WQ0045066_Application (FTSE)_20240111

Received 1-11-2024
State of North Carolina
Department of Environmental Quality
DWR Division of Water Resources
FAST TRACK SEWER SYSTEM EXTENSION APPLICATION
Division of Water Resources FTA 06-21 & SUPPORTING DOCUMENTATION
Application Number: WQ0045066 (to be completed by DWR)
All items must be completed or the application will be returned
1. APPLICANT INFORMATION:
Applicant's name: City of Lexington (company, municipality, HOA, utility, etc.)
2. Applicant type: ❑ Individual
❑ Corporation ❑ General Partnership
❑ Federal
❑ State/County ® Municipal
3. Signature authority's name: Tom Johnson per 15A NCAC 02T_.0106( )
Title: Water Resources Director
4. Applicant's mailing address: 28 W. Center St.
City: Lexington State: NC
Zip: 27292-
5. Applicant's contact information:
Phone number: [phone]
Email Address: TDJohnson(a),LexingtonNC.gov
II. PROJECT INFORMATION:
❑ Privately -Owned Public Utility
❑ Other
1. Project name: Woodcrest Lots 14-30
2. Application/Projcct status: ® Proposed (New Permit) ❑ Existing Permit/Project
If a modification, provide the existing permit number: WQ00 and issued date:
For modifications, also attach a detailed narrative description as described in Item G of the checklist.
If new construction, but part of a master plan, provide the existing permit number: WQ00
3. County where project is located: Davidson
4. Approximate Coordinates (Decimal Degrees): Latitude: 35.845113° Longitude:-80.261125'
5. Parcel ID (if applicable): 1100500000001A (or Parcel ID to closest downstream sewer)
III. CONSULTANT INFORMATION:
1. Professional Engineer: James G. Eaves III License Number: 027837
Firm: C-0263
Mailing address: PO BOX 268
City: Concord State: NC
Phone number: [phone]
Zip: 28026-
Email Address: gycaves(a,cesicgs.com
IV. WASTEWATER TREATMENT FACILITY (WWTF) INFORMATION:
1. Facility Name: City of Lexington WWTP Permit Number: NCO055786
Owner Name: City of Lexington
V. RECEIVING DOWNSTREAM SEWER INFORMATION:
1. Permit Number(s): WQ,
2. Downstream (Receiving) Sewer Information: 8 inch ® Gravity ❑ Force Main
3. System Wide Collection System Permit Number(s) (if applicable): WQCS
Owner Name(s):
FORM: FTA 06-21 Pagel of 5

VI. GENERAL REQUIREMENTS
1. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been attached?
❑ Yes ® No ❑ N/A
2. If the Applicant is a Developer of lots to be sold, has a Developer's Operational Agreement (FORM: DEV) been attached?
[-]Yes ®No ❑ N/A
3. If the Applicant is a Home/Property Owners' Association, has an HOA/POA Operational Agreement (FORM: HOA) and
supplementary documentation as required by 15A NCAC 02T.0I 15(c) been attached?
[-]Yes ®No ❑ N/A
4. Origin of wastewater: (check all that apply):
® Residential (Individually Owned) ❑ Retail (stores, centers, malls) ❑ Car Wash
® Residential (Leased) ❑ Retail with food preparation/service ❑ Hotel and/or Motels
❑ School / preschool / day care ❑ Medical / dental / veterinary facilities ❑ Swimming Pool/Clubhouse
❑ Food and drink facilities ❑ Church ❑ Swimming Pool/Filter Backwash
❑ Businesses / offices / factories ❑ Nursing Home ❑ Other (Explain in Attachment)
5. Nature of wastewater: 100 % Domestic % Commercial _ % Industrial (See 15A NCAC 02T .0103(20))
If Industrial, is there a Pretreatment Program in effect? ❑ Yes El No
6. Hasa flow reduction been approved under 15A NCAC 02T .0114(f)? ❑ Yes ®No
➢ If yes, provide a copy of flow reduction approval letter with this application
7. Summarize wastewater generated by project:
Establishment Type (see 02T.0114(f))
Daily Design Flow '"
No. of Units
Flow
Residential 4 Bedroom Homes
480 gal/day
16
7,680 GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
gal/
GPD
Tota(
7,680 GPD
a See 15A NCAC 02T .01 I4(b). (d), (e)(l) and (e)(2) for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use areas;
and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals as defined
in G.S. 42A4).
b Per 15A NCAC 02T .0114(c), design flow rates for establishments not identified [in table I5A NCAC 02T.01141 shall be
determined using available flow data, water using fixtures, occupancy or operation patterns, and other measured data.
8. Wastewater generated by project: 7 680 GPD (per 15A NCAC 02T .0114)
)0 Do not include future flows or previously permitted allocations
If permitted flow is zero, please indicate why:
❑ Pump Station/Force Main or Gravity Sewer where flow will be permitted in subsequent permits that connect to this line.
Please provide supplementary information indicating the approximate timeframe for permitting upstream sewers with flow.
❑ Flow has already been allocated in Permit Number: Issuance Date:
❑ Rehabilitation or replacement of existing sewers with no new flow expected
❑ Other (Explain):
FORM: FTA 06-21 Page 2 of 5

VIL GRAVITY SEWER DESIGN CRITERIA (If Applicable) - 02T .0305 & MDC (Gravity Sewers):
1. Summarize gravity sewer to be permitted:
Size (inches) Length (feet) Material
8 ±862 PVC
➢ Section II & III of the MDC for Permitting of Gravity Sewers contains information related to design criteria
➢ Section III contains information related to minimum slopes for gravity sewer(s)
➢ Oversizing lines to meet minimum slope requirements is not allowed and a violation of the MDC
VIII. PUMP STATION DESIGN CRITERIA (If Applicable) — 02T .0305 & MDC (Pump Stations/Force Mains):
PROVIDE A SEPARATE COPY OF THIS PAGE FOR EACH PUMP STATION INCLUDED IN THIS PROJECT
1. Pump station number or name:
2. Approximate Coordinates (Decimal Degrees): Latitude: Longitude: - °
3. Total number of pumps at the pump station:
3. Design flow of the pump station: _ millions gallons per day (firm capacity)
➢ This should reflect the total GPM for the pump station with the largest pump out of service.
4. Operational point(s) per pump(s): gallons per minute (GPM) at _ feet total dynamic head (TDH)
5. Summarize the force main to be permitted (for this Pump Station):
Size (inches) Length (feet) Material
If any portion of the force main is less than 4-inches in diameter, please identify the method of solids reduction per
MDCPSFM Section 2.01C.1.b. ❑ Grinder Pump ❑ Mechanical Bar Screen ❑ Other (please specify) _
6. Power reliability in accordance with 15A NCAC 02T .0305(h)(1):
❑ Standby power source or ❑ Standby pump
➢ Must have automatic activation and telemetry - 15A NCAC 02T.0305(h)(1)(B):
➢ Required for all pump stations with an average daily flow greater than or equal to 15,000 gallons per day
➢ Must be permanent to facility and may not be portable
Or if the pump station has an average daily flow less than 15,000 gallons per day 15A NCACO2T.0305(h)(I)(C):
❑ Portable power source with manual activation, quick -connection receptacle and telemetry -
or
❑ Portable pumping unit with plugged emergency pump connection and telemetry:
➢ Include documentation that the portable source is owned or contracted by the applicant and is compatible with the station.
➢ If the portable power source or pump is dedicated to multiple pump stations, an evaluation of all the pump stations' storage
capacities and the rotation schedule of the portable power source or pump, including travel timeframes, shall be provided
as part of this permit application in the case of a multiple station power outage.
FORM: FTA 06-21 Page 3 of 5

