of the soil at that time is no more
than three percentage points above the optimum moisture content of that soil as
determined by the laboratory test of the moisture-density relation appropriate to the
specified level of compaction).

3.6 FILL AND BACKFILL PROCEDURES
A. Fill and backfill material placed immediately adjacent to and within 10 feet of all
structures shall be select fill. All structure water-tightness tests and
damproofing/waterproofing shall be completed prior to placing fill or backfill around
structures. Place and compact select fill in even lifts of 6-in (compacted thickness)
uniformly around the structure.
B. Common fill may be used in areas beyond those designated for select fill unless shown
or specified otherwise. Common fill shall be placed in even lifts having a maximum
thickness (measured before compaction) of 12-in.
C. Fill required beneath building slabs or slabs on grade (except sidewalks) shall be
structural fill. Place and compact structural fill in even lifts of 6-in (compacted thickness).

3.7 EMBANKMENT FILL PROCEDURES
A. Prior to placing embankment fill materials, all organic materials (including peat and
loam) and loose inorganic silt material (loess) shall be removed from areas beneath the
embankments. If the subgrade slopes are excessive, the subgrade shall be stepped to
produce a stable, horizontal surface for the placement of embankment materials. The
existing subgrade shall then be scarified to a depth of at least 6-in.
B. Embankment fill shall consist of common fill material and shall be placed and compacted
in even lifts of 8-in (compacted thickness).
C. Rock may be used in embankment fill only with prior, written approval of the Engineer.

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3.8 IMPERVIOUS FILL
A. Impervious fill shall be placed in controlled, even lifts having a maximum thickness
(measured before compaction) of 6-in. Compaction shall be sufficient to attain a
permeability of less than lx10-7 cm/sec.

B. Moisture content of impervious fill to be compacted shall be maintained at or near its
optimum moisture content (0 to plus 4 percent).

3.9 COMPACTION REQUIREMENTS
A. Backfill shall be placed in lifts not exceeding 8 inches in loose thickness, moisture
conditioned to within +/- 3% of optimum moisture content and compacted to at least
95% of the maximum dry density in accordance with ASTM specification D-698, standard
proctor method.
B. Embankments (except under roadways), lawn or unimproved areas: Compact the top 6-
in of existing subgrade and each layer of fill or backfill to a minimum of 95 percent
Standard Proctor (ASTM D698) at or near its optimum moisture content (minus 2 to plus
3 percent) in compliance with satisfactory soils.
C. Lawn, planted, and unimproved areas: Compact the top 6-in of existing subgrade and
each layer of fill or backfill to a minimum of 90 percent Standard Proctor (ASTM D698)
at or near its optimum moisture content (minus 1 to plus 4 percent) to the finished grade
elevation.
D. Beneath building slabs and slabs on grade (except sidewalks): Compact the structural fill
to a minimum of 95 percent Standard Proctor at or near its optimum moisture content
(minus 2 to plus 3 percent).
E. Sidewalks: Compact the select fill below sidewalks to a minimum of 95 percent Standard
Proctor (ASTM D698) at or near its optimum moisture content (minus 2 to plus 3
percent).
F. Roads, paved areas and roadway embankments: Compact the common fill to a
minimum of 98 percent Standard Proctor (ASTM D698) at or near its optimum moisture
content (minus 2 to plus 3 percent).

3.10 TRENCH EXCAVATION AND BACKFILLING
A. Excavation for all trenches required for the installation of pipes and ducts shall be made
to the depths indicated on the Drawings and in such a manner and to such widths as will
give suitable room for laying the pipe or installing the ducts within the trenches, for
bracing and supporting, and for pumping and drainage facilities. Bottoms of excavations
shall be rendered firm and dry and in all respects acceptable to the Engineer. Bituminous
pavement, when encountered, shall be cut with pneumatic chisels along smooth and
straight lines before excavating. Saw-cutting is required on asphaltic concrete.
B. Rock shall be removed to a minimum 6-in clearance around the bottom and sides of all
the pipe being laid.
C. Where pipe or ducts are to be laid in gravel bedding or encased in concrete, the trench
may be excavated by machinery to, or just below the designated subgrade provided that
the material remaining in the bottom of the trench is no more than slightly disturbed.

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D. Where pipe or ducts are to be laid directly on the trench bottom, the lower part of the
trenches shall not be excavated to grade by machinery, the last of the material being
excavated manually in such a manner that will give a flat bottom true to grade so that
pipe or duct can be evenly supported on undisturbed material. Bell holes shall be made
as required.
E. When excavation methods include the use of a steel box, comply with the following
requirements.
1. When installing rigid pipe (R.C., D.I., etc.), any portion of the box extending below
mid diameter shall be raised above this point prior to moving the box ahead to install
the next pipe. This is to prevent the separation of installed pipe joints due to
movement of the box.
2. When installing flexible pipe (PVC, ABS solid wall, ABS truss, etc.), the bottom of the
box shall not extend below mid diameter. This is to prevent loss of soil between the
box and the pipe bedding which could result in excessive deflection of the installed
pipe.
F. Backfilling over ducts shall begin not less than three days after placing concrete
encasement.
G. Where pipe is to be installed in fill of any type, fill shall be placed and compacted to the
total depth required (rough grade elevation) and then re-excavated for pipe installation.
H. As soon as practicable after the pipe has been laid and jointed, backfilling shall begin
and thereafter be prosecuted expeditiously. If required, as shown on the Drawings,
screened gravel shall be placed around the pipe to mid-diameter. As the screened gravel
is placed, it shall be compacted by suitable tools.
I. After the bedding (if required) has been placed to the mid-diameter of the pipe, select
common fill shall be placed to a depth of 1-ft over the top of the pipe. Material shall be
thoroughly compacted by hand-tamping as placed with at least one man tamping for
each man shoveling material into the trench.
J. Where the pipes are laid in unpaved areas, the remainder of the trench shall be tilled
with common fill in layers not to exceed 1-ft, and thoroughly compacted by rolling
,ramming, or puddling sufficiently to prevent subsequent settling to 95 percent
Standard Proctor at or near its optimum moisture content (minus 2 to plus 3 percent).
The backfill shall be mounded 6-in above the existing grade or as directed. Wherever a
loam or gravel surface exists prior to excavations, it shall be removed, conserved and
replaced to the full original depth as part of the work under the pipe items. In some
areas it may be necessary to remove excess material during the clean-up process, so
that the ground may be restored to its original level and condition. If the Contractor
prefers not to store loam, gravel, or topsoil he/she shall replace it with material of equal
quality and in equal quantity.
K. Where the pipes are laid in streets, or other paved areas, the remainder of the trench
above the bedding and up to a depth of 1-ft below the bottom of the specified paving
shall be backfilled with common fill in 6-inch (max.) layers thoroughly compacted by
rolling or ramming to 98 percent Standard Proctor. The 1-ft layer below the bottom of
the specified paving shall be of ABC stone, compacted in 6-in layers to 98 percent
modified Proctor.
L. Along the length of all pipeline and duct trenches, impervious dams or bulkheads of clay
(36-in thickness) or concrete (12-in thickness) shall be constructed in the trench bottom
at 300-ft intervals or at manholes and structures, whichever is less, to obstruct the free

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flow of groundwater after construction is completed. Provide impervious dams at a ll
points where a pipe trench enters an excavated area where a permanent underdrain
system is installed.

3.11 MISCELLANEOUS EXCAVATION
A. Perform all remaining miscellaneous excavation. Make all excavations necessary to
permit the placing of loam and plants, for constructing roadways and any other
miscellaneous earth excavation required.

3.12 DISPOSAL OF UNSUITABLE, WASTE AND/OR SURPLUS EXCAVATED MATERIAL
A. Unsuitable, waste and surplus excavated material shall be removed and disposed of off-
site.
B. Materials may be temporarily stockpiled in an area within the limits of construction that
does not disrupt construction activities, create any nuisances or safety hazards, or
otherwise restrict access to the site of the Work.

3.13 GRADING
A. Grading shall be performed to the lined and grades shown on the Drawings. All
objectional material encountered within the limits indicated shall be removed and
disposed of. Subgrades shall be completely and continuously drained and dewatered
throughout the grading process. Install temporary drains, drainage ditches, etc, to
intercept or divert surface water which may affect the execution or condition of grading
work.
B. If at the time of grading it is not possible to place any material in its proper section of
the Work, it shall be stockpiled in approved areas for later use. No extra payment will
be made for the stockpiling or double handling of excavated material.
C. Stones or rock fragments larger than 4-in in their greatest dimensions will not be
permitted within the top 6-in of the finished grade of fills and embankments.
D. In cut areas, all loose or protruding rocks in slopes shall be removed to line or finished
grade of the slope. All cut and fill slopes shall be uniformly dressed to the slope, cross -
section and alignment shown on the Drawings unless otherwise directed by the
Engineer.

3.14 RIPRAP AND SLOPE STABILIZATION
A. Prior to installation of riprap, install erosion control blankets on slopes in accordance
with manufacturer's instructions. The area to be covered shall be properly prepared,
before the blanket is applied. When the blanket is unrolled, the netting shall be on top
and the fibers in contact with the soil over the entire area. Blankets shall be butted
snugly at the ends and side and stapled. Blankets shall be placed a minimum of three
rows (of four foot) wide (total 12-ft width) and stapled together in accordance with
manufacturer's instructions. Staples shall be driven vertically into the ground, spaced
approximately two linear yards apart, on each side and one row in the center alternately
spaced between each side. Adjoining blankets shall not be overlapped and shall utilize
a common row of staples to attach.
B. Riprap shall be placed in conjunction with the construction of the embankment with
only sufficient lag in the construction of the riprap protection as may be necessary to
allow for proper construction of the portion of the embankment protected and to

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prevent mixture of embankment and riprap material. Bank run gravel shall be placed
and graded to a depth of 6-in to obtain a continuous uninterrupted bed of the required
thickness within the required limits. It shall be compacted by a minimum of one
coverage by a crawler-type tractor with a total weight, including blade and equipment,
of not less than 30,000 lbs.
C. Riprap shall be hand-placed (not dumped) on the compacted gravel bed. Stones shall be
laid so that the maximum dimension is perpendicular to the bed. Stones shall be placed
so that the weight of each stone is carried by the underlying material and not by the
adjacent stones. Large stones shall be placed at the bottom of the slope. Spaces
between stones shall be filled with spalls of suitable size to construct a solid, stable
slope, free from large voids and defects which might not protect embankments against
erosion.

3.15 BASE COURSE
A. Base course under asphalt concrete pavement shall be placed to the lines and grades
shown on the Drawings and compacted to 98 percent of maximum density as
determined by ASTM D1557 Method D.
B. Base course shall be placed as soon as practical after grading and compacting of the
subbase. Subbase shall be compacted to 98 percent of maximum density as determined
by ASTM D1557 Method D.

3.16 FIELD TESTING
A. The testing laboratory shall conduct in-place field density tests, moisture content tests,
and compaction testing of all fill and backfill materials, and base course materials. One
field density test shall be performed on each lift at a frequency of not less than one test
per 500 sq ft. Testing frequency may be increased or decreased based on the structure
or foundation layout. Compaction tests shall be performed at each change in fill
material. For trench backfill, one test shall be performed for every other lift for every
50-ft of trench, or as approved by the Engineer.

3.17 PIPE MARKING
A. See Section 02616 and 02622 for marking/ identification of underground pipelines

END OF SECTION

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SECTION 02210

TRENCHING, BACKFILLING AND COMPACTION

PART 1 - GENERAL

1.1 SCOPE OF WORK
A. Furnish all labor, materials, equipment and incidentals required and perform all
trenching for manholes, pipelines and appurtenances, including drainage; fill and
required borrow; all backfilling; disposal of surplus and unsuitable material; and
restoration of trench surfaces and easements.
B. Excavation shall extend to the width and depth shown on the Drawings or as specified
herein and shall provide suitable room for installing pipe, structures and appurtenances.
C. Furnish and place all sheeting, bracing and supports and shall remove from the
excavation all materials which the Engineer may deem unsuitable for backfilling. The
bottom of the excavation shall be firm, dry and in all respects, acceptable. If conditions
warrant, deposit gravel for pipe bedding, or gravel refill for excavation below grade,
directly on the bottom of the trench immediately after excavation has reached the
proper depth and before the bottom of the trench has become softened or disturbed
by any cause whatever. The length of open trench shall be related closely to the rate of
pipe laying. All excavation shall be made in open trenches.
D. The costs of excavation shall be included in the unit price indicated on the Bid Form.
Rock excavation shall mean the removal of bedrock (ledge) which, in the opinion of the
Inspector, requires for its removal drilling, wedging, sledging, or barring for removal.
Rock excavation shall be made to the widths and depths directed by the Inspector in the
field. No blasting is to be allowed on this project unless approved in writing by the
Owner and Engineer.

1.2 RELATED WORK
A. Section 02140: Dewatering and Drainage.
B. Section 02575: Bituminous Concrete Pavement and Appurtenances.

1.3 SUBMITTALS
A. Where excavation support systems are required, a support system shall be designed by
a licensed professional engineer registered in North Carolina, having a minimum of five
years of professional experience in the design and construction of excavations support
systems. Submit an original and three copies of the licensed professional engineer's
certification, stating that the excavation support systems have been prepared by the
professional engineer and that the professional engineer will be responsible for their
execution. Do not submit excavation support system designs unless requested in
writing.
B. Prior to the start of work submit the proposed method of backfilling and compaction to
the Engineer for review.
C. Submit a representative sample and sieve analysis of any fill material trucked to the site
for the purposes of bedding and/or backfilling.

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PART 2 - PRODUCTS

2.1 MATERIALS
A. Granular bedding material shall consist of angular hard durable crushed stone graded in
accordance with size #67 in ASTM D448 for Standard Classification for sizes of aggregate
for road and bridge construction (NCDOT standard size #67).
B. Stone stabilization material shall consist of angular hard durable crushed stone graded
in accordance with standard size #467 in ASTM D448 (NCDOT standard size #467).
C. Crushed stone for roadway surfacing shall be NCDOT ABS stone, conforming to NCDOT
Section 505.
D. Common fill shall consist of mineral soil, substantially free of clay, organic material,
loam, wood, trash, snow, ice, frozen soil, and other objectionable material which may
be compressible, or which cannot be compacted properly. Common fill shall not contain
stones larger than 8-inches in any dimension, broken concrete, masonry, rubble, asphalt
pavement, or other similar materials. It shall have physical properties, as approved by
the Engineer, such that it can be readily spread and compacted.
E. Select common fill shall be as specified above for common fill except that the mater ial
shall contain no stones larger than 4-inches in its largest dimension.

PART 3 - EXECUTION

3.1 GENERAL
A. Prior to any excavation or construction, the Contractor shall locate all existing utilities
in the field.
B. Safety and convenience of the public necessitate that all work, including excavation, be
done in such a manner as to cause minimum traffic interruption, both pedestrian and
vehicular. Utilities such as fire hydrants, valves, etc. shall be accessible at all times.
Gutters and drains shall be left open and clear at all times, and the contractor shall be
responsible for all drainage around his work.

3.2 TRENCH EXCAVATION
A. Strip and stockpile topsoil from grassed areas crossed by trenches. At the Contractor's
option, topsoil may be otherwise disposed of and replaced, when required, with
approved topsoil of equal quality.
B. All pavement to be removed shall be cut along straight lines with the appropriate
equipment. The removal and replacement of the pavement shall conform to the
information in Section 02575 and herein. Pavement cuts shall be confined to a maximum
trench bottom width plus one foot on either side.
C. The maximum length of open trench shall be no more than 150 feet unless approval is
obtained from the Engineer.
D. Trenches shall be excavated to the depth indicated on the Drawings and in widths
sufficient for laying the pipe, bracing and for pumping and drainage facilities. The
bottom of the excavations shall be firm and dry and in all respects acceptable to the
Engineer. Trench width shall be practical minimum.

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E. Excavation and dewatering shall be accomplished by methods which preserve the
undisturbed state of subgrade soils. The trench may be excavated by machinery to, or
just below the designated subgrade, provided that material remaining in the bottom of
the trench is no more than slightly disturbed. Subgrade soils which become soft, loose,
"quick", or otherwise unsatisfactory as a result of inadequate excavation, dewatering or
other construction methods shall be removed and replaced by screened gravel fill as
required by the Engineer at the Contractor's expense.
F. Clay and organic silt soils are particularly susceptible to disturbance due to construction
operations. When excavation is to end in such soils, use a smooth-edge bucket to
excavate the last 1-ft of depth.
G. Where pipe is to be laid in screened gravel bedding, the trench may be excavated by
machinery to the normal depth of the pipe provided that the material remaining in the
bottom of the trench is no more than slightly disturbed.
H. All excavation, trenching and related sheeting, bracing, etc, shall comply with the
requirements of OSHA excavation safety standards (29 CFR Part 1926.650 Subpart P)
and State requirements. Where conflict between OSHA and State regulations exists, the
more stringent requirements shall apply.
I. Where, in the opinion of the Engineer, the excavated material is unsuitable for backfill,
the Contractor shall make reasonable efforts to remove roots, debris, and foreign
material and, when necessary, make reasonable efforts to dewater the excavated
material such that it meets the requirements for common or select fill.

3.3 DISPOSAL OF MATERIALS
A. Excavated material shall be stacked without excessive surcharge on the trench bank or
obstructing free access to hydrants and gate valves. Inconvenience to traffic and
abutters shall be avoided. Excavated material shall be segregated for use in backfilling
as specified below.
B. It is expressly understood that no excavated material shall be removed from the site of
the work or disposed of, except as directed by the Engineer. When removal of surplus
and unsuitable materials has been approved by the Engineer, dispose of such surplus
material in approved designated areas at no additional cost to the Owner.
C. Should conditions make it impracticable or unsafe to stack material adjacent to the
trench, the material shall be hauled and stored at a location provided by the Contractor
and at no additional cost to the Owner. When required, it shall be re-handled and used
in backfilling the trench at no additional cost to the Owner.

3.4 SHEETING AND BRACING
A. Furnish, put in place and maintain sheeting and bracing required by Federal, State or
local safety requirements to support the sides of the excavation and prevent loss of
ground which could endanger personnel, damage or delay the work or endanger
adjacent structures. If the Engineer is of the opinion that at any point sufficient or proper
supports have not been provided, he/she may order additional supports placed at the
expense of the Contractor. Compliance with such order shall not relieve the Contractor
from his/her responsibility for the sufficiency of such supports. Care shall be taken to
prevent voids outside of the sheeting, but if voids are formed, they shall be immediately
filled and rammed.

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B. Where sheeting and bracing is required to support the sides of trenches, engage a
Professional Engineer, registered in the State of North Carolina, to design the sheeting
and bracing. The sheeting and bracing installed shall be in conformity with the design
and certification of this shall be provided by the Professional Engineer.
C. When moveable trench bracing such as trench boxes, moveable sheeting, shoring or
plates are used to support the sides of the trench, care shall be taken in placing and
moving the boxes or supporting bracing to prevent movement of the pipe, or
disturbance of the pipe bedding and the screened gravel backfill. When installing flexible
pipe (PVC, etc.), trench boxes, moveable sheeting, shoring or plates shall not be allowed
to extend below mid-diameter of the pipe. As trench boxes, moveable sheeting, shoring
or plates are moved, screened gravel shall be placed to fill any voids created and the
screened gravel and backfill shall be re-compacted to provide uniform side support for
the pipe.
D. Permission will be given to use steel sheeting in lieu of wood sheeting for the entire job
wherever the use of sheeting is necessary. The cost for use of sheeting will be included
in the bid items for pipe and shall include full compensation for driving, bracing and later
removal of sheeting.
E. All sheeting and bracing shall be carefully removed in such manner as not to endanger
the construction of other structures, utilities, or property, whether public or private. All
voids left after withdrawal of sheeting shall be immediately refilled with sand by
ramming with tools especially adapted to that purpose, by watering or otherwise as
directed.
F. No payment will be given for sheeting, bracing, etc., during the progress of the work. No
payment will be given for sheeting which has actually been left in the trench for the
convenience of the Contractor.
G. Sheeting driven below mid-diameter of any pipe shall remain in place from the driven
elevation to at least 1-ft above the top of the pipe.

3.5 TEST PITS
A. Excavation of test pits may be required for the purpose of locating all known and
unknown underground utilities or structures as an aid in establishing the precise
location of new work.
B. Test pits shall be backfilled as soon as the desired information has been obtained. The
backfilled surface shall be maintained in a satisfactory condition for travel until
resurfaced as specified.

3.6 EXCAVATION BELOW GRADE AND REFILL
A. Whatever the nature of unstable material encountered or the groundwater conditions,
trench drainage shall be complete and effective.
B. If the Contractor excavates below grade through error or for the Contractor's own
convenience, or through failure to properly dewater the trench, or disturbs the
subgrade before dewatering is sufficiently complete, he may be directed by the Engineer
to excavate below grade as set forth in the following paragraph, in which case the work
of excavating below grade and furnishing and placing the refill shall be performed at his
own expense.
C. If the material at the level of trench bottom consists of fine sand, sand and silt or soft

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earth which may work into the granular bedding material notwithstanding effective
drainage, the subgrade material shall be removed to the extent directed and the
excavation refilled with a 6-in layer of coarse sand, or a mixture graded from coarse sand
to the fine peastone, as approved by the Engineer, to form a filter layer preserving the
voids in the bedding material of the pipe. The composition and gradation of the bedding
material shall be approved by the Engineer prior to placement. Granular bedding
material shall then be placed in 6-in layers thoroughly compacted up to the normal
grade of the pipe.
D. Geotextile filter fabric may be substituted for filter layer if approved by the Engineer.
Filter fabric shall be Mirafi 140N; Supac equivalent, or equal.

3.7 BACKFILLING
A. As soon as practicable after the pipe has been laid and jointed, backfilling shall begin
and thereafter be prosecuted expeditiously. Bedding gravel, shall be placed as shown
on the Drawings for the type of pipe installed.
B. Following placement of bedding stone, backfill with select common fill to a depth of 2
feet above the top of pipe.
C. Where the pipes are laid cross-country, the remainder of the trench shall be filled with
common fill material in layers not to exceed 6-in and mounded 6-in above the existing
grade or as directed. Where a loam or gravel surface exists prior to cross-country
excavations, it shall be removed, conserved and replaced to the full original depth as
part of the work under the pipe items. In some areas it may be necessary to remove
excess material during the clean-up process, so that the ground may be restored to its
original level and condition.
D. Where the pipes are laid in streets, the remainder of the trench shall be backfilled with
common fill material, to the depth shown on the Drawings, in layers not to exceed 6-
inches. All backfill and compaction shall meet the requirements of the North Carolina
Department of Transportation.
E. To prevent longitudinal movement of the pipe, dumping backfill material into the trench
and then spreading will not be permitted until selected material or screened gravel has
been placed and compacted to a level 2-ft over the pipe.
F. Backfill shall be brought up evenly on all sides. Each layer of backfill material shall be
thoroughly compacted by rolling, tamping, or vibrating with mechanical compacting
equipment or hand tamping, to 95 percent compaction (as defined by ASTM D698,
Method D.) If rolling is employed, it shall be by use of a suitable roller or tractor, being
careful to compact the fill throughout the full width of the trench.
G. Backfill around structures and manholes shall be selected common fill material
thoroughly compacted. All backfill shall be compacted, especially under and over pipes
connected to the structures.
H. Subject to the approval of the Engineer, fragments of ledge and boulders smaller than
8-in may be used in trench backfill providing that the quantity in the opinion of the
Engineer is not excessive. Rock fragments shall not be placed until the pipe has at least
2-ft of earth cover. Small stones and rocks shall be placed in thin layers alternating with
earth to ensure that all voids are completely filled. Fill shall not be dropped into the
trench in a manner to endanger the pipe.
I. All road surfaces shall be broomed and hose-cleaned immediately after backfilling. Dust
control measures shall be employed at all times.

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3.8 RESTORING TRENCH SURFACE
A. All disturbed surfaces and property thereon, shall be restored to a condition equal to
that existing before construction began, and the Contractor shall maintain and be
responsible for all ditches in paved streets, curbs, gutters, or sidewalks until the
Contractor repaves the trench cuts. The Contractor, with permission of the Engineer,
may place temporary or permanent asphaltic material in the cut.
B. Where the trench occurs adjacent to paved streets, in shoulders, sidewalks, or in cross-
country areas, thoroughly consolidate the backfill and shall maintain the surface as the
work progresses. If settlement takes place, immediately deposit additional fill to restore
the level of the ground.
C. In and adjacent to streets, the top 12-in layer of trench backfill shall consist of
compacted granular bedding material. Backfill, compaction and restoration shall be in
strict accordance with all state and local highway/road requirements and standards.
D. The surface of any driveway or any other area which is disturbed by the trench
excavation and which is not a part of the paved road shall be restored to a condition at
least equal to that existing before work began.
E. In sections where the pipeline passes through grassed areas, and at the Contractor's
own expense, remove and replace the sod, or loam and seed the surface to the
satisfaction of the Engineer.
F. All easements will be seeded with a quality fescue grass and left so they can be mowed
by conventional mowers, unless approved for rip-rap or other specified material. The
Contractor shall guarantee a good uniform stand of grass and shall reseed any bare or
thin spots. The Contractor shall be responsible for a one-year warranty on materials and
workmanship.

END OF SECTION

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EROSION AND SEDIMENTATION CONTROL 02776-1

SECTION 02276

EROSION AND SEDIMENTATION CONTROL

PART 1 - GENERAL

1.1 SCOPE OF WORK
A. The work shown on the Drawings and specified herein shall constitute the erosion
control plan for this Project in conformance with the North Carolina Sedimentation
Pollution Control Act. The erosion control plan shown is based on the anticipated
construction methods and sequences, and includes the principal measures required.
Other erosion control measures may be required to prevent sedimentation and erosion
resulting from the actual means, methods and techniques employed during
construction. Provide and pay for all required erosion and sedimentation control
measures and comply with the erosion and sedimentation control plan approved by NC
DEQ for this Project.
B. Temporary erosion control measures may include work outside the construction limits
where such work is necessary as a result of construction, such as haul roads, equipment
storage sites, and disposal of waste or debris. Replace, restore, and pay for all damages
to public or private property caused during construction.
C. All construction activities required under this project shall comply with the North
Carolina Sedimentation Pollution Control Act and the Rules and Regulations
promulgated pursuant to the provisions of said Act.

1.2 RELATED WORK
A. Section 02100: Site Preparation.
B. Section 02140: Dewatering and Drainage.
C. Section 02200: Earthwork.
D. Section 02486: Loaming, seeding and mulching.

1.3 SUBMITTALS
A. Submit to Engineer product data for all materials used for temporary erosion control.

PART 2 - PRODUCTS

2.1 SILT FENCES (AS NEEDED)
A. Silt fence shall be a prefabricated commercial product made of a woven, polypropylene,
ultraviolet resistant material such as "Envirofence" by Mirafi Inc., Charlotte, NC or equal.
B. Woven wire fencing shall conform to ASTM A 116 for Class 3 galvanizing. Fabric shall be
a minimum of 32- in wide and shall have a minimum of 6 line wires with 12 -in stay
spacing. The top and bottom wires shall be 10 gauge while the intermediate wires shall
be 12-1/2 gauge. Wire fabric shall be fastened to wood posts with not less than No. 9
wire staples 1-1/2-in long.
C. Posts shall be spaced at a 10-ft maximum or as required by the erosion and
sedimentation control plan. Steel posts shall be a minimum of 5-ft long and be of the

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self-fastener angle steel pipe. No wooden posts shall be allowed.

2.2 EROSION CONTROL STONE
A. Stone used in temporary rock check dams shall be class B erosion control stone with d50 equal
to 9-in and diameters no larger than 14 in.

2.3 NO. 57 STONE
A. No. 57 stone shall conform to the following requirements for gradation, percent by
weight passing each sieve:
• 1-1/2-in 100%
• 1-in 95-100%
• 1/2-in 25-60%
• No. 40 0-10%
• No. 80 0-5%

2.4 RIPRAP
A. Riprap shall be composed of a well-graded mixture down to 1-in diameter particles such
that 50% of the mixture by weight shall be larger than 6-in diameter. A well-graded
mixture as used herein is defined as a mixture composed primarily of the larger stone
sizes but with a sufficient mixture of other sizes to fill the progressively smaller voids
between the stones. The diameter of the largest stone size in such a mixture shall be 15
in.
B. Riprap shall be uniformly placed, sound, durable field or quarry stone shaped roughly as
rectangular blocks and of suitable quality to insure permanence in the condition in
which it is to be used. Rounded stones, boulders, sandstone, or similar soft stone will
not be acceptable. Material shall be free from overburden, spoil, shale, and organic
material. Each load of riprap shall be reasonably well graded from the smallest to the
maximum size specified and shall conform to NCDOT Specifications (Class 1). One
dimension of each exposed riprap shall not be less than 12-in. The joints in the riprap
shall be filled with spalls of suitable size to construct a solid, stable slope, free from large
voids and defects.

2.5 FILTER CLOTH
A. Plastic filter cloth shall be woven of polypropylene monofilament yarns equivalent to
Poly-Filter X as manufactured by Carthage Mills, Inc.

2.6 STOCKPILE COVERS
A. Polyethylene rolls 12-ft wide, 20 mils minimum thickness shall be used for stockpile
covers.

2.7 EROSION CONTROL MATTING
A. Erosion control matting shall provide bank stabilization for slopes until a permanent
vegetative cover is established. Erosion control blanket material shall be excelsior, straw

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with netting, or an acceptable alternative.

2.8 PERMANENT SEEDING
A. Permanent seeding shall be as follows:
Tall Fescue and Bermuda 100 lbs/ac

PART 3 - EXECUTION

3.1 GENERAL
A. Construct temporary erosion control measures i.e., construction entrances and inlet
protection as shown on the Drawings or as indicated by the approved erosion and
sedimentation control plan. All erosion control work shall be constructed prior to
ground disturbance in the affected area. Install permanent seeding and matting on a
daily basis as indicated by the approved erosion and sedimentation control plan
B. Remove all soil material tracked onto streets as construction progresses.

3.2 MAINTENANCE
A. Maintain all erosion control facilities in an operable condition consistent with the
requirements of the Sediment Pollution Control Act. If silt fences are needed, remove
sediment from behind silt fences after each rain.

END OF SECTION

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LOAMING, SEEDING, AND MULCHING 02286 - 1
SECTION 02486

LOAMING, SEEDING, AND MULCHING

PART 1 - GENERAL

1.1 SCOPE OF WORK
A. Furnish all labor, materials, equipment, and incidentals necessary and place loam, finish
grade, seed, and maintain all seeded areas as specified herein including all areas disturbed
by construction operations.

1.2 RELATED WORK
A. Section 02100: Site Preparation.
B. Section 02200: Earthwork.
C. Section 02276: Erosion and Sedimentation Control.

1.3 SUBMITTALS
A. Submit to the Engineer complete product data for all materials furnished under this
Section, including seed mixtures and product label information.
B. Submit to the Engineer samples of all materials for inspection and acceptance if requested.

PART 2 - PRODUCTS

2.1 MATERIALS
A. Loam shall be fertile, natural soil, typical of the locality; free from large stones, roots,
sticks, peat, weeds and sod; obtained from naturally well drained areas; not excessively
acid nor alkaline, nor contain toxic material harmful to plant growth. Topsoil stockpiled as
specified may be used, but additional loam shall be furnished at no additional expense, if
required.
B. Fertilizer shall be complete commercial fertilizer, 10-10-10 grade. It shall be delivered to
the site in the original unopened containers each showing the manufacturer's guaranteed
analysis. Store fertilizer so that when used it shall be dry and free flowing.
C. Lime shall be ground limestone containing not less than 85 percent calcium and
magnesium carbonates.
D. Seed shall be from the same or previous year's crop; each variety of seed shall have a
percentage of germination not less than 90, a percentage of purity not less than 85, and
shall have not more than one percent weed content.
E. Seed shall be furnished and delivered premixed in the proportions specified in Paragraph
3.02 E. A manufacturer's certificate of compliance to the specified mixes shall be
submitted by the manufacturer for each seed type. These certificates shall include the
guaranteed percentages of purity, weed content and germination of the seed, and also
the net weight and date of shipment.
F. No seed may be sown until the required certificates have been submitted.
G. Seed shall be delivered in sealed containers bearing the dealer's guaranteed analysis.
H. Erosion control blanket to be placed over all trench backfill areas and shall consist of wood
excelsior with 80% 6-inch fibers or greater fiber length with the top of the blanket covered
with photo-degradable or biodegradable netting. Blanket shall be of consistent thickness
with fibers evenly distributed throughout the entire area of the blanket. Blanket shall be

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recommended by manufacturer for use on slopes up to 1.5:1, stormwater channel
velocities up to 5 fps, and flow shear stresses up to 2 lbs/sf. Install blanket in accordance
with manufacturer's recommendations.

PART 3 - EXECUTION

3.1 APPLICATION
A. Loam shall be placed to a minimum depth of 4 inches.
B. Lime shall be applied at the rate of 1-1/2 tons per acre.
C. Fertilizer shall be applied at the rate of 800 pounds per acre.
D. Staple erosion control matting in accordance with manufacturer's recommendations for
the proposed applications.