IX. SETBACKS & SEPARATIONS — (02B .0200 & 15A NCAC 02T .0305(f)):
1. Does the project comply with all separations/altematives found in 15A NCAC 02T .0305(f) & (e)? ® Yes ❑ No
15A NCAC 02T.0305 contains minimum separations that shall be prrovided for sewers stems:
Setback Parameter*
Separation Required
Storm sewers and other utilities not listed below (vertical)
18 inches
'Water mains (vertical - water over sewer preferred, including in benched trenches)
18 inches
'Water mains (horizontal)
10 feet
Reclaimed water lines (vertical - reclaimed over sewer)
18 inches
Reclaimed water lines (horizontal - reclaimed over sewer)
2 feet
**Any private or public water supply source, including any wells, WS-I waters of Class I or
Class II impounded reservoirs used as a source of drinking water, and associated wetlands.
100 feet
"Waters classified WS (except WS-1 or WS-V), B, SA, ORW, HQW, or SB from normal
high water (or tide elevation) and wetlands associated with these waters (see item IX.2)
50 feet
**Any other stream, lake, impoundment, or ground water lowering and surface drainage
ditches, as well as wetlands associated with these waters or classified as WL.
10 feet
Any building foundation (horizontal)
5 feet
Any basement (horizontal)
10 feet
Top slope of embankment or cuts of 2 feet or more vertical height
10 feet
Drainage systems and interceptor drains
5 feet
Any swimming pools
10 feet
Final earth grade (vertical)
36 inches
➢ If noncompliance with 02T.0305(f) or (2). see Section X.1 of this application
*15A NCAC 02T.0305(g) contains alternatives where separations in 02T.0305(fl cannot be achieved. Please check `yes"
above if these alternatives are used and provide narrative information to explain.
**Stream classifications can be identified using the Division's NC Surface Water Classifications weboaee
2. Does this project comply with the minimum separation requirements for water mains? ® Yes ❑ No ❑ N/A
➢ If no, please refer to 15A NCAC 18C.0906(f) for documentation requirements and submit a separate document,
signed/sealed by an NC licensed PE, verifying the criteria outlined in that Rule.
3. Does the project comply with separation requirements for wetlands? ❑ Yes [-]No ®N/A
➢ Please provide supplementary information identifying the areas of non-conformance.
➢ See the Division's draft separation requirements for situations where separation cannot be met.
➢ No variance is required if the alternative design criteria specified is utilized in design and construction.
4. Is the project located in a river basin subject to any State buffer rules? ® Yes Basin name: Yadkin Peedee ❑ No
If yes, does the project comply with setbacks found in the river basin rules per 15A NCAC 02B .02001 ® Yes ❑ No
➢ This includes Trout Buffered Streams per 15A NCAC 2B.0202
5. Does the project require coverage/authorization under a 404 Nationwide/individual permits ❑ Yes ® No
or 401 Water Quality Certifications?
➢ Please provide the permit number/permitting status in the cover letter if coverage/authorization is required.
6. Does project comply with 15A NCAC 02T.0105(c)(6) (additional permits/certifications)? ® Yes ❑ No
Per 15A NCAC 02T.0105(c)(6), directly related environmental permits or certification applications must be being prepared,
have been applied for, or have been obtained. Issuance of this permit is contingent on issuance of dependent permits (erosion
and sedimentation control plans, stormwater management plans, etc.).
7. Does this project include any sewer collection lines that are deemed "high -priority?" ❑ Yes ® No
Per 15A NCAC 02T.0402 "high -priority sewer" means any aerial sewer, sewer contacting surface waters,
siphon, or sewers positioned parallel to streambanks that are subject to erosion that undermines or deteriorates the sewer.
Siphons and sewers suspended through interference/conflict boxes require a variance approval.
➢ If yes, include an attachment with details for each line, including type (aerial line, size, material, and location).
High priority lines shall be inspected by the permittee or its representative at least once every six -months and
inspections documented per 15A NCAC 02T.0403(a)(5) or the permittee's individual System -Wide Collection permit.
FORM: FTA 06-21 Page 4 of 5

X. CERTIFICATIONS:
1. Does the submitted system comply with 15A NCAC 02T the Minimum Design Criteria for the Permitting of Pump Stations
and Force Mains (latest version}, and the Gravity Sewer Minimum Design Criteria (latest version) as applicable?
® Yes ❑ No
If no, for projects requiring a single variance, complete and submit the Variance/Altemative Design Request application
(VADC 10-14) and supporting documents for review to the Central Office. Approval of the request will be issued
concurrently with the approval of the permit, and projects requiring a variance approval may be subject to Ionizer
review times. For projects requiring two or more variances or where the variance is determined by the Division to be a
significant portion of the project, the full technical review is required.
2. Professional Engineers Certification:
I, James G. Eaves III attest that this application for Woodcrest Lots 14-30
(Professional Engineer's name from Application hem III, I.) (Project Name from Application Item U.1)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans,
specifications, engineering calculations, and all other supporting documentation to the best of my knowledge. I further
attest that to the best of my knowledge the proposed design has been prepared in accordance with the applicable regulations,
Minimum Design Criteria for Gravity Sewers (latest version), and the Minimum Design Criteria for the Fast -Track Permitting
of Pump Stations and Force Mains (latest version). Although other professionals may have developed certain portions of this
submittal package, inclusion of these materials under my signature and seal signifies that I have reviewed this material and
have judged it to be consistent with the proposed design.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.6B, 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 civil penalties up to $25,000 per violation. Misrepresentation of the application
information, including failure to disclose any design non-compliance with the applicable Rules and design criteria, may subject
the North Carolina -licensed Professional Engineer to referral to the licensing board. (21 NCAC 56.0701)
North Carolina Professional Engineer's seal, signature, and
3. Applicant's Certification per 15A NCAC 02T .0106(b):
i�yyIM�
L
2�4 t
1,
I, Tom Johnson , attest that this application for Woodcrest Lots 14-30
(Signature Authority Name from Application Item 1.3.) (Project Name from Application Item 11.1)
attest that this application has been reviewed by me and is accurate and complete to the best of my knowledge.
I understand that if all required parts of this application are not completed and that if all required supporting documentation
and attachments are not included, this application package is subject to being returned as incomplete. 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.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.6B 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 civil penalties up to $25,000 per violation.
Signature: %aDw Lleilrt2erL Date: 10/5/2023
FORM: FTA 06-21 Page 5 of 5

State of North Carolina
pwonko-fwaResources
Entity Requesting Allocation:
Department of Environmental Quality
Division of Water Resources
Flow Tracking for Sewer Extension Applications
(FTSE 10-18)
First Homes LLC
Project Name for which flow is being requested: Woodcrest Lots 14-30
More than one FTSE may be required for a single project if the owner of the WWTP is not responsible for all pump
stations along the route of the proposed wastewater flow.
I. Complete this section only if you are the owner of the wastewater treatment plant.
a. WWTP Facility Name: Lexington Regional Treatment Plant
b. WWTP Facility Permit #: NC0055786
c. WWTP facility's permitted flow
d. Estimated obligated flow not yet tributary to the WWTP
e. WWTP facility's actual avg. flow
f. Total flow for this specific request
g. Total actual and obligated flows to the facility
h. Percent of permitted flow used
All flows are in MGD
6.5
.1983
2.4
.00768
2.605
40.09
II. Complete this section for each pump station you are responsible for along the route of this proposed
wastewater flow.
List pump stations located between the project connection point and the WWTP:
(A)
(B)
Design
Pump
Pump
Average
Approx.
Station
Station
Firm
Daily Flow**
Current
(Name or
Permit
Capacity, *
(Firm / pf, ,
Avg. Daily
Number)
No.
MGD
MGD
Flow, MGD
Brown St
5.91
2.36
1.5
(C)
(D)=(B+C)
(E)=(A-D)
Obligated,
Not Yet
Total Current
Tributary
Flow Plus
Daily Flow,
Obligated
Available
MGD
Flow
Capacity***
.196
1.696
.664
* The Firm Capacity (design flow) of any pump station is defined as the maximum pumped flow
that can be achieved with the largest pump taken out of service.
** Design Average Daily Flow is the firm capacity of the pump station divided by a peaking factor
(pt) not less than 2.5, per Section 2.02(A)(4)(c) of the Minimum Design Criteria.
*** A Planning Assessment Addendum shall be attached for each pump station located
between the project connection point and the W WTP where the Available Capacity is < 0.
Downstream Facility Name (Sewer):
Downstream Permit Number:
Page 1 of 6
li1mlia[i1SF:l

III. Certification Statement:
I Tom Johnson certify to the best of my knowledge that the addition of
the volume of wastewater to be permitted in this project has been evaluated along the route to the receiving
wastewater treatment facility and that the flow from this project is not anticipated to cause any capacity
related sanitary sewer overflows or overburden any downstream pump station en route to the receiving
treatment plant under normal circumstances, given the implementation of the planned improvements
identified in the planning assessment where applicable. This analysis has been performed in accordance
with local established policies and procedures using the best available data. This certification applies to
those items listed above in Sections I and II plus all attached planning assessment addendums for which I
am the responsible party. Signature of this form certifies that the receiving collection system or treatment
works has adequate capacity to transport and treat the proposed new wastewater.
Thomas Johnson
Signing Official Signature
Water Resources Director
Title of Signing Official
Digitally signed by Thomas Johnson
Date: 2023.09.13 07:51:26-04'00'
Date
Page 2 of 6
FTSE 10-18

• �i
Civil — Surveying- Geotechnical
PO Box 54
Statesville, NC 28687
642 D Signal Hill Drive Extension
Statesville, NC
Phone: [phone](Jay Eaves)
Email : jayeaves(a cesiccis.com
Web: www.cesicgs.com
License No. C-0263
transmittal
To:
Jenny Graznak I NCDEQ
Winston-Salem Regional Office
Company:
NCDEQ Winston-Salem
Regional Office
Address:
450 W. Hanes Mill Road
Suite 300
Winston-Salem, North Carolina
27105
Phone:
[phone]
Fax:
[phone]
IC Departs of 1
Environm>tic, Jity
Rer o„
I A N 1 1 9024
Winston-Salem I
Regional Office
From: James G. Eaves III
Project Woodcrest Lots 14-30
Name:
Project No.: 230089.100
Date: 1/10/2024
Re: Sewer Extension Submittal
Cc:
® For Review and Comment ❑ For Approval ® As Requested ❑ For your file
Copies
Date
No.
Description
1
1/10/2024
1
$600 Check for Fast track application
2
1/10/2024
2
Fast Track Sewer Application (Wet Ink original and copy as Digital via Email)
2
1/10/2024
3
Flow Tracking Sewer Application (One as physical and copy as Digital via
Email)
2
1/10/2024
4
Cover Letter and Narrative(One as physical and copy as Digital via Email)
2
1/10/2024
5
USGS Map w/ Site location (One as physical and copy as Digital via Email)
2
1/10/2024
6
FTSE Aerial Map (One as physical and copy as Digital via Email)
2
1/10/2024
7
Sewer Specs (One as physical and copy as Digital via Email)
COMMENTS:

Civil - CentechnicaI-Snr,tNing
January 10, 2024
State of North Carolina
Department of Environmental Quality
Division on Water Resources
Winston-Salem Regional Office
450 West Hanes Mill Road.
Suite 300
Winston-Salem, NC 27105
Re: Woodcrest Lots 14-30 Sewer Line Extension
To Whom It May Concern:
We are pleased to submit this fast -track sewer system extension application.
Proiect Narrative:
The proposed project is to build a single-family subdivision development in
Lexington, NC from Biesecker Road to the dead end on Dover Street. To provide
sewer services to the 16 homes, a sewer line extension is required. The sewer
system has been designed to the NCDENR Minimum Design Criteria for the
permitting of Gravity Sewers (Adopted by the Division of Water Quality on February
12, 1996. Updated to 15A NCAC 2T Regulations on March 2008).
There are a total of 7 new manholes and ±862 LF of 8" PVC pipe. The longest run
between manholes is 3363.12 LF, below the maximum of 425 LF. There are 1 drop
type manholes, with inside drops 2.10'to ensure sewer laterals can safely cross the
water main as well as water laterals can cross the sewer main. Slopes on 8" PVC
pipe range from as low as 0.77% up to 5.78%, with several of the lines between 1%
and 3%. There is uniform slope of the pipes between manholes.
The proposed sewer system ties into an existing sewer manhole, which is currently
part of the City of Lexington's sewer system. The homes will be 4611 homes and
based off a flow of 480 gallons/day/home, the total flow will be 7,680 gallons/day.
The homes will each have 4" PVC laterals at a minimum 1% or 1.5%. Crossing
calculations assumes a 1% slope as per City of Lexington's allowable minimum slope,
however, the sewer laterals can also accommodate the standard 1.5% min slope and
maintain the allowable clearance of 12" as per the City of Lexington.
CESI — Statesville Branch Office
Civil — Geotechnical — Surveying
PO Box 54, Statesville, NC 28687
642D Signal Hill Drive Extension, NC 28625 [phone]
NCBELS Firm License C-0263