3.2 INSTALLATION
A. At the end of each working day, all exposed trenches will be bacicfilled, seeded, and
covered with erosion control matting.
B. No seeding should be undertaken in windy or unfavorable weather, when the ground is
too wet to rake easily, when it is in a frozen condition, or too dry.
C. The subgrade of all areas to be loamed and seeded shall be raked and all rubbish, sticks,
roots, and stones larger than 2 inches shall be removed. Loam shall be spread and lightly
compacted to finished grade. Compacted loam shall not be less than the depth specified.
No loam shall be spread in water or while frozen or muddy.
D. After the loam is placed and before it is raked to true lines and rolled, limestone shall be
spread evenly over the loam surface and thoroughly incorporated with loam by heavy
raking to at least one half the depth of loam.
E. Fertilizer shall be uniformly spread and disked or roto-tilled to a depth of at least 4 inches.
F. Immediately following this preparation the seed shall be uniformly applied and lightly
raked into the surface. Lightly roll the surface and water with fine spray. Seed shall be
applied, depending on the period of year, at the following rates:

Seeding Date Seed Rates

Aug 15 — Nov 15 Kentucky Tall Fescue #31
Bermuda (unhulled)
100 lbs/acre
15 lbs/acre

Nov 15 — Mar 1 Kentucky Tall Fescue #31
Rye grain
100 lbs/acre
30 lbs/acre

Mar 1 - May 1 Kentucky Tall Fescue #31
Bermuda (hulled)
100 lbs/acre
30 lbs/acre

May 1— Aug 15 Bermuda (hulled) 30 lbs/acre
G. All seeded areas shall be covered with erosion control matting to be installed in
accordance with the manufacturers direction, and as shown on the drawings.

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3.3 MAINTENANCE AND PROVISIONAL ACCEPTANCE
A. Keep all seeded areas watered and in good condition, reseeding if and when necessary
until a good, healthy, uniform growth is established over the entire area seeded. Maintain
seeded areas in an approved condition including a minimum of two mowings of the lawn
areas until provisional acceptance. Mowing shall be scheduled so as to maintain a
minimum stand height of 4 inches. Stand height shall be allowed to reach 7-9 inches prior
to mowing.
B. On slopes, protect against washouts by approved methods. Any washout which occurs
shall be regraded and reseeded at no additional expense to Owner until a good sod is
established.
C. The Engineer will inspect all work for provisional acceptance at the end of the eight week
grass maintenance period, upon the written request, received at least ten days before the
anticipated date of inspection.
D. A satisfactory stand will be defined as follows:
1. No bare spots larger than 3 square feet.
2. No more than 10 percent of total area with bare spots larger than 1 square foot.
3. Not more than 15 percent of total area with bare spots larger than 6-in square.
E. Furnish full and complete written instructions for maintenance of the lawns to the Owner
at the time of provisional acceptance.
F. The inspection by the Engineer will determine whether maintenance shall continue in any
area of manner.
G. After all necessary corrective work and clean-up has been completed, and maintenance
instructions have been received by the Owner, the Engineer will certify in writing the
provisional acceptance of the lawn areas. Maintenance of lawns, or parts of lawns, shall
cease on receipt of provisional acceptance.

3.4 GUARANTEE PERIOD AND FINAL ACCEPTANCE
A. All seeded areas shall be guaranteed for not less than one full year from the time of final
completion.
B. At the end of the guarantee period, inspection will be made by the Owner upon written
request submitted at least ten days before the anticipated date. Lawn areas not
demonstrating satisfactory stands as outlined above, as determined by the Owner, shall
be renovated, reseeded and maintained meeting all requirements as specified herein.
C. After all necessary corrective work has been completed, the Owner shall certify in writing
the final acceptance of the lawns.

END OF SECTION

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BITUMINOUS CONCRETE PAVEMENT AND APPURTENANCES 02575 - 1
SECTION 02575

BITUMINOUS CONCRETE PAVEMENT AND APPURTENANCES

PART 1 - GENERAL

1.1 SCOPE OF WORK
A. Furnish all labor, materials, equipment and incidentals required to repair/replace
bituminous paved roadways, parking areas, temporary paving, markings, tie-ins to
existing paving, and appurtenances disturbed as part of the Work.
B. Maintain pavements during the guarantee period of one (1) year. Promptly refill and
repave areas which have settled or are otherwise unsatisfactory for traffic.

1.2 RELATED WORK
A. Section 02100: Site Preparation.
B. Section 02200: Earthwork.

1.3 SUBMITTALS
A. Submit to the Engineer shop drawings and product data showing materials, dimensions,
layouts and details of construction, and accessories required.

1.4 REFERENCE STANDARDS
A. Where reference is made to the standards listed below, the revision in effect at the time
of bid opening shall apply.
B. Except as otherwise specified herein, the current Standard Specifications for Roads and
Structures as issued by the State of North Carolina, Department of Transportation
(NCDOT), shall apply to materials and workmanship required for temporary and
permanent pavements.

PART 2 - PRODUCTS

2.1 MATERIALS
A. Bituminous Concrete Paving wearing course shall be Class 1-2 meeting NCDOT
standards.
B. Bituminous concrete binder course shall be type H meeting NCDOT standards.
C. Asphalt - Tack coat shall consist of either emulsified asphalt, or cutback asphalt,
conforming to the above referenced NCDOT Specifications.
D. Gravel Sub-base (bank-run gravel) shall be as specified in Section 02200.

PART 3 - EXECUTION

3.1 CUTTING PAVEMENT
A. Cut and remove existing pavement as necessary for installing the new pipe lines and
appurtenances, for making connections to existing pipe lines, and for making tie-ins
between existing and new pavements.

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B. Pavements to be cut shall be marked neatly, paralleling pipelines and street lines.
Asphalt pavement shall be cut along the markings with a jackhammer, rotary saw or
other suitable tool. Concrete pavement, and asphalt pavement on concrete base, shall
be scored to a depth approximately 2 inches below the surface of the concrete along
the marked cuts. Scoring shall be done by use of a rotary saw, after which the pavement
may be broken below the scoring with a jackhammer or other suitable equipment.
C. No pavement shall be machine pulled until completely broken and separated along the
marked cuts.

3.2 PAVEMENT REPAIR AND REPLACEMENT
A. All existing pavement cut or damaged by construction shall be repaired to match the
original surface material and original grade unless otherwise specified or shown on the
Drawings. Materials and construction procedures for subbase, base course, and
pavement repair shall conform to NCDOT standards
B. The width of all repairs shall extend at least 24-in beyond the excavation or limits of any
damaged section. The edge of the pavement to be left in place shall be saw cut to a true
edge so as to provide a clean edge to abut the repair. The line of the repair shall be
reasonably uniform with no unnecessary irregularities.
C. After all repair and restoration or paving has been completed, all excess asphalt, dirt,
rock and other debris shall be removed from the roadways. All storm sewers and inlets
shall be checked and cleaned of any construction debris.
D. The pavement adjacent to pipeline trenches shall neither be disturbed nor damaged. If
the adjacent pavement is disturbed or damaged, irrespective of cause, the damaged
pavement shall be removed and replaced at no expense to Owner.

3.3 TRENCH PAVEMENT RESTORATION
A. If points of settlement or holes appear in the pavement, repair the same within three
days of notification by the Engineer or Owner. If after due notice, if failure to make the
repairs is evident, the work will be done by the Owner and the total cost of such repairs
will be charged to the Contractor.

3.4 TESTING
A. Field testing may be performed by an independent laboratory employed by the Owner.
All materials shall be tested and certified by the producer. Tests repeated because sub-
grade or base does not meet the specified compaction shall be at the Contractor's
expense.

3.5 ADJUSTING EXISTING STRUCTURES
A. Existing manholes, inlets, valve boxes, etc., within the limits of the proposed work,
which do not conform to the finished grade of the proposed pavement or the finished
grade designated on the Drawings for such structure shall be cut down or extended and
made to conform to the new grade.
The materials and construction methods for this work shall be approved by the
Engineer.

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3.6 MISCELLANEOUS RESTORATION
A. Sidewalks cut or damaged by construction shall be restored in full sections or blocks to
a minimum thickness of four inches. Concrete curb or curb gutter shall be restored to
the existing height and cross section in full sections or lengths between joints. Concrete
shall be as specified on the Drawings. Grassed yards, shoulders, and parkways shall be
restored to match existing sections with sod of a type matching the existing grass.
B. Concrete driveways shall be repaired with nonstructural concrete having a minimum
compressive strength of 2,500 psi according to the applicable portions of the NCDOT
Standard Specifications. The minimum thickness shall be 6-inches with 6x6x10x10
welded wire fabric reinforcement embedded within the concrete. Expansion material
shall be placed in the joint between old and new concrete. Saw joints shall be placed as
approved by the Engineer. Minimum driveway restoration shall extend from roadway
edge of pavement to the first expansion joint in the driveway.
C. Asphalt drives shall be repaired with asphaltic base concrete with Type III Top, or all
Type III. Asphaltic concrete repair shall consist of minimum of 6-inches or the thickness
of the existing base material, whichever is greater. The repair shall extend a minimum
of 2-feet wider than the top of the trench and to the depth of the existing driveway. The
Contractor shall match the thickness of the existing driveway. When existing driveway
had a seal coat, the Contractor shall match the existing construction.
D. In chip and seal, oil-mat epoxy sealed and gravel pavements decorative driveways,
wearing surfaces shall be replaced with the same or better quality material as that
removed or damaged. The repair shall extend a minimum of 2-feet wider than the top
of the trench and to the depth of the existing driveway. The repair shall be to the
satisfaction of the owner.
E. Any driveway affected by construction shall be repaired in sections, rather than
patched, in a manner consistent with the original construction of the driveway. The
original driveway shall be cut back to a straight vertical transverse joint or to an existing
joint as approved by the Engineer. New driveways will be placed to the edge of the road.

3.7 CLEANUP
A. After all repair and restoration or paving has been completed, all excess asphalt, dirt,
and other debris shall be removed from the roadways. All existing storm sewers and
inlets shall be checked and cleaned of any construction debris.

3.8 MAINTENANCE AND GUARANTEE
A. All wearing surfaces shall be maintained in good order and be suitable for traffic at all
times for a period of one (1) year after Final Completion and acceptance of the Work.
B. At the end of the maintenance period, a final inspection will be made of the repaired
and new surfaces and any settlement or depression shall be repaired as specified above.

END OF SECTION

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PRECAST CONCRETE MANHOLES AND STRUCTURES 02605-1

SECTION 02605

PRECAST CONCRETE MANHOLES AND STRUCTURES

PART 1 - GENERAL

1.1 SCOPE OF WORK
A. Furnish all labor, materials and equipment required and install precast concrete manholes,
structures, frames and covers, manhole rungs, and appurtenances as shown on the
Drawings and as specified herein.

1.2 RELATED WORK
A. Section 02200: Earthwork, excavation and backfill, screened gravel bedding.
B. Section 03301: Concrete and Reinforcing Steel.

1.3 SUBMITTALS
A. Submit to the Engineer shop drawings, product data, materials of construction, and details
of installation. Submittals shall include at least the following:
1. Base sections, riser sections, eccentric and concentric conical top sections, and flat slab
tops, with notarized certificate indicating compliance with ASTM C478.
2. Pipe connection to manhole.
3. Manhole rungs, including method of installation and notarized certificate indicating
compliance with pull-out resistance test specified herein.
4. Manhole frame and cover with notarized certificate indicating compliance with ASTM
A48, Class 30.
5. Method of repair for minor damage to precast concrete sections.
6. Sewer brick with notarized certificate indicating compliance with ASTM C32, Grade 55.
7. Design Data for Precast concrete structures:
a. Sectional plans and elevations showing dimensions and reinforcing steel
placement.
b. Structural calculations including assumptions.
c. Concrete design mix.
B. Test Reports
1. Precast concrete structures: submit six copies of concrete test cylinder reports from an
approved testing laboratory certifying conformance with this Section.

1.4 REFERENCE STANDARDS
A. American Society for Testing and Materials (ASTM)
1. ASTM A48 - Standard Specification for. Gray Iron Castings.
2. ASTM A615 - Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete
Reinforcement.
3. ASTM C32 - Standard Specification for Sewer and Manhole Brick (Made from Clay or
Shale).
4. ASTM C33 - Standard Specification for Concrete Aggregates.

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5. ASTM C62 - Standard Specification for Building Brick (Solid Masonry Units Made from
Clay or Shale)
6. ASTM C150 - Standard Specification for Portland Cement
7. ASTM C207 - Standard Specification for Hydrated Lime for Masonry Purposes
8. ASTM C443 - Standard Specification for Joints for Circular Concrete Sewer and Culvert
Pipe, Using Rubber Gaskets
9. ASTM C478 - Standard Specification for Precast Reinforced Concrete Manhole Sections
10. ASTM D4101 - Standard Specification for Propylene Plastic Injection and Extrusion
Materials.
B. American Concrete Institute (ACI)
1. ACI 318 - Building Code Requirements for Reinforced Concrete
2. ACI 350R - Environmental Engineering Concrete Structures
C. American Association of State Highway and Transportation Officials (AASHTO)
1. Standard Specifications for Highway Bridges
D. Occupational Safety and Health Administration (OSHA)
E. Where reference is made to one of the above standards, the revision in effect at the time
of bid opening shall apply.

1.5 QUALITY ASSURANCE
A. All material shall be new and unused.
B. Materials' quality, manufacturing process and finished sections are subject to inspection
and approval by Engineer or other Owner representative. Inspection may be made at place
of manufacture, at work site following delivery, or both.
C. Materials will be examined for compliance with ASTM standards, this Section and approved
manufacturer's drawings. Additional inspection criteria shall include: appearance,
dimensions(s), Misters, (Tanks and soundness.
D. Materials shall be rejected for failure to meet any requirements specified herein. Rejection
may occur at place of manufacture, at work site, or following installation. Mark for
identification rejected materials and remove from work site immediately. Rejected
materials shall be replaced at no cost to Owner.
E. Repair minor damage to precast concrete sections by approved method, if repair is
authorized by Engineer.

PART 2 - PRODUCTS

2.1 GENERAL
A. Reference to a manufacturer's name and model or catalog number is for the purpose of
establishing the standard of quality and general configuration desired.
B. Like items of materials/equipment shall be the end products of one manufacturer in order
to provide standardization for appearance, operation, maintenance, spare parts and
manufacturer's service.
C. Provide lifting lugs or holes in each precast section for proper handling.

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2.2 PRECAST CONCRETE MANHOLE SECTIONS
A. Precast concrete base sections, riser sections, transition top sections, and flat slab tops shall
conform to ASTM 0478 and meet the following requirements:
1. Bottom slab thickness shall equal the riser wall thickness or flat slab top thickness,
whichever is greater.
2. Top section shall be eccentric cone where cover over pipe exceeds 4-ft. Top section shall
be a flat slab where cover over top of pipe is 4-ft or less.
3. Base, riser and transition top sections shall have tongue and groove joints.
4. Sections shall be cured by an approved method.
5. Precast concrete sections shall be shipped after concrete has attained 3,000 psi
compressive strength.
6. Design precast concrete base, riser, transition top, flat slab top and grade ring for a
minimum 300 psf loading plus earth load. Calculate earth load with a unit weight of 130
pcf.
7. Mark date of manufacture, name and trademark of manufacturer on the inside of each
precast section.
8. Construct and install precast concrete base as shown on the Drawings.
9. Provide integrally cast knock-out panels in precast concrete manhole sections at
locations, and with sizes shown on Drawings. Knock-out panels shall have no steel
reinforcing.

2.3 PRECAST CONCRETE STRUCTURES
A. Precast reinforced concrete structures shall be manufactured by N.C. Products, Stay-Rite,
Tindall, or equal. Refer to Drawings for inside dimensions, headroom requirements and
minimum thickness of concrete.
B. Manufacturer shall notify Engineer at least 5 working days prior to placing concrete during
manufacturing process. Engineer may inspect reinforcing steel placement prior to placing
concrete.
C. Structural design calculations and Drawings shall be prepared and stamped by a
professional engineer registered in North Carolina.
D. Design Criteria
1. Precast concrete
a. Minimum compressive strength shall be 5,000 psi at 28 days.
b. Maximum water content shall be six gallons per 94-pound sack of cement.
c. Minimum cement content shall be six 94 pound sacks of cement per cubic yard
of concrete.
2. Manufactured products
a. Conform to ACI 318 and ACI 350R.
b. Analyze walls and slabs using accepted engineering principals.
c. When "fy" exceeds 40,000 psi, "z" (ACI 318) shall not exceed 95,000 psi. "fs" shall
not exceed 50 percent of "fy".
d. Design products to support their own weight, weight of soil at 120 pcf, and a live
load equal to 300 psf applied to top slab.
e. Cast base slab and walls together to form a monolithic base section.

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f. Design structure walls for a water pressure of 90 psf. Originate pressure diagram
at finished ground surface. Include lateral pressure from vehicles in accordance
with AASHTO.
g. Consider discontinuities in structure produced by openings and joints. Provide
additional reinforcing around openings. Frame openings to carry full design loads
to support walls.
h. Prevent flotation, with ground water level at finished ground surface, by dead
weight of structure and soil load above structure. Do not consider skin friction,
soil friction, or weight of equipment in structure.
i. Locate horizontal wall joints 18-in minimum from horizontal centerline of wall
openings.
j. Design structure with a minimum number of joints. Maximum number of
structure sections, including top slab, shall be four.
k. Provide lifting hooks for top slab.
1. Locate access openings, wall sleeves and pipe penetrations as shown on
Drawings.
m. Wall sleeves shall be provided by the precast concrete manufacturer.

2.4 BRICK MASONRY
A. Bricks shall be sound, hard, uniformly burned, regular and uniform in shape and size.
Underburned or salmon brick shall not be acceptable. Only whole brick shall be used.
1. Bricks for channels and shelves shall conform to ASTM C32, Grade SS except that the
mean of five tests for absorption shall not exceed 8 percent and no individual brick
exceed 11 percent.
2. Bricks for raising manhole frames to finished grade shall conform to ASTM C62.
B. Mortar shall be composed of 1 part Portland cement, 2 parts sand, and hydrated lime not
to exceed 10-lbs to each bag of cement. Portland cement shall be ASTM C150, Type II;
hydrated lime shall conform to ASTM C207.
C. Sand shall be washed, cleaned, screened, well graded with all particles passing a No. 4 sieve
and conform to ASTM C33.

2.5 MANHOLE FRAME AND COVER
A. Manhole frames and covers shall be of good quality, strong, tough, even grained cast iron,
smooth, free from scale, lumps, blisters, sand holes and defects of any kind which render
them unfit for the service for which they are intended. Manhole covers and frame seats
shall be machined to a true surface. Castings shall be thoroughly cleaned and subject to
hammer inspection. Cast iron shall conform to ASTM A48, Class 30.
B. Manhole frame and covers shall be as manufactured by Neenah Foundry, or equal.

2.6 JOINTING PRECAST MANHOLE SECTIONS AND STRUCTURES
A. Seal tongue and groove joints of precast manhole and structure sections with either rubber
0-ring gasket or preformed flexible joint sealant. 0-ring gasket shall conform to ASTM C443.
Preformed flexible joint sealant shall be Kent Seal No. 2 as manufactured by Hamilton-Kent;
Ram-Nek as manufactured by K.T. Snyder Company or equal.
B. Completed joint shall withstand 15 psi internal water pressure without leakage or
displacement of gasket or sealant.

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2.7 MANHOLE RUNGS
A. Manhole rungs shall be steel reinforced, copolymer polypropylene, 14-in wide, M.A.
Industries Inc., PF Series or equal. Copolymer polypropylene shall conform to ASTM D4101
Classification PP200 B33450 Z02. Steel reinforcing shall be 1/2-in diameter, conforming to
ASTM A615, Grade 60 and shall be continuous throughout rung.

2.8 PIPE CONNECTIONS TO MANHOLE
A. Connect pipe to manhole in the following ways:
1. Grout in place - Precast manhole section shall have a formed, tapered circular opening
larger than the pipe outside diameter. Grout shall be non-shrink and waterproof equal to
Hallemite, Waterplug or Embeco. Plastic pipe shall have a waterstop gasket secured to
pipe with a stainless steel clamp.
2. Flexible sleeve - Integrally cast sleeve in precast manhole section or install sleeve in a
formed or cored opening. Fasten pipe in sleeve with stainless steel clamps. Coat stainless
steel clamps with bituminous material to protect from corrosion. Flexible sleeve shall be
Lock Joint Flexible Manhole Sleeve; Kor-N-Seal connector; PSX Press-Seal Gasket or equal.
3. Compression gasket - Integrally cast compression gasket in precast manhole section.
Insert pipe into compression gasket. Compression gasket shall be A-Lok, or equal.

2.9 DAMPPROOFING
A. Dampproofing shall be Hydrocide 648 by Sonneborn Building Products; Dehydratine 4 by
A.C. Horn Inc; RIW Marine Liquid by Toch Brothers, or equal.

PART 3 - EXECUTION

3.1 INSTALLATION
A. Manhole and Structure Installation.
1. Manholes and structures shall be constructed to the dimensions shown on the Drawings
and as specified herein. Protect all work against flooding and flotation. Construct cast-in-
place bases in accordance with the requirements of Division 3 and the details shown on
the Drawings.
2. Place manhole base on a bed of 12-in screened gravel as shown on the Drawings. Set
manhole base grade so that a maximum grade adjustment of 8-in is required to bring the
manhole frame and cover to final grade.
a. Use precast concrete grade rings or brick and non-shrink mortar to adjust
manhole frame and cover to final grade.
3. Set precast concrete barrel sections and structures plumb with a 1/4-in maximum out of
plumb tolerance allowed. Seal joints of precast barrel sections with either a rubber "0"
ring set in a recess or preformed flexible joint sealant in sufficient quantity to fill 75
percent of the joint cavity. Fill the outside and inside joint with non-shrink mortar and
finished flush with the adjoining surfaces. Leaking barrel section joints shall be c aulked
on the inside with lead wool or non-shrink grout.
4. Allow joints to set for at least 14 hours before backfilling.

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5. Plug holes in the concrete barrel sections required for handling with a non-shrinking
grout or non-shrinking grout in combination with concrete plugs. Finish flush on the
inside.
6. Cut holes in precast sections to accommodate pipes prior to setting manhole sections in
place to prevent jarring which may loosen the mortar joints.
7. Backfill carefully and evenly around manhole sections.
B. Manhole Pipe Connections
1. Construct manhole pipe connections, including pipe stubs, as specified above. Close or
seal pipe stubs for future connections with a gasketed watertight plug.
C. Manhole Rung Installation
1. Steel Reinforced Polypropylene Plastic Manhole Rungs
a. Preform holes for manhole rungs during casting of the riser and cone sections,
using tapered form pins specifically made for preforming manhole rung holes.
b. Drive manhole rungs into preformed holes after concrete has developed a
compressive strength of 3,000 psi.
c. Alternatively, cast manhole rungs into riser and cone sections when concrete is
placed.
d. Drilling holes for manhole rungs may be used to accommodate field conditions
when approved by the Engineer. Drill holes of diameter, spacing and depth
required by manhole rung manufacturer.
2. Pull-out resistance test
a. All manhole rung installation methods shall withstand a pull-out resistance test
of 1,500 pounds.
D. Brickwork
1. Mix mortar only in such quantity as may be required for immediate use. Use mortar
before initial set has taken place. Mortar shall be used within 1-1/2 hours and shall be
constantly worked with hoe or shovel until used. Anti-freeze mixtures shall not be
included in the mortar. Install masonry when the outside temperature is above 40
degrees F unless provisions are made to protect the mortar, bricks and finished work
from frost by heating and enclosing the work with tarpaulins or other suitable material.
2. Construct channels and shelves of brick and concrete as shown on the Drawings. Brick
lined channels shall correspond in shape with the lower half of the pipe. Set shelf
elevation at crown of highest pipe and slope 1-in/ft. to drain toward the flow through
channel. Construct brick surfaces exposed to sewage flow with nominal 2-in by 8-in face
exposed (i.e. bricks on edge).
E. Setting Manhole Frame and Cover
1. Set manhole covers and frames in a full mortar bed. Utilize bricks or precast concrete
grade rings, a maximum of 8-in thick, to assure frame and cover are set to the finished
grade.
2. Set manhole frame and cover to final grade prior to placement of permanent paving.
F. Damp proofing
1. Paint outer surfaces of precast and cast-in-place manholes [and structures] with two
coats of bituminous damp proofing at the rate of 30 to 60 sq. ft. per gallon, in accordance
with manufacturer's instructions.
G. Leakage Tests for Structures
1. Structures shall be visually inspected for possible leaks before backfilling of structures is

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allowed. Leaking joints shall be sealed using approved methods and materials.

3.2 CLEANING
A. Thoroughly clean all manholes and structures of all silt, debris and foreign matter of any
kind, prior to final inspections.

END OF SECTION

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SECTION 02616

DUCTILE IRON PIPE AND FITTINGS

PART 1 - GENERAL

1.1 SCOPE OF WORK
A. Furnish all labor, materials, equipment and incidentals required to install, test, and ready
for operation all ductile iron pipe and fittings as shown on the Drawings and as specified
herein.
B. Piping shall be located substantially as shown on the Drawings. The Engineer reserves the
right to make such modifications in locations as may be found desirable to avoid
interference between existing utilities or for other reasons. Pipe fitting notation is for
general reference. Differing and/or additional fittings shall be furnished and installed
where required to achieve a complete piping system.
C. Where the word "piping" is used it shall refer to pipe, fittings, or appurtenances unless
otherwise noted.

1.2 RELATED WORK

A. Section 02150: Jack and Bore.
B. Section 02200: Earthwork.
C. Section 02575: Bituminous Concrete Pavement and Appurtenances.
D. Section 02640: Valves, Hydrants and Appurtenances.

1.3 SUBMITTALS
A. Submit to the Engineer, in accordance with Section 01300, shop drawings and product
data for all pipe, fittings, and appurtenances specified in this Section.
B. Submit copies of design calculations in accordance with Paragraph 2.02 below.
C. Prior to each shipment of pipe, submit a certified affidavit of compliance from the
manufacturer stating that the pipe, fittings, gaskets, linings and exterior coatings for this
project have been manufactured and tested in accordance with AWWA and ASTM
standards and requirements specified herein.

1.4 REFERENCE STANDARDS
A. American Society for Testing and Materials (ASTM)
1. ASTM A193 - Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials
for High Temperature Service.
2. ASTM A194 - Standard Specification for Carbon and Alloy Steel Nuts for Bolts for High
Pressure and High Temperature Service.
3. ASTM CI50 - Standard Specification for Portland Cement.
B. American Water Works Association (AWWA)
1. AWWA C104 - Cement-Mortar Lining for Ductile-Iron Pipe and Fittings for Water.
2. AWWA C105 - Polyethylene Encasement for Ductile-Iron Pipe System.

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3. AWWA C110 - Ductile-Iron and Gray-Iron Fittings, 3-In Through 48-In (75mm Through
1200mm) for Water and Other Liquids.
4. AWWA C111 - Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.
5. AWWA C150 - Thickness Design of Ductile-Iron Pipe.
6. AWWA C151 - Ductile-Iron Pipe, Centrifugally Cast, for Water or Other Liquids.
7. AWWA C153 - Ductile- Iron Compact Fittings, 3-In Through 16-In, for Water and Other
Liquids.
8. AWWA C550 — Protective Interior Coatings for Valves and Hydrants
9. AWWA C600 - Installation of Ductile-Iron Water Mains and Their Appurtenances.
C. Where reference is made to one of the above standards, the revision in effect at the time
of bid opening shall apply.

1.5 QUALITY ASSURANCE
A. Pipe and fittings shall be new and unused.
B. Each length of ductile iron pipe shall be hydrostatically tested at the point of manufacture
to 500 psi for a duration of 10 seconds per AWWA C151. Testing may be performed prior
to machining bell and spigot. Failure of ductile iron pipe shall be defined as any rupture of
the pipe wall. Certified test results shall be furnished in duplicate to the Engineer prior to
time of shipment.
C. All ductile-iron pipe and fittings to be installed under this project shall be inspected and
tested at the foundry as required by the standard specifications to which the material is
manufactured. Furnish in duplicate to the Engineer sworn certificates of such tests and
their results prior to the shipment of the pipe.
D. All pipe and fittings to be installed under this Contract may be inspected at the plant for
compliance with this Section by an independent testing laboratory selected by the Owner
at the Owner's expense.
E. Inspection of the pipe and fittings will also be made by the Engineer or representative of
the Owner after delivery. The pipe shall be subject to rejection at any time on account of
failure to meet any of the requirements specified herein, even though sample pipes may
have been accepted as satisfactory at the place of manufacture. Pipe rejected after
delivery shall be marked for identification and shall be removed from the site.
F. All pipe and fittings shall be permanently marked with the following information:
1. Manufacturer.
2. Date.
3. Size, type, class, or wall thickness.
4. Standard produced to (AWWA, ASTM, etc.).

1.6 DELIVERY, STORAGE AND HANDLING
A. Care shall be taken in loading, transporting, and unloading to prevent injury to the pipe.
Under no circumstances shall the pipe be dropped or skidded against each other. Slings,
hooks, or pipe tongs shall be used in pipe handling.
B. Materials, if stored, shall be kept safe from damage. The interior of all pipe, fittings and
other appurtenances shall be kept free from dirt or foreign matter at all times.
C. Pipe shall not be stacked higher than the limits recommended by its manufacturer. The

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bottom tier shall be kept off the ground on timbers, rails, or concrete. Stacking shall
conform to manufacturer's recommendations.
D. Gaskets for mechanical and push-on joints to be stored shall be placed in a cool location
out of direct sunlight. Gaskets shall not come in contact with petroleum products. Gaskets
shall be used on a first-in, first-out basis.

PART 2 - PRODUCTS

2.1 MATERIALS
A. Pipe
1. Ductile iron pipe shall conform to AWWA C151. Pipe shall be supplied in standard
lengths as much as possible.
2. Thickness design shall be per AWWA C150, except provide minimum Class 350 for
piping 12-in diameter and smaller, and provide minimum Class 250 for piping from 14-
in and larger diameter.
3. Ductile iron pipe shall be as manufactured by U.S. Pipe and Foundry Company, Inc.;
American Cast Iron Pipe Company; Griffin Pipe; or equal.
B. Joints
1. Ductile iron pipe shall have rubber-gasket push-on or rubber gasket mechanical joints
conforming to AWWA C111. Gasket shall be styrene butadiene (SBR).
2. Restrained joints shall be "Locked-type" joints manufactured by the pipe and fitting
manufacturer that utilize restraint independent of the joint gasket such as TR-FLEX by
U.S. Pipe and Foundry Company, LOK-FAST or LOCK-RING by American Cast Iron Pipe
Company, or equal. Restrained joints shall be suitable for the specified design pressure.
3. The minimum number of restrained joints required for resisting forces at fittings and
changes in direction of pipe shall be determined from the length of restrained pipe on
each side of fittings and changes in direction necessary to develop adequate resisting
friction with the soil. The required lengths of restrained joints shall be as shown on the
Drawings.
4. Sleeve type couplings shall be Dresser Style 38, 138 or equal as indicated on drawings.
5. Restrained mechanical joints may utilize restrained mechanical joint glands by Ebaa Iron
Sales, Inc., Mega-Lug Model. Buried joints shall be completely coated with 4 mils DFT of
bituminous paint before backfilling after assembly of the joints. Joints shall be suitable
for 250 psi working pressure. Mechanical joints shall be supplied with gaskets, follower
glands, and tee bolts and nuts as specified in ANSI/AWWA A21.11/C111 except that the
bolts and nuts shall conform to ASTM A307, Grade B, hot dip galvanized. Meg-Lug is not
suitable for 250 lb pressures.
C. Fittings
1. Pipe fittings shall be ductile iron with pressure rating of 350 psi for 12-in and smaller
piping and 250 psi for 14-in and larger piping. Fittings shall meet the requirements of
AWWA C110 or AWWA C153 as applicable. Fittings shall have the same pressure rating,
as a minimum, of the connecting pipe.
2. Closures shall be made with mechanical joint ductile iron solid sleeves and shall be
located in straight runs of pipe at minimum cover. Location of closures shall be subject
to approval of the Engineer.