Enclosed you will find several items:
• A Copies (1 Original) Fast Track Sewer System Extension Application FTA 06-
21. Professional Engineer's certification on Page 5.
• A Copies of Sanitary Sewer Specifications
• Application Fee of $600
• A Copies of Flow Tracking/Acceptance Form FTSE 04-16 (completed by City of
Lexington)
• A Copies of USGS Topographic Map of the area on 8.5" x 11"
• A Copies of Aerial of the site on 8.5" x 11"
Note:
• As per email, a 2nd copy of documents above excluding check is provided
digitally to Jenny Graznak.
• Sealed plans can be provided physically or digitally at the request of the
reviewer.
Let us know you have any questions or need anything further. We look forward to
hearing from you.
Sincerely,
Jame . Eaves III, PE
Project Manager
CESI
704.791.3160

#cUSGS u.s-w==mE- x
LEYIN4TM wES�WN�Nfa[
USTo;o
,...,......._...._.gym
� — —
r.__.
.�..�.. r._s.r..a_r... •—�- �� LEYtl1M MET. MC

02-V1 iOl 1538DOOOM
imumukik -A

Sanitary Sewer Specifications
Woodcrest Lots 14-30
Lexington, NC
Design Engineer
CESI
45 Spring St. SW
Concord, NC 28025
James G. Eaves III, PE
NC PE 027837
q

NOTE
The title, ENGINEER, used
throughout these standards refers
to the PUBLIC WORKS DIRECTOR/
CITY ENGINEER for the City of
Lexington.

Table of Contents
Specifications:
SECTION 2 - General Requirements -Sewer
SECTION 11 - Cured -In Place Resin Pipe
Technical Specifications - Sanitary Sewer Main Reconstruction
SECTION 12 - Concrete Gravity Pipe
SECTION 13 - Masonry Materials, Metal Frames, Rip Rap, Manhole Steps, etc.
SECTION 14 - Vitrified Clay Pipe and Specials; Vitrified Clay Pipe Joint
SECTION 15 - Cast and Ductile Iron Pipe; Cast Iron Soil Pipe
SECTION 16 - Lines and Grades
SECTION 17 - Excavation
SECTION 18 - Subgrade; Special Foundations; Water in Trenches;
Sheeting and Bracing Trenches; Pipe Laying
SECTION 19 - Backfilling
SECTION 20 - Pavements
SECTION 21 - Precast Concrete Manholes
SECTION 22 - Inspection; Tests; Responsibility; Final Inspection; Cleaning Up
SECTION 25 - Landscape Work - Grass Only
SECTION 26 - Concrete Formwork.
SECTION 27 - Concrete Reinforcement
EC-TION 28-- Concrete -General

A.
SECTION 2.
GENERAL REQUIREMENTS -SEWER
REQUIREMENTS:
1. The Contractor shall furnish all labor, materials, tools, equipment and all else required
for and to construct the sanitary sewer system improvements complete, tested and
placed into satisfactory operation, in accordance with the drawings, these
Specifications, and the Engineers' requirements under them. The Contractor shall be
responsible for furnishing details that are required, but not necessarily shown on the
drawings, for the adequate and proper construction and operation of the sanitary sewer
extensions as required by the Engineers.
2. Every item mentioned, described, specified and/or referred to in these Specifications,
and all items shown, indicated or inferred by the drawings, and such items as may
normally be required for the construction of the sanitary sewer extensions or the
installation and operation of the equipment shall be furnished and installed complete in
every respect; tested in all manners required and/or necessary; and made ready for
complete and regular service, as intended. All materials and equipment of whatever
nature shall be furnished by the Contractor in place in the project.
3. Insofar as possible, the existing sanitary sewer system must be kept in operation at all
times. The Contractor shall so organize and schedule his work as to cause the least
inconvenience to the operation of the existing system. Should it become necessary to
put any part of the existing sanitary sewer system out of operation, the Contractor,
without cost to the town, shall make such temporary connections, alterations, etc., as
may be required to keep the existing sanitary sewer system in operation.
4. The sanitary sewer line shall be installed at the
shown on the plans. PVC pipe materials sI
the main for providing service connections.
D. PROJECT COMPLETION:
of the road section or as
tractor shall use Tees off
1. The Contractor shall perform tests on all parts of the project, which he constructed, and
equipment that he furnished and /or installed, underthe supervision of the Engineers to
demonstrate that the installed sanitary sewers and/or equipment performs in
accordance with the requirements of the Specifications.
2. The contractor shall perform standard air tests as per the City's detail shown on the
plans unless the Engineer or NCDEQ has a higher standard.
3. Upon completion of the construction work, the Contractor shall immediately remove all
construction equipment, excess materials, tools, etc., from the site and leave same in a
neat, orderly condition acceptable to the Engineers.
4. All equipment shall be drained and filled with new lubricants, and then thoroughly
cleaned, removing all excess oil, grease, dirt, etc. All valves shall be cleaned and
lubricated.
5. The Contractor shall be responsible for restoring all disturbed ground area and
damaged crops, and replacing all disturbed property corners to the satisfaction of the

Engineers.
6. All woods from clearing and grubbing shall be given to the Owner of the property, from
which the right-of-way has been acquired.
END OF SECTION 2.
2-1 General Requirements -Sewer 2-1

SECTION 11
CURED -IN -PLACE RESIN PIPE
TECHNICAL SPECIFICATIONS
SANITARY SEWER MAIN RECONSTRUCTION
A. DESCRIPTION OF WORK:
The Contractor shall reconstruct sanitary sewer by the installation of a resin -
impregnated flexible felt tube inverted into the existing sewer and cured in place. The
installation shall be to the size, length, and elevations shown on the drawings or
designated by the Engineer. Unless otherwise specified, all materials, equipment and
labor necessary shall be furnished by the Contractor. It is the intent of this Specification
for the Contractor to provide the city with a complete and operable installation on cured -
in -place resin pipe.
B. RESIN PIPE
1. MATERIALS: Pipe shall be fiber felt impregnated with thermosetting,
unsaturated polyester resin and catalyst system capable of obtaining, upon
curing a minimum flexural stress of 4500 psi and a minimum flexural modulus
of elasticity of 250,000 psi, tested in accordance with ASTM D-790. Pipe shall
_____have_animpermeable _plastic membrane to_provide containment of the_uncured
resin. The Contractor shall provide certification from the resin pipe
manufacturer that a sample of the installed liner will meet the specified ASTM
requirement.
2. CORROSION RESISTANCE: Cured resin pipe shall be chemically resistant to
internal exposure to domestic sewage.
The Contractor shall determine the actual length and internal circumference of
sewers to be reconstructed from the plans and from actual field inspection to
effectively span the distance from manhole to manhole for the extent of the
project. Sections of sewer that are to be reconstructed are noted on the
construction plans.
The resin pipe shall be fabricated to the thickness as recommended by resin
pipe manufacturer subject to the Engineer's approval. When installed the resin
pipe shall conform to the internal circumference of the existing sewer.
Allowance shall be made for circumferential stretching during installation. A
certified copy of the manufacturer's required thickness design criteria shall be
submitted to the Engineer for approval.

11-1 Pipe
11-1
C. INSTALLATION:
The Contractor shall be responsible for cleaning of the sewers to be reconstructed prior
to the start of installation. Pipe shall be cleaned utilizing high-pressure jet cleaning.
Cleaning shall be performed in such a manner as to not injure existing pipe. Contractor
shall be responsible for damage resulting from cleaning activities. Cleaning shall
include the removal of any debris, roots and other items which would interfere with the
installation of the resin pipe and which can be removed by cleaning techniques not
requiring open excavation. The section(s) of sanitary sewer proposed for reconstruction
have been recently cleaned and internally inspected Upon video taping the section(s)
prior to resin pipe insertion, if in the opinion of the Contractor and the Engineer that
cleaning of the section(s) are not reauired, then the city will be compensated at the unit
price bid for precleaning the lines.
The Contractor shall videotape the interior of the existing sewer at the completion of
cleaning. A copy,of this taping and inspection log shall be delivered to the city. The
Contractor shall carefully inspect the interior to determine conditions that may prevent
proper installation of the resin pipe. Locations of service connections shall be noted at
the time of inspection. Line obstructions (point repairs) which would prevent proper
installation of the resin pipe as determined by the Engineer and the Contractor and
which would require open excavation by the Contractor to repair shall be identified at
the time of inspection.
The Contractor shall provide the city access to inspect materials and impregnation
procedure.
- Care -shall -be -taken -to -transport -materials -to -the -site, -free -of -injurious -defects. —Any
material defects shall -be the responsibility of the Contractor and shall be properly
replaced.
The inversion standpipe shall be inserted through the existing manholes shown on the
project drawings. All temporary scaffolding and supports shall be the responsibility of
the Contractor. The uncured resin impregnated pipe shall be inserted through the
standpipe and attached, and inverted into the existing sewer utilizing a hydrostatic head
sufficient to fully extend it through to the next manhole, to hold the tube tightly against
the interior of the existing pipe wall, to produce dimples at service connections and to
produce flares at manholes. Lubrication shall be used by the Contractor as necessary.
D. BYPASSING SEWAGE:
The Contractor, when required, shall provide for the flow of sewage around the section
or sections of pipe that are to be lined. The bypass shall be made by plugging the line
at an existing upstream manhole and pumping the flow into a downstream manhole or
adjacent system. The pump and bypass lines shall be of adequate capacity and size to
handle the flow. The proposed bypassing system shall be approved in advance by the
Engineer. The approval of the bypassing system in advance by the Engineer shall in no
way relieve the Contractor of his responsibility and/or public liability. Under no

circumstances will the dumping of raw sewage on private property, on city streets, or in
storm drainage systems be allowed.
11-2
11-2
E. CURING:
Pipe
1. HOT WATER CURING: After inversion is completed the Contractor shall supply a
suitable heat source and water recirculation equipment. The equipment shall be
capable of delivering hot water throughout the section by means of pre -strung
hose to uniformly raise the water temperature above the temperature required
to effect a cure of the resin. This temperature shall be determined as
recommended by the resin manufacturer.
Pi
The heat source shall be fitted with suitable monitors to gauge the temperature
of the incoming and outgoing water supply. Another such gauge shall be placed
between the resin pipe and the pipe invert at the remote manhole to determine
the temperatures during cure. Care shall be taken during the curing process so
as not to overstress the felt fiber.
Initial cure shall be considered complete when inspection of the exposed
portions of resin pipe appear to be hard and sound and the remote temperature
sensor indicates that the temperature is of magnitude to realize an exotherm.
The cure period shall be of a duration recommended by the resin manufacturer
as modified for the resin, cured -in -place, pipe process. The recirculation of the
water and cycling of the heat exchanger shall be continuous in order to maintain
the required temperature throughout the duration of the curing period.
COOL -DOWN: The Contractor shall cool the hardened resin pipe to a
temperature below 100 degrees F. before relieving the static head in the
inversion standpipe. Cool -down may be accomplished by the introduction of
cool water into the inversion standpipe to replace water being drained from a
small hole made in the downstream end. Care shall be taken in the release of
the static head so that a vacuum will not be developed that could damage the
newly installed resin pipe.
3. FINISH: The finished resin pipe shall be continuous over the entire length of
each inversion run and be as free as practicable from visual defects such as
foreign inclusions, dry spots, pinholes and delamination. During the warranty
period any defects that will affect the integrity or strength of the resin pipe shall
be repaired at the Contractor's expense, in a manner mutually agreed by the
Owner, Contractor and manufacturer.
4. MANHOLE SPACING: If installation of the resin pipe fails to make a tight seal at
the manhole, the Contractor shall apply a resin mixture compatible with the resin
pipe to provide a water tight seal.
5. SERVICE CONNECTIONS: Following curing of the resin pipe, the Contractor shall
re-establish existing service connections as identified during pretaping and as
directed by the Engineer. Service shall be re-established from the interior of the
pipeline by means of a television camera and a cutting device. Open

11-3
excavations shall not be used unless approved by the Engineer.
Pipe
113
6. TESTING:
a. Infiltration: The Contractor shall provide the equipment necessary to
check the lines for infiltration or exfiltration as directed by the Engineer,
before they are put in service. Infiltration in excess of one hundred (100)
gallons per day inch -mile of sewer will result in having the Contractor go
over the lines, ascertain where the leakage exists, and repair the lines to
the extent necessary to bring the infiltration down within acceptable
limits. No test shall exceed 900 feet.
b. Exfiltrations: The length of sewer subject to an exfiltration test shall be
the distance between two adjacent manholes as a minimum, but shall be
left to the discretion of the Engineer. No test shall exceed 900 feet. The
inlets of the upstream and downstream manholes shall be closed with
watertight plugs and the test section filled with water until the elevation
of the water in the upstream manhole is two feet above the crown of the
pipe in the line being tested, or two feet above the existing ground water
in the trench, whichever is higher. A standpipe may be used instead of
the upstream manhole for providing the pressure head when approved
by the Engineer. Exfiltration shall be measured by determining the
amount of water required to maintain the initial water elevation for one
hour period from the start of the test. With absorptive pipe, the one -hour
period shall begin after allowing the water to stand for not more than one
hour to allow for saturation of the pipe. The maximum allowable leakage,
including manholes, shall be 100 gallon per inch of diameter per mile of
pipe per day.
F. SITE DISRUPTION AND POINT REPAIRS:
In accordance with other applicable Sections and subject to approval by the Engineer,
no more than one access excavation per 400 feet of manhole section will be allowed.
Subject to this limitation are also any point repairs necessitated by line obstructions
that would prevent the installation of the resin pipe.
END OF SECTION 11.