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D. Lining and Coatings
1. Ductile iron pipe and fittings shall have a cement mortar lining and asphaltic seal coat
on the inside in accordance with ANSI A21.4.
2. Buried ductile iron pipe and fittings shall be coated on the exterior with a 1 mil thick
bituminous coat in accordance with ANSI A21.51.
3. Ductile iron pipe and fittings installed for the conveyance of gravity sanitary sewer shall
be lined with an approved ceramic epoxy liner. The ceramic epoxy liner shall be Protecto
401 or approved equal. Liners shall be applied per manufacturer’s requirements and
must meet all ASTM requirements. The ceramic epoxy liner cannot be field applied.
4. For reclaimed water piping, at least 3-inch wide marking tape in purple (Pantone 522C),
with 2-inch high, black or white lettering every 36 inches stating "CAUTION: RECLAIMED
WATER — DO NOT DRINK" shall be fastened to the top of the pipe every 10 feet, running
continuously the entire length of the pipeline. The polyethylene tape shall meet the
requirements of ASTM D 1248, Type I, Class A, Grade E-1 for polyethylene plastics
molding and extrusion materials. The tape shall have a minimum tensile strength of
1750 psi, a minimum elongation of 250%, not less than 50 gauge solid aluminum core
and a nominal thickness of 4 mils. The tape shall be composed of 2 mil clear film reverse
— printed laminated to aluminum, foil-laminated to 2 mil clear film and reverse-
printed. Minimum total thickness is 4 mils.
The Contractor shall submit typical samples of the printed marking tape to the Engineer
for approval prior to installation (minimum 6 foot length to show repeat of message).
The Contractor shall deliver to Durham County 1,000 feet of the polyethylene marking
tape after construction is completed.
E. Pipe Restraints
1. Pipe restraint shall be in accordance with the drawings. In cases where pipe restraint
cannot be used, Contractor shall install thrust blocks.

2.2 DUCTILE IRON PIPE DESIGN
A. Ductile iron pipe shall have a minimum tensile strength of 60,000 psi with a minimum yield
strength of 42,000 psi. Design shall be done for external and internal pressures separately
using the larger of the two for the net design thickness. Additional allowances shall be
made for service allowance and casting tolerance per AWWA CI50. The pipe classes
determined for various sizes and conditions shall provide the total calculated thickness at
a minimum or conform to minimum pipe class specified in Paragraph 2.01A2 above,
whichever is greater.
B. Design for the net thickness for external loading shall be taken as the greater of the
following conditions:
1. 2-1/2-ft of cover with AASHTO H-20 wheel loads, with an impact factor of 1.5.
2. Depth from existing ground level of future proposed grade (whichever is greater) to top
of pipe as shown on the Drawings, with truck load.
3. Soil Density: 120 lbs/cu ft
4. Laying Conditions; AWWA C150, Type 2.
C. Design for the net thickness shall be based upon the following i nternal pressure
conditions:
1. Design pressure: 200 psi

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2. Surge allowance: 100 psi
3. Safety factor: 2
4. Total internal pressure design: 2 (200 + 100) = 600 psi
5. EY: 300 psi
D. Copies of design calculations showing that the pipe meets all r equirements specified
herein shall be furnished to the Engineer for approval during shop drawing review in
accordance with Section 01300. A yield strength of 42,000 psi shall be used during design
calculations.

PART 3 - EXECUTION

3.1 GENERAL
A. Care shall be taken in loading, transporting and unloading to prevent injury to the pipe or
coatings. Pipe and fittings shall not be dropped. All pipe and fittings shall be examined
before laying and no piece shall be installed which is found to be defective. Damage to the
pipe coatings shall be repaired per manufacturer's recommendations.
B. If any defective pipe is discovered after it has been laid, it shall be removed and replaced with
a sound pipe in a satisfactory manner. All pipe and fittings shall be thoroughly cleaned
before laying, shall be kept clean until they are used in the work and when installed or
laid, shall conform to the lines and grades required.

3.2 INSTALLING DUCTILE IRON PIPE AND FITTINGS
A. Ductile iron pipe and fittings shall be installed in accordance with requirements of AWWA
C600, except as otherwise specified herein. A firm, even bearing throughout the length of
the pipe shall be provided by digging bell holes at each joint and by tamping backfill
materials at the side of the pipe to the springline. Blocking will not be permitted.
B. All pipe shall be sound and clean before laying. When laying is not in progress, open ends
of the pipe shall be closed by a watertight plug or other approved means. Sufficient backfill
shall be placed to prevent flotation. The deflection at joints shall not exceed 75 percent of
allowable deflection recommended by manufacturer.
C. All buried ductile iron pipe transmission mains shall have a minimum of 3-ft of cover unless
otherwise shown on the Drawings or specified herein.
D. Fittings in addition to those shown on the Drawings shall be provided, where required, in
crossing utilities which may be encountered upon opening the trench. Solid sleeve
closures shall be installed at locations approved by the Engineer.
E. The pipe interior shall be maintained dry and broom clean throughout the construction
period.
F. When cutting pipe is required, the cutting shall be done by machine, leaving a smooth cut
at right angles to the axis of the pipe. Cut ends of pipe to be used with a bell shall be
beveled to conform to the manufactured spigot end. Cement lining shall be undamaged.
Field cut ends shall be sealed with Protecto 401 in accordance with manufacturer's
instructions. Cutting of restrained joint pipe will not be allowed, unless approved in writing
at specific joints in conjunction with the use of restrainer glands by EBAA Iron or field
adaptable restrained joints.
G. Jointing Ductile-Iron Pipe
1. Push-on joints shall be made in strict accordance with manufacturer's instructions and

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AWWA C600. Pipe shall be laid with bell ends looking ahead. A rubber gasket shall be
inserted in the groove of the bell end of the pipe. The joint surfaces shall be cleaned
and lubricated and the plain end of the pipe shall be aligned with the bell of the pipe to
which it is to be joined and pushed home. Joint lubricant shall be provided by the ductile
iron pipe manufacturer.
2. Mechanical joints shall be assembled in strict accordance with the manufacturer's
instructions and AWWA C600. Pipe shall be laid with bell ends looking ahead. To
assemble the joints in the field, thoroughly clean and lubricate the joint surfaces and
rubber gasket. Bolts shall be tightened to the specified torques. Under no condition
shall extension wrenches or pipe over handle of ordinary ratchet wrench be used to
secure greater leverage.
3. Bolts in mechanical or restrained joints shall be tightened alternately and evenly.
4. Restrained joints shall be installed according to pipe manufacturer's instructions.
H. Blow-offs, outlets, valves, fittings, and other appurtenances required shall be set and
jointed as indicated of, the Drawings accordance with the manufacturer's instructions.

3.3 CONNECTIONS TO STRUCTURES
A. Wherever a pipe 3-in in diameter or larger passes from concrete to earth horizontally, two
flexible joints spaced from 2 to 4-ft apart depending on pipe size shall be installed, within
2-ft of the exterior face of the wall, whether or not shown on the Drawings.
B. Wall pipes shall have a thrust collar located at mid-depth of wall.
C. Piping underneath structures shall be concrete encased.

3.4 JACK AND BORE
A. Jack and bore is specified in Section 02150.

3.5 TESTING
A. After installation, the pipe shall be tested for compliance as specified herein. Furnish all
necessary equipment and labor for the pressure test and leakage test on the pipelines.
B. Submit detailed test procedures and method for Engineer's review. In general, testing
shall be conducted in accordance with AWWA C600.
C. Pressure pipelines (including all service laterals) shall be subjected to a hydrostatic
pressure of 200 psig. This test pressure shall be maintained for a minimum of 2 hours. The
leakage rate shall not exceed that indicated in AWWA C600. Provide suitable restrained
bulkheads as required to complete the hydrostatic testing specified.
D. All valves and valve boxes shall be properly located and installed and operable prior to
testing. Bulkheads shall be provided with a sufficient number of outlets for filling and
draining the line and for venting air.
E. Hydrostatic pressure and leakage tests shall conform with Section 4 of AWWA C600.
Furnish gauges, meters, pressure pumps and other equipment needed to fill the line
slowly and perform the required hydrostatic pressure leakage tests.
F. The Owner will provide a source of supply from the existing water reclamation facilities
for Contractor's use in filling pipelines for testing. An air break (reduced pressure zone
backflow preventer by Contractor) shall be maintained at all times between the Owner's
system and the Contractor's equipment to prevent cross-connection. The line shall be
slowly filled with water and the specified test pressure shall be maintained in the pipe for

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the entire test period by means of a pump furnished by the Contractor. Provide accurate
means for measuring the quantity of water required to maintain this pressure. The
amount of water required is a measure of the leakage.
G. Duration of pressure test shall not be less than 2 hours. The leakage test shall be a
separate test following the pressure test and shall not be less than 2 hours duration. All
leaks evident at the surface shall be repaired and leakage eliminated regardless of the
total leakage as shown by test. Lines which fail to meet tests shall be repaired and retested
as necessary until test requirements are complied with. Defective materials, pipes, valves
and accessories shall be removed and replaced.
H. The Owner shall supply, at no cost to the Contractor, a maximum quantity of water equal
to 110 percent of the volume of the pipelines for testing. Additional water required by the
Contractor will be provided at standard billing rates for the volume required.
I. Submit plan for testing to the Engineer for review at least 10 days before starting the test.
J. All reclaimed water used for testing shall be disposed of in a sanitary sewer as directed by
the Engineer.

3.6 CLEANING
A. At the conclusion of the work, thoroughly clean all of the pipe by flushing with water or
other means to remove all dirt, stones, pieces of wood, or other material which may have
entered during the construction period. All debris shall be removed from the pipeline. The
lowest segment outlet shall be flushed last to assure debris removal.
B. Chlorination
1. Before being placed in service, all new potable and reclaimed water piping systems shall
be chlorinated using the continuous feed method specified in AWWA C651. The
procedure shall be approved by the Engineer in advance.
2. The location of the chlorination and sampling points shall be approved by the Engineer.
Taps for chlorination and sampling shall be installed by the Contractor. The Contractor
shall uncover and backfill the taps as required.
3. The general procedure for chlorination shall be first to flush all dirty or discolored water
from the lines and then introduce chlorine in approved dosages through a tap at one
end, while water is being withdrawn at the other end of the line. The chlorine solution
shall remain in the pipeline for 24 hours.
4. Following the chlorination period, all treated water shall be flushed from the lines at
their extremities and replaced with potable or reclaimed water, as applicable. All
treated water flushed from the lines shall be disposed of by approved means. No
discharge to any storm sewer or natural water course will be allowed. Bacteriological
sampling and analysis of the replacement water may then be made by the Owner in full
accordance with AWWA C651. The Contractor will be required to re-chlorinate, if
necessary and the line shall not be placed in service until the requirements of the
NCDEHNR are met.
5. Special disinfecting procedures shall be used in connections to existing piping systems
and where the method outlined above is not practical.

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3.7 TESTING GRAVITY PIPING SYSTEMS
A. All gravity piping systems shall be tested for leakage by an infiltration or exfiltration test.
Buried piping shall be tested by an infiltration test if the groundwater is more than 2 -ft
above the crown of the pipe for the full length of the section to be tested. Air testing may
be used in lieu of an exfiltration test subject to approval of the Engineer.
B. Exfiltration Test
1. Leakage tests by exfiltration shall be made by creating a head in the pipe to be tested
by filling the line and either a manhole or temporary riser on one end of the line with
water. The length of pipe to be tested shall be such that the head over the crown at the
upstream end is not less than 2-ft and the head over the downstream crown is not more
than 6-ft. The pipe shall be plugged by pneumatic bags or mechanical plugs in such a
manner that the air can be released from the pipe while it is being filled with water.
Before any measurements are made, the pipe shall be kept full of water long enough to
allow absorption and the escape of any trapped air to take place. Following this, a test
period of at least one hour shall begin. Provisions shall be made for measuring the
amount of water required to maintain the water at a constant level during the test
period.
2. If any joint shows an appreciable amount of leakage, the jointing material shall be
removed and the joint repaired. If any pipe is defective, it shall be removed and
replaced. If the quantity of water required to maintain a constant head in the pipe does
not exceed 1.9 gallons per inch of diameter per day per 100 -ft of pipe and if all the
leakage is not confined to a few joints, workmanship shall be considered satisfactory.
C. Infiltration Test
1. Pipe shall be tested for infiltration after the backfill has been placed and the ground
water allowed to return to normal elevation. The length of line to be tested shall be not
less than the length between adjacent manholes and not more than the total length of
each size of pipe. The allowable infiltration shall be 1.9 gallons per inch of diameter per
day per 100-ft of pipe in each Section tested. There shall be no gushing or spurting leaks.
2. If an inspection of the completed pipeline or any part thereof shows pipes or joints
which allow noticeable infiltration of water, the defective work or material shall be
replaced or repaired as directed.
3. Rates of infiltration shall be determined by means of V-Notch weirs, pipe spigots, or by
plugs in the end of the pipe installed in an approved manner and at such times and
locations as may be directed by the Engineer.
D. When the pipeline to be tested is reinforced concrete pipe, the allowable leakage in the
above tests shall be 4.7 gallons per inch of diameter per 100-ft of pipe.
E. Low Pressure Air Test
1. Low-pressure air tests shall be made with equipment specifically designed and
manufactured for the purpose of testing pipelines using low -pressure air. The
equipment shall be provided with an air regulator valve or air safety valve so set that
the internal air pressure in the pipeline cannot exceed 8 psig. Pneumatic plugs shall
have a sealing length equal to or greater than the diameter of the pipe to be tested.
Pneumatic plugs shall resist internal test pressure without requiring external bracing
or blocking. All air used shall pass through a single control panel.
2. Low-pressure air shall be introduced into the sealed line until the internal air pressure
reaches 4 psig. The internal air pressure in the sealed line shall not be allowed to exceed

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8 psig. At least two minutes shall be allowed for the air pressure to stabilize in the section
under test. After the stabilization period, the low-pressure air supply hose shall be
quickly disconnected from the control panel. The time required in minutes for the
pressure in the section under test to decrease from 3.5 to 2.5 psig shall not be less than
that shown in the tables prepared by the National Clay Pipe Institute.
3. If the pipe section does not pass the air test, sectionalize the section tested to
determine the location of the leak. Once the leak has been located, repair and retest.

3.8 TESTING PRESSURE PIPING SYSTEMS
A. All pressure piping systems shall be pressure and leakage tested. Pipe shall be subjected to
a hydrostatic pressure of 50 percent above the normal operating pressure and this pressure
maintained for at least 10 minutes. The leakage test shall be conducted at the maximum
operating pressure as determined by the Engineer, and this pressure shall be maintained
for at least two hours. The test pump and water supply shall be arranged to allow accurate
measurement of the water required to maintain the test pressure. Where applicable,
hydrant branch gate valves shall remain open during this test. The amount of leakage which
will be permitted shall be in accordance with AWWA C600.

END OF SECTION

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SECTION 02622

POLYVINYL CHLORIDE (PVC) PIPE AND FITTINGS

PART 1 - GENERAL

1.1 SCOPE OF WORK
A. Furnish all labor, materials, equipment and incidentals required to install, test, and ready
for operation all polyvinyl chloride (PVC) pipe and fittings for yard piping as shown on the
Drawings and as specified herein.
B. Piping shall be located substantially as shown on the Drawings. The Engineer reserves the
right to make such modifications in locations as may be found desirable to avoid
interference between pipes or for other reasons.
C. Where the word "piping" is used, it shall refer to pipe, fittings, and/or appurtenances
unless otherwise noted.

1.2 RELATED WORK
A. Section 02200: Earthwork.
B. Section 02210: Trenching, backfill, and compaction.
C. Section 02575: Bituminous Concrete Pavement and Appurtenances.
D. Section 02616: Ductile iron pipe and fittings.
E. Section 02640: Valves and appurtenances.

1.3 SUBMITTALS
A. Submit to the Engineer shop drawings and product data for all pipe, fittings, and
appurtenances specified in this Section.
B. Submit a tabulated laying schedule which references stations and invert elevations as
shown on the Drawings as well as all fittings, bends, outlets, restrained joints, tees, special
deflection bells, adapters, solid sleeves and specials, along with the manufacturer's
drawings and specifications indicating complete details of all items. The laying schedule
shall show pipe class, class coding, station limits and transition stations for various pipe
classes. The above shall be submitted to the Engineer for approval before manufacture
and shipment.
C. Prior to each shipment of pipe, submit certificates of compliance that the pipe, fittings,
gaskets, linings, and exterior coatings for this project have been manufactured and tested
in accordance with ASTM and AWWA standards and requirements specified herein.

1.4 REFERENCE STANDARDS
A. American Society for Testing and Materials (ASTM)
1. ASTM D1784 - Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds
and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.
2. ASTM D2241 — Standard Specification for Poly (Vinyl Chloride) (PVC) Pressure-Rated
Pipe (SDR Series).
3. ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic

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Pipe.
4. ASTM D3139 - Standard Specification for Joints for Plastic Pressure Pipes Using Flexible
Elastomeric Seals.
B. American Water Works Association (AWWA)
1. AWWA C110 - Ductile-Iron and Gray-Iron Fittings, 3-in Through 48-in (75mm Through
1200mm) for Water and Other Liquids.
2. AWWA C111 – Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.
3. AWWA C600 – Installation of Ductile-Iron Water Mains and Their Appurtenances.
4. AWWA C605 – Underground Installation of Polyvinyl Chloride (PVC) Pressure Pipe and
Fittings for Water.
5. AWWA C900 – Polyvinyl Chloride (PVC) Pressure Pipe, 4-in Through 12-in for Water
Distribution.
6. AWWA C905 - Polyvinyl Chloride (PVC) Water Transmission Pipe, Nominal Diameters
14-in Through 36-in.
7. AWWA M-23 — Manual of Water Supply Practices PVC Pipe, Design and Installation.
C. National Sanitation Foundation (NSF)
1. Standard No. 14 - Plastic Piping Components and Related Materials.
D. Where reference is made to one of the above standards, the revision in effect at the time
of bid opening shall apply.

1.5 QUALITY ASSURANCE
A. All PVC pipe and fittings shall be from a single manufacturer. The supplier shall be
responsible for the provisions of all test requirements specified in ASTM D3034 and NSF
Standard No. 14 as applicable. In addition, all PVC pipe to be installed under this Contract
may be inspected at the plant for compliance with these specifications by an independent
testing laboratory provided by the Owner. The Contractor shall require the manufacturer's
cooperation in these inspections. The cost of plant inspection of all pipe approved for this
Contract, plus the cost of inspection of a reasonable amount of disapproved pipe, will be
borne by the Owner. Final payment will be reduced by excessive costs of plant inspection
of pipe, and Contractor shall have no claim thereto. Excessive inspection costs are defined
as the costs of inspection of that amount of pipe which exceeds 125 percent of the
aggregate length of each type installed.
B. Inspections of the pipe may also be made by the Engineer or other representatives of the
Owner after delivery. The pipe shall be subject to rejection at any time on account of
failure to meet any of the requirements specified herein, even though sample pipes may
have been accepted as satisfactory at the place of manufacture. Pipe rejected after
delivery shall be marked for identification and shall be removed from the job at once.

1.6 SYSTEM DESCRIPTION
A. The pipe and fittings specified herein are intended to be of standard types for use in
transporting water, wastewater, drainage, and chemicals.
B. Note information in pipe schedule on Drawings, if any and in this Section, especially
concerning pressures, minimum thickness, etc. In case of a conflict, information given in
the pipe schedule shall govern.

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C. Contractor is responsible for compatibility between pipe materials, fittings and
appurtenances.

1.7 DELIVERY, STORAGE AND HANDLING
A. All items shall be bundled or packaged in such a manner as to provide adequate protection
of the ends during transportation to the site. Any pipe damaged in shipment shall be
replaced as directed by the Engineer.
B. Care shall be taken in loading, transporting and unloading items to prevent injury to the
items. All items shall be examined before installation and no piece shall be installed which
is found to be defective. Handling and installation of pipe and fittings shall be in
accordance with the manufacturer's instructions, referenced standards and as specified
herein.
C. Any pipe or fitting showing a crack or which has received a blow that may have caused an
incident fracture, even though no such fracture can be seen, shall be marked as rejected
and removed at once from the work.
D. Any gouges or scratches that extend 10 percent or more into the pipe wall shall be cause
for rejection of that pipe. The undamaged portion may cut off and used. Rejected
materials shall be clearly marked as rejected, segregated and removed from the site.
E. While stored, pipe shall be adequately supported from below at not more than 3-ft
intervals to prevent deformation. The pipe shall be stored in stacks no higher than that
given in the following table:

Pipe Diameter (inches) Max. No. of Rows Stacked
12 to 21 4
24 to 30 3
33 to 48 2
F. Pipe and fittings shall be stored in a manner which will keep them at ambient outdoor
temperatures and out of the sunlight. Temporary shading as required to meet this
requirement shall be provided. Simple covering of the pipe and fittings which allows
temperature buildup or direct or indirect sunlight will not be permitted.
G. If any defective item is discovered after it has been installed, it shall be removed and
replaced with an exact replacement item in a satisfactory manner by the Contractor, at
the Contractor's own expense. All pipe and fittings shall be thoroughly cleaned before
installation and the interior shall be kept clean until testing.
H. In handling the items, use special devices and methods as required to achieve the results
specified herein. No uncushioned devices shall be used in handling the item.

PART 2 - PRODUCTS

2.1 POLYVINYL CHLORIDE (PVC) PIPE AND FITTINGS
A. PVC pipe sized 4 through 12-in shall conform to the requirements of AWWA C900. All pipe
shall be Class 150 with a Dimension Ratio of 18. The pipe shall be PVC 1120 made from
PVC compounds Class 12454-A or 12454-B as defined in ASTM D1784. Each pipe length
shall be marked with the manufacturer's name or trademark, size, material code, pressure
class, AWWA designation number and seal of test agency that verified pipe material for
potable-water service.
B. PVC pipe sizes 14 through 36-in shall conform to the requirements of AWWA C905. All

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piping shall have a wall thickness Dimension Ratio of 18. The pipe shall be made from
virgin PVC resins that have been compounded to provide physical and chemical properties
that equal or exceed cell class 12454-B as defined in ASTM D1784. Each pipe length shall
be marked with the manufacturer's name or trademark, size, material code, pressure
class, AWWA reference and seal of test agency that verified pipe material for potable -
water service.
C. PVC pipe and fittings shall have bell and/or spigot configurations compatible with the pipe.
The bell shall consist of an integral wall section with a solid cross-section elastomeric
gasket securely locked in place to prevent displacement during assembly. Installation of
elastomeric gasketed joints and performance of the joint shall conform to ASTM F477,
ASTM D3139.
D. All fittings mains shall be cast or ductile iron conforming to AWWA 0110 for mechanical
joints. All adaptors, fittings and transition gaskets necessary to connect cast or ductile iron
fittings to PVC shall be furnished.
E. PVC fittings shall meet the requirements of AWWA C900 or AWWA C905 as applicable and
be of the same (or higher) pressure rating as the pipe line.
F. Where restrained joints are shown on the Drawings, restraining glands shall be used.
Restraining glands shall conform to AWWA C111 and shall be Megalug 1100PV or equal.

PART 3 - EXECUTION

3.1 INSTALLATION OF PVC PIPE AND FITTINGS
A. No single piece of pipe shall be laid unless it is straight. The centerline of the pipe shall not
deviate from a straight line drawn between the centers of the openings at the ends of the
pipe by more than 1/16-in per font of length. If a piece of pipe fails to meet this
requirement check for straightness, it shall be rejected and removed from the site. Laying
instructions of the manufacturer shall be explicitly followed.
B. If any defective pipe is discovered after it has been installed, it shall be remove d and
replaced with a sound pipe in a satisfactory manner at no additional cost to the Owner.
All pipe and fittings shall be thoroughly cleaned before installation, shall be kept clean
until they are used in the work and when laid, shall conform to the lines and grades
required. PVC pipe and fittings shall be installed in accordance with requirements of the
manufacturer and AWWA C600 and AWWA 605 as applicable, or as otherwise provided
herein.
C. As soon as the excavation is complete to normal grade of the bottom of the trench,
bedding shall be placed, compacted and graded to provide firm, uniform and continuous
support for the pipe. Bell holes shall be excavated so that only the barrel of the pipe bears
upon the bedding. The pipe shall be laid accurately to the lines and grades indicated on
the Drawings. Blocking under the pipe will not be permitted. Bedding shall be placed
evenly on each side of the pipe to mid-diameter and hand tools shall be used to force the
bedding under the haunches of the pipe and into the bell holes to give firm continuous
support for the pipe. Bedding shall then be placed to 12-in above the top of the pipe. The
initial 3-ft of backfill above the bedding shall be placed in 1-ft layers and carefully
compacted. Generally the compaction shall be done evenly on each side of the pipe and
compaction equipment shall not be operated directly over the pipe until sufficient backfill
has been placed to ensure that such compaction equipment will not have a damaging
effect on the pipe. Equipment used in compacting the initial 3-ft of backfill shall be
approved by the pipe manufacturer's representative prior to use.

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D. All pipe shall be sound and clean before installation. When installation is not in progress,
including lunchtime, the open ends of the pipe shall be closed by watertight plug or other
approved means. Good alignment shall be preserved during installation. The deflection at
joints shall not exceed that recommended by manufacturer. Fittings, in addition to those
shown on the Drawings, shall be provided, if required, in crossing utilities which may be
encountered upon opening the trench.
E. When cutting pipe is required, the cutting shall be done by machine, leaving a smooth cut
at right angles to the axis of the pipe. Cut ends of pipe to be used with a bell shall be
beveled to conform to the manufactured spigot end.
F. The Engineer may examine each bell and spigot end to determine whether any preformed
joint has been damaged prior to installation. Any pipe having defective joint surfaces shall
be rejected, marked as such and immediately removed from the job site.
G. Each length of the pipe shall have the assembly mark aligned with the pipe previously laid
and held securely until enough backfill has been placed to hold the pipe in place. Joint s
shall not be "pulled" or "cramped".
H. Before any joint is made, the pipe shall be checked to assure that a close joint with the
next adjoining pipe has been maintained and that the inverts are matched and conform
to the required grade. The pipe shall not be driven down to grade by striking it.
I. Precautions shall be taken to prevent flotation of the pipe in the trench.
J. Concrete thrust blocks shall be installed at all fittings and other locations as directed by
the Engineer. Minimum bearing area shall be as shown on the Drawings. Concrete shall
be placed against undisturbed material and shall not cover joints, bolts or nuts, or
interfere with the removal of any joint. Wooden side forms shall be provided for thrust
blocks:
K. Restrained joints shall be installed where shown on the Drawings.

3.2 JOINTING PVC PIPE (Push-on type)
A. Joints shall be made in strict accordance with the manufacturer's instructions. Pipe shall
be laid with bell ends looking ahead. A rubber gasket shall be inserted in the groove of the
bell end of the pipe and the joint surfaces cleaned and lubricated. The plain end of the
pipe to be entered shall then be inserted in alignment with the bell of the pipe to which it
is to be joined and pushed home with a come-along or by other means. Check that the
reference mark on the spigot end is flush with the end of the bell.

3.3 JOINTING MECHANICAL JOINT FITTINGS
A. Mechanical joints at valves, fittings and where designated shall be in accordance with the
AWWA C111 and the instructions of the manufacturer. Suitable PVC to cast iron adaptors
shall be installed prior to installing fittings. PVC beveled spigot shall be cut flush prior to
insertion in mechanical joint pipe. To assemble the joints in the field, thoroughly clean the
joint surfaces and rubber gasket with soapy water before tightening the bolts. Bolts shall
be tight to the specified torques. Under no condition shall extension wrenches or pipe
over handle of ordinary ratchet wrench be used to secure greater leverage.

3.4 TESTING
A. After installation, the pipe shall be tested for compliance as specified herein. Furnish all
necessary equipment and labor to fill the line and perform the required hydrostatic
pressure test on the pipelines.

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B. Submit detailed test procedures and method for Engineer's review. In general, testing
shall be conducted in accordance with AWWA C605. The method and procedures for
performing the hydrostatic pressure test shall be approved by the Engineer.
C. Make any taps and furnish all necessary caps, plugs, etc, as required in conjunction with
testing a portion of the pipe between valves.
D. All pipelines shall be subjected to a hydrostatic pressure of 50 percent above the normal
operating pressure, except that in no case shall test pressure exceed the design pressure
rating of the pipe, fittings and thrust restraints and this pressure maintained for at least 1
hour. The leakage test shall be conducted at the maximum operating pressure as
determined by the Engineer and this pressure shall be maintained for at least 2 hours
during the tests. There shall be no leakage allowed.
E. All valves and valve boxes shall be properly located and installed and operable prior to
testing. Bulkheads shall be provided with a sufficient number of outlets for filling and
draining the line and for venting air.

3.6 CLEANING
A. At the conclusion of the work, thoroughly clean all of the pipe by flushing with water or
other means to remove all dirt, stones, pieces of wood, or other material which may have
entered during the construction period. All debris shall be removed from the pipeline. The
lowest segment outlet shall be flushed last to assure debris removal.

END OF SECTION

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VALVES AND APPURTENANCES 02640-1
SECTION 02640

VALVES AND APPURTENANCES

PART 1 - GENERAL

1.1 SCOPE OF WORK
A. Furnish all labor, materials, equipment and incidentals required to provide all buried
valves and appurtenances complete with all accessories as shown on the Drawings and
as specified herein.

1.2 RELATED WORK
A. Section 02200: Earthwork.
B. Section 03301: Concrete and Reinforcing Steel.

1.3 SUBMITTALS
A. Submit to the Engineer complete shop drawings and product data for all materials and
equipment furnished under this Section. Submittals shall include the following:
1. Manufacturer's literature, illustrations, specifications and engineering data
including:
a. Dimensions.
b. Size.
c. Materials of construction.
d. Weight.
e. Protection coating.
B. Test Reports
1. Submit four copies of all certified shop test results specified herein.
C. Operating and Maintenance Data
1. Submit complete operating and maintenance data.
D. Certificates
1. Submit certificates of compliance where required by referenced standards: For each
valve specified to be manufactured and/or installed in accordance with AWWA and
other standards, submit an affidavit of compliance (original and three copies) with
the appropriate standards, including certified results of required tests and
certification of proper installation.

1.4 REFERENCE STANDARDS
A. Comply with applicable provisions and recommendations of the following, except as
otherwise shown or specified.
B. American Water Works Association (AWWA)
1. AWWA C111 — Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.
2. AWWA C500 — Metal-Seated Gate Valves for Water Service.
3. AWWA C509 — Resilient-Seated Gate Valves for Water Supply Service.
4. AWWA C504 — Rubber-Seated Butterfly Valves.

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5. AWWA C905 — Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated
Fittings.
C. American National Standards Institute (ANSI)
1. ANSI B16.1 — Cast-Iron Pipe Flanges and Flanged Fittings.
D. American Society for Testing and Materials (ASTM)
1. ASTM A48 — Standard Specification for Gray Iron Castings.
2. ASTM A126 — Standard Specification for Gray Iron Castings for Valves, Flanges and
Pipe Fittings
3. ASTM A153 — Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel
Hardware
4. ASTM A276 — Standard Specification for Stainless and Heat-Resisting Steel Bars and
Shapes.
5. ASTM A536 — Standard Specification for Ductile Iron Castings.
E. Steel Structures Painting Council (SSPC)
1. SSPC SP-6 — Surface Preparation Specification No.6 Commercial Blast Cleaning
F. Where reference is made to one of the above standards, the revision in effect at the
time of bid opening shall apply.

1.5 QUALITY ASSURANCE
A. Manufacturer’s Qualifications
1. Valves and appurtenances provided under this Section shall be the standard
products in regular production by manufacturers whose products have proven
reliable in similar service for at least five years. If required, the manufacturer shall
furnish evidence of installation in satisfactory operation.
2. All units of the same type shall be the product of one manufacturer.
B. Design Criteria
1. All valves and appurtenances shall be new and in perfect working condition. In no
case will used or damaged valves be acceptable.
2. Valves shall be designed for continuous use with a minimum of maintenance and
service required and shall perform the required function without exceeding the safe
limits for stress, strain or vibration.
3. The selection of equipment to meet the specified design conditions is the
responsibility of the Contractor. Both workmanship and material shall be of the very
best quality and shall be entirely suitable for the service conditions specified.
C. Source Quality Control
1. Valves shall be shop tested in accordance with the following:
a. Gate valves: AWWA C500.
b. Butterfly Valves: Hydrostatic test for 30 minutes at twice the maximum working
pressure with no evidence of distress, leakage, or weeping.

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1.6 SYSTEM DESCRIPTION
A. Valves and appurtenances shall be suitable for use with reclaimed water and potable
water.
1.7 DELIVERY, STORAGE AND HANDLING
A. Deliver materials to the site to ensure uninterrupted progress of the work.
B. Protect threads and seats from corrosion and damage. Rising stems and exposed stem
valves shall be coated with a protective oil film which shall be maintained until time of
use.
C. Furnish covers for all openings.
1. All valves 3-in and larger shall be shipped and stored on site until time of use with
wood or plywood covers on each valve end.
2. All valves smaller than 3-in shall be shipped and stored on site until time of use with
wood, plywood, or heavy cardboard covers on each valve end.
D. Store products to permit easy access for inspection and identification. Any corrosion in
evidence at the time of Owner acceptance shall be removed, or the valve shall be
removed from the job.
E. Store products in covered storage off the ground.

1.8 COORDINATION
A. Review installation procedures under other Sections and coordinate with the work
which is related to this Section including buried piping installation, site utilities, and pipe
testing.
B. Coordinate the location and placement of concrete thrust blocks where required.