11-4 Pipe 11-4

SECTION 12
CONCRETE GRAVITY PIPE
GENERAL REQUIREMENTS:
A. Concrete gravity pipe not installed on piers shall conform to the following specifications.
B. Pipe 18" in diameter and smaller shall be manufactured according to ASTM Specification C-14-
75, Class 3, with a laying length of 8' except at structure tie-in. The basis for acceptance shall
be as specified in Paragraph 4 of ASTM C-14-75. Pipe is to be circular in cross section and shall
have no lifting holes cut or cast into the pipe. When the total length of concrete pipe of all sizes
exceeds 20,000' tests shall be by an independent testing laboratory per ASTM C-14.
C. The concrete gravity pipe 21" and larger shall be manufactured according to ASTM
Specifications C-76, latest revision, Wall B or Wall C, class as called for in the Proposal or shown
on the drawings. However, Wall B and Wall C pipe must not be mixed between manholes. If the
class of pipe is not indicated on the drawings or in the Proposal, the following shall apply:
For pipe depths less than or equal to fourteen (14) feet, Class III shall
be used;
for pipe depth between fourteen (14) feet and twenty-four (24) feet,
Class IV shall be used;
for pipe depths greater than twenty-four (24) feet, Class V pipe shall be
used.
Pipe depth shall be defined as the depth of the pipe invert laid to grade below the final
finished grade elevations. The class of pipe between manholes will remain constant
unless otherwise indicated on the drawings.
D. Each section of pipe shall have a laying length of 8' for the 21" and 24" and 12' for 27" and
larger except as required to tie-in at a structure. Pipe shall be circular in cross section for both
the inside and outside diameters. Reinforcing steel shall meet ASTM Specifications A82 and/or
A-185. No elliptical reinforcing steel shall be used. No lifting holes are to be cut or cast into the
wall of the pipe. The basis for acceptance of the pipe shall be as specified in paragraph 4.1.1 of
ASTM Specification C-76-75. When the total length of reinforced concrete pipe of all sizes
exceeds 20,000 linear feet the pipe shall be inspected and stamped per ASTM C-76 by an
independent testing laboratory approved by the Engineers. All concrete pipe shall be tongue
and groove or bell and spigot type unless indicated otherwise on the drawings.
E. The rubber gasket and the joint shall conform to the chemical and physical requirements of
ASTM Specification C-443, latest revision. Jointing compound shall be of a type compatible with
the rubber gasket.
END OF SECTION 12.
12-1 Gravity Piping 12-1

SECTION 13.
MASONRY MATERIALS,
METAL FRAMES,
RIP RAP, MANHOLE STEPS, ETC.
A. MATERIALS: All materials used on this project shall be new and unused, and shall be
the latest design of a standard product of a company regularly engaged in the
manufacture of such items of material and/or equipment which are approved by the
Engineers.
B. MASONRY WORK: All masonry manholes, catch basins, etc., shall be constructed of
clay brick, manhole block or concrete manhole brick. The manner in which they are
constructed shall be in accordance with the drawings, the Proposal requirements
and/orthe Engineers' requirements.
C. BRICK:
1. All subsurface brick used under these gravity -piping specifications shall be
sound, hard, tough, common brick of a quality conforming to ASTM Specification
C-32, latest revision, Grade MS, for Building Brick. The brick shall be made from
clay or shale and shall be dark red in color. Overburned, brittle brick or brick
from the benches of kilns shall not be used. Salmon, soft or underburned brick
will not be accepted.
2. The brick shall be of standard size: 2 1/4" thick, 3 3/4" wide and 8" long.
Measurements shall not vary more than 1/16" in thickness, 1/8" in width and
1/4" in length.
3. Brick used in the exposed faces of walls, both interior and exterior, where faces
are not to be plastered, painted or otherwise treated, shall be selected for
uniformity of size, color and texture. Such brick shall have sharp, unbroken
edges, square cut, and shall be free from cracks, blisters and other blemishes
on the exposed face.
4. Before placing his order, the Contractor shall submit, for the Engineers' approval,
samples of the brick he proposes to use in the work. The samples shall be
representative of the brick that can be furnished and the Contractor will be
required to furnish brick conforming to the approved sample.
D. MANHOLE BLOCK: Manhole block shall consist of solid precast segmental concrete
masonry units made from a mixture of Portland cement, water and suitable mineral
aggregates, manufactured especially for use in the construction of catch basins and
manholes. The block shall conform to the requirements of ASTM Specification C-139,

13-1 Gravity Piping
13-1
latest revision, and shall be shaped to conform to the structure within which it is to be
incorporated as shown on the drawings. Before placing his order, the Contractor shall
submit, for the Engineers' approval, samples of the manhole block he proposes to use
in the work. The samples shall be representative of the manhole block that can be
furnished and the Contractor shall be required to furnish manhole block conforming to
the approved sample.
E. CONCRETE MANHOLE BRICK: The Contractor shall submit drawings, specifications and
samples of the concrete brick he proposes to use in this project to the Engineers for
written approval prior to use.
F. MORTAR FOR BRICK AND/OR MASONRY WORK:
1. Unless otherwise specified, all mortar used in brick and/or masonry work under
these gravity -piping specifications shall conform to the requirements of the
Standard Specifications for Mortar for Unit Masonry, C270-71. Only sufficient
water to give proper density and workability shall be used.
2. When specifically approved by the Engineers for brickwork, other than for the
construction of manholes and other underground items, the Contractor may use
a prepared mortar such as "Brixment." The prepared mortar shall contain a
waterproofing ingredient; it shall require no soaking or slacking; it will prevent
efflorescence on wall surfaces; it shall bond tightly with the brick or other
masonry material; it shall have a strength equal to that of the cement sand
mortar specified above; it shall stick to and not shrink away from the surface of
adjacent materials with which it is used; and it shall require no further
- preparation for use other than mixing sand and water in accordance with the
manufacturer's direction.
G. CAST IRON MANHOLE FRAMES AND COVERS: Manhole frames and covers shall be as
shown on the drawings or they shall be the city's standard, 24" diameter opening. The
frames and covers shall be constructed of tough, gray cast iron and must meet the
requirements of ASTM Specification A48-41, Class Twenty (20). The covers shall be
machined, lie flat on the frame seat, and shall not rattle under the impact of traffic.
Frames and covers shall be thoroughly cleaned and then hot -dipped in asphaltum or
coal -tar varnish. Frame and cover shall weigh not less than 300 lbs. Manhole covers
for sanitary sewers shall indicate "Sanitary Sewer" on the cover. Sealed manhole covers
shall be furnished with four (4) brass flat head machine screws at 900 and a single
polyvinyl gasket between cover and frame seat.
H. DUCTILE IRON MANHOLE FRAMES AND COVERS: When indicated on the drawings or
when approved by the city, Class 400, Designation GTS ductile iron manhole frames
and covers shall be installed. Ductile iron shall comply with the requirements of ASTM
A536-80. Castings shall meet the ASSHTO H-20 loading requirement and the proof
load requirements of Federal Specification RR-F-621-C. Covers shall be kept from
rattling under traffic impact by the use of a polyethylene gasket. Covers shall be of the
locking type. Covers used for wastewater collection sewers shall indicate "Sanitary

Sewer" on the cover.
13.2 Gravity Piping
13-2
I. STORM INLETS: Furnish and install all catch basins and area inlets as shown on the
drawings. They shall be of cast iron throughout. The catch basin covers, unless
indicated otherwise on the drawings shall be pattern Dewey Bros. #CB-BC-73, Neenah
R-3080 or equal with end frames. The area inlets shall be 24" x 24", pattern Dewey
Bros. #CH-BN-3A, Neenah R-3350, or equal; drop inlets shall be pattern Dewey Bros.
#MH-RCR-20, Neenah R-2650, or equal; and cast -in -place trench drain covers shall be
pattern Dewey Bros. #TR-WY-10, Neenah #R-4991-D, or equal, as manufactured by
Dewey Bros., Inc., Neenah Foundry Company or equal.
J. RUBBLE RIP RAP:
1. Rubble rip rap shall be placed at the locations shown on the drawings and where
directed by the Engineers to stabilize slopes and drainage ditches. The rubble
rip rap shall be installed according to the current standards and requirements of
the North Carolina Department of Transportation, Division of Highways.
2. Rubble stone shall be sound, dense and durable, free from cracks, pyrite
intrusions and other structural defects. Stone that will be used with mortar shall
be free from dirt, oil or other material that might prevent good adhesion with the
mortar. At least 90% of the stone shall be not less than 8" wide by 12" long by
12" deep and shall be approximately rectangular in shape.
K. MANHOLE STEPS: The manhole steps shall be of coated, corrosion resistant cast iron,
galvanized wrought iron, aluminum alloy conforming to Federal Specifications QQ-A-
- 200/8-polypropylene-plastic-coated 3/8"-steel-reinforcing-rods,-or-other-approved
material. Step irons shall be generally located at 90 degrees from the direction of flow
on the manhole vertical wall. The steps shall be set in the wall a maximum of 12" or
more on centers vertically as required by OSHA standards. All steps shall have a
minimum vertical load resistance of 750 pounds with no permanent deflection and
pullout resistance of 1,000 pounds. Steps shall be imbedded in the wall a minimum of
3" and project from the wall a minimum of 7" and shall be a minimum of 10" in width
with lateral foot stops.
END OF SECTION 13.

13-3 Gravity Piping 13-3

SECTION 14.
VITRIFIED CLAY PIPE
AND SPECIALS;
VITRIFIED CLAY PIPE JOINT
A. VITRIFIED CLAY PIPE AND SPECIALS:
1. All clay sewer drain and specials in nominal diameter of 21" and less used in
this project shall be extra strength, unglazed, vitrified clay, bell and spigot type,
manufactured in accordance with the requirements of ASTM Specification C-
700, latest revision. The pipe and surfaces shall be smooth both inside and
outside. The walls shall be of uniform thickness and the hubs shall be properly
shaped to receive the spigot of the adjoining pipe and the jointing material.
2. Vitrified clay pipe, in nominal diameters between 24" and 36", shall be extra
strength, unglazed, plain end pipe conforming to dimensional and strength
requirements of ASTM C-700, latest revision. The spigot shall consist of a semi-
rigid polyester casting and a high quality "0" ring, and the coupling shall be a
glass filament member helically wound on the pipe so as to form a mechanical
and chemical bond to the pipe.
3. All pipe and specials shall be subject to inspection at the mill, trench or other
point of delivery, at the option of the Engineers. Rejected pipe and/or specials
shall be removed immediately from the project and shall be replaced with pipe
and/or specials conforming to the requirements of these Specifications. The
pipe shall be installed in accordance with ASTM C-12, latest revision and tested
in accordance with ASTM C301, latest revision. When the total length of vitrified
clay pipe of all sizes under this contract exceeds 40,000 linear feet, tests shall
be performed and certified by an approved independent testing laboratory, per
ASTM C-301.
B. VITRIFIED CLAY PIPE JOINT: Joints shall conform to ASTM Specification C-425, latest
revision, for "0" ring joint.
C. BEDDING: The bedding for vitrified clay pipe shall be Class C and consist of a minimum
thickness of 4" of Class 467 stone beneath the pipe and extend up the sides of the pipe
one fourth of the outside diameter of the pipe.
END OFSECTION 14.
141 Gravity Piping 141

SECTION 15.
CAST AND DUCTILE IRON PIPE;
CAST IRON SOIL PIPE
A. CAST IRON PIPE AND SPECIAL CASTINGS:
1. Pipe shall be 18/40 cast iron produced centrifugally in sand lined or metal
molds conforming to ANSI Standard Specification A21.6 or A21.8. All cast iron
pipe and special castings, or fittings, used in the project shall be of the weight,
class and/or thickness called for herein as indicated on the drawings and as
noted in the Proposal. Unless indicated otherwise, all buried cast iron pipe must
conform in thickness and strength to ANSI Standard A21.1 for laying condition
type 3 and depth of cover as shown on the drawings. Unless otherwise
indicated on the drawings or the Proposal, all cast iron pipe shall be 18/40 iron
rated for 100 psi operating pressure. Each pipe shall be hydrostatically tested,
before shipment, to a minimum of 500 psi. Factory tests and basis for
acceptance shall be as specified in ANSI Standard A21.6 or A21.8. However,
when the total quantity of cast iron pipe of all sizes exceeds 500 tons, tests shall
be performed and certified by an independent testing laboratory, approved by
the Engineers, per ANSI Standard A21.6 or A21.8.
2. Special castings shall be manufactured in accordance with the specifications of
the American Water Works Association and all dimensions and weights shall
conform to the Association's requirements. Special castings, unless otherwise
specified, shall be of either the bell and spigot or all -bell types as required.
3. Where cast iron pipe and special castings are specified, shown and/or indicated
to have flanged ends, such flanges, together with their facings and drillings, shall
conform to Class 125 ANSI Standard.
4. Unless otherwise approved by the Engineers, shown on the drawings or
specified herein, all cast iron fittings for buried piping shall be push -on joint type,
Class 150. Rubber gaskets and joint detail shall conform to ANSI Standard
Specification A21.11.
5. All cast iron pipe and fittings shall have cement mortar lining conforming to ANSI
Standard A21.4, latest edition, and buried pipe shall be given a full coat, inside
and outside, of coal tar coating. The exterior surface or unburied pipe shall
receive one shop applied coating of red lead primer and two coats of approved
paint.
15-1 Gravity Piping 15-1