PART 2 - PRODUCTS

2.1 GENERAL
A. All valves shall be operated as shown on the Drawings. Buried valves shall have a two
inch square AWWA operating nut. Valve boxes shall be installed with all buried valves
as shown on the Drawings. All operators shall turn counter-clockwise to open and have
the open direction clearly and permanently marked on exposed valves. Nut operators
shall be designed to produce the required operating torque with a maximum input of
150 ft-lb. Manual operators shall be permanently lubricated and watertight.
B. The use of a manufacturer's name and/or model or catalog number is for the purpose
of establishing the standard of quality and general configuration desired.
C. Valves shall be in the quantity, quality, types, and size indicated on the Drawings and
specified herein.
D. Valves shall have the name of the maker, nominal size, flow directional arrows, working
pressure for which they are designed and standard to which they are manufactured cast
in raised letters on some appropriate part of the body.
E. Valves shall have a minimum working pressure of 250 psi or be of the same working
pressure as the pipe they connect to, whichever is higher, and suitable for the pressures
noted where they are installed.

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F. Valves shall be of the same nominal diameter as the pipe or fittings they are connected
to. Joints shall be mechanical joints, with joint restraint where the adjacent piping is
required to be restrained.
G. Valves shall be especially constructed for buried service.
H. Valves shall have flanged ends for exposed service and mechanical joint ends for buried
service, unless otherwise shown on the Drawings. Flanged ends shall be flat-faced
conforming to ANSI B16.1, Class 125. All bolt heads and nuts shall be hexagonal of
American Standard size. Non-ferrous alloys of various types shall be used for parts of
valves as specified. All valves of one type shall be the product of one manufacturer.
I. All valves shall be lubricated, manually opened and closed before installation to check
their operation; and the interior of the valve shall be cleaned. Valves shall be placed in
the positions shown on the Drawings. Joints shall be made as directed under the piping
specifications. The valves shall be so located that they are easily accessible for operating
purposes and shall bear no stresses due to loads from the adjacent pipe. The Contractor
shall be responsible for coordinating connecting piping.

2.2 MATERIALS
A. All valves shall be constructed of first-quality materials which have strength, wearing,
and corrosion resistance characteristics entirely suitable for the types of service for
which the individual valves are designated. Except where noted otherwise, valves
designated for water service shall conform to pertinent sections of the latest revision of
AWWA C500 Specifications. Cast iron valve bodies and parts shall meet the
requirements of the latest revision of ASTM Designation A-126, "Standard Specifications
for Gray Iron Castings for Valves, Flanges, and Pipe Fittings, Class B."
B. All valve body castings shall be clean, sound, and without defects of any kind. No
plugging, welding, or repairing of defects will be allowed.

2.3 GATE VALVES
A. All gate valves between 2 inches and less than 4-inches shall be cast iron or bronze body,
bronze or stainless steel trimmed, wedge disc, and minimum 150 psi non-shock cold
water pressure rating. Exposed valves shall be of the outside screw and yoke (OS&Y),
ANSI B-16.1, 125 pound flanges and shall be as manufactured by the Crane Company,
Jenkins Bros. Corp., or equal. B. All valve body castings shall be clean, sound, and
without defects of any kind. No plugging, welding, or repairing of defects will be allowed.
B. Gate valves less than 2 inches shall be of bronze body, rising stem, wedge disc and
minimum 300 psi non-shock cold water pressure rating. Valves shall have screwed ends
or as specified otherwise.
C. Gate valves 4-inches through 24-inches shall fully comply with the requirements of
AWWA C515 for resilient-seated gate valves and shall be the Metroseal 250 as
manufactured by U.S. Pipe and Foundry Co., Series 2500 as manufactured by American
Flow Control, or equal. Gate valves shall be designed for a minimum working pressure
of 250 psi and a test pressure of 500 psi.
D. Gate valve body and bonnet shall be ductile iron with resilient seat gate and O-ring seals.
The gate shall be cast iron with a vulcanized rubber coating with no metal to metal
contact when in the fully closed position and a smooth unobstructed waterway when in
the fully opened position.
E. Insertion valves shall be capable of installation, without shutdown, of a valve insertion.

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All valves shall be rated for minimum line pressure of 150 psi. The valve “saddle” shall
be stainless steel or ductile iron.
F. Gate valves shall be flanged or mechanical joint as shown on the Drawings, with non-
rising stems, and 20inch square standard AWWA operating nuts unless otherwise shown
on the Drawings or specified herein.
G. All internal external ferrous components and surfaces of the valves, with the exception
of stainless steel and finished or bearing surfaces, shall be shop painted with two coats
(10 mils min. dry film thickness) of the manufacturer's premium epoxy for corrosion
resistance. Damaged surfaces shall be repaired in accordance with the manufacturer's
recommendations.

2.4 FIRE HYDRANT
A. All fire hydrants shall be hub end, triple nozzle, approved AWWA type with two (2) 2½-
inch hose nozzles and one (1) 4½-inch steamer nozzle with American National Standard
hose threads and shall be Storz cut starting ¼" from the end of the nozzle, and have a 6-
inch bottom mechanical connection. Fire hydrants shall be supplied with appropriate
length hydrant extensions as required for the hydrant to be set at the correct elevation
above grade as indicated on the Drawings. The cost for fire hydrant extensions shall be
included in the cost for the fire hydrant assembly and no additional compensation will
be made.
B. The hydrants furnished under this Contract shall be painted Safety Red #B54R38 in high
gloss enamel, as manufactured by Sherwin Williams. Any p aint other than that
manufactured by Sherwin Williams, shall be approved in advance by the Owner.
C. Hydrants shall have a 4½-inch valve opening and shall be built in accordance with AWWA
C502. Hydrants shall open left and have a National Standard Pentagon type operating
nut (1½-inch point to flat). Hydrants shall have a safety flange and a safety coupling on
the valve stem. All hydrants shall be Mueller Centurion #A-421 with bronze bushed
shoe, American-Darling Mark-73, or Kennedy K81-A Dry Top with bronze bushed shoe.
D. Where existing Fire Hydrant Assemblies are to be removed, or replaced, as shown in the
drawings, Contractor shall deliver the removed Fire Hydrant Assemblies to the City of
Durham Public Works Operation Center (PWOC).

2.5 VALVE BOXES
A. The Contractor shall furnish and install valve boxes as shown on the Drawings and
specified herein.
B. All valve boxes shall be placed so as not to transmit shock or stress to the valve and shall
be centered and plumb over the operating nut of the valve. The ground in the trench
upon which the valve boxes rest shall be thoroughly compacted to prevent settlement.
The boxes shall be fitted together securely and set so that the cover is flush with the
finished grade of the adjacent surface. A concrete pad as detailed on the Drawings shall
be provided around the valve box, sloped outwards.
C. All valve boxes shall be 2-piece cast iron, sliding type, 5¼" shaft, with heavy duty traffic
weight collar and the lid marked with the appropriate carrier product (i.e. WATER).
Boxes shall be as manufactured by James B. Clow & Sons, Kennedy Valve Mfg. Co.,
Charlotte Pipe and Foundry Company, or equal.

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2.6 CORPORATION STOPS
A. Corporation stops shall be of bronze with tapered male iron pipe threads on the inl et
and outlets. Terminal outlets shall have screwed bronze hex head dust plugs or caps.
Unions shall be used on all corporation stop outlets with connecting piping. Corporation
stops shall have a minimum working pressure rating of 250 psi and shall be as
manufactured by Mueller Co., Hays Mfg. Div. of Zurn Industries, or equal.

2.7 TAPPING SLEEVES
A. Tapping Sleeves shall be similar to Mueller Outlet Seal, American Uniseal, Kennedy
Square Seal, or Rockwell. All sleeves shall have a minimum of 150 psi working pressure.
All sleeves shall be ductile iron. All taps shall be machine drilled--no burned taps will be
allowed.

2.8 FLANGED COUPLING ADAPTERS (FCA)
A. The flanged coupling adapters shall be furnished as required and shown on the
Drawings.
B. All flanged adapters, 12-inches in diameter and smaller, except as shown on the
Drawings or directed by the Owner, shall be locking type flanged coupling adapters.
Pressure and service shall be the same as the connected piping. Materials shall be cast
iron for pipes up to 12-inch diameter.
C. All internal and external ferrous components and surfaces with the exception of
stainless steel and finished or bearing surfaces, shall be shop painted with two coats (10
mils min. dry film thickness) of the manufacturer's premium epoxy for corrosion
resistance. Damaged surfaces shall be repaired in accordance with the manufacturer's
recommendations.
D. Bolts and nuts shall be alloy steel, corrosion-resistant and prime coated.
E. Flanged coupling adapters larger than 12 inches in diameter shall be harnessed by tying
the adapter to the nearest pipe joint flange using threaded rods and rod tabs. The
threaded rods and rod tabs shall be as shown on the Drawings.
F. Flanged coupling adapters shall be Style FCA 501 or FC 400, as manufactured by Romac
Industries, Inc., Style 912 Omni or 913, as manufactured by Smith-Blair Corporation, or
equal. It shall be the Contractors responsibility to verify that the flanged coupling
adapters selected are fully compatible with the valves and piping being connected to,
including the necessary clearances associated with the installations. The Contractor
shall, at no additional cost to the Owner, modify the connection details as necessary to
accommodate the flanged coupling adapter selected. All such adjustments are subject
to the Owner’s review and approval prior to installation.

2.9 VALVE OPERATORS
A. The valve operator shall be designed to unseat, open or close, and seat the valve under
the most adverse operating condition to which the valve will be subjected. The capacity
of the operator shall be adequate to drive the valve under the differential pressure and
flow specified under each individual valve type subheading. All gearing shall be totally
enclosed, sealed and permanently lubricated.
B. Operator mounting arrangements shall be as shown on the Drawings or as directed by

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the Engineer. Operators shall be furnished with conservatively-sized extension bonnets,
stainless steel extension stems, or stainless steel torque tubes, and all required
appurtenances as required for a complete installation. The valve operators shall be the
full and undivided responsibility of the valve manufacturer in order to ensure complete
coordination of the components and to provide unit responsibility.
C. Manual Operators
1. Nut operators shall have standard 2-inch square AWWA operating nuts and shall be
provided where specified or shown on the Drawings. All operators shall turn
counter-clockwise to open and shall have the open direction clearly and
permanently marked. Nut operators shall be designed to produce the required
operating torque with a maximum input of 150 ft.-lb.
2. Quarter turn operators shall be equipped with adjustable AQQA input limit stops and
shall require a minimum of 15 turns for 90˚ or full stem valve travel and shall be
equipped with valve position indicator.
3. Manual operators on direct buried service valves shall be specially constructed for
buried service. All valve operators shall be permanently lubricated and watertight
under an external water pressure of 10 psi. Unless otherwise shown or specified,
buried service operators shall be furnished with Standard AWWA nut operator and
valve box.

PART 3 – EXECUTION

3.1 EXAMINATION
A. Determine exact location and size of valves from Drawings.
B. Verify that invert elevations of existing work prior to excavation and installation of
valves are as indicated on Drawings.

3.2 PREPARATION
A. Conduct operations to not interfere with, interrupt, damage, destroy, or endanger
integrity of surface or subsurface structures, utilities, and landscape in immediate or
adjacent areas.
B. Identify required lines, levels, contours, and datum locations.
C. Locate, identify, and protect from damage utilities to remain.
D. Do not interrupt existing utilities without permission and without making arrangements
to provide temporary utility services.
1. Notify Engineer no less than 2 days in advance of proposed utility interruption.
2. Do not proceed without written permission from Engineer.

3.3 INSTALLATION
A. Install valves in conjunction with pipe laying.
B. Set valves plumb.
C. Provide buried valves with valve boxes installed flush with finished grade.
D. Disinfection of water piping system
1. Flush and disinfect system as specified in Sections 02616 and 02622.

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3.4 FIELD QUALITY CONTROL
A. Pressure test system according to AWWA C600 and following:
1. Test Pressure: Not less than 200 psig or 50 psi in excess of maximum static pressure,
whichever is greater.
2. Conduct hydrostatic test for at least two hours.
3. Slowly fill section to be tested with water and expel air from piping at high points.
4. Install corporation cocks at high points.
5. Close air vents and corporation cocks after air is expelled.
6. Raise pressure to specified test pressure.
7. Observe joints, fittings, and valves under test.
8. Remove and replace cracked pipes, joints, fittings, and valves that show visible
leakage and retest.
9. Correct visible deficiencies and continue testing at same test pressure for additional
two hours to determine leakage rate, maintaining test pressure within plus or minus
5.0 psi.
10. Leakage is defined as quantity of water supplied to piping as necessary to maintain
test pressure during testing period.
11. If test of pipe indicates leakage greater than that allowed, locate source of leakage,
make corrections, and retest until leakage is within allowable limits.
12. Correct visible leaks regardless of quantity of leakage.

3.5 PERFORMANCE AFFIDAVIT AND SHOP DRAWINGS
A. Performance tests shall be conducted in accordance with the latest revision of AWWA
C500 and affidavits shall conform to these Specifications.

END OF SECTION

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SECTION 321216

ASPHALT PAVING

PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY
A. Section Includes:
1. Hot-mix asphalt paving.
2. Hot-mix asphalt paving overlay.
3. Asphalt surface treatments.
4. Pavement-marking paint.
1.3 DEFINITION
A. Hot-Mix Asphalt Paving Terminology: Refer to ASTM D 8 and Standard Specifications
of North Carolina Department of Transportation (NCDOT) for definitions of terms.

1.4 SUBMITTALS
A. Product Data: For each type of product indicated. Include technical data and tested
physical and performance properties.
1. Job-Mix Designs: Certification, by authorities having jurisdiction, of approval of each
job mix proposed for the Work.
B. Shop Drawings: Indicate pavement markings and lane separations.
C. Material Certificates: For each paving material, from manufacturer.
D. Material Test Reports: For each paving material.

1.5 QUALITY ASSURANCE
A. Manufacturer Qualifications: A paving-mix manufacturer registered with and approved by
NCDOT.
B. Installer Qualifications: Imprinted-asphalt manufacturer's authorized installer who is
trained and approved for installation of imprinted asphalt required for this Project.
C. Testing Agency Qualifications: Qualified according to ASTM D 3666 and NCDOT for testing
indicated.

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D. Regulatory Requirements: Comply with materials, workmanship, and other applicable
requirements of the NCDOT Standard Specifications (latest version) and the Wake County
for asphalt paving work.
1. Measurement and payment provisions and safety program submittals included in
standard specifications do not apply to this Section.
E. Pre-installation Conference: Conduct conference at Project Site.
1. Review methods and procedures related to hot-mix asphalt paving including, but
not limited to, the following:
a. Review proposed sources of paving materials, including capabilities and location
of plant that will manufacture hot-mix asphalt.
b. Review condition of subgrade and preparatory work.
c. Review requirements for protecting paving work, including restriction of traffic
during installation period and for remainder of construction period.
d. Review and finalize construction schedule and verify availability of materials,
Installer's personnel, equipment, and facilities needed to make progress and
avoid delays.
F. Contractor shall provide and conduct a quality control program as defined as all activities,
including mix design, process control inspection, sampling and testing, and necessary
adjustments in the process that are related to the production of the pavement in
accordance with NCDOT’s “Hot Mix Asphalt Quality Management System” (HMA / QMS)
manual which is in force on the date of the contract advertisement.

1.6 DELIVERY, STORAGE, AND HANDLING
A. Deliver pavement-marking materials to Project site in original packages with seals
unbroken and bearing manufacturer's labels containing brand name and type of material,
date of manufacture, and directions for storage.
B. Store pavement-marking materials in a clean, dry, protected location within temperature
range required by manufacturer. Protect stored materials from direct sunlight.

1.7 PROJECT CONDITIONS
A. Environmental Limitations: Do not apply asphalt materials if base is frozen, wet or
excessively damp, if rain is imminent or expected before time required for adequate cure,
in accordance with Table 610-3 from the NCDOT Standard Specifications.
B. Pavement-Marking: Proceed with pavement marking only on clean, dry surfaces and at a
minimum ambient or surface temperature of 40 deg F for oil-based materials 55 deg F for
water-based materials, and not exceeding 95 deg F.

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PART 2 - PRODUCTS

2.1 AGGREGATES
A. Coarse Aggregate, Fine Aggregate, and Mineral Filler
1. In accordance with the requirements of Section 520 NCDOT Standard Specifications
and the Drawings.

2.2 ASPHALT MATERIALS
A. All materials utilized in the production of hot mix asphalt shall meet NCDOT applicable
requirements of the provisions from Section 610 titled “Asphalt Concrete Plant Mix
Pavement,” for the type of Superpave plant mix pavement specified on the Drawings.

2.3 MIXES
A. Hot-Mix Asphalt: Dense, hot-laid, hot-mix asphalt plant mixes approved by NCDOT;
designed according to procedures in AI MS-2, "Mix Design Methods for Asphalt Concrete
and Other Hot-Mix Types"; and complying with the following requirements:
1. Initial Course: Types I-19.0B and S-9.5B.
2. Surface Course: Types SF-9.5A and S-9.5B.

PART 3 – EXECUTION

3.1 EXAMINATION
A. Verify that base course is dry and in suitable condition to begin paving.
B. Proof-roll subgrade below pavements with a loaded, tandem-axel dump truck making
repeated passes over the subject area to identify soft pockets and areas that rut, pump or
deflect excessively. Proof- rolling shall be observed and areas repaired as recommended
by Owner’s Testing Agency prior to paving. Do not proof-roll wet or saturated base course.
1. Completely proof-roll base course in one direction, repeating proof-rolling in direction
perpendicular to first direction. Limit vehicle speed to 3 mph.
2. Proof-roll with a loaded 10-wheel, tandem-axle dump truck weighing not less than 15
tons.
3. Excavate soft spots, unsatisfactory stone and/or soils, and areas of excessive pumping
or rutting, as determined by Owner’s Testing Agency, and replace with compacted
ABC stone or fill as directed.
C. Proceed with paving only after unsatisfactory conditions have been corrected and verified
by Owner’s Testing Agency.

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3.2 SURFACE PREPARATION
A. General: Immediately before placing asphalt materials, remove loose and deleterious
material from substrate surfaces. Ensure that prepared base course is ready to receive
paving.
B. Herbicide Treatment: Apply herbicide according to manufacturer's recommended rates
and written application instructions. Apply to dry, prepared surface of compacted-
aggregate base before applying paving materials.

C. Tack Coat: Apply uniformly to surfaces of existing pavement and abutting concrete
surfaces at a rate of 0.05 to 0.15 gal./sq. yd.
1. Allow tack coat to cure undisturbed before applying hot-mix asphalt paving.
2. Avoid smearing or staining adjoining surfaces, appurtenances, and surroundings.
Remove spillages and clean affected surfaces.

3.3 HOT-MIX ASPHALT PLACING
A. Machine place hot-mix asphalt on prepared surface, spread uniformly, and strike off in
accordance with NCDOT requirements. Place asphalt mix by hand to areas inaccessible to
equipment in a manner that prevents segregation of mix. Place each course to required
grade, cross section, and thickness when compacted per Drawings.
B. Place paving in consecutive strips not less than 10 feet wide unless infill edge strips of a
lesser width are required.
C. Promptly correct surface irregularities in paving course behind paver. Use suitable hand
tools to remove excess material forming high spots. Fill depressions with hot-mix asphalt
to prevent segregation of mix; use suitable hand tools to smooth surface.

3.4 JOINTS
A. Construct joints to ensure a continuous bond between adjoining paving sections.
Construct joints free of depressions, with same texture and smoothness as other sections
of hot-mix asphalt course.
1. Clean contact surfaces and apply tack coat to joints.
2. Offset longitudinal joints, in successive courses, a minimum of 6 inches.
3. Offset transverse joints, in successive courses, a minimum of 24 inches.
4. Construct transverse joints at each point where paver ends a day's work and resumes
work at a subsequent time. Construct these joints using either "bulkhead" or
"papered" method according to AI MS-22, for both "Ending a Lane" and "Resumption
of Paving Operations."
5. Compact joints as soon as hot-mix asphalt will bear roller weight without excessive
displacement.
6. Compact asphalt at joints to a density within 2 percent of specified course density.

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3.5 COMPACTION
A. General: Begin compaction as soon as placed hot-mix paving will bear roller weight
without excessive displacement. Compact hot-mix paving with hot, hand tampers or with
vibratory-plate compactors in areas inaccessible to rollers.
B. Breakdown Rolling: Complete breakdown or initial rolling immediately after rolling joints
and outside edge. Examine surface immediately after breakdown rolling for indicated
crown, grade, and smoothness. Correct laydown and rolling operations to comply with
requirements.
C. Intermediate Rolling: Begin intermediate rolling immediately after breakdown rolling
while hot-mix asphalt is still hot enough to achieve specified density. Continue rolling until
hot-mix asphalt course has been uniformly compacted as follows:
1. Target Average Density (S-9.5B, I-19.0B): 92 percent of theoretical maximum density
according to AASHTO T166, T275, or T331, with no individual test less than 90 percent
nor greater than 100 percent.
2. Target Average Density (SF-9.5A): 90 percent of theoretical maximum density
according to AASHTO T166, T275, or T331, with no individual test less than 88 percent
nor greater than 98 percent.
D. Finish Rolling: Finish roll paved surfaces to remove roller marks while hot-mix asphalt is
still warm.
E. Edge Shaping: While surface is being compacted and finished, trim edges of pavement to
proper alignment. Bevel edges while asphalt is still hot; compact thoroughly.
F. Repairs: Remove paved areas that are defective or contaminated with foreign materials
and replace with fresh, hot-mix asphalt. Compact by rolling to specified density and
surface smoothness. Cutting and patching of newly placed asphalt is unacceptable. If
defective asphalt is discovered, milling of asphalt and replacement with new asphalt will
be required.
G. Protection: After final rolling, do not permit vehicular traffic on pavement until it has
cooled and hardened.
H. Erect barricades to protect paving from traffic until mixture has cooled enough not to
become marked.

3.6 INSTALLATION TOLERANCES
A. Pavement Thickness: Compact each course to produce the thickness indicated within the
following tolerances:
1. Initial Course: Plus or minus 1/2 inch or per NCDOT requirements, whichever is more
stringent.
2. Surface Course: Plus 1/4 inch, no minus or per NCDOT requirements, whichever is
more stringent.

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B. Pavement Surface Smoothness: Compact each course to produce a surface smoothness
within the following tolerances as determined by using a 10-foot straightedge applied
transversely or longitudinally to paved areas:
1. Initial Course: 1/4 inch.
2. Surface Course: 1/8 inch.
3. Crowned Surfaces: Test with crowned template centered and at right angle to crown.
Maximum allowable variance from template is 1/4 inch.

3.7 PAVEMENT MARKING
A. Apply temporary traffic marking paint – Latex, waterborne emulsion, lead and chromate
free, ready mixed, complying with FS TT-P-1952, Type II, with drying time of less than
three minutes.
B. Permanent Pavement Markings – Thermoplastic Composition shall be placed in
accordance with NCDOT specifications.
1. Thermoplastic Alkyd/Maleic and Hydrocarbon pavement markings shall be composed
of the following materials:
COMPONENT BY WEIGHT
Alkyd/Maleic Binder........................................................... 18.0% Min.
Hydrocarbon Binder ........................................................... 22.0% Min.
Glass Beads (Premixed) ...................................................... 30.0% Min.
Titanium Dioxide (ASTM D-476, Type 2) ............................ 10.0% Min.
Yellow Pigment (For Yellow Marking Only) ......................... 4.0% Min.
2. Calcium carbonate and inert fillers shall be opted by the manufacturer, providing all
other specifications are met.
3. The total silica content used in the formulation of the thermoplastic shall be the
premixed glass beads.
4. The pigment, beads, and filler shall be uniformly dispersed in the binder.
5. The Alkyd/Maleic binder shall consist of a mixture of synthetic resins (at least on
synthetic resin shall be solid at room temperature) and high boiling point plasticizers.
At least one-third of the binder composition shall be 100% maleic-modified glycerol
ester of resin and shall be no less than 10% by weight of the entire material
formulation. The binder shall contain no petroleum Hydrocarbon resins, tall oil resins
or rosins, or any combination of tall oil resins with maleic- modified glycerol esters of
rosin.
6. The Hydrocarbon binder shall consist of a mixture of Hydrocarbon resins (at least one
Hydrocarbon resin shall be solid at room temperature) and high boiling point
plasticizers.
7. The thermoplastic material shall be free of contaminates and shall be dry blended or
hot mixed from 100% virgin stock using no reprocessed materials.

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8. The thermoplastic material shall be formulated such that when it is on the roadway
surface at any natural temperature it exists in a hard, solid state with cold ductility
that permits normal movement with the road surface without chipping or cracking.
9. The thermoplastic material shall not deteriorate or discolor when held at the
application temperature for periods of time up to 4 hours or upon repeated reheating
(a minimum of 4 times).
10. The color, viscosity, and chemical properties versus temperature characteristics of the
thermoplastic material shall remain constant for up to 4 hours at the application
temperature and shall be the same from batch to batch.
11. The thermoplastic material shall be readily applicable at temperatures between 400 &
440 degrees F from the approved equipment to produce lines and symbols of the
required above the pavement thickness.

3.8 FIELD QUALITY CONTROL
A. Contractor is responsible for quality control in accordance with NCDOT’s “Hot Mix Asphalt
Quality Management System” (HMA/QMS) manual including, but not limited to thickness,
smoothness, and in-place density.
B. Contractor is responsible for providing Owner’s Testing Agency with theoretical daily
moving average from plant for each day’s placement and each mix type placed during that
day.
C. Testing Agency: Owner’s Testing Agency will core a minimum of three locations for each
day’s placement per mix type. The cores will be evaluated by the Owner’s Testing Agency
for thickness and compaction.
D. Contractor to replace and compact hot-mix asphalt where core tests were taken.
E. Remove and replace hot-mix asphalt where test results or measurements indicate that it
does not comply with specified requirements.

3.9 DISPOSAL
A. Except for material indicated to be recycled, remove excavated materials from Project site
and legally dispose of them in an EPA-approved landfill.
1. Do not allow milled materials to accumulate on-site.

END OF SECTION

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SECTION 321313

CONCRETE PAVING

PART 1 - GENERAL

1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY
A. Section Includes:
1. Curbs and gutters.
2. Walks.
B. Related Sections:
1. Division 3, Section, "Cast-in-Place Concrete”
2. Division 31, Section , “Earth Moving”

1.3 DEFINITIONS
A. Cementitious Materials: Portland cement alone or in combination with one or more of
blended hydraulic cement, fly ash and other pozzolans, and ground granulated blast-
furnace slag.

1.4 SUBMITTALS
A. Product info: Data, Test Reports, and Material Certifications for each type of product
indicated as required in Division 3.
B. Furnish drawings indicating jointing pattern proposed for all areas of concrete pavement
for approval by the Engineer. Only information completely checked by the manufacturer
and the General Contractor will be considered by the Engineer.

1.5 QUALITY ASSURANCE
A. Products and methods of execution are specified by reference to North Carolina State
Department of Transportation and Highway Safety’s “Standard Specifications for Roads
and Structure” (latest edition). The abbreviation NCDOT is used to designate this
publication. Equivalent alternate products and methods of execution as defined by the
specifications. All methods and substitutions must be approved by the Engineer.

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B. Testing: The Owner’s Testing Agency will evaluate concrete delivered to and placed at
the site in accordance with requirements of Division 3.
C. Pre-installation Conference: Conduct conference at the Project Site.
1. Review methods and procedures related to concrete paving, including but not limited
to, the following:
a. Concrete mixture design.
b. Quality control of concrete materials and concrete paving construction
practices.
2. Require representatives of each entity directly concerned with concrete paving to
attend, including the following:
a. Contractor's superintendent.
b. Independent testing agency responsible for concrete design mixtures.
c. Ready-mix concrete manufacturer.
d. Concrete paving subcontractor.

1.6 PROJECT CONDITIONS
A. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other
construction activities.

PART 2 - PRODUCTS

2.1 FORMS
A. Form Materials: Plywood, metal, metal-framed plywood, or other approved panel-type
materials to provide full-depth, continuous, straight, and smooth exposed surfaces.
Forms shall remain in place for a minimum of 24 hours after concrete placement or until
concrete is secure. Use straight forms, free of distortion and defects, extending the full
depth of concrete. All forms shall receive a form coating the full depth of concrete per
Division 3 of these specifications prior to placing concrete.
1. Use flexible or uniformly curved forms for curves with a radius of 100 feet or less. Do
not use notched and bent forms.
B. Form-Release Agent: Commercially formulated form-release agent that will not bond
with, stain, or adversely affect concrete surfaces and that will not impair subsequent
treatments of concrete surfaces.
C. Automatic Machine Curb and Gutter
1. Automatic machine may be used for curb and gutter placement at Contractor’s
option. If machine placement is to be used, Contractor shall submit revised mix
design and laboratory test resulted which meet or exceeds minimums specified.

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2. Machine placement must produce curb and gutters to required cross-section, line
grades, finish, and jointing as specified for formed concrete. If results are not
acceptable, Contractor shall remove and replace with formed concrete as specified.

2.2 STEEL REINFORCEMENT
A. Recycled Content: Provide steel reinforcement with an average recycled content of steel
so postconsumer recycled content plus one-half of preconsumer recycled content is not
less than 25 percent.
B. Plain-Steel Welded Wire Reinforcement: ASTM A-185, fabricated from steel wire into flat
sheets.
C. Tie Bars: ASTM A 615, Grade 60, deformed.
D. Hook Bolts: ASTM A 307, Grade A, internally and externally threaded. Design hook-bolt
joint assembly to hold coupling against paving form and in position during concreting
operations, and to permit removal without damage to concrete or hook bolt.
E. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and
fastening reinforcing bars, welded wire reinforcement, and dowels in place.
Manufacture bar supports according to CRSI's "Manual of Standard Practice" from steel
wire, plastic, or precast concrete of greater compressive strength than concrete
specified, and as follows:
1. Equip wire bar supports with sand plates or horizontal runners where base material
will not support chair legs.
2. For epoxy-coated reinforcement, use epoxy-coated or other dielectric-polymer-coated
wire bar supports.
F. Epoxy Repair Coating: Liquid, two-part, epoxy repair coating, compatible with epoxy
coating on reinforcement.

2.3 CONCRETE MATERIALS
A. Concrete: Concrete and equipment, workmanship and materials for forming shall
conform to applicable requirements of Division 3, unless otherwise specified. Concrete
shall be standard weight with minimum compressive strength as specified on the
construction drawings for the various applications.

2.4 CURING MATERIALS
A. Curing Compound shall be:
a. “Clear Bond” by Guardian Chemical Company
b. “Sealkure” by Toch Brothers, Inc.
c. “Klearseal” by Penn-Dixie or equivalent

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2.5 RELATED MATERIALS
A. Expansion Joint Fillers: Expansion joint fillers shall be ½ inch thick unless otherwise
shown on Drawings, equivalent to and shall conform to NCDOT Section 1028:
1. Celotex “Flexcell”, “Fibre”, by W.R. Meadows
2. “Tex-Lite”, by K & P Petroleum Products
3. Sonneborn Sonolastic Sealant

B. Joint Sealer: Silicone sealant as manufactured by Surebond Inc., WR Meadows, Dow
Corning, Silka Corporation or equivalent.

2.6 DETECTABLE WARNING MATERIALS
A. In accordance with Wake County standards and details.

2.7 CONCRETE MIXTURES
A. Concrete mixture shall conform to applicable requirements of Division 3.
B. Color Pigment: Add color pigment to concrete mixture according to manufacturer's
written instructions and to result in hardened concrete color consistent with Owner
requirements.

2.8 CONCRETE MIXING
A. Concrete mixing shall conform to applicable requirements of Division 3.

PART 3 - EXECUTION

3.1 EXAMINATION
A. Examine exposed subgrades and subbase surfaces for compliance with requirements for
dimensional, grading, and elevation tolerances.
B. Proof-roll prepared subbase surface below concrete paving to identify soft pockets and
areas of excess yielding.
1. Completely proof-roll subbase in one direction and repeat in perpendicular direction.
Limit vehicle speed to 3 mph.
2. Proof-roll with a pneumatic-tired and loaded, 10-wheel, tandem-axle dump truck
weighing not less than 15 tons.
3. Correct subbase with soft spots and areas of pumping or rutting exceeding depth of
1/2 inch according to requirements in Division 31 Section "Earth Moving."
C. Proceed with installation only after unsatisfactory conditions have been corrected and

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approved by the Engineer or Owner’s Testing Agency.

3.2 PREPARATION
A. Remove loose material from compacted base or subbase surface immediately before
placing concrete.

3.3 EDGE FORMS AND SCREED CONSTRUCTION
A. Set, brace, and secure edge forms, bulkheads, and intermediate screed guides to
required lines, grades, and elevations. Install forms to allow continuous progress of work
and so forms can remain in place at least 24 hours after concrete placement.
B. Clean forms after each use and coat with form-release agent to ensure separation from
concrete without damage.

3.4 STEEL REINFORCEMENT
A. General: Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and
supporting reinforcement.
B. Clean reinforcement of loose rust and mill scale, earth, ice, or other bond-reducing
materials.
C. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position
during concrete placement. Maintain minimum cover to reinforcement.
D. Install welded wire reinforcement in lengths as long as practicable. Lap adjoining pieces
at least one full mesh, and lace splices with wire. Offset laps of adjoining widths to
prevent continuous laps in either direction.
E. Zinc-Coated Reinforcement: Use galvanized-steel wire ties to fasten zinc-coated
reinforcement. Repair cut and damaged zinc coatings with zinc repair material.
F. Epoxy-Coated Reinforcement: Use epoxy-coated steel wire ties to fasten epoxy-coated
reinforcement. Repair cut and damaged epoxy coatings with epoxy repair coating
according to ASTM D 3963.
G. Install fabricated bar mats in lengths as long as practicable. Handle units to keep them
flat and free of distortions. Straighten bends, kinks, and other irregularities, or replace
units as required before placement. Set mats for a minimum 2-inch overlap of adjacent
mats.

3.5 JOINTS
A. General: Form construction, isolation, and contraction joints and tool edges true to line,
with faces perpendicular to surface plane of concrete. Construct transverse joints at
right angles to centerline unless otherwise indicated.
1. When joining existing paving, place transverse joints to align with previously placed
joints unless otherwise indicated.

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B. Construction Joints: Set construction joints at side and end terminations of paving and at
locations where paving operations are stopped for more than one-half hour unless
paving terminates at isolation joints.
1. Continue steel reinforcement across construction joints unless otherwise indicated.
Do not continue reinforcement through sides of paving strips unless otherwise
indicated.
2. Provide tie bars at sides of paving strips where indicated.
3. Butt Joints: Use a bonding agent at joint locations where fresh concrete is placed
against hardened or partially hardened concrete surfaces.
4. Keyed Joints: Provide preformed keyway-section forms or bulkhead forms with keys
unless otherwise indicated. Embed keys at least 2 inches into concrete.
5. Doweled Joints: Install dowel bars and support assemblies at joints where indicated.
Lubricate or coat with asphalt one-half of dowel length to prevent concrete bonding
to one side of joint.
C. Isolation Joints: Form isolation joints of preformed joint-filler strips abutting concrete
curbs, catch basins, manholes, inlets, structures, other fixed objects, and where
indicated.
1. Locate ½ inch expansion joints at intervals of 30 feet unless otherwise indicated.
2. Extend joint fillers full width and depth of joint.
3. Terminate joint filler not less than ½ inch or more than 1 inch below finished surface if
joint sealant is indicated.
4. Place top of joint filler flush with finished concrete surface if joint sealant is not
indicated.
5. Furnish joint fillers in one-piece lengths. Where more than one length is required, lace
or clip joint-filler sections together.
6. During concrete placement, protect top edge of joint filler with metal, plastic, or other
temporary preformed cap. Remove protective cap after concrete has been placed on
both sides of joint.
D. Contraction Joints: Form weakened-plane contraction joints, sectioning concrete into
areas as indicated. For concrete walks provide contraction joints at 5’-0” (max) o.c.,
unless otherwise shown on Drawings. For curb and gutter, joints shall be in accordance
with the Drawing detail. Construct contraction joints for a depth equal to at least one -
fourth of the concrete thickness, as follows:
1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing
each edge of joint with grooving tool to a 1/4-inch radius. Repeat grooving of
contraction joints after applying surface finishes. Eliminate grooving-tool marks on
concrete surfaces.
a. Tolerance: Ensure that grooved joints are within 3 inches either way from
centers of dowels.

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2. Doweled Contraction Joints: Install dowel bars and support assemblies at joints where
indicated. Lubricate or coat with asphalt one-half of dowel length to prevent concrete
bonding to one side of joint.
E. Edging: After initial floating, tool edges of paving, gutters, curbs, and joints in concrete
with an edging tool to a 1/4-inch radius. Repeat tooling of edges after applying surface
finishes. Eliminate edging-tool marks on concrete surfaces.

3.6 CONCRETE PLACEMENT
A. Before placing concrete, inspect and complete formwork installation, steel
reinforcement, and items to be embedded or cast-in.
B. Remove snow, ice, or frost from subbase surface and steel reinforcement before placing
concrete. Do not place concrete on frozen surfaces.
C. Moisten subbase to provide a uniform dampened condition at time concrete is placed.
Do not place concrete around manholes or other structures until they are at required
finish elevation and alignment.
D. Comply with ACI 301 requirements for measuring, mixing, transporting, and placing
concrete.
E. Do not add water to concrete during delivery or at Project site. Do not add water to
fresh concrete after testing.
F. Deposit and spread concrete in a continuous operation between transverse joints. Do
not push or drag concrete into place or use vibrators to move concrete into place.
G. Consolidate concrete according to ACI 301 by mechanical vibrating equipment
supplemented by hand spading, rodding, or tamping.
1. Consolidate concrete along face of forms and adjacent to transverse joints with an
internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side
forms. Use only square-faced shovels for hand spreading and consolidation.
Consolidate with care to prevent dislocating reinforcement, dowels, and joint devices.
H. Screed paving surface with a straightedge and strike off.
I. Commence initial floating using bull floats or darbies to impart an open-textured and
uniform surface plane before excess moisture or bleed water appears on the surface. Do
not further disturb concrete surfaces before beginning finishing operations or spreading
surface treatments.
J. Curbs and Gutters: Use design mixture for automatic machine placement. Produce curbs
and gutters to required cross section, lines, grades, finish, and jointing. Curbs shall be
true, straight, and of uniform level and slope. All construction shall conform to NCDOT
Section 846 and applicable requirements therin. The concrete shall be given a light
broom finish with brush marks parallel to the curb line or gutter line.
K. Slip-Form Paving: Use design mixture for automatic machine placement. Produce paving
to required thickness, lines, grades, finish, and jointing.

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1. Compact subbase and prepare subgrade of sufficient width to prevent displacement
of slip-form paving machine during operations.
L. Cold-Weather Placement: Refer to Division 3 Section "Cast in Place Concrete”
M. Hot-Weather Placement: Refer to Division 3 Section "Cast in Place Concrete”
1. Cool ingredients before mixing to maintain concrete temperature below 90 deg F at
time of placement. Chilled mixing water or chopped ice may be used to control
temperature, provided water equivalent of ice is calculated in total amount of mixing
water. Using liquid nitrogen to cool concrete is Contractor's option.
2. Cover steel reinforcement with water-soaked burlap so steel temperature will not
exceed ambient air temperature immediately before embedding in concrete.
3. Fog-spray forms, steel reinforcement, and subgrade just before placing concrete. Keep
subgrade moisture uniform without standing water, soft spots, or dry areas.

3.7 FLOAT FINISHING
A. General: Do not add water to concrete surfaces during finishing operations. Finishing
operations shall conform to the requirement of NCDOT Section 710.

3.8 CONCRETE PROTECTION AND CURING
A. General: Protect freshly placed concrete from premature drying and excessive cold or
hot temperatures.
B. Comply with ACI 306.1 for cold-weather protection.
C. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or
windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h before and during
finishing operations. Apply according to manufacturer's written instructions after
placing, screeding, and bull floating or darbying concrete but before float finishing.
D. Begin curing after finishing concrete but not before free water has disappeared from
concrete surface.
E. Curing Methods: Immediately after finishing operations, cure exposed concrete surfaces
in accordance with NCDOT Section 700.
F. After curing, remove debris and backfill area adjoining sidewalk and paving. Grade and
compact to conform to surrounding area in accordance with lines and grades indicated
on Drawings. Remove damaged concrete that does not drain properly and reconstruct at
no additional cost to Owner.

3.9 FIELD QUALITY CONTROL
A. Sampling: See Division 3, Section “Cast-in-Place Concrete” for testing requirements.

3.10 REPAIRS AND PROTECTION
A. Remove and replace concrete paving that is broken, damaged, or defective or that does

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not comply with requirements in this Section. Remove work in complete sections from
joint to joint unless otherwise approved by Engineer.
B. Drill test cores where directed by Engineer or Owner’s Testing Agency, when necessary
to determine magnitude of cracks or defective areas. Fill drilled core holes in satisfactory
paving areas with portland cement concrete bonded to paving with epoxy adhesive. See
Division 3, Section “Cast-In-Place Concrete” for testing requirements.
C. Protect concrete paving from damage. Exclude traffic from paving for at least 14 days
after placement. When construction traffic is permitted, maintain paving as clean as
possible by removing surface stains and spillage of materials as they occur.
D. Maintain concrete paving free of stains, discoloration, dirt, and other foreign material.
Sweep paving not more than two days before date scheduled for Substantial Completion
inspections.

END OF SECTION

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STORM UTILITY DRAINAGE PIPING 334100 - 1

SECTION 334100

STORM UTILITY DRAINAGE PIPING

PART 1 - GENERAL

1.1 GENERAL NOTES
A. All storm drainage structures, related piping and accessories shall be in accordance with
the State of North Carolina Department of Transportation standards, and supplemented
with any applicable Wake County standards. If discrepancies exist they should be brought
to the Engineer’s attention immediately.
B. Refer to construction drawings for number, location and details of all proposed structures
and pipes.

1.2 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
B. Materials, Installation, and Testing shall be in accordance with NCDOT and Wake County
standards and specifications.

1.3 SUMMARY
A. Section includes but not limited to the following items and appurtenances shown on
drawings and specified in this Section:
1. Pipe and fittings.
2. inlets and outlets.
B. Related Sections: The following Sections contain requirements that relate to the Section:
1. Division 31, Section “Earth Moving”
2. Division 03, Section “Cast-In-Place Concrete”

1.4 DEFINITIONS
A. RCP: Reinforced Concrete Pipe.
B. NCDOT: North Carolina Department of Transportation.

1.5 SUBMITTALS
A. Product Data: Manufacturer information describing part, accessories, connections and any
standard details.
B. Manufacturer’s Instructions: Special procedures required to install specified products.
C. Shop Drawings: Indicate Part Sizes, connection sizes, elevations and connection parts.
D. Manufacturer's Certificate: Products meet or exceed specified requirements.

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E. Qualifications Statements:
1. Qualifications for manufacturer, and installer.
2. Manufacturer's approval of installer.
F. Field quality-control reports.
G. Project Record Documents: Record actual locations of catch basins, drop inlets, yard inlets
and grate/rim and invert elevations.
H. Operation and Maintenance Data: Submit any special requirements for maintenance.

1.6 QUALITY ASSURANCE
A. Perform Work according to State of North Carolina Department of Transportation and the
Wake County standards.
B. Fabricator: Company specializing in fabricating products specified in this Section with
three years' experience.

1.7 DELIVERY, STORAGE, AND HANDLING
A. Protect pipe, pipe fittings, and seals from dirt and damage.
B. Store according to manufacturer's instructions.
C. Protect any UV sensitive materials from sunlight by using manufacturer
recommendations.

1.8 PROJECT CONDITIONS
A. Interruption of Existing Storm Drainage Service: Do not interrupt service to facilities
occupied by Owner or others unless permitted under the following conditions and then
only after arranging to provide temporary service according to requirements indicated:
1. Notify Owner’s Representative no fewer than (72) hours in advance of proposed
interruption of service.
2. Do not proceed with interruption of service without Owner’s Representative’s written
permission
B. Field Measurements: Verify field measurements prior to fabrication. Indicate field
measurements on Shop Drawings.

PART 2 - PRODUCTS

2.1 CONCRETE PIPE AND FITTINGS
A. Reinforced-Concrete Pipe and Fittings: ASTM C 76. Pipe and special fittings installed with
10 feet or less cover over top of pipe shall be Class III, and all other pipe and special
fittings shall be Class IV. Basis of acceptance of reinforced concrete pipe shall be the 0.01”
crack.

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1. Bell-and-spigot ends and sealant joints with ASTM C 990, bitumen or butyl-rubber
sealant.

2.2 PIPE OUTLETS
A. Riprap Basins: Broken, irregularly sized and shaped, graded stone according to NSSGA's
"Quarried Stone for Erosion and Sediment Control."
1. Average Size: NSSGA No. R-3, screen opening 2 inches.
2. Average Size: NSSGA No. R-4, screen opening 3 inches.
3. Average Size: NSSGA No. R-5, screen opening 5 inches.
B. Filter Stone: According to NSSGA's "Quarried Stone for Erosion and Sediment Control," No.
FS-2, No. 4 screen opening, average-size graded stone.
C. Energy Dissipaters: According to NSSGA's "Quarried Stone for Erosion and Sediment
Control," No. A-1, 3-ton average weight armor stone, unless otherwise indicated.

PART 3 - EXECUTION

3.1 EARTHWORK
A. Excavation, trenching, and backfilling are specified in Division 31 Section "Earth Moving."

3.2 EXAMINATION
A. Verify that excavations, dimensions and elevations are as indicated.
B. Check pipes for cracks or other compromising features.
1. Any irregularities shall be reported and approved prior to installation.

3.3 PREPARATION
A. Correct over-excavation with coarse aggregate.
B. Prepare base in accordance with applicable NCDOT standard.

3.4 PIPING INSTALLATION
A. General Locations and Arrangements: Drawing plans and details indicate general location
and arrangement of underground storm drainage piping. Location and arrangement of
piping layout take into account design considerations. Install piping as indicated, to extent
practical. Where specific installation is not indicated, follow piping manufacturer's written
instructions.
B. Install piping beginning at low point, true to grades and alignment indicated with
unbroken continuity of invert. Place bell ends of piping facing upstream. Install gaskets,
seals, sleeves, and couplings according to manufacturer's written instructions for use of

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lubricants, cements, and other installation requirements.
C. Install manholes for changes in direction unless fittings are indicated. Use fittings for
branch connections unless direct tap into existing sewer is indicated.
D. Install proper size increasers, reducers, and couplings where different sizes or materials of
pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited.
E. When installing pipe under streets or other obstructions that cannot be disturbed, use
pipe-jacking process of microtunneling.
F. Laser Equipment: Contractor shall utilize laser equipment to insure that piping is installed
at elevations and slopes indicated on plans.
G. Install gravity-flow, nonpressure drainage piping according to the following:
1. Install piping pitched down in direction of flow.
2. Install piping at invert elevations as specified in the storm drainage table.
3. Install nonreinforced-concrete piping according to ASTM C 1479 and ACPA's "Concrete
Pipe Installation Manual."
4. Install reinforced-concrete piping according to ASTM C 1479 and ACPA's "Concrete Pipe
Installation Manual."

3.5 PIPE JOINT CONSTRUCTION
A. Join gravity-flow, nonpressure drainage piping according to the following:
1. Join PVC piping according to ASTM D 2321 and ASTM D 3034 for elastomeric-seal
joints or ASTM D 3034 for elastomeric-gasketed joints.
2. Join nonreinforced-concrete piping according to ASTM C 14 and ACPA's "Concrete
Pipe Installation Manual" for rubber-gasketed joints.
3. Join reinforced-concrete piping according to ACPA's "Concrete Pipe Installation
Manual" for rubber-gasketed joints.

3.6 STORMWATER INLET AND OUTLET INSTALLATION
A. Construct inlet head walls, aprons, and sides of reinforced concrete, as indicated.
B. Construct riprap of broken stone, as indicated.
C. Install outlets that spill onto grade, anchored with concrete, where indicated.
D. Install outlets that spill onto grade, with flared end sections that match pipe, where
indicated.
E. Construct energy dissipaters at outlets, as indicated.

3.7 CONNECTIONS
A. Make connections to existing piping and underground manholes.
1. Use commercially manufactured wye fittings for piping branch connections. Remove

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section of existing pipe; install wye fitting into existing piping; and encase entire wye
fitting, plus 6-inch overlap, with not less than 6 inches of concrete with 28-day
compressive strength of 3000 psi.
2. Make branch connections from side into existing piping, NPS 4 to NPS 20. Remove
section of existing pipe, install wye fitting into existing piping, and encase entire wye
with not less than 6 inches of concrete with 28-day compressive strength of 3000 psi.
3. Make branch connections from side into existing piping, NPS 21 or larger, or to
underground manholes and structures by cutting into existing unit and creating an
opening large enough to allow 3 inches of concrete to be packed around entering
connection. Cut end of connection pipe passing through pipe or structure wall to
conform to shape of and be flush with inside wall unless otherwise indicated. On
outside of pipe, manhole, or structure wall, encase entering connection in 6 inches of
concrete for minimum length of 12 inches to provide additional support of collar from
connection to undisturbed ground.
a. Use concrete that will attain a minimum 28-day compressive strength of 3000
psi unless otherwise indicated.
b. Use epoxy-bonding compound as interface between new and existing concrete
and piping materials.
4. Protect existing piping, manholes, and structures to prevent concrete or debris from
entering while making tap connections. Remove debris or other extraneous material
that may accumulate.

3.8 CLOSING ABANDONED STORM DRAINAGE SYSTEMS
A. Abandoned Piping: Close open ends of abandoned underground piping indicated to
remain in place. Include closures strong enough to withstand hydrostatic and earth
pressures that may result after ends of abandoned piping have been closed. Use either
procedure below:
1. Close open ends of piping with at least 8-inch thick, brick masonry bulkheads.
2. Close open ends of piping with threaded metal caps, plastic plugs, or other acceptable
methods suitable for size and type of material being closed. Do not use wood plugs.
B. Abandoned Manholes and Structures: Excavate around manholes and structures as
required and use one procedure below:
1. Remove manhole or structure and close open ends of remaining piping.
2. Remove top of manhole or structure down to at least 48 inches below final grade. Fill
to within 12 inches of top with stone or gravel. Fill to top with concrete.
C. Backfill to grade according to Division 31 Section "Earth Moving."

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3.9 IDENTIFICATION
A. Materials and their installation are specified in Division 31 Section "Earth Moving."
Arrange for installation of green warning tape directly over piping and at outside edge of
underground structures.
1. Use identification tape or non-detectable warning tape over all underground lines
outside building footprint in the backfill approximately 18” to 30” above the service
pipe, but a minimum of 10” and a maximum of 24” below finished grade.
2. Use detectable warning tape over ferrous and nonferrous piping and over edges of
underground manholes. Tape all underground lines outside building footprint directly
on top of the pipeline and permanently secured to the pipeline at 10’ intervals.
3. Use insulated copper tracer wire or other approved conductor installed adjacent to
underground nonmetallic piping and metallic pipe with compression gasket fittings
installed underground. Access shall be provided to the tracer wire or the tracer wire
shall terminate aboveground at the end of the nonmetallic piping. The tracer wire size
shall not be less than 10AWG and the insulation type suitable for direct burial. The
tracer wire size shall be copper single-conductor 10AWG minimum and the insulation
type suitable for direct burial with type “UF” (Underground Feeder) insulation and
shall be continuous along the pipeline passing through the inside of each valve box or
manhole.

3.10 FIELD QUALITY CONTROL
A. Inspect interior of piping to determine whether line displacement or other damage has
occurred. Inspect after approximately 24 inches of backfill is in place, and again at
completion of Project.
1. Submit separate reports for each system inspection.
2. Defects requiring correction include the following:
a. Alignment: Less than full diameter of inside of pipe is visible between structures.
b. : Flexible piping with deflection that prevents passage of ball or cylinder of size
not less than 92.5 percent of piping diameter.
c. Damage: Crushed, broken, cracked, or otherwise damaged piping.
d. Infiltration: Water leakage into piping.
e. Exfiltration: Water leakage from or around piping.
3. Replace defective piping using new materials, and repeat inspections until defects are
within allowances specified.
4. Reinspect and repeat procedure until results are satisfactory.
B. Test new piping systems, and parts of existing systems that have been altered, extended,
or repaired, for leaks and defects.
1. Do not enclose, cover, or put into service before inspection and approval.

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2. Test completed piping systems according to requirements of authorities having
jurisdiction.
3. Schedule tests and inspections by authorities having jurisdiction with at least 24
hours' advance notice.
4. Submit separate report for each test.
5. Gravity-Flow Storm Drainage Piping: Test according to requirements of authorities
having jurisdiction, UNI-B-6, and the following:
a. Exception: Piping with soiltight joints unless required by authorities having
jurisdiction.
b. Option: Test plastic piping according to ASTM F 1417.
c. Option: Test concrete piping according to ASTM C 924. C. Leaks and loss in test
pressure constitute defects that must be repaired.
d. Replace leaking piping using new materials, and repeat testing until leakage is
within allowances specified.
3.11 CLEANING
A. Clean interior of piping of dirt and superfluous materials. Flush with water.

END OF SECTION

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STORM DRAINAGE STRUCTURES 334913 - 1

SECTION 334913

STORM DRAINAGE STRUCTURES

PART 1 - GENERAL

1.1 GENERAL NOTES
A. All storm drainage structures, related piping and accessories shall be in accordance with
the State of North Carolina Department of Transportation standards, and supplemented
with any applicable Wake County standards. If discrepancies exist they should be brought
to the Engineer’s attention immediately.
B. Refer to construction drawings for number, location and details of all proposed structures
and pipes.

1.2 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
B. Materials, Installation, and Testing shall be in accordance with NCDOT and Wake County
standards and specifications.

1.3 SUMMARY
A. Section includes but not limited to the following items and appurtenances shown on
drawings and specified in this Section:
1. Catch Basins.
2. Drop Inlets.
3. Junction Boxes/Manholes.
4. Headwalls.
5. Accessories.
6. Stormwater Structures.
7. Concrete.
B. Related Sections: The following Sections contain requirements that relate to the Section:
1. Division 31, Section “Earth Moving”
2. Division 03, Section “Cast-In-Place Concrete”

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1.4 DEFINITIONS
A. RCP: Reinforced Concrete Pipe
B. NCDOT: North Carolina Department of Transportation.

1.5 SUBMITTALS
A. Product Data: Manufacturer information describing part, accessories, connections and any
standard details.
B. Manufacturer’s Instructions: Special procedures required to install specified products.
C. Shop Drawings: Indicate Part Sizes, connection sizes, elevations and connection parts.
D. Manufacturer's Certificate: Products meet or exceed specified requirements.
E. Qualifications Statements:
1. Qualifications for manufacturer, and installer.
2. Manufacturer's approval of installer.
F. Field quality-control reports.
G. Project Record Documents: Record actual locations of catch basins, drop inlets, yard inlets
and grate/rim and invert elevations.
H. Operation and Maintenance Data: Submit any special requirements for maintenance.

1.6 QUALITY ASSURANCE
A. Perform Work according to State of North Carolina Department of Transportation and the
Wake County standards.
B. Fabricator: Company specializing in fabricating products specified in this Section with
three years' experience.

1.7 DELIVERY, STORAGE, AND HANDLING
A. Store according to manufacturer's instructions.
B. Protect any UV sensitive materials from sunlight by using manufacturer
recommendations.
C. Handle manholes according to manufacturer's written rigging instructions.
D. Handle catch basins, drop inlets, and headwalls according to manufacturer's written
rigging instructions.

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1.8 PROJECT CONDITIONS
A. Interruption of Existing Storm Drainage Service: Do not interrupt service to facilities
occupied by Owner or others unless permitted under the following conditions and then
only after arranging to provide temporary service according to requirements indicated:
1. Notify Owner’s Representative no fewer than (72) hours in advance of proposed
interruption of service.
2. Do not proceed with interruption of service without Owner’s Representative’s written
permission.
B. Field Measurements: Verify field measurements prior to fabrication. Indicate field
measurements on Shop Drawings.

PART 2 - PRODUCTS

2.1 CATCH BASINS
A. All catch basins to be precast in accordance with the NCDOT standard specifications.
B. Catch Basins Lids and Frames:
1. Materials: Cast Iron
2. Lid: Shall be in accordance with applicable NCDOT standard detail as noted.
3. Nominal Lid and Frame Size: Varies, see signed construction drawings.
C. Connections
1. All connections to be in accordance with the NCDOT standard specifications.

2.2 DROP INLETS
A. All drop inlets to be precast in accordance with the NCDOT standard specifications.
B. Drop inlet Lids and Frames
1. Materials: Cast Iron
2. Lid: Shall be in accordance with applicable NCDOT standard specifications.
3. Nominal Lid and Frame Size: Varies, see signed construction drawings.
C. Connections
1. All connections to be in accordance with the NCDOT standard specifications.

2.3 JUNCTION BOXES/MANHOLES
A. Materials
1. Reinforced Concrete. To be precast in accordance with the applicable NCDOT standard
specifications.

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B. Connections
1. Connections to be minimum soil-tight.
2. All connections to be in accordance with NCDOT standard specifications.
C. Lids and Frames:
1. Shall conform to NCDOT standard specifications.

2.4 HEADWALLS
A. Materials
1. Reinforced Concrete in accordance with North Carolina Railroad standards.
B. Connections
1. Connections to be minimum soil-tight.
2. All connections to be in accordance with Standard Specifications and Wake County
Standards.
3. In Bored and Jacked scenarios, casing and carrier pipe shall be restrained, as to
prevent slipping or other movement.
C. Design
1. Design of headwall to be completed by registered Professional Engineer licensed in
North Carolina.
2. Contractor to submit shop drawings to Engineer and Owner for approval. Engineer to
only approve shop drawings on the basis of dimensions and size. Engineer not
responsible for any footing, shoring or structural aspect of headwall.

2.5 ACCESSORIES
A. Geotextile Fabric:
1. Shall conform to AASHTO M288.
2. Shall be Class 1, and non-biodegradable.
B. Any other required accessories for installation shall be engineer approved prior to
installation.

2.6 STORMWATER STRUCTURES
A. Cast-in-Place Concrete, Stormwater Structures: Construct of reinforced-concrete bottom,
walls, and top; according to ASTM C 890 structural loading; of depth, shape, dimensions,
and appurtenances indicated.
1. Anti-Floatation Block: Can either be cast-in-place or precast
a. If cast-in-place prior to constructing, the contractor shall insure the weight of
the entire riser structures meets minimum specifications provided on Drawings,

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and shall submit shop drawings to the Engineer for review den oting the
following:
1) Steel reinforcement
2) Connection mechanism to join anti-floatation block with riser section.
b. If precast, the anti-flotation block shall be included as part of the precast riser
shop drawing submittals to the Engineer for review. It shall meet minimum
specifications provided on Drawings.
2. Concrete Collar: Shall connect to riser structure and anti-flotation block to form a
watertight connection between outlet barrel and riser structure. It shall meet
minimum specifications provided on Drawings.
B. Steps: Provide steps as shown on the Drawings in manholes, risers, transition cones, and
transition top sections in accordance with NCDOT STD 840.66. Steps shall be spaced at 16”
O.C.
C. Emergency drawdown pipe shall be a M&H style 1820 eccentric valve or approved equal.
This valve is in accordance with AWWA C-540 Sec 5.5, and shall be operable from top of
outlet structure via a handwheel. Refer to valve specifications at the end of this section.
D. Trash rack: Prior to ordering, the contractor shall submit trash rack shop drawings to the
Engineer for review. A minimum 2 foot x 3 foot access hatch opening is required and shall
be centered over access steps. Trash rack shall meet minimum specifications provided on
Drawings.
E. Spillway Filter: Refer to installation procedures specified in Section 3.3.B.
1. Stone to be fine aggregate, natural, or manufactured sand meeting the requirements
of ASTM C33.
2. Collector Pipe shall be smooth wall, schedule 80 PVC, 4-inch nominal diameter with
minimum 0.25-inch diameter perforations.
3. Cleanout and Outlet Pipes shall be smooth wall, schedule 80 PVC, 4-inch nominal
diameter, solid.
4. Provide elbows, connections, fittings, etc. for piping as required furnished by pipe
manufacturer for type of pipe used.
F. Energy Dissipaters: Refer to Drawings for shape and sizing; Design in accordance with NC
Erosion and Sediment Control Planning and Design Manual.

2.7 CONCRETE
A. General: Cast-in-place concrete according to ACI 318, ACI 350/350R, and the following:
1. Cement: ASTM C 150, Type II.
2. Fine Aggregate: ASTM C 33, sand.
3. Coarse Aggregate: ASTM C 33, crushed gravel.
4. Water: Potable.
B. Portland Cement Design Mix: 4000 psi minimum, with 0.45 maximum water/cementitious

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materials ratio.
1. Reinforcing Fabric: ASTM A 185/A 185M, steel, welded wire fabric, plain.
2. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (420 MPa) deformed steel.
C. Manhole Channels and Benches: Factory or field formed from concrete. Portland cement
design mix, 4000 psi minimum, with 0.45 maximum water/cementitious materials ratio.
Include channels and benches in manholes.
1. Channels: Concrete invert, formed to same width as connected piping, with height of
vertical sides to three-fourths of pipe diameter. Form curved channels with smooth,
uniform radius and slope.
a. Invert Slope: 2 percent through manhole.
2. Benches: Concrete, sloped to drain into channel.
a. Slope: 50 percent.
D. Ballast and Pipe Supports: Portland cement design mix, 3000 psi minimum, with 0.58
maximum water/cementitious materials ratio.
1. Reinforcing Fabric: ASTM A 185/A 185M, steel, welded wire fabric, plain.
2. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (420 MPa) deformed steel.

PART 3 - EXECUTION

3.1 EARTHWORK
A. Excavation, trenching, and backfilling are specified in Division 31 Section "Earth Moving."

3.1 EXAMINATION
A. Verify that excavations, dimensions and elevations are as indicated.
B. Check structures for cracks or other compromising features.
1. Any irregularities shall be reported and approved prior to installation.

3.2 PREPARATION
A. Correct over-excavation with coarse aggregate.
B. Prepare base in accordance with applicable NCDOT standard.

3.3 INSTALLATION
A. Installation Standards: Install Work according to NCDOT standards and manufacturer
recommendations. If discrepancies exist they should be brought to Engineer’s attention
immediately.

McAdams
CONSTRUCTION DRAWINGS
03/20/2020

STORM DRAINAGE STRUCTURES 334913 - 7

B. Spillway Filter Installation
1. Provide trench width to allow installation of drainage conduit. Grade bottom of
trench excavations to required slope, and compact to firm, solid bed for drainage
system. Trench shall extend at least 2 feet below spillway pipe.
2. Lay flat-style geotextile filter fabric in trench and overlap trench sides.
3. Place supporting layer of drainage course (NCDOT #67 washed stone) as specified on
Drawings.
4. Install perforated piping as specified on Drawings for spillway filter subdrainage.
5. Contractor shall provide a watertight seal between the filter fabric and principal
spillway pipe.
6. Add drainage course (NCDOT #67 stone) to top of drainage conduits. Spillway filter
depth shall be in accordance with the depth specified in the Drawings. Cover drainage
conduit as specified on Drawings.
7. Completely overlap both sides of filter fabric above drainage course. Top of overlap
shall correspond to seepage direction.
8. Fill to Grade: Fill with satisfactory soil to finish grade. Fill above the filter fabric shall
consist of well-compacted clayey soils to prevent down slope run-off from rainfall
from entering the drain.
9. Care shall be taken during the drain construction to keep the washed stone clean a nd
free of soil contamination; otherwise, the effectiveness of the drain can be seriously
jeopardized.

3.4 FIELD QUALITY CONTROL
A. Request inspection by Engineer prior to back filling any aggregate.
B. If inspections indicate that Work does not meet specified requirements, remove Work,
replace and request additional inspections.
C. Provide a signed and sealed as-built survey by a licensed Land Surveyor in North Carolina
for all locations, lengths, sizes and inverts of all storm drainage structures and piping. Land
surveyor should also indicate any and all underground utilities encountered during
excavation, including elevations tied to local control.