B. MECHANICAL JOINT CAST IRON PIPE:
1. Pipe shall be cast iron produced centrifugally in sand lined or metal mold, ANSI
Standard Specification 21.6 or 21.8. Each pipe shall be provided with a
mechanical joint socket on one end and the other end shall be plain. Fittings
shall be provided with sockets at all openings unless specifically ordered
otherwise. All joints shall be provided with rubber gaskets conforming to ANSI
Standard Specification A21.11.
2. High strength cast iron tee head bolts and hex nuts shall be furnished in
sufficient quantities to provide for each socket opening on pipe and fittings.
These bolts have a minimum tensile strength of 50,000 pounds per square inch.
3. Cast iron glands shall be furnished in sufficient quantities to provide for each
socket opening on pipe and fittings. These glands shall be made of high
strength cast iron.
4. Fittings used with mechanical joint pipe shall be of the mechanical joint type
unless otherwise specified, shown on the drawings or approved by the
Engineers.
5. Mechanical joint pipe and fittings shall be cement lined and coal tar coated as
specified hereinbefore for cast iron pipe and fittings.
C. DUCTILE CAST IRON PIPE:
1. Ductile cast iron pipe shall be Grade 60-42-10 centrifugally cast in accordance
with ANSI Standard A21 Sectional Committee approved Specification A21.51 for
200 psi operating pressures plus surge allowance of 100 psi. Wall thickness
and strength shall conform to ANSI Standard A21.50 for cover as shown on the
drawings, for laying condition Type 3. Each pipe shall be hydrostatically tested,
before shipment, to a minimum of 500 psi. Factory tests and basis for
acceptance shall be as specified in ANSI Standard A21.51. However, when the
total quantity of ductile iron pipe of all sizes exceeds 500 tons, tests shall be
performed and certified by an independent laboratory, approved by the
Engineers, per ANSI Standard A21.51. Unless otherwise specified, thickness
class shall conform to ANSI A21.50-76.
2. Pipe for direct burial shall be cement lined inside, and coal tar coated outside,
per ANSI Standard Specifications A21.4 and A21.51. The exterior surface of
unburied pipe shall receive one shop applied coating of red lead primer and two
coats of approved paint.
3. Standard mechanical joint and push -on joint fittings shall be rated for an
operating pressure of not less than 150 psi, manufactured of gray cast iron, or
ductile cast iron 80-60-03 per ASTM A339-55 as required for pressure rating.
The openings from 4" to 12" may be provided with tapping saddle. Branch
15-2 Gravity Piping 15-2

connection with maximum of 12" outlet on 24" and larger; 10" on 20"; 8" on 16"
and 18"; 6" on 12" and 14" pipe. Joint detail and rubber gaskets shall
conform to ANSI Standard Specification A21.11. Fittings shall be of the push -
on joint type unless otherwise shown on the drawings, specified herein or
approved by the Engineers. Flanged fittings shall be Class 125, ANSI
Standard A21.11
4. When specifically called out on the drawings or in the Proposal, the Contractor
shall use Class 350 ductile iron fittings, mechanical joint. Mechanical joint shall
conform to ANSI/AWWA A21.11/C111. Wall and socket thicknesses shall be
equal to Class 54 ductile iron pipe as specified in ANSI/AWWA A21.51/C151.
Ductile iron shall be in accordance with ASTM A563 with minimum physical
qualities of 70,000-psi tensile strength, 50,000-psi yield strength, and 5%
elongation.
D. CAST IRON SOIL PIPE: All cast iron soil pipe and fittings shall be standard strength and
shall conform to ASTM Specifications A-74, current edition. Joint material for all hub
end cast iron soil pipe and fittings shall be pure lead and oakum. Slip-on joint type pipe
shall be provided with rubber 0-ring gaskets.
E. LINED PIPE: Where lined pipe is shown on the drawings, the pipe shall be either saran
lined or glass lined as specified herein. Glass lined pipe shall consist of cast and ductile
iron pipe and fittings with a glassed coating fused to the inside metal base by placing
the entire pipe or fitting into a furnace at the appropriate maturing temperature above
1,400°F. Pipe and fittings shall be held at this temperature for a period of time
sufficient to develop a smooth vitreous lining. The glass shall be especially formulated
with bond promoting constituents so that the high temperature will develop a strong
bond between the glass and metal. This bond shall be sufficient to permit a strain in
the metal of 0.001"/inch (the yield point of carbon steel) without damage to the glass.
The glass coating shall average at least 0.008" and not more than 0.014" in thickness
and shall have a hardness of approximately 400 on the Knopp scale or 5.5 on the Mohs
scale. It shall be resistant to corrosion between pH3 and pHio at 125°F. It shall
withstand an instantaneous thermal shock of 300°F. differential. Lining shall not
contain pinholes, crazing, or fishscales or any other defect that exposes the pipe metal.
END OF SECTION 15.
15-3 Gravity Piping 15-3

SECTION 16.
LINES AND GRADES
A. GENERAL REQUIREMENTS:
1. All gravity piping shall be constructed of pipe of such kinds and sizes and laid to
such lines and grades as shown on the drawings and profiles and/or as directed
by the Engineers. The Engineers will establish only those principal benchmarks
and control points as may be required in the construction of the gravity piping.
The Contractor shall provide all other lines, levels and grades required for the
construction of the project. This work shall only be performed by skilled
personnel who are familiar with this type of work. When deemed necessary by
the Engineers, this work will be supervised and/or checked by the Engineers.
The lines and grades of the gravity piping will generally be indicated by stakes
parallel to the line of the piping and set at such elevations that proper
batterboards or grade boards can be set. From these shall be stretched grade
cords and the pipe shall be carefully set to conform to the grades indicated. The
Contractor shall set all grades or batterboards from cut sheets that have been
approved by the Engineers. Alternate electronic or laser beam based methods
of setting lines and grades will be allowed if methods and equipment have been
approved by the Engineers. When an inspector is present on the work, he shall
check the position of all grades and lines, but the Contractor shall be
responsible for the lines and grades of the finished piping work.
2. The Engineers will provide principal benchmarks and control points for the
construction of the gravity piping one time only. The Contractor shall protect and
preserve these benchmarks and control points. If the benchmarks and control
points are torn out, disturbed or otherwise rendered nonusable by the
Contractor