3.5 CLEANING
A. Clean interior of structures of dirt and superfluous materials. Flush with water.

END OF SECTION
Water Resources
ENVIRONMENTAL QUALITY
January 5, 2017
LINDA HALL — CHIEF FINANCIAL OFFICER
RESEARCH TRIANGLE FOUNDATION OF NORTH CAROLINA
POST OFFICE BOX 12255
DURHAM, NORTH CAROLINA 27709
Dear Ms. Hall:
ROY COOPER
Governor
WILLIAM G. ROSS, JR.
Acting Secretary
S. JAY ZIMMERMAN
Director
Subject: Permit No. W00038818
Park Center Infrastructure
Reclaimed Water Distribution Line
Durham County
In accordance with your permit application request received October 19, 2016, we are forwarding
herewith Permit No. WQ0038818 dated January 5, 2017, to Research Triangle Foundation of North
Carolina for the construction and operation of the subject reclaimed water distribution lines.
If any parts, requirements or limitations contained in this permit are unacceptable, the Permittee
has the right to request an adjudicatory hearing upon written request within 30 days following receipt of
this permit. This request shall be in the form of a written petition, conforming to Chapter 150B of the North
Carolina General Statutes, and filed with the Office of Administrative Hearings at 6714 Mail Service
Center, Raleigh, NC 27699-6714. Unless such demands are made, this permit shall be final and binding.
One set of approved plans and specifications is being forwarded to you. If you need additional
information concerning this permit, please contact Ashley Kabat at [phone] or
ashlev.kabatnncdenr.eov.
Sincerely, /J
7S. Jay Zimmerman, P.G., DirectbJ
Division of Water Resources
cc: Durham County Health Department (Electronic Copy)
Raleigh Regional Office, Water Quality Regional Operations Section (Electronic Copy)
William H. Derks, PE — McAdams Company (Electronic Copy)
Digital Permit Archive (Electronic Copy)
Central Files
- "'Nothing Compares -.�
State of North Carolina I Environmental Quality I Water Rmoumes I Water Quality Permitting I Non -Discharge Permitting
1617 Mail Service Center I Raleigh, North Carolina 27699-1617
919-807-6332

THIS PAGE BLANK

NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION
DEPARTMENT OF ENVIRONMENTAL QUALITY
RALEIGH
RECLAIMED WATER DISTRIBUTION LINE PERMIT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as
amended, and other applicable Laws, Rules and Regulations
PERMISSION IS HEREBY GRANTED TO
Research Triangle Foundation of North Carolina
Durham County
FOR THE
construction and operation of a reclaimed water distribution system extension consisting of: 3,327 linear
feet (LF) of 6-inch PVC reclaimed water line, and all associated piping, valves, controls and appurtenances;
to serve Park Center Infrastructure, with no discharge of wastes to surface waters, pursuant to the
application received October 19, 2016, and in conformity with the project plans, specifications, and other
supporting data subsequently filed and approved by the Department of Environmental Quality and
considered a part of this permit.
I. SCHEDULES
1. Upon completion of construction and prior to operation of the new reclaimed water distribution
facilities, a certification (attached) shall be submitted from a licensed North Carolina Professional
Engineer certifying that the permitted facility has been installed in accordance with this permit,
Division approved plans and specifications, and other supporting documentation, including the location
of all monitoring wells as applicable. If this Droiect is to be completed in ohases and Dartially certified,
the Permittee shall retain the resDonsibility to track further construction aDDroved under the same
permit and shall Drovide a final certificate of completion once the entire Droiect has been completed.
Mail the Certification to the Division of Water Resources, Water Quality Permitting Section, 1617 Mail
Service Center, Raleigh, NC 27699-1617. [15A NCAC 02T .0116]
2. Operation of this reclaimed water distribution line shall be contingent upon proper construction and
operation of approved reclaimed water distribution lines immediately upstream and downstream of the
line approved herein. Future upstream and downstream reclaimed water distribution lines
specifications shall include quality assurance testing procedures, and those procedures shall be used
prior to operation of this reclaimed water distribution line. [G.S. 143-215.1]
W00038818 Version 1.0 Shell Version 151201 Page 1 of

H. PERFORMANCE STANDARDS
The subject reclaimed water facilities shall be effectively maintained and operated at all times so there
is no discharge to surface waters, nor any contravention of groundwater or surface water standards. In
the event the facilities fail to perform satisfactorily, including the creation of nuisance conditions due
to improper operation and maintenance, or failure of the utilization areas to adequately assimilate the
reclaimed water, the Permittee shall take immediate corrective actions including Division required
actions, such as the construction additional or replacement reclaimed water distribution facilities. [G.S.
143-215.1, 143-213.3(a)]
2. This permit shall not relieve the Permittee of their responsibility for damages to groundwater or surface
water resulting from the operation of this reclaimed water distribution line. [15A NCAC 02B .0200,
02L .0100]
3. Construction of the reclaimed water distribution line permitted herein shall be scheduled as not to
interrupt service of existing utilities, or result in an overflow or bypass discharge of reclaimed water to
surface waters of the State. [15A NCAC 02T .0108(b)(1)]
4. The following shall be requirements for the reclaimed water distribution facilities:
a. All reclaimed water valves, storage facilities and outlets shall be tagged or labeled to warn the
public or employees that reclaimed water is not intended for drinking. Where appropriate, such
warning shall inform the public or employees to avoid contact with reclaimed water.
b. All reclaimed water piping, valves, outlets and other appurtenances shall be color -coded, taped or
otherwise marked to identify the source of the water as being reclaimed water.
i. All reclaimed water piping and appurtenances shall be either colored purple (i.e., Pantone 522)
and embossed or integrally stamped or marked "CAUTION: RECLAIMED WATER — DO
NOT DRINK" or be installed with a purple (i.e., Pantone 522) identification tape or
polyethylene vinyl wrap. The warning shall be stamped on opposite sides of the pipe and
repeated every three feet or less.
ii. Identification tape shall be at least three inches wide and have white or black lettering on purple
(i.e., Pantone 522) field stating "CAUTION: RECLAIMED WATER — DO NOT DRINK."
Identification tape shall be installed on reclaimed water pipelines in a visible manner, fastened
at least every 10 feet to each pipe length and run continuously the entire length of the pipe.
iii. Existing underground distribution systems retrofitted for the purpose of distributing reclaimed
water shall be taped or otherwise identified as noted above. This identification need not extend
the entire length of the distribution system, but shall be incorporated within 10 feet of crossing
any potable water supply line or sanitary sewer line.
c. All reclaimed water valves and outlets shall be of a type, or secured in a manner, that permits
operation by authorized personnel only.
d. Hose bibs shall be located in locked, below grade vaults that shall be labeled as being of non -
potable quality. As an alternative to the use of locked vaults with standard hose bib services, other
locking mechanisms such as hose bibs which can only be operated by a tool may be placed above
ground and labeled as non -potable water.
[15A NCAC 02U .0403]
5. No direct cross -connections shall be allowed between reclaimed water and potable water systems,
unless such connection has been approved by the Department pursuant to 15A NCAC 18C .0406. [15A
NCAC 02U .0403(f)]
6. Reclaimed water distribution lines shall be located at least 10 feet horizontally from and 18 inches
below any water line where practicable. Where these separation distances cannot be met, the piping
and integrity testing procedures shall meet water main standards in accordance with 15A NCAC 18C.
[15A NCAC 02U .0403(h)]
W00038818 Version 1.0 Shell Version 151201 Page 2 of 6

7. Reclaimed water distribution lines shall not be less than 100 feet from a well unless the piping and
integrity testing procedures meet water main standards in accordance with 15A NCAC 18C, but in no
case shall they be less than 25 feet from a private well or 50 feet from a public well. [15A NCAC 02U
.0403(i)]
8. Reclaimed water distribution lines shall be located at least two feet horizontally from and 18 inches
above any sewer line where practicable. Where these separation distances cannot be met, the piping
and integrity testing procedures shall meet water main standards in accordance with I SA NCAC 18C.
[ 15A NCAC 02U .04030)]
9. The facilities permitted herein shall be constructed according to the following setbacks:
a. The separation distances for reclaimed water distribution lines permitted herein shall be as follows
(distances as specified) 1:
i. Any potable water line (horizontal): loft
ii. Any potable water line (vertical — reclaimed below potable water): 18 in
iii. Any well with exception of monitoring wells: 100 ft
iv. Any sewer line (horizontal): 2 ft
v. Any sewer line (vertical — reclaimed over sewer): 18 in
In any instance where the above separation distances cannot be met, the piping and integrity
testing procedures shall meet water main standards in accordance with 15A NCAC 18C, but in
no case shall reclaimed distribution lines be less than 25 feet from a private well or 50 feet from
a public well.
[15A NCAC 02U .0701]
III. OPERATION AND MAINTENANCE REOUIREMENTS
1. Only reclaimed water generated from Triangle WWTP (Permit No. WQ0032821) shall be distributed
in the lines permitted herein prior to being utilized. [15A NCAC 02T .0108(b)(1)]
2. The reclaimed water distribution lines permitted herein shall be properly maintained and operated at all
times. To ensure proper operation and maintenance, the Permittee shall perform the following:
a. A map of the reclaimed water distribution line shall be developed. If part of a broader reclaimed
water distribution system, this line shall be added to the regional map, and said map shall be actively
maintained.
b. An operation and maintenance plan shall be developed and implemented.
c. A general observation of the entire reclaimed distribution system shall be conducted at least once
per year.
d. Inspection and maintenance records shall be maintained for a period of at least three years.
e. Bypasses shall be reported to the Raleigh Regional Office in accordance with 15A NCAC 02B
.0506(a).
[15A NCAC 02U .0801]
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IV. MONITORING AND REPORTING REOURIMENTS
Any Division required monitoring (including groundwater, plant tissue, soil and surface water analyses)
necessary to ensure groundwater and surface water protection shall be established, and an acceptable
sampling reporting schedule shall be followed. [15A NCAC 02T .0108(c)]
2. Noncompliance Notification:
The Permittee shall report by telephone to the Raleigh Regional Office, telephone number (919) 791-
4200, as soon as Dossible. but in no case more than 24 hours, or on the next working day following the
occurrence or first knowledge of the occurrence of any of the following:
a. Any failure resulting in a discharge of reclaimed water directly to surface waters or any unpermitted
release of reclaimed water to land surface greater than or equal to 5,000 gallons. Unpermitted
releases less than 5,000 gallons to land surface shall be documented by the Permittee, but do not
require Regional Office notification.
b. Any failure, due to known or unknown reasons, that renders the reclaimed water distribution line(s)
incapable of adequately transporting the reclaimed water (e.g., mechanical or electrical failures,
line blockages or breaks, etc.);
Any emergency requiring immediate reporting (e.g., discharges to surface waters, imminent failure of
a storage structure, etc.) outside normal business hours shall be reported to the Division's Emergency
Response personnel at telephone number [phone], [phone], or [phone]. Persons
reporting such occurrences by telephone shall also file a written report in letter form within five days
following first knowledge of the occurrence. This report shall outline the actions taken or proposed to
betaken to ensure the problem does not recur. [15A NCAC 02T .0108(b)(1)]
V. INSPECTIONS
1. The Permittee shall provide adequate inspection and maintenance to ensure proper operation of the
distribution line(s). [15A NCAC 02T .0108(b)]
2. The Permittee or their designee shall inspect the distribution line(s) to prevent malfunction, facility
deterioration and operator errors resulting in discharges, which may cause the release of wastes to the
environment, a threat to human health or a public nuisance. The Permittee shall maintain an inspection
log that includes, at a minimum, the date and time of inspection, observations made, and any
maintenance, repairs, or corrective actions taken. The Permittee shall maintain this inspection log for
a period of five years from the date of the inspection, and this log shall be made available to the Division
upon request. [15A NCAC 02T .0108(b)]
3. Any duly authorized Division representative may, upon presentation of credentials, enter and inspect
any property, premises or place on or related to the distribution line(s) permitted herein at any
reasonable time for the purpose of determining compliance with this permit; may inspect or copy any
records required to be maintained under the terms and conditions of this permit, and may collect
groundwater, surface water or leachate samples. [G.S. 143-215.1]
VI. GENERAL
1. Failure to comply with the conditions and limitations contained herein may subject the Permittee to an
enforcement action by the Division in accordance with North Carolina General Statutes 143-215.6A to
143-215.6C. [G.S. 143-215.6A to 143-215.6C]
2. This permit shall become voidable if the permitted facilities are not constructed in accordance with the
conditions of this permit, the Division approved plans and specifications, and other supporting
documentation. [15A NCAC 02T .0110]
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3. This permit is effective only with respect to the nature and volume of wastes described in the permit
application, Division approved plans and specifications, and other supporting documentation. No
variances to applicable rules governing the construction or operation of the permitted facilities are
granted, unless specifically requested and approved in this permit pursuant to 15A NCAC 02T .0105(n).
[G.S.142-215.1]
4. The issuance of this permit does not exempt the Permittee from complying with any and all statutes,
rules, regulations, or ordinances, which may be imposed by other jurisdictional government agencies
(e.g., local, state, and federal). Of particular concern to the Division are applicable river buffer rules in
15A NCAC 02B .0200; erosion and sedimentation control requirements in 15A NCAC Chapter 4 and
under the Division's General Permit NCGO10000; any requirements pertaining to wetlands under 15A
NCAC 02B .0200 and 02H .0500; National Pollutant Discharge Elimination System (NPDES)
requirements under 15A NCAC 02H .0100, and documentation of compliance with Article 21 Part 6
of Chapter 143 of the General Statutes. [15A NCAC 02T .0105(c)(6)]
In the event the permitted facilities change ownership or the Permittee changes their name, a written
permit modification request shall be submitted to the Division. This request shall be made on official
Division forms, and shall include appropriate property ownership documentation and other supporting
documentation as necessary. The Permittee of record shall remain fully responsible for maintaining
and operating the facilities permitted herein until a permit is issued to the new owner. [15A NCAC
02T .0104]
6. The Permittee shall retain a set of Division approved plans and specifications for the life of the facilities
permitted herein. [15A NCAC 02T .0108(b)(1)]
Permit issued this the 51 day of January 2017
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Jay Zimmerman, P.G., Direct r
Division of Water Resources
By Authority of the Environmental Management Commission
Permit Number W00038818
WQ0038818 Version 1.0 Shell Version 151201 Page 5 of 6

Permit No. WQ0038818
Research Triangle Foundation of North Carolina
Park Center Infrastructure
ENGINEERING CERTIFICATION
❑ Partial ❑ Final
Reclaimed Water Distribution Line
January 5, 2017
Durham County
In accordance with 15A NCAC 02T .0116, I. , as
a duly registered Professional Engineer in the State of North Carolina, having the Permittee's authorization
to ❑ periodically ❑ weekly ❑ fully observe the construction of the permitted facility, hereby state to the
best of my abilities that due care and diligence was used in the observation of the construction, such that
the facility was built within substantial compliance and intent of this permit, the Division approved plans
and specifications, and other supporting documentation.
❑ Any variation to this permit, the Division approved plans and specifications, and other supporting
documentation has been documented in the attached as -built drawings, and shall serve as the
Permittee's minor modification request to amend the permit accordingly.
Provide a brief narrative description of any variations:
Professional Engineer's Name
Engineering Firm
Mailing Address
City
Telephone E-mail
State Zip
NC PE Seal, Signature & Date
THE COMPLETED ENGINEERING CERTIFICATION, INCLUDING ALL SUPPORTING
INFORMATION AND MATERIALS, SHALL BE SENT TO THE FOLLOWING ADDRESS:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
By Courier/Special Deliverv:
512 N. SALISBURY STREET
RALEIGH, NORTH CAROLINA 27699-1617 RALEIGH, NORTH CAROLINA 27604
W00038818 Version 1.0 Shell Version 151201
Page 6 of 6

The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.comRESEARCH TRIANGLE PARK, NORTH CAROLINA, 27709
PROJECT NUMBER: RTF-18060
HUB RTP
HUB RTP
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
PROJECT NUMBER: RTF-18060
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
CONTACT: TIM BROCK
PHONE: [phone]
Bill Derks, P.E.
[e-mail]
OWNER
CONTACT
REVISIONS
N0.DATE
FINAL DRAWING - RELEASED FOR CONSTRUCTION
LANDSCAPE ARCHITECT
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VICINITY MAP
1" = 1000'
DATE: MARCH 25, 2024
CONSTRUCTION
DRAWINGS
CONSTRUCTION DRAWINGS
SPECIAL CONDITIONS OF APPROVAL
1.FEMA FLOOD STUDY
A NO RISE SHALL BE OBTAINED FROM FEMA PRIOR TO CONSTRUCTION DRAWING APPROVAL. A LOMR SHALL BE OBTAINED FROM FEMA
PRIOR TO ISSUANCE OF ANY CERTIFICATES OF OCCUPANCY OR CERTIFICATES OF COMPLIANCE AFTER BLOCK H2.
2.OFF-SITE ROADWAY IMPROVEMENTS
BY REFERENCING ROADWAY IMPROVEMENTS ON THE PLAN, THE APPLICANT AGREES TO CONSTRUCT SAID IMPROVEMENTS PRIOR TO
ISSUANCE OF CERTIFICATE OF OCCUPANCY IN A MANNER THAT WILL ALLOW THEM TO FUNCTION AS NOTED ON THE PLAN AND IN
ACCORDANCE WITH NCDOT AND CITY OF DURHAM STANDARDS AND POLICIES. THIS INCLUDES (WHERE APPROPRIATE) BUT IS NOT LIMITED
TO: ADEQUATE TRANSITION TAPERS, ALIGNMENT OF LANES THROUGH INTERSECTIONS, ASSOCIATED SIGNAL MODIFICATIONS, PAVEMENT
MARKINGS, ASSOCIATED SIGNAGE, CURB AND GUTTER, COORDINATION WITH OTHER PROPOSED ROADWAY IMPROVEMENTS AND BIKE
LANES. THE APPLICANT ALSO ACCEPTS THE FINANCIAL RESPONSIBILITY FOR ACQUISITION OF ANY ADDITIONAL RIGHT-OF-WAY NECESSARY
TO ACCOMMODATE THESE IMPROVEMENTS AND ANY REQUIRED SIDEWALK CONSTRUCTION.
3.THE LANDSCAPE EASEMENT FOR THE REQUIRED BUFFER ON THE NORTH SIDE OF THE SITE MUST BE RECORDED PRIOR TO THE REQUEST
FOR A SITE COMPLIANCE INSPECTION OR ISSUANCE OF ANY CERTIFICATE OF COMPLETION.
4.OWNER/DEVELOPER SHALL NOTIFY THE DURHAM CITY COUNTY PLANNING DEPARTMENT SITE COMPLIANCE STAFF AT THE COMPLETION
OF CONSTRUCTION AND LANDSCAPING TO REQUEST AN INSPECTION PRIOR TO USE OF THE FACILITY.
5.APPLICANT SHALL SUBMIT A WATERLINE TESTING AND CONNECTION PHASING PLAN AS PART OF CONSTRUCTION DRAWING REVIEW. THE
PLAN SHALL INCLUDE MAINTENANCE OF SERVICE DURING INSTALLATION AND TIE-IN, TESTING PROCEDURES AND AT LEAST 5 BUSINESS
DAY NOTIFICATION TO WATER MANAGEMENT UTILITY ENGINEERING PRIOR TO SCHEDULING ANY SHUTDOWN.
SUMMARY OF REQUIRED TRANSPORTATION IMPROVEMENTS - CONDITIONS PRIOR TO ISSUANCE OF CO
DAVIS DRIVE AND I-40 EASTBOUND RAMPS / PARK DRIVE (SITE DRIVEWAY #1)
-WIDEN EASTBOUND PARK DRIVE TO PROVIDE EXCLUSIVE DUAL LEFT-TURN LANES WITH ADEQUATE STORAGE AND ADEQUATE TAPERS,
EXCLUSIVE DUAL THROUGH LANES, AND AN EXCLUSIVE RIGHT-TURN LANE WITH ADEQUATE STORAGE AND ADEQUATE TAPER.
-WIDEN WESTBOUND PARK DRIVE TO PROVIDE TWO INGRESS LANES.
-WIDEN THE I-40 EASTBOUND EXIT RAMP TO PROVIDE AND EXCLUSIVE LEFT-TURN LANE WITH 325 FEET OF STORAGE AND APPROPRIATE
TAPERS, DUAL EXCLUSIVE THRU-LANES, AND A RIGHT-TURN LANE WITH 100 FEET OF STORAGE AND APPROPRIATE TAPER.
-WIDEN THE I-40 EASTBOUND ENTRANCE RAMP TO PROVIDE RECEIVING LANES WITH 850 FEET OF STORAGE AND APPROPRIATE TAPERS.
-CONSTRUCT AN ADDITIONAL NORTHBOUND RIGHT-TURN LANE WITH 250 FEET OF STORAGE AND APPROPRIATE TAPER ON DAVIS DRIVE
AT THE I-40 EASTBOUND ENTRANCE RAMP.
-EXTEND THE EXISTING SOUTHBOUND LEFT-TURN LANE TO PROVIDE 475 FEET OF STORAGE AND APPROPRIATE TAPER ON DAVIS DRIVE
AT THE I-40 EASTBOUND ENTRANCE RAMP.
-MODIFY THE EXISTING TRAFFIC SIGNAL TO ACCOMMODATE THE NEW TRAVEL LANES.
NC 54 AND PARK DRIVE WEST (SITE DRIVEWAY #2)
-CONSTRUCT AN EXCLUSIVE WESTBOUND RIGHT-TURN LANE WITH 50 FEET OF STORAGE AND APPROPRIATE TAPER ON NC 54 AT PARK
DRIVE WEST.
-SITE DRIVEWAY #2 SHALL BE CONSTRUCTED AS RIGHT-IN/RIGHT-OUT/LEFT-IN ACCESS WITH ONE INGRESS LANE AND ONE EGRESS LANE.
NC 54 AND PARK DRIVE EAST (SITE DRIVEWAY #3) / BASF DRIVEWAY
-CONSTRUCT AN EXCLUSIVE WESTBOUND RIGHT-TURN LANE WITH 75 FEET OF STORAGE AND APPROPRIATE TAPER ON NC 54 AT PARK
DRIVE EAST.
-SITE DRIVEWAY #3 SHALL ALLOW FULL ACCESS MOVEMENT AND CONSIST OF A FOUR-LANE CROSS-SECTION (ONE INGRESS AND THREE
EGRESS LANES). THE EGRESS LANES SHALL CONSIST OF DUAL LEFT-TURN LANES AND A SHARED THROUGH/RIGHT-TURN LANE.
-SITE DRIVEWAY #3 SHALL HAVE A MINIMUM OF 100 FEET OF INTERNAL PROTECTIVE STORAGE BEFORE A PARKING AND/OR CROSSING
MANEUVER OCCURS.
-INSTALL A TRAFFIC SIGNAL WITH STEEL POLES AND MAST ARMS.
NC 54 AND SITE DRIVEWAY #4 (RIGHT IN/RIGHT OUT)
-CONSTRUCT AN EXCLUSIVE WESTBOUND RIGHT-TURN LANE WITH 75 FEET OF STORAGE AND APPROPRIATE TAPER ON NC 54 AT SITE
DRIVEWAY #4.
-SITE DRIVEWAY #4 SHALL BE RESTRICTED TO RIGHT-IN/RIGHT-OUT MOVEMENTS AND CONSIST OF ONE INGRESS LANE AND ONE EGRESS
LANE.
-SITE DRIVEWAY #4 SHALL HAVE A MINIMUM OF 100 FEET OF INTERNAL PROTECTIVE STORAGE BEFORE A PARKING AND/OR CROSSING
MANEUVER OCCURS.
PRIOR TO ISSUANCE OF A BUILDING PERMIT
-DEDICATE A PUBLIC ACCESS EASEMENT FOR ALL PUBLIC SIDEWALK LOCATED OUTSIDE THE RIGHT-OF-WAY AS NOTED ON THE APPROVED
SITE PLAN A COPY OF THE RECORDED PLAT MUST BE SUBMITTED WITH THE FIRST BUILDING PERMIT APPLICATION.
PRIOR TO SUBDIVISION PLAT RECORDATION
-EXISTING 16" WATERLINE CROSSING THE SITE (OUTSIDE OF RIGHT OF WAY), SHALL BE RELOCATED TO THE PROPOSED EASEMENT
LOCATION, OR AN EASEMENT DEDICATED ON ITS CURRENT LOCATION PRIOR TO SUBDIVISION PLAT APPROVAL.
PUBLIC WORKS CONDITIONS OF APPROVAL
1.THE DESIGNING PROFESSIONAL (A NCPE, NCPLS OR NCRLA - AS REQUIRED) SHALL SUBMIT THREE (3) SETS OF CONSTRUCTION DRAWINGS
TO THE PUBLIC WORKS DEPARTMENT - DEVELOPMENT REVIEW FOR REVIEW AND APPROVAL. CONSTRUCTION DRAWING APPROVAL IS
REQUIRED PRIOR TO COMMENCING CONSTRUCTION (SEE CONSTRUCTION PLAN APPROVAL PROCESS). THE APPROVAL OF CONSTRUCTION
DRAWINGS IS SEPARATE FROM SITE PLAN APPROVAL. CITY OFFICIALS SHALL REVIEW ALL SIZES, MATERIALS, SLOPES, LOCATIONS,
EXTENSIONS AND DEPTHS FOR ALL PROPOSED WATERLINES FOR COMPLIANCE WITH ALL APPLICABLE REGULATORY STANDARDS AND
SPECIFICATIONS.
2.THE DESIGNING PROFESSIONAL (A NCPE, NCPLS OR NCRLA - AS REQUIRED) SHALL SUBMIT ONE (1) SET OF AS-BUILT DRAWINGS TO THE
PUBLIC WORKS DEPARTMENT - DEVELOPMENT REVIEW FOR REVIEW AND APPROVAL. AS-BUILT DRAWING APPROVAL IS REQUIRED PRIOR
TO WATER METER INSTALLATION AND PRIOR TO ISSUANCE OF A CERTIFICATE OF OCCUPANCY.
3.IF A METER 2" OR LARGER IS PROPOSED, CONTACT WATER MANAGEMENT AT 560-4381 PRIOR TO THE CONSTRUCTION OF THE METER
VAULT TO VERIFY THE TYPE AND DIMENSIONS OF THE METER.
4.WATER PERMIT REQUIRED AFTER CONSTRUCTION DRAWING APPROVAL AND PRIOR TO COMMENCING WATER MAIN INSTALLATION.
5.SEWER PERMIT FROM DURHAM COUNTY REQUIRED. CONTRACT DURHAM COUNTY UTILITY DIVISION AT 919-560-9033.
6.THE LOCATION OF THE SIDEWALKS SHOWN ON THIS PLAN IS SCHEMATIC. A CITY OF DURHAM AND/OR NCDOT ENCROACHMENT PERMIT IS
REQUIRED PRIOR TO ANY CONSTRUCTION. AFTER OBTAINING THE REQUIRED PERMITS, PLEASE CONTACT THE CITY OF DURHAM
ENGINEERING CONSTRUCTION INSPECTION OFFICE AT 560-4326 FOR A PRE-CONSTRUCTION CONFERENCE AND FIELD VISIT PRIOR TO ANY
WORK ON THE PROPOSED SIDEWALK.
7.NCDOT DRIVEWAY PERMIT REQUIRED PRIOR TO CONSTRUCTION. CONTACT NCDOT AT 919-220-4750 FOR REQUIREMENTS.
8.WATER SERVICE ABANDONMENT:
ABANDONMENT OF WATER SERVICES SHALL INCLUDE EXCAVATING DOWN TO CORPORATION STOP, TURNING IT OFF AND CUTTING
SERVICE LINE FREE FROM CORPORATION STOP. THE METER, IF PRESENT, SHALL BE RETURNED TO CITY OF DURHAM. PRIOR TO ANY CREDIT
OR REFUND BEING PROCESSED THE METER MUST BE RETURNED TO WATER MANAGEMENT DEPARTMENT AND THE METER NUMBER
VERIFIED AND CODED PROPERLY AS RETURNED. UTILITY SERVICE ABANDONMENTS WILL TAKE PLACE PRIOR TO BEGINNING UTILITY
CONSTRUCTION WORK FOR A PROJECT. ANY EXCAVATION AS PART OF ABANDONING UTILITIES WILL REQUIRE BACKFILLING PER CITY OF
DURHAM STANDARDS.
9.WATER, SANITARY SEWER AND STORM SEWER SEPARATION NOTES:
1. HORIZONTAL AND VERTICAL SEPARATION
A.SANITARY SEWERS SHALL BE LAID AT LEAST 10-FEET HORIZONTALLY FROM ANY EXISTING OR PROPOSED WATER MAIN. THE
DISTANCE SHALL BE MEASURED EDGE TO EDGE. IN CASES WHERE IT IS NOT PRACTICAL TO MAINTAIN A 10-FOOT SEPARATION,
THE CITY OF DURHAM MAY ALLOW DEVIATION ON A CASE-BY-CASE BASIS, IF SUPPORTED BY DATA FROM THE DESIGN ENGINEER.
SUCH DEVIATION ON MAY ALLOW THE INSTALLATION OF THE SANITARY SEWER CLOSER TO A WATER MAIN, PROVIDED THAT THE
WATER MAIN IS IN A SEPARATE TRENCH OR ON AN UNDISTURBED EARTH SHELF LOCATED ON ONE SIDE OF THE SANITARY SEWER
AND AT AN ELEVATION SO THE BOTTOM OF THE WATER MAIN IS AT LEAST 18-INCHES ABOVE THE TOP OF THE SEWER.
B.IF IT IS IMPOSSIBLE TO OBTAIN PROPER HORIZONTAL AND VERTICAL SEPARATION AS DESCRIBED ABOVE OR ANYTIME THE
SANITARY SEWER IS OVER THE WATER MAIN, BOTH THE WATER MAIN AND SANITARY SEWER MUST BE CONSTRUCTED OF
FERROUS PIPE COMPLYING WITH THE PUBLIC WATER SUPPLY DESIGN STANDARDS AND BE PRESSURE TESTED TO 150-PSI TO
ASSURE WATER TIGHTNESS BEFORE BACKFILLING.
C.A 24-INCH VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN STORM SEWER AND SANITARY SEWER LINES OR FERROUS PIPE
SPECIFIED. A 12-INCH VERTICAL SEPARATION SHALL BE PROVIDED BETWEEN STORM SEWER AND WATER MAINS.
1. IF A 12-INCH VERTICAL SEPARATION IS NOT MAINTAINED AT A CROSSING BETWEEN STORM SEWER AND WATER MAINS
(OR PRESSURE SEWERS). THE WATER MAIN SHALL BE CONSTRUCTED OF FERROUS PIPE AND A CONCRETE COLLAR SHALL
BE POURED AROUND WATER MAINS AND STORM SEWER TO IMMOBILIZE THE CROSSING.
2. CROSSINGS
A.SANITARY SEWER CROSSING WATER MAINS SHALL BE LAID TO PROVIDE A MINIMUM VERTICAL DISTANCE OF 18-INCHES BETWEEN
THE OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF THE SANITARY SEWER. THE CROSSING SHALL BE ARRANGED SO THAT
THE SANITARY SEWER JOINTS WILL BE EQUIDISTANT AND AS FAR AS POSSIBLE FROM THE WATER MAIN JOINTS.
B.WHEN IT IS IMPOSSIBLE TO OBTAIN PROPER HORIZONTAL AND VERTICAL SEPARATION AS STIPULATED ABOVE, ONE OF THE
FOLLOWING METHODS MUST BE SPECIFIED.
1. THE SANITARY SEWER SHALL BE DESIGNED AND CONSTRUCTED OF FERROUS PIPE AND SHALL BE PRESSURE TESTED AT
150-PSI TO ASSURE WATER TIGHTNESS PRIOR TO BACKFILLING, OR
2. EITHER THE WATER MAIN OR THE SANITARY SEWER LINE MAY BE ENCASED IN A WATERTIGHT CARRIER PIPE, WHICH
EXTENDS 10-FEET ON BOTH SIDES OF THE CROSSING, MEASURED PERPENDICULAR TO THE WATER MAIN. THE CARRIER
PIPE SHALL BE OF MATERIALS APPROVED BY THE CITY OF DURHAM FOR USE IN WATER MAIN CONSTRUCTION.
PIN
ZONING
WATERSHED
PROTECTION
OVERLAY DISTRICT
RIVER BASIN
EXISTING USE
SRP-C, Z1500018 APPROVED 9/30/2015
JORDAN LAKE
CAPE FEAR
4 BRANCH BANKS AND RESEARCH TRIANGLE SCHOOL
SITE AREA 1,893,302 SF / 43.46 AC
DEVELOPMENT
TIER
SUBURBAN
0738-03-90-5673, 0738-01-90-9591, 0747-01-09-5956
IMPERVIOUS
VEHICULAR
PARKING
TREE COVERAGE
EXISTING
PROPOSED
18.98 AC (43.67%)
7.47 AC (17.18%)(TOTAL AFTER DEMO)
REQUIRED
PROPOSED 82 SPACES
REQUIRED
PROPOSED
4 SPACES
4 SPACES
ACCESSIBLE VAN
PARKING
REQUIRED
PROPOSED
1/6 ACC. SPACES = 1 SPACE
4 SPACE
REQUIRED 3% OF DEVELOPED AREA = 43.46 * .03 = 1.31 AC
0 SPACES
SITE DATA
SETBACKS STREET YARD
SIDE YARD
REAR YARD
20'
0'
0'
BIKE PARKING REQUIRED 0 SPACES
PROPOSED 18 SPACES
ACCESSIBLE
PARKING
PROPOSED 3%, 1.31 AC
PROJECT AREA 43.46 AC
DISTURBED AREA 46.75 AC
PROPOSED USE FUTURE HIGH DENSITY MIXED USE INCLUDING: COMMERCIAL, OFFICE,
HOTEL AND MULTIFAMILY
FUTURE 30.67 AC (70.57%)
1.FOR SITES CONTAINING FLOODPLAIN: ALL PROPOSED AND FUTURE DEVELOPMENT WITHIN THE FLOODWAY OR NON-ENCROACHMENT AREA OR
FLOODWAY FRINGE AND NON-ENCROACHMENT AREA FRINGE, INCLUDING FILL, NEW CONSTRUCTION, SUBSTANTIAL IMPROVEMENTS,
MANUFACTURED HOUSING, STORAGE OF MATERIALS AND STORAGE OF TOXIC OR FLAMMABLE SUBSTANCES, IS PROHIBITED EXCEPT AS PROVIDED BY
APPLICABLE FLOOD HAZARD REGULATIONS OF UDO SECTION 3.22 AND 8.4.
THE DEVELOPMENT WITHIN THIS SITE IS LOCATED WITH THE FOLLOWING FLOOD SOURCES AS NOTED AND SHOWN ON:
BURDENS CREEK BURDENS CREEK TRIBUTARY 4
BFE(S):276.20 - 278.60 (1% ACF FUTURE)276.44 - 283.65 (1% ACF FUTURE)
FLOODPLAIN ZONE:1% ACF (1% ACF FUTURE)1% ACF (1% ACF FUTURE)
FEMA MAP NUMBER:3720074800K / 3720073800K 3720074800K / 3720073800K
FEMA MAP DATE:10.19.2018 10.19.2018
2.BUFFER AUTHORIZATION NOTE: BUFFER AUTHORIZATION BY DURHAM COUNTY (VIA NPAA) IS REQUIRED PRIOR TO CONSTRUCTION DRAWING
APPROVAL. SITE PLAN CHANGES OCCURRING AS A RESULT OF ALTERATIONS NEEDED TO RECEIVE BUFFER AUTHORIZATION MAY RESULT IN THE NEED
FOR A SITE PLAN AMENDMENT OR A NEW SITE PLAN BASED ON THE SCOPE OF THE REQUIRED CHANGES. IF A SITE PLAN AMENDMENT OR NEW SITE
PLAN IS REQUIRED IT MUST BE APPROVED PRIOR TO CONSTRUCTION DRAWING APPROVAL. CONTACT THE DURHAM CITY-COUNTY PLANNING
DEPARTMENT AT 919-560-4137 TO DETERMINE IF A SITE PLAN AMENDMENT OR A NEW SITE PLAN WILL BE REQUIRED.
3.STREAM BUFFERS: 50 FOOT WIDE UNDISTURBED STREAM BUFFER, MEASURED FROM TOP OF BANK, EACH SIDE OF STREAM. NO CLEARING OR
GRADING OTHER THAN SELECTIVE THINNING AND ORDINARY MAINTENANCE OF EXISTING VEGETATION PERMITTED, EXCEPT IN ACCORDANCE WITH
15A NCAC 02B.233 (6) VEGETATION MANAGEMENT. NO STRUCTURES OR FEATURES REQUIRING GRADING OR CONSTRUCTION MAY BE BUILT WITHIN
THE 10 FOOT STREAM BUFFER SETBACK. ANY USE ALLOWED BY SECTION 8.5.5 OF THE UDO SHALL BE DESIGNED AND CONSTRUCTED TO MINIMIZE THE
AMOUNT OF INTRUSION INTO THE STREAM BUFFER AND TO MINIMIZE CLEARING, GRADING, EROSION AND WATER QUALITY DEGRADATION. (UDO
SECTION 8.5).
4.FOR SITES CONTAINING WETLANDS: STATE AND FEDERAL PERMIT AUTHORIZATION MAY BE REQUIRED FROM THE NC DENR, NC DWQ, AND THE U.S.
ARMY CORPS OF ENGINEERS PRIOR TO THE COMMENCEMENT OF ANY LAND DISTURBING ACTIVITIES IN OR NEAR A LAKE, STREAM, CREEK, TRIBUTARY,
OR ANY UNNAMED BODY OF WATER AND ITS ADJACENT WETLANDS (UDO SECTION 8.9)
5.TREE PROTECTION NOTE (UDO SEC. 8.3): TREE PROTECTION FENCING MUST BE IN PLACE PRIOR TO ANY DEMOLITION, LAND DISTURBANCE, OR
ISSUANCE OF A GRADING PERMIT AND SHALL INCLUDE WARNING SIGNS POSTED IN BOTH ENGLISH AND SPANISH, AS FOLLOWS: “NO
TRESPASSING/TREE PROTECTION AREA/PROHIBIDO ENTRAR / ZONA PROTECTORA PARA LOS ÁRBOLES.”
6.ROOT PROTECTION ZONE (UDO SEC. 8.3): EQUALS ONE FOOT OF RADIUS FOR EVERY INCH OF DIAMETER OF EXISTING TREES, OR SIX FOOT RADIUS,
WHICHEVER IS GREATER. NO DISTURBANCE ALLOWED WITHIN THIS AREA. AREA MUST BE PROTECTED WITH BOTH TREE PROTECTION FENCING AND
WARNING SIGNS.
7.PROTECTION OF EXISTING VEGETATION (UDO SEC. 8.3): AT THE START OF GRADING INVOLVING THE LOWERING OF EXISTING GRADE AROUND A TREE
OR STRIPPING OF TOPSOIL, A CLEAN, SHARP, VERTICAL CUT SHALL BE MADE AT THE EDGE OF THE TREE SAVE AREA PRIOR TO OR AT THE SAME TIME AS
SILT FENCE AND OTHER EROSION CONTROL MEASURES ARE INSTALLED. THE TREE PROTECTION FENCING SHALL BE INSTALLED ON THE SIDE OF THE CUT
FARTHEST AWAY FROM THE TREE TRUNK AND SHALL REMAIN IN PLACE UNTIL ALL CONSTRUCTION IN THE VICINITY OF THE TREES IS COMPLETE. NO
STORAGE OF MATERIALS, FILL, OR EQUIPMENT AND NO TRESPASSING SHALL BE ALLOWED WITHIN THE BOUNDARY OF THE PROTECTED AREA.
8.MEASURES SHALL BE PROVIDED TO PREVENT LIGHT SPILLOVER ONTO ADJACENT ZONING DISTRICTS AND GLARE TOWARD MOTOR VEHICLE
OPERATORS AND SHALL BE INDICATED ON THE SITE PLAN. EXTERIOR LIGHTS SHALL BE SHIELDED SO THAT THEY DO NOT CAST DIRECT LIGHT BEYOND
THE EDGE OF THE SRP-C DISTRICT. IN ACCORDANCE WITH THESE STANDARDS:
A.THE MAXIMUM ILLUMINATION AT THE EDGE OF THE SRP-C DISTRICT ADJACENT TO RESIDENTIAL ZONING IS 0.5 FOOT CANDLES.
B.THE MAXIMUM ILLUMINATION AT THE EDGE OF THE SRP-C DISTRICT ADJACENT TO NONRESIDENTIAL ZONING IS 5.0 FOOT CANDLES.
C.THE MAXIMUM ILLUMINATION AT THE EDGE OF THE SRP-C DISTRICT ADJACENT TO A STREET IS 5.0 FOOT CANDLES.
D.THESE STANDARDS MUST BE VERIFIED BY FIELD SURVEY (BY USE OF PHOTOMETRIC SURVEY) PRIOR TO A CERTIFICATE OF COMPLIANCE BEING
ISSUED. ALL OF THIS INFORMATION, INCLUDING DETAILS, WILL BE REQUIRED ON BUILDING PLANS PRIOR TO ISSUANCE OF BUILDING PERMIT
9.FOR PROJECTS UTILIZING ON SITE WATER SUPPLY OR WASTE WATER DISPOSAL: APPROVAL DOES NOT GUARANTEE APPROVAL OF EITHER ON-SITE
WATER SUPPLY OR WASTE WATER DISPOSAL SYSTEMS OR THAT PERMITS WILL BE ISSUED FOR THE CONSTRUCTION OF SUCH SYSTEMS.
10.SANITARY SEWER EASEMENTS:
COUNTY: CENTERLINE OF 30 FOOT WIDE COUNTY OF DURHAM SANITARY SEWER EASEMENT. SUBJECT TO TERMS STATED IN THE DECLARATION IN
REAL ESTATE BOOK 1626, PAGE 145. NO STRUCTURES, FILL, EMBANKMENTS, TREES OR OBSTRUCTIONS PERMITTED WITHIN THE EASEMENT EXCEPT
ACCORDING TO THOSE TERMS.
11.COUNTY STORM OR PRIVATE DRAINAGE EASEMENTS: CENTERLINE OF 20 FOOT WIDE DRAINAGE EASEMENT FOR THE BENEFIT OF ADJACENT PROPERTY
OWNERS NOT MAINTAINED BY PUBLIC AUTHORITIES. NO BUILDINGS, STRUCTURES, FILLS, EMBANKMENTS OR OBSTRUCTIONS PERMITTED WITHIN THE
EASEMENT EXCEPT ACCORDING TO THOSE TERMS.
12.FIRE NOTE TO BE INCLUDED ON UTILITY PLAN SHEET: PROVIDE FIRE PLANS EXAMINER ONE COPY OF UTILITY CONSTRUCTION DRAWINGS, SHOWING
UNDERGROUND PIPING LAYOUT AND ALL FIRE APPURTENANCES. PERMIT FOR INSTALLATION OF PRIVATE FIRE HYDRANT(S) MUST BE ISSUED BY FIRE
PLANS EXAMINER PRIOR TO INSTALLATION OF SAID HYDRANTS.
13.FIRE NOTES TO BE INCLUDED ON COVER SHEET:
A.TEMPORARY OR PERMANENT ROADWAYS OF ALL-WEATHER DRIVING SURFACE, CAPABLE OF SUPPORTING A 75,000 POUND VEHICLE WEIGHT,
SHALL BE ESTABLISHED PRIOR TO THE COMMENCEMENT OF BUILDING CONSTRUCTION ACTIVITIES. THESE ROADWAYS SHALL BE EXTENDED
WITH THE PROGRESS OF CONSTRUCTION SO THAT:
1. ALL POINTS AROUND THE PERIMETER OF A BUILDING UNDER CONSTRUCTION IS NO GREATER THAN 150 FEET TRAVEL DISTANCE FROM A
ROADWAY,
2. FIRE DEPARTMENT CONNECTIONS (FDC), EITHER TEMPORARY OR PERMANENT, ARE NO GREATER THAN 100 FEET TRAVEL DISTANCE FROM A
ROADWAY.
B.TEMPORARY WEATHER-RESISTANT STREET SIGNS OF STANDARD SIZE AND LETTERING SHALL BE PROVIDED AT THE INTERSECTIONS OF
TEMPORARY OR PERMANENT ROADWAYS AND SHALL REMAIN IN PLACE UNTIL REPLACED BY PERMANENT SIGNS.
C.FIRE HYDRANTS, AS SHOWN ON THE APPROVED SITE PLAN, SHALL BE PLACED IN SERVICE AND MADE AVAILABLE TO THE FIRE DEPARTMENT AS
SOON AS COMBUSTIBLE MATERIAL ARRIVES ON SITE. NO CONSTRUCTION FENCING OR OTHER BARRIERS ARE TO BE PLACED BETWEEN THE
ROADWAY AND THE HYDRANTS, WITH MINIMUM 3 FEET WORKING CLEARANCE AROUND HYDRANTS. HYDRANT SERVICE SHALL BE EXTENDED
WITH THE PROGRESS OF CONSTRUCTION SO THAT:
1. ALL POINTS AROUND THE PERIMETER OF A BUILDING UNDER CONSTRUCTION IS NO GREATER THAN 500 FEET TRAVEL DISTANCE FROM A
HYDRANT,
2. FIRE DEPARTMENT CONNECTIONS (FDC), EITHER TEMPORARY OR PERMANENT, ARE NO GREATER THAN 50 FEET TRAVEL DISTANCE FROM A
HYDRANT.
15.FOR COUNTY SOIL AND EROSION CONTROL:
A.A SEDIMENTATION AND EROSION CONTROL PLAN MUST BE SUBMITTED AND APPROVED PRIOR TO THE ISSUANCE OF A LAND-DISTURBANCE
PERMIT.
B.IF AN OFFSITE SOIL SPOIL OR BORROW SITE IS UTILIZED, THEN THE DISTURBED AREA FOR THE SPOIL/BORROW SITE MUST BE INCLUDED IN THE
LAND DISTURBANCE PLAN AND PERMIT UNLESS THE SPOIL/BORROW SITE ALREADY HAS A LAND-DISTURBANCE PERMIT.
16.THE SITE WILL BE FULLY COMPLIANT WITH THE NC ACCESSIBILITY CODES (ANSI 117.1-2009 AND CHAPTER 11 OF THE NCBC) UNLESS AND EXCEPT IN
AREAS WHERE AN APPROVED STATEMENT FROM A SITE ENGINEER, SURVEYOR OR ARCHITECT VERIFIES THAT SITE CONDITIONS EXIST WHERE THE
TOPOGRAPHY OF THE SITE IS EXTREME AND ONLY ALTERNATE METHODS OF COMPLIANCE ARE POSSIBLE. A SEALED AS-BUILT SURVEY OF THE SITE,
PERFORMED BY THE DESIGN PROFESSIONAL OR DESIGNEE, MUST BE SUBMITTED TO THE BUILDING INSPECTIONS DEPARTMENT CERTIFYING THAT ALL
SITE ACCESSIBILITY CODE REQUIREMENTS SUCH AS CURB CUTS, RAMP SLOPES, SIDEWALK SLOPES AND WIDTHS, AND ACCESS AND PARKING CROSS
SLOPES MEET THE REQUIREMENTS OF THE NC ACCESSIBILITY CODES PRIOR TO CO ISSUANCE.
17.A PORTION OF THE 30' PROJECT BOUNDARY BUFFER IS BEING PROVIDED IN A LANDSCAPE EASEMENT ON THE ADJACENT OI ZONED PARCEL. THE
EASEMENT WILL CONTAIN THE REQUIRED PLANTINGS FOR A 0.6 OPACITY BUFFER AS REQUIRED BY UDO SECTION 9.4.5. NO EXISTING PLANT MATERIAL
IS BEING CREDITED TOWARD THE BUFFER REQUIREMENTS. NO STORAGE OF MATERIALS, DUMPING OF WASTE MATERIALS, FILL OR PARKING WILL BE
ALLOWED WITHIN THE EASEMENT.
18.PER UDO SECTIONS 12.2.2.A AND 12.3.4, THE PROPOSED STREETS AND STREET LIGHTING MUST BE CONSTRUCTED TO NCDOT STANDARDS.
19.TREE PLANTING AND SITE LIGHTING SHALL BE SEPARATED BY A MINIMUM OF 10 FEET.
20.LANDSCAPING/C.O. STANDARDS NOTE: ALL LANDSCAPING MUST BE IN PLACE PRIOR TO REQUEST FOR A CERTIFICATE OF COMPLIANCE. CONTACT DURHAM CITY
COUNTY PLANNING DEPARTMENT SITE COMPLIANCE STAFF FOR INSPECTION.
21.LANDSCAPE RE-INSPECTION FEE: EACH LANDSCAPING COMPLIANCE INSPECTION AFTER THE INITIAL INSPECTION WILL INCUR A RE-INSPECTION FEE. PAYMENT MUST
BE RECEIVED BY THE DURHAM CITY COUNTY PLANNING DEPARTMENT PRIOR TO RE-INSPECTION
22.STREET TREE NOTE FOR ALL PRELIMINARY AND FINAL PLATS WHERE TREES WILL BE PLANTED: STREET TREES MEETING THE REQUIREMENTS OF UDO SECTION 9.6
SHALL BE PLANTED PRIOR TO THE ISSUANCE OF A CERTIFICATE OF COMPLIANCE, UNLESS THE PLANTING HAS BEEN POSTPONED IN ACCORDANCE WITH THE
REQUIREMENTS OF UDO SEC. 9.11.
23.UNDISTURBED LANDSCAPE BUFFERS: ______FOOT WIDE UNDISTURBED LANDSCAPE BUFFER. NO CLEARING OR GRADING OTHER THAN SELECTIVE THINNING AND
ORDINARY MAINTENANCE OF EXISTING VEGETATION PERMITTED.
24.CONSTRUCTION IN PRESERVED TREE COVERAGE AREAS (UDO SECTION 8.3): A. PRESERVED TREE COVERAGE AREAS SHALL NOT BE USED FOR ACTIVE RECREATIONAL
PURPOSES, EXCEPT FOR WALKING PATHS AND FOOT TRAILS CONSTRUCTED WITH MINIMAL DISTURBANCE OF TREE ROOTS AND EXISTING VEGETATION PROVIDED A
REGISTERED ARBORIST HAS CERTIFIED THAT THE CONSTRUCTION OF THE TRAIL HAS BEEN DESIGNED TO MINIMIZE IMPACT TO THE EXISTING TREES. NO TREE OVER
10 INCHES SHALL BE REMOVED FOR THE CONSTRUCTION OF TRAILS. SITE PLAN APPROVAL IS REQUIRED FOR CONSTRUCTION OF TRAILS IN PRESERVED TREE
COVERAGE AREAS. B. ALL BUILDINGS SHALL BE SET BACK AT LEAST 10 FEET FROM THE EDGE OF ANY PRESERVED TREE COVERAGE AREA. C. UTILITY LINES AND
DRAINAGE CHANNELS SHALL BE MINIMIZED WITHIN THE ROOT PROTECTION ZONES OF THE TREES TO BE SAVED. PREFERABLY, SUCH FACILITIES SHOULD BE LOCATED
ADJACENT TO DRIVEWAYS AND IN GROUPINGS ALLOWED BY SOUND ENGINEERING PRACTICES
25.A TRAFFIC IMPACT ANALYSIS (TIA) DATED 10/06/15 AND A TRIP GENERATION COMPARISON MEMO DATED JUNE 11, 2019 WAS PREPARED BY
KIMLEY-HORN AND ASSOCIATES, INC.
26.COUNTY STORMWATER WILL REVIEW AND AND APPROVE STORMWATER CONTROL MEASURES AT THE CONSTRUCTION DRAWING PHASE OF THE
PROJECT.
27.AN AS BUILT SURVEY WILL BE REQUIRED FOR EACH SCM PRIOR TO PERMIT ISSUANCE
GENERAL CONDITIONS OF APPROVAL
SHEET INDEX
C0.01 PROJECT NOTES
C0.02 TYPICAL SECTIONS
C1.00 EXISTING CONDITIONS - AREA ''A''
C1.01 EXISTING CONDITIONS - AREA ''B''
C1.02 DEMOLITION PLAN - AREA ''A''
C1.03 DEMOLITION PLAN - AREA ''B''
C1.04 DEMOLITION PLAN - AREA ''C''
C1.05 DEMOLITION PLAN - AREA ''D''
C1.06 DEMOLITION PLAN - AREA ''E''
C2.00 OVERALL SITE PLAN
C3.00 OVERALL GRADING AND STORM DRAINAGE PLAN
C4.00 OVERALL UTILITY PLAN
C4.00A RECLAIMED WATERLINE EXHIBIT
C4.01 UTILITY PLAN - AREA ''A''
C4.02 UTILITY PLAN - AREA ''B''
C4.03 UTILITY PLAN - AREA ''C''
C4.04 UTILITY PLAN - AREA ''D''
C4.05 UTILITY PLAN - AREA ''E''
C5.01 STREET ''5'', STA. 9+50 THRU STA. 20+00
C5.02 STREET ''5'', STA. 20+00 THRU STA. 28+00
C5.03 STREET ''5'', STA. 28+00 THRU STA. 34+00
C5.04 STREET ''1'', STA. 9+50 THRU STA. 15+50
C5.05 STREET ''2'', STA. 9+00 THRU STA. 19+00
C5.06 STREET ''8'', STA. 9+50 THRU STA. 18+00
C5.07 SANITARY SEWER OUTFALL ''A'', STA. 8+00 THRU STA. 12+00
C5.08 SANITARY SEWER OUTFALL ''B'', STA. 9+50 THRU STA. 16+50
C5.10 WATERLINE ''A'' STA. 9+50 THRU STA. 18+50
C5.14 STREET "8", STA 18+00 THRU 25+50
C5.15 STREET "9" STA 9+50 THRU 18+50
C8.05 SANITARY SEWER DETAILS
C8.05A SANITARY SEWER DETAILS
C8.05B RECLAIMED WATER DETAILS
03/25/2024
·
·
·
·
·
”
C0.01
RTF-18060-N1
LAW
HMA
N/A
PROJECT NOTES
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
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10 11. 13. 2020 STREET 1/8 REVISION - BULLETIN 07
11 12. 04. 2020 CONSTRUCTION DRAWING REVISION
12 12. 18. 2020 BULLETIN 08
13 12. 23. 2020 BULLETIN 09
14 01. 22. 2021 BULLETIN 10
15 02. 02. 2021 COD CD REVISION
16 03. 05. 2021 BLOCK A/B SUBMITTAL TO DUR. COUNTY
C1.00
RTF-18060-XC1
LAW
HMA
1"=60'
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
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phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
HU
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10 11. 13. 2020 STREET 1/8 REVISION - BULLETIN 07
11 12. 04. 2020 CONSTRUCTION DRAWING REVISION
12 12. 18. 2020 BULLETIN 08
13 12. 23. 2020 BULLETIN 09
14 01. 22. 2021 BULLETIN 10
15 02. 02. 2021 COD CD REVISION
16 03. 05. 2021 BLOCK A/B SUBMITTAL TO DUR. COUNTY
GRAPHIC SCALE
0 30 60 120
1 inch = 60 ft.
EXISTING CONDITIONS- AREA ''A''
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RTF-18060-XC1
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1"=60'
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
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DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
HU
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N0.DATE
10 11. 13. 2020 STREET 1/8 REVISION - BULLETIN 07
11 12. 04. 2020 CONSTRUCTION DRAWING REVISION
12 12. 18. 2020 BULLETIN 08
13 12. 23. 2020 BULLETIN 09
14 01. 22. 2021 BULLETIN 10
15 02. 02. 2021 COD CD REVISION
16 03. 05. 2021 BLOCK A/B SUBMITTAL TO DUR. COUNTY
EXISTING CONDITIONS- AREA ''B''
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PROJECT NO.RTF-18060
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DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
HU
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N0.DATE
10 11. 13. 2020 STREET 1/8 REVISION - BULLETIN 07
11 12. 04. 2020 CONSTRUCTION DRAWING REVISION
12 12. 18. 2020 BULLETIN 08
13 12. 23. 2020 BULLETIN 09
14 01. 22. 2021 BULLETIN 10
15 02. 02. 2021 COD CD REVISION
16 03. 05. 2021 BLOCK A/B SUBMITTAL TO DUR. COUNTY
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LAW
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OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
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DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
HU
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10 11. 13. 2020 STREET 1/8 REVISION - BULLETIN 07
11 12. 04. 2020 CONSTRUCTION DRAWING REVISION
12 12. 18. 2020 BULLETIN 08
13 12. 23. 2020 BULLETIN 09
14 01. 22. 2021 BULLETIN 10
15 02. 02. 2021 COD CD REVISION
16 03. 05. 2021 BLOCK A/B SUBMITTAL TO DUR. COUNTY
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REVISIONS
PROJECT NO.RTF-18060
FILENAME
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DATE 01. 24. 2020
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2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
HU
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10 11. 13. 2020 STREET 1/8 REVISION - BULLETIN 07
11 12. 04. 2020 CONSTRUCTION DRAWING REVISION
12 12. 18. 2020 BULLETIN 08
13 12. 23. 2020 BULLETIN 09
14 01. 22. 2021 BULLETIN 10
15 02. 02. 2021 COD CD REVISION
16 03. 05. 2021 BLOCK A/B SUBMITTAL TO DUR. COUNTY
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DEMOLITION PLAN -
AREA ''C''
SEE OFFSITE ROADWAY
PLANS BY KIMLEY HORN
C1.05
RTF-18060-DM1
LAW
HMA
1"=40'
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
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DATE 01. 24. 2020
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2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
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10 11. 13. 2020 STREET 1/8 REVISION - BULLETIN 07
11 12. 04. 2020 CONSTRUCTION DRAWING REVISION
12 12. 18. 2020 BULLETIN 08
13 12. 23. 2020 BULLETIN 09
14 01. 22. 2021 BULLETIN 10
15 02. 02. 2021 COD CD REVISION
16 03. 05. 2021 BLOCK A/B SUBMITTAL TO DUR. COUNTY
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PLANS BY KIMLEY HORN
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PROJECT NO.RTF-18060
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DATE 01. 24. 2020
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2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
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10 11. 13. 2020 STREET 1/8 REVISION - BULLETIN 07
11 12. 04. 2020 CONSTRUCTION DRAWING REVISION
12 12. 18. 2020 BULLETIN 08
13 12. 23. 2020 BULLETIN 09
14 01. 22. 2021 BULLETIN 10
15 02. 02. 2021 COD CD REVISION
16 03. 05. 2021 BLOCK A/B SUBMITTAL TO DUR. COUNTY
DEMOLITION LEGEND
DEMOLITION PLAN -AREA ''E''
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LAW
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1"=100'
OVERALL SITE PLAN
GRAPHIC SCALE
0 50 100 200
1 inch = 100 ft.
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
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DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
HU
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N0.DATE
25 07. 01. 2021 RFI #159
26 07. 02. 2021 PRELIMINARY PLAT AMENDMENT
27 07. 19. 2021 IRRIGATION METER FIELD REV.
28 08. 05. 2021 MARKETING TRAILER SERVICES
29 08. 13. 2021 BULLETIN 14
30 08. 18. 2021 STREAM CHANNEL COORDINATION
31 09. 03. 2021 BULLETIN 15
STORMWATER
CONTROL
MEASURE 'A'
BLOCK H1
3.31 AC
(MAX IMP=2.81 AC)
BLOCK F
2.09 AC
(MAX IMP=1.99 AC)
BLOCK D-2
2.58 AC
(MAX IMP=1.81 AC)
BLOCK J
1.68 AC
(MAX IMP=
1.01 AC)
BLOCK C
2.63 AC
(MAX IMP=2.24 AC)
COMMON AREA
12.00 AC
(MAX IMP=5.27 AC)
NOTES:
1.USES AND DENSITIES WITHIN EACH BLOCK ARE ESTIMATES AND CAN SHIFT BETWEEN BLOCKS. USES AND DENSITIES AND ASSOCIATED
PARKING REQUIREMENTS WILL BE IDENTIFIED ON SUBSEQUENT SITE PLAN SUBMITTALS FOR EACH BLOCK.
2.THE SUPPLEMENTAL DATA REGARDING FUTURE USES SHOWN HERE HAS NOT BEEN REVIEWED OR APPROVED THROUGH THIS SITE PLAN.
3.A MAXIMUM PEAK HOUR TRIP GENERATION TOTAL HAS BEEN ESTABLISHED FOR THIS SITE. (SEE T.I.A. BY KIMLEY-HORN & ASSOCIATES
DATED 9/15/15). SITE PLANS FOR EACH BLOCK WILL PROVIDE A TRIP GENERATION TRACKING TABLE TO TRACK AGAINST MAXIMUM PEAK
HOUR THRESHOLD (+150).
4.SOLID WASTE AND RECYCLING SERVICE COMPONENTS, LOCATIONS AND DETAILS WILL BE DETERMINED AT THE TIME OF SITE PLAN
SUBMITTAL FOR EACH BLOCK.
5.THE SITE WILL BE FULL COMPLIANT WITH THE NORTH CAROLINA ACCESSIBILITY CODES (ANSI 117.1-2009 AND CHAPTER 11 OF THE NCBC)
UNLESS AND EXCEPT IN AREAS WHERE AN APPROVED STATEMENT FROM A SITE ENGINEER, SURVEYOR OR ARCHITECT VERIFIES THAT SITE
CONDITIONS EXIST WHERE THE TOPOGRAPHY OF THE SITE IS EXTREME AND ONLY ALTERNATE METHODS OF COMPLIANCE ARE POSSIBLE.
6.PER UDO SECTION 12.2.2.A THE PROPOSED PRIVATE STREETS SHALL BE CONSTRUCTED TO NCDOT STANDARDS.
7.AN AS-BUILT SURVEY OF THE SITE, PERFORMED BY THE DESIGN PROFESSIONAL OR DESIGNEE, MAY BE REQUIRED TO BE SUBMITTED TO
THE BUILDING INSPECTIONS DEPARTMENT CERTIFYING THAT ALL SITE ACCESSIBILITY CODE REQUIREMENTS SUCH AS CURB CUTS, RAMP
SLOPES, SIDEWALK SLOPES AND WIDTHS, AND CROSS SLOPES MEET THE REQUIREMENTS OF THE NC ACCESSIBILITY CODE PRIOR TO CO
ISSUANCE.
BLOCK G
1.56 AC
(MAX IMP=1.48 AC)
BLOCK E
1.95 AC
(MAX IMP=1.66 AC)
LINK TO NODE DIAGRAM
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NC HWY 54
LINKS = 11
NODES = 5
REQUIRED LINK/NODE RATIO = 1.40 MIN.
PROVIDED LINK/NODE RATIO =2.20
1
3 4
8
5
7
1
6
2
STORMWATER
CONTROL
MEASURE 'C'
STORMWATER
CONTROL
MEASURE 'B'
STORMWATER
CONTROL
MEASURE 'D'
STREET "9"
(PRIVATE R/W)
STREET "9"
(PRIVATE STREET)
STREET "8"
(PRIVATE STREET)
BLOCK A1
2.21 AC
(MAX IMP=1.88 AC)
BLOCK A2-2
2.62 AC
(MAX IMP=2.23 AC)
BLOCK B
2.82 AC
(MAX IMP=2.40 AC)
ONE PARK
4.57 AC
BLDG 300
3.72 AC
BLDG 200
4.57 AC
9
10
11
STREET "1"
(PRIVATE STREET)
PRIMARY
SECONDARY
BLOCK FOR OVERLAY
L SHAPED BUILDING LOT
FOR THE OVERLAY
PRIMARY
BLOCK A2-1
1.16 AC
(MAX IMP=0.98 AC)
BLOCK D-1
3.52 AC
(MAX IMP=2.46 AC)
BLOCK D-3
2.45 AC
(MAX IMP=1.72 AC)
28
9
2
9
5
290
2
9
2
2
9
3
2
9
1
293
292
293
2
9
1
294
298
289
294
2
9
3
2
9
6
2
9
7
29
8
295
292
296
294
295
294
C3.00
RTF-18060-OAG1
LAW
HMA
1"=100'
GRAPHIC SCALE
0 50 100 200
1 inch = 100 ft.
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
HU
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N0.DATE
25 07. 01. 2021 RFI #159
26 07. 02. 2021 PRELIMINARY PLAT AMENDMENT
27 07. 19. 2021 IRRIGATION METER FIELD REV.
28 08. 05. 2021 MARKETING TRAILER SERVICES
29 08. 13. 2021 BULLETIN 14
30 08. 18. 2021 STREAM CHANNEL COORDINATION
31 09. 03. 2021 BULLETIN 15
GRADING LEGEND
EXISTING
PARK DRIVE
(PRIVATE R/W)
EXISTING
I-40
(VARIABLE WIDTH PUBLIC R/W)
EXISTING
NC HWY 54
(VARIABLE WIDTH PUBLIC R/W)
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EXISTING
PARK DRIVE
(PRIVATE R/W)
STREET "5"
(PRIVATE STREET)
STREET "1"
(PRIVATE STREET)
STREET "8"
(PRIVATE STREET)
STREET "2"
(PRIVATE STREET)
STORMWATER
CONTROL
MEASURE 'A'
BLOCK H1
BLOCK F
BLOCK D-1
BLOCK J
COMMON AREA
STREET "9"
(PRIVATE STREET)
BLOCK E
BLOCK G
STORMWATER
CONTROL
MEASURE 'C'
STORMWATER
CONTROL
MEASURE 'B'
STORMWATER
CONTROL
MEASURE 'D'
OVERALL GRADING AND
STORM DRAINAGE PLAN
1
2
3A
3B
274.16
10 YEAR ELEV
4
50 YEAR ELEV 100 YEAR ELEVLOCATION
FLOOD ELEVATION SUMMARY
100 YEAR FUTURE ELEV
277.25
500 YEAR ELEV
5A
5B
6A
6B
7A
7B
8 283.71
276.05
278.19
284.19
276.37
276.77
276.90
277.56
278.59
275.61
277.21
279.06
281.07
281.34
283.07
284.51
277.06
277.31
277.41
278.13
279.07
275.80
278.05
279.70
281.58
281.83
290.51
290.54
277.03
279.45
290.88
276.38 277.00
280.06 280.66
280.36 280.95
BLOCK C
STREET "9"
(PRIVATE STREET)
STREET "8"
(PRIVATE STREET)
BLOCK A1 BLOCK A2-2
BLOCK BBLOCK H2
BLOCK D-2 BLOCK D-3
BLOCK A2-1
EXISTING
PARK DRIVE
(PRIVATE R/W)
UTILITY NOTES
1.FIRE SERVICES & DOMESTIC SERVICES, WATER METERS AND BACKFLOW PREVENTOR SIZES AND LOCATIONS TO
BE DETERMINED WITH SITE PLANS FOR EACH BLOCK.
2.ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING (SANITARY SEWER AND RECLAIMED WATER) DESIGN AND CONSTRUCTION STANDARDS.
3.RECLAIMED WATER SERVICE LOCATIONS AND SIZES TO BE DETERMINED WITH SITE PLANS FOR BLOCK.
4.THIS PROJECT IS LOCATED IN THE DURHAM COUNTY SERVICE AREA AND IS SUBJECT TO THE DURHAM COUNTY
SEWER USE ORDINANCE.
5.ALL SANITARY SEWER SHALL BE IN ACCORDANCE WITH DURHAM COUNTY STANDARDS AND SPECIFICATIONS.
6.CONSTRUCTION PLANS FOR THIS PROJECT WILL NOT BE APPROVED UNTIL SYSTEM DEVELOPMENT FEES HAVE
BEEN PAID.
7.A PRE-CONSTRUCTION MEETING IS REQUIRED WITH DURHAM COUNTY UTILITIES BEFORE WORK ON THE
SANITARY SEWER MAY BEGIN. CONTACT MICHAEL DEAN WITH DURHAM COUNT UTILITY DIVISION AT
919-201-3363 TO SCHEDULE THE PRE-CONSTRUCTION MEETING. THIS MEETING SHALL BE SCHEDULED 72 HOURS
IN ADVANCE OF PLANNED CONSTRUCTION ACTIVITIES.
8.PRETREATMENT PLANS FOR THIS FACILITY WILL HAVE AND BE APPROVED BY COUNTY STAFF.
9.GAS LINES AND UNDERGROUND ELECTRIC LINES ARE SHOWN FOR SCHEMATIC PURPOSES ONLY. ACTUAL SIZING
AND LOCATIONS SHALL BE DETERMINED BY APPROPRIATE UTILITY OWNERS PRIOR TO INSTALLATIONS.C4.00
RTF-18060-OAU1
LAW
HMA
1"=100'
OVERALL UTILITY PLAN
GRAPHIC SCALE
0 50 100 200
1 inch = 100 ft.
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
N0.DATE
HU
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30 08. 18. 2021 STREAM CHANNEL COORDINATION
31 08. 23. 2021 BULLETIN 15
32 09. 10. 2021 ADDITION OF CONSTRUCTION ENTRANCE
33 09. 20. 2021 EX. SEWER REVISION
34 10. 15. 2021 RFI #194
35 10. 20. 2021 BULLETIN 16
36 11. 17. 2021 PHASED WATERLINE CDS
EXISTING
I-40
(VARIABLE WIDTH PUBLIC R/W)
EXISTING
NC HWY 54
(VARIABLE WIDTH PUBLIC R/W)
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EXISTING
PARK DRIVE
(PRIVATE R/W)
PARK DRIVE
(PRIVATE STREET)
STREET "1"
(PRIVATE STREET)
STREET "8"
(PRIVATE STREET)
STREET "2"
(PRIVATE STREET)
BLOCK F
BLOCK D-1
BLOCK J
COMMON AREA
BLOCK E
BLOCK G
STORMWATER
CONTROL
MEASURE 'A'
STORMWATER
CONTROL
MEASURE 'C'
STORMWATER
CONTROL
MEASURE 'B'
STORMWATER
CONTROL
MEASURE 'D'
BLOCK C
STREET "9"
(PRIVATE STREET)
STREET "8"
(PRIVATE STREET)
BLOCK A1 BLOCK A2-2
BLOCK BBLOCK H1 BLOCK H2
BLOCK D-2
BLOCK D-3
BLOCK A2-1
PHASE 2
WATERLINE
PHASE 3
WATERLINE
PHASE 4
WATERLINE
PHASE 5
WATERLINE
PHASE 1
WATERLINE
PHASE 6
WATERLINE
PHASE 5
WATERLINE
36 LF 6" C900 PVC
RECLAIMED WATER
86 LF 6" C900 PVC
RECLAIMED WATER
32 LF 6" C900 PVC
RECLAIMED WATER 244 LF 6" C900 PVC
RECLAIMED WATER
615 LF 6" C900 PVC
RECLAIMED WATER
63 LF 6" C900 PVC
RECLAIMED WATER
62 LF 6" C900 PVC
RECLAIMED WATER
71 LF 6" C900 PVC
RECLAIMED WATER
191 LF 6" C900 PVC
RECLAIMED WATER
24 LF 6" C900 PVC
RECLAIMED WATER
29 LF 2.5" C900 PVC
RECLAIMED WATER
316 LF 6" C900 PVC
RECLAIMED WATER
335 LF 6" C900 PVC
RECLAIMED WATER
224 LF 6" C900 PVC
RECLAIMED WATER
68 LF 6" C900 PVC
RECLAIMED WATER
28 LF 6" C900 PVC
RECLAIMED WATER
53 LF 6" C900 PVC
RECLAIMED WATER
32 LF 6" C900 PVC
RECLAIMED WATER
658 LF 6" C900 PVC
RECLAIMED WATER 31 LF 4" C900 PVC
RECLAIMED WATER
186 LF 6" C900 PVC
RECLAIMED WATER
297 LF 4" C900 PVC
RECLAIMED WATER
448 LF 6" C900 PVC
RECLAIMED WATER
370 LF 6" C900 PVC
RECLAIMED WATER
120 LF 6" C900 PVC
RECLAIMED WATER
9 LF 2" C900 PVC
RECLAIMED WATER
138 LF 6" C900 PVC
RECLAIMED WATER
EXISTING
PARK DRIVE
(PRIVATE R/W)
UTILITY NOTES
1.FIRE SERVICES & DOMESTIC SERVICES, WATER METERS AND BACKFLOW PREVENTOR SIZES AND LOCATIONS TO
BE DETERMINED WITH SITE PLANS FOR EACH BLOCK.
2.ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING (SANITARY SEWER AND RECLAIMED WATER) DESIGN AND CONSTRUCTION STANDARDS.
3.RECLAIMED WATER SERVICE LOCATIONS AND SIZES TO BE DETERMINED WITH SITE PLANS FOR BLOCK.
4.THIS PROJECT IS LOCATED IN THE DURHAM COUNTY SERVICE AREA AND IS SUBJECT TO THE DURHAM COUNTY
SEWER USE ORDINANCE.
5.ALL SANITARY SEWER SHALL BE IN ACCORDANCE WITH DURHAM COUNTY STANDARDS AND SPECIFICATIONS.
6.CONSTRUCTION PLANS FOR THIS PROJECT WILL NOT BE APPROVED UNTIL SYSTEM DEVELOPMENT FEES HAVE
BEEN PAID.
7.A PRE-CONSTRUCTION MEETING IS REQUIRED WITH DURHAM COUNTY UTILITIES BEFORE WORK ON THE
SANITARY SEWER MAY BEGIN. CONTACT MICHAEL DEAN WITH DURHAM COUNT UTILITY DIVISION AT
919-201-3363 TO SCHEDULE THE PRE-CONSTRUCTION MEETING. THIS MEETING SHALL BE SCHEDULED 72 HOURS
IN ADVANCE OF PLANNED CONSTRUCTION ACTIVITIES.
8.PRETREATMENT PLANS FOR THIS FACILITY WILL HAVE AND BE APPROVED BY COUNTY STAFF.
9.GAS LINES AND UNDERGROUND ELECTRIC LINES ARE SHOWN FOR SCHEMATIC PURPOSES ONLY. ACTUAL SIZING
AND LOCATIONS SHALL BE DETERMINED BY APPROPRIATE UTILITY OWNERS PRIOR TO INSTALLATIONS.C4.00A
RTF-18060-OAU1
LAW
HMA
1"=100'
GRAPHIC SCALE
0 50 100 200
1 inch = 100 ft.
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
X:
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
N0.DATE
HU
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57 11. 10. 2022 DAVIS/NC 54 SPOT GRADES
58 04. 04. 2023 BLOCKS A2-3/B/C TRANSFORMERS
59 03. 16. 2023 RECLAIMED WATER METER REVISION
60 04. 17. 2023 BLOCK G SEWER EXTENSION
61 05. 17. 2023 SIGNAGE PLANS
62 05. 30. 2023 BLOCKS A2-3/B/C TRANSFORMERS
63 03. 22. 2024 RWDL UPDATE
EXISTING
I-40
(VARIABLE WIDTH PUBLIC R/W)
EXISTING
NC HWY 54
(VARIABLE WIDTH PUBLIC R/W)
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EXISTING
PARK DRIVE
(PRIVATE R/W)
PARK DRIVE
(PRIVATE STREET)
STREET "1"
(PRIVATE STREET)
STREET "8"
(PRIVATE STREET)
STREET "2"
(PRIVATE STREET)
BLOCK F
BLOCK D-1
BLOCK J
COMMON AREA
BLOCK E
BLOCK G
STORMWATER
CONTROL
MEASURE 'A'
STORMWATER
CONTROL
MEASURE 'D'
BLOCK C
STREET "9"
(PRIVATE STREET)
STREET "8"
(PRIVATE STREET)
BLOCK A1 BLOCK A2-2
BLOCK BBLOCK H1 BLOCK H2
BLOCK D-2
BLOCK D-3
BLOCK A2-1
RECLAIMED
WATERLINE EXHIBIT
03/25/2024
T
M
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-
1
7
TMH
-
1
6
TMH-18
TMH-19
TMH-15
TMH-14
C4.01
RTF-18060-U1
LAW
HMA
1"=40'
UTILITY PLAN - AREA ''A''
MATCH LINE - SEE SHEET C4.03
GRAPHIC SCALE
0 20 40 80
1 inch = 40 ft.
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OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
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phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
N0.DATE
HU
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53 08. 30. 2022 BLDG 200 STORM DRAINAGE
54 09. 20. 2022 16" WATERLINE REVISION
55 10. 13. 2022 RECLAIMED METER VAULT HATCH
56 10. 27. 2022 BLOCK A1 EX. SEWER
57 11. 10. 2022 DAVIS/NC 54 SPOT GRADES
58 02. 21. 2023 BLOCKS A2-3/B/C TRANSFORMERS
59 03. 16. 2023 RECLAIMED WATER METER REVISION
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STREET "5"
(PRIVATE STREET)
BLOCK J
BLOCK F
BLOCK E
BLOCK E
STORMWATER
CONTROL
MEASURE 'C'
STORMWATER
CONTROL
MEASURE 'B'
SS OUTFALL "B"
(SEE SHEET C5.08)
BLOCK D-1 BLOCK D-3BLOCK D-2
03/16/2023
TMH-13
TMH-11
TMH-12
TM
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-
1
0
C4.02
RTF-18060-U1
LAW
HMA
1"=40'
UTILITY PLAN - AREA ''B''
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
N0.DATE
HU
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50 07. 21. 2022 RFI #270
51 07. 21. 2022 STREET 5 PAINT REVISION
52 08. 18. 2022 BULLETIN 20
53 08. 30. 2022 BLDG 200 STORM DRAINAGE
54 09. 20. 2022 16" WATERLINE REVISION
55 10. 13. 2022 RECLAIMED METER VAULT HATCH
56 10. 27. 2022 BLOCK A1 EX. SEWER
MATCH LINE - SEE SHEET C4.04
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EXISTING
I-40
(VARIABLE WIDTH PUBLIC R/W)
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GRAPHIC SCALE
0 20 40 80
1 inch = 40 ft.
STREET "5"
(PRIVATE STREET)
COMMON AREA
SEE OFFSITE
ROADWAY PLANS
BY KIMLEY HORN
BLOCK A2-2
BLOCK A1
EXISTING
PARK DRIVE
(PRIVATE R/W)
BLOCK E
STORMWATER
CONTROL
MEASURE 'D'
BLOCK A2-1
WATERLINE CONSTRUCTION SEQUENCE:
1.COORDINATE WITH THE CITY OF DURHAM PRIOR TO STARTING CONSTRUCTION.
2.INSTALL 135 LF OF NEW 16" WATERMAIN AS SHOWN WITHIN THESE PLANS, TO
THE GREATEST EXTENT POSSIBLE. THE NEW LINE IS TO BE TESTED AND
APPROVED, PRIOR TO MAKING THE FINAL CONNECTION TO THE EXISTING 16"
WATERLINE.
A.CAP AND INSTALL BLOW OFF NEAR EXISTING VALVE 1
B.CAP AND INSTALL 2" SADDLE WITH HYDRANT METER NEAR EXISTING
VALVE 2 PER CITY OF DURHAM DETAIL FT-1.01.
C.PRESSURE TEST LINE, CHLORINATE AND PERFORM BAC-T TEST ON NEWLY
INSTALLED WATERLINE.
D.COORDINATE WITH CITY OF DURHAM AND CLOSE EXISTING VALVE 1 AND
EXISTING VALVE 2.
E.TIE IN BOTH ENDS OF WATERLINE. MAKE SIMULTANEOUS CONNECTIONS
ON BOTH ENDS OF THE NEW WATERLINE. ALL WORK TO BE COMPLETED
QUICKLY.
F.PERFORM SECOND BAC-T TEST ON WATERLINE.
3.OPEN EXISTING VALVE 1 AND 2 TO ENERGIZE CITY OF DURHAM WATERLINE.
TMH-01
TMH-02
T
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TMH
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1
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TMH-19
TMH-05
TMH-04
TMH-03
C4.03
RTF-18060-U1
LAW
HMA
1"=40'
UTILITY PLAN - AREA ''C''
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
N0.DATE
HU
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55 10. 13. 2022 RECLAIMED METER VAULT HATCH
56 10. 27. 2022 BLOCK A1 EX. SEWER
57 11. 10. 2022 DAVIS/NC 54 SPOT GRADES
58 04. 04. 2023 BLOCKS A2-3/B/C TRANSFORMERS
59 03. 16. 2023 RECLAIMED WATER METER REVISION
60 04. 17. 2023 BLOCK G SEWER EXTENSION
61 05. 17. 2023 SIGNAGE PLANS
MATCH LINE - SEE SHEET C4.01
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EXISTING
NC HWY 54
(VARIABLE WIDTH PUBLIC R/W)
GRAPHIC SCALE
0 20 40 80
1 inch = 40 ft.
SS OUTFALL "B"
(SEE SHEET C5.08)
STREET "1"
(PRIVATE STREET)
STREET "2"
(PRIVATE STREET)
BLOCK F
BLOCK J
STREET "8"
(PRIVATE STREET)
BLOCK C
STORMWATER
CONTROL
MEASURE 'A'
BLOCK G
SEE OFFSITE ROADWAY
PLANS BY KIMLEY HORN
SS OUTFALL "E"
(SEE SHEET C5.07)
SS OUTFALL "A"
(SEE SHEET C5.07)
BLOCK H1 BLOCK H2
05/23/2023
TMH-13
TMH-11
TMH-12
TM
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1
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TMH
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0
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TM
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0
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TM
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TMH-06
TMH-05
C4.04
RTF-18060-U1
LAW
HMA
1"=40'
UTILITY PLAN - AREA ''D''
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
N0.DATE
HU
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57 11. 10. 2022 DAVIS/NC 54 SPOT GRADES
58 04. 04. 2023 BLOCKS A2-3/B/C TRANSFORMERS
59 03. 16. 2023 RECLAIMED WATER METER REVISION
60 04. 17. 2023 BLOCK G SEWER EXTENSION
61 05. 17. 2023 SIGNAGE PLANS
62 05. 30. 2023 BLOCKS A2-3/B/C TRANSFORMERS
63 03. 22. 2024 RWDL UPDATE
MATCH LINE - SEE SHEET C4.02
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EXISTING
NC HWY 54
(VARIABLE WIDTH PUBLIC R/W)
EX
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GRAPHIC SCALE
0 20 40 80
1 inch = 40 ft.
PARK DRIVE
(PRIVATE STREET)
STREET "1"
(PRIVATE STREET)
SEE OFFSITE ROADWAY
PLANS BY KIMLEY HORN
BLOCK A2-2
BLOCK C
BLOCK B
BLOCK A1
STREET "8"
(PRIVATE STREET)
STREET "9"
(PRIVATE STREET)
STREET "9"
(PRIVATE STREET)
PHASE 1 WATERLINE CONSTRUCTION
SEQUENCE NOTES:
1.COORDINATE WITH THE CITY OF DURHAM PRIOR TO STARTING CONSTRUCTION.
2.EXPOSE EXISTING 16" MAIN, ALONG NC HIGHWAY 54. INSTALL 16" INSERTION VALVE (WET
TAP).
3.INSTALL NEW 16" WATERMAIN AS SHOWN WITHIN THESE PLANS, TO THE GREATEST EXTENT
POSSIBLE. THE NEW LINE IS TO BE TESTED AND APPROVED, PRIOR TO MAKING THE FINAL
CONNECTION TO THE EXISTING 16" WATERLINE.
4.THE PROPOSED 16" WATERLINE REQUIRES A 16" VALVE ON EACH END (SEE PLANS). THIS IS
REQUIRED FOR PRESSURE TESTING THE LINE PRIOR TO FINAL CONNECTIONS BEING MADE.
5.COORDINATE WITH THE CITY OF DURHAM, AND DURING WEEKEND OR NIGHT HOURS, CLOSE
RECENTLY INSTALLED 16" INSERTION VALVE ALONG NC HIGHWAY 54 AND THE EXISTING VALVE
FURTHER NORTH. MAKE SIMULTANEOUS CONNECTIONS ON BOTH ENDS OF THE NEW
WATERLINE. ALL WORK TO BE COMPLETED IN ONE NIGHT/WEEKEND.
BLOCK A2-1
03/26/2024
TMH-19
TMH-20
TMH-21
TMH-2
2
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-
2
3
C4.05
RTF-18060-U1
LAW
HMA
1"=40'
UTILITY PLAN - AREA ''E''
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
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2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
N0.DATE
HU
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30 08. 18. 2021 STREAM CHANNEL COORDINATION
31 08. 23. 2021 BULLETIN 15
32 09. 10. 2021 ADDITION OF CONSTRUCTION ENTRANCE
33 09. 20. 2021 EX. SEWER REVISION
34 10. 15. 2021 RFI #194
35 10. 20. 2021 BULLETIN 16
36 11. 17. 2021 PHASED WATERLINE CDS
GRAPHIC SCALE
0 20 40 80
1 inch = 40 ft.
STREET "5"
(PRIVATE STREET)
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MEASURE 'C'
CL
STREET 5
TMH-1
3
TMH-1
1
TMH-12
TM
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GRAPHIC SCALE
0 20 40 80
1 inch = 40 ft.
C5.01
STREET ''5'', STA. 9+50 THRU STA. 20+00
RTF18060-P1
LAW
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1"=40'/1"=4'
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N0.DATE PROJECT NO.RTF-18060
FILENAME
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DATE 01. 24. 2020
HUB RTP
CONSTRUCTION DRAWINGS
RESEARCH TRIANGLE PARK, NORTH CAROLINA, 27709
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
40 02. 11. 2022 BULLETIN 18
41 03. 01. 2022 SSMH REVISION FOR BLOCK A2-1
42 03. 08. 2022 STREET 5 AND DAVIS WATERLINE
43 04. 07. 2022 STREET 5 AND STREET 9 SPOT GRADES
44 04. 14. 2022 BUILDING 200 GRADING
45 04. 20. 2022 STAGE 3 EROSION CONTROL PLAN
46 05. 11. 2022 BULLETIN 19
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0 20 40 80
1 inch = 40 ft.
C5.02
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RTF18060-P1
LAW
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PLAN AND PROFILECLIENTREVISIONS
N0.DATE PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
HUB RTP
CONSTRUCTION DRAWINGS
RESEARCH TRIANGLE PARK, NORTH CAROLINA, 27709
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
30 08. 18. 2021 STREAM CHANNEL COORDINATION
31 08. 23. 2021 BULLETIN 15
32 09. 10. 2021 ADDITION OF CONSTRUCTION ENTRANCE
33 09. 20. 2021 EX. SEWER REVISION
34 10. 15. 2021 RFI #194
35 10. 20. 2021 BULLETIN 16
36 11. 17. 2021 PHASED WATERLINE CDS
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BLOCK E
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STREET 5
STREET 5
CL
TMH-18
TMH-19 TMH-20
TMH-21
TMH-22
GRAPHIC SCALE
0 20 40 80
1 inch = 40 ft.
C5.03
STREET ''5'', STA. 28+00 THRU STA. 34+00
RTF18060-P1
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PLAN AND PROFILECLIENTREVISIONS
N0.DATE PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
HUB RTP
CONSTRUCTION DRAWINGS
RESEARCH TRIANGLE PARK, NORTH CAROLINA, 27709
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
30 08. 18. 2021 STREAM CHANNEL COORDINATION
31 08. 23. 2021 BULLETIN 15
32 09. 10. 2021 ADDITION OF CONSTRUCTION ENTRANCE
33 09. 20. 2021 EX. SEWER REVISION
34 10. 15. 2021 RFI #194
35 10. 20. 2021 BULLETIN 16
36 11. 17. 2021 PHASED WATERLINE CDS
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1 inch = 40 ft.
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RTF18060-P1
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PLAN AND PROFILECLIENTREVISIONS
N0.DATE PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
HUB RTP
CONSTRUCTION DRAWINGS
RESEARCH TRIANGLE PARK, NORTH CAROLINA, 27709
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
30 08. 18. 2021 STREAM CHANNEL COORDINATION
31 08. 23. 2021 BULLETIN 15
32 09. 10. 2021 ADDITION OF CONSTRUCTION ENTRANCE
33 09. 20. 2021 EX. SEWER REVISION
34 10. 15. 2021 RFI #194
35 10. 20. 2021 BULLETIN 16
36 11. 17. 2021 PHASED WATERLINE CDS
EX
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RTF18060-P1
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PLAN AND PROFILECLIENTREVISIONS
N0.DATE PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
HUB RTP
CONSTRUCTION DRAWINGS
RESEARCH TRIANGLE PARK, NORTH CAROLINA, 27709
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
30 08. 18. 2021 STREAM CHANNEL COORDINATION
31 08. 23. 2021 BULLETIN 15
32 09. 10. 2021 ADDITION OF CONSTRUCTION ENTRANCE
33 09. 20. 2021 EX. SEWER REVISION
34 10. 15. 2021 RFI #194
35 10. 20. 2021 BULLETIN 16
36 11. 17. 2021 PHASED WATERLINE CDS
EX
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BLOCK J
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BLOCK H
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MEASURE 'A'
SS OUTFALL "B"
(SEE SHEET C5.08)
SS OUTFALL "E"
(SEE SHEET C5.07)
SS OUTFALL "A"
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STREET "8"
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STREET "5"
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CL
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TMH-06
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GRAPHIC SCALE
0 20 40 80
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C5.06
STREET ''8'', STA. 9+50 THRU STA. 18+00
RTF18060-P1
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PLAN AND PROFILECLIENTREVISIONS
N0.DATE PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
HUB RTP
CONSTRUCTION DRAWINGS
RESEARCH TRIANGLE PARK, NORTH CAROLINA, 27709
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
30 08. 18. 2021 STREAM CHANNEL COORDINATION
31 08. 23. 2021 BULLETIN 15
32 09. 10. 2021 ADDITION OF CONSTRUCTION ENTRANCE
33 09. 20. 2021 EX. SEWER REVISION
34 10. 15. 2021 RFI #194
35 10. 20. 2021 BULLETIN 16
36 11. 17. 2021 PHASED WATERLINE CDS
STREET "1"
(PRIVATE STREET)
STREET "2"
(PRIVATE STREET)
BLOCK F
BLOCK H1
BLOCK C
BLOCK G
BLOCK H2
SANITARY SEWER OUTFALL ''A''
SANITARY SEWER OUTFALL ''A''
SANITARY SEWER OUTFALL ''E''SANITARY SEWER OUTFALL ''A''SANITARY SEWER OUTFALL ''E''
SANITARY SEWER OUTFALL ''E''
SANITARY SEWER OUTFALL ''C''SANITARY SEWER OUTFALL ''F''
SANITARY SEWER OUTFALL ''F''
GRAPHIC SCALE
0 20 40 80
1 inch = 40 ft.
C5.07
RTF18060-P1
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PLAN AND PROFILECLIENTREVISIONS
N0.DATE PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
HUB RTP
CONSTRUCTION DRAWINGS
RESEARCH TRIANGLE PARK, NORTH CAROLINA, 27709
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
10 11. 13. 2020 STREET 1/8 REVISION - BULLETIN 07
11 12. 04. 2020 CONSTRUCTION DRAWING REVISION
12 12. 18. 2020 BULLETIN 08
13 12. 23. 2020 BULLETIN 09
14 01. 22. 2021 BULLETIN 10
15 02. 02. 2021 COD CD REVISION
16 03. 05. 2021 BLOCK A/B SUBMITTAL TO DUR. COUNTY
SANITARY SEWER OUTFALL ''A'',
STA. 8+00 THRU STA. 12+00,
SANITARY SEWER OUTFALL "E"
SANITARY SEWER OUTFALL "F"
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STORMWATER
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MEASURE 'A'
STREET "5"
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PLAN AND PROFILECLIENTREVISIONS
N0.DATE PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
HUB RTP
CONSTRUCTION DRAWINGS
RESEARCH TRIANGLE PARK, NORTH CAROLINA, 27709
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
47 05. 16. 2022 BLOCK A2-3 SEWER SERVICE
48 05. 16. 2022 BLOCK B GRADING REVISION
49 06. 06. 2022 RFI #261
50 07. 21. 2022 RFI #270
51 07. 21. 2022 STREET 5 PAINT REVISION
52 08. 18. 2022 BULLETIN 20
60 04. 17. 2023 BLOCK G SEWER EXTENSION
SANITARY SEWER OUTFALL ''B'',
STA. 9+50 THRU STA. 16+50
STREET "2"
(PRIVATE STREET)
STORMWATER
CONTROL
MEASURE 'B'
BLOCK F
BLOCK J
05/23/2023
WATERLINE
T
M
H
-
1
2
GRAPHIC SCALE
0 20 40 80
1 inch = 40 ft.
C5.10
RTF18060-P1
LAW
HMA
1"=40'/1"=4'
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PLAN AND PROFILECLIENTREVISIONS
N0.DATE PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
HUB RTP
CONSTRUCTION DRAWINGS
RESEARCH TRIANGLE PARK, NORTH CAROLINA, 27709
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
30 08. 18. 2021 STREAM CHANNEL COORDINATION
31 08. 23. 2021 BULLETIN 15
32 09. 10. 2021 ADDITION OF CONSTRUCTION ENTRANCE
33 09. 20. 2021 EX. SEWER REVISION
34 10. 15. 2021 RFI #194
35 10. 20. 2021 BULLETIN 16
36 11. 17. 2021 PHASED WATERLINE CDS
WATERLINE ''A'' STA. 9+50 THRU STA. 18+50
EXISTING
DAVIS DRIVE
(VARIABLE WIDTH PUBLIC R/W)
SEE OFFSITE
ROADWAY PLANS
BY KIMLEY HORN
EX
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EXISTING
PARK DRIVE
(PRIVATE R/W)BLOCK A&B
WATERLINE CONSTRUCTION SEQUENCE NOTES:
1.COORDINATE WITH THE CITY OF DURHAM PRIOR TO STARTING CONSTRUCTION.
2.EXPOSE EXISTING 16" MAIN, ALONG NC HIGHWAY 54. INSTALL 16" INSERTION VALVE (WET TAP).
3.INSTALL NEW 16" WATERMAIN AS SHOWN WITHIN THESE PLANS, TO THE GREATEST EXTENT
POSSIBLE. THE NEW LINE IS TO BE TESTED AND APPROVED, PRIOR TO MAKING THE FINAL
CONNECTION TO THE EXISTING 16" WATERLINE.
4.THE PROPOSED 16" WATERLINE REQUIRES A 16" VALVE ON EACH END (SEE PLANS). THIS IS
REQUIRED FOR PRESSURE TESTING THE LINE PRIOR TO FINAL CONNECTIONS BEING MADE.
5.COORDINATE WITH THE CITY OF DURHAM, AND DURING WEEKEND OR NIGHT HOURS, CLOSE
RECENTLY INSTALLED 16" INSERTION VALVE ALONG NC HIGHWAY 54 AND THE EXISTING VALVE
FURTHER NORTH. MAKE SIMULTANEOUS CONNECTIONS ON BOTH ENDS OF THE NEW
WATERLINE. ALL WORK TO BE COMPLETED IN ONE NIGHT/WEEKEND.
STREET 8
CL
TMH
-
0
7
TM
H
-
0
8
TMH-06
GRAPHIC SCALE
0 20 40 80
1 inch = 40 ft.
C5.14
STREET "8", STA. 18+00 THRU STA. 25+50
RTF18060-P1
LAW
HMA
1"=40'/1"=4'
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PLAN AND PROFILECLIENTREVISIONS
N0.DATE PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
HUB RTP
CONSTRUCTION DRAWINGS
RESEARCH TRIANGLE PARK, NORTH CAROLINA, 27709
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
41 03. 01. 2022 SSMH REVISION FOR BLOCK A2-1
42 03. 08. 2022 STREET 5 AND DAVIS WATERLINE
43 04. 07. 2022 STREET 5 AND STREET 9 SPOT GRADES
44 04. 14. 2022 BUILDING 200 GRADING
45 04. 20. 2022 STAGE 3 EROSION CONTROL PLAN
46 05. 11. 2022 BULLETIN 19
47 05. 16. 2022 BLOCK A2-3 SEWER SERVICE
STREET "9"
(PRIVATE STREET)
BLOCK C STREET "9"
(PRIVATE STREET)
BLOCK A2
BLOCK B
BLOCK A1
STREET 9
TM
H
-
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1
TMH-10
T
M
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-
0
7
TMH-08TMH-09
GRAPHIC SCALE
0 20 40 80
1 inch = 40 ft.
C5.15
STREET "9", STA. 9+50 THRU STA. 18+50
RTF18060-P1
LAW
HMA
1"=40'/1"=4'
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PLAN AND PROFILECLIENTREVISIONS
N0.DATE PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
HUB RTP
CONSTRUCTION DRAWINGS
RESEARCH TRIANGLE PARK, NORTH CAROLINA, 27709
The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
41 03. 01. 2022 SSMH REVISION FOR BLOCK A2-1
42 03. 08. 2022 STREET 5 AND DAVIS WATERLINE
43 04. 07. 2022 STREET 5 AND STREET 9 SPOT GRADES
44 04. 14. 2022 BUILDING 200 GRADING
45 04. 20. 2022 STAGE 3 EROSION CONTROL PLAN
46 05. 11. 2022 BULLETIN 19
47 05. 16. 2022 BLOCK A2-3 SEWER SERVICE
BLOCK C
STREET "9"
(PRIVATE STREET)
BLOCK A2-1
BLOCK B
BLOCK A1
STREET "9"
(PRIVATE STREET)
STREET "8"
(PRIVATE STREET)
BLOCK A2-2
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
HU
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N0.DATE
10 11. 13. 2020 STREET 1/8 REVISION - BULLETIN 07
11 12. 04. 2020 CONSTRUCTION DRAWING REVISION
12 12. 18. 2020 BULLETIN 08
13 12. 23. 2020 BULLETIN 09
14 01. 22. 2021 BULLETIN 10
15 02. 02. 2021 COD CD REVISION
16 03. 05. 2021 BLOCK A/B SUBMITTAL TO DUR. COUNTY
RTF18060-D1
LAW
HMA
NTS
C8.05
SANITARY SEWER DETAILS
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
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N0.DATE
10 11. 13. 2020 STREET 1/8 REVISION - BULLETIN 07
11 12. 04. 2020 CONSTRUCTION DRAWING REVISION
12 12. 18. 2020 BULLETIN 08
13 12. 23. 2020 BULLETIN 09
14 01. 22. 2021 BULLETIN 10
15 02. 02. 2021 COD CD REVISION
16 03. 05. 2021 BLOCK A/B SUBMITTAL TO DUR. COUNTY
RTF18060-D1
LAW
HMA
NTS
C8.05A
SANITARY SEWER DETAILS
OWNER
REVISIONS
PROJECT NO.RTF-18060
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE 01. 24. 2020
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The John R. McAdams Company, Inc.
2905 Meridian Parkway
Durham, NC 27713
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
SHEET
PLAN INFORMATION
RESEARCH TRIANGLE FOUNDATION
12 DAVIS DRIVE
RESEARCH TRIANGLE PARK,
NORTH CAROLINA, 27709
FINAL DRAWING - RELEASED FOR CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
THE CURRENT CITY OF DURHAM AND DURHAM COUNTY
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS
N0.DATE
HU
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49 06. 06. 2022 RFI #261
50 07. 21. 2022 RFI #270
51 07. 21. 2022 STREET 5 PAINT REVISION
52 08. 18. 2022 BULLETIN 20
53 08. 30. 2022 BLDG 200 STORM DRAINAGE
54 09. 20. 2022 16" WATERLINE REVISION
55 10. 13. 2022 RECLAIMED METER VAULT HATCH
C8.05B
RTF18060-D1
LAW
LAW
NTS
RECLAIMED WATER
DETAILS
STANDARD VALVE BOX
RECLAIMED
WATER
(FOR RECLAIMED WATER)STANDARD CAPPING DETAIL FOR RECLAIMED WATER
CAUTION RECLAIMED WATER
DO NOT DRINK
CAUTION RECLAIMED WATER
DO NOT DRINK
STANDARD RECLAIMED WATER 4" OR 6" METER INSTALLATION & VAULT
CAUTION RECLAIMED WATER
DO NOT DRINK
STANDARD RECLAIMED WATER 4" OR 6" METER INSTALLATION & VAULT
RECLAIMED
WATER
STANDARD 11
2 " & 2" RECLAIMED WATER METER INSTALLATION & VAULT
CAUT
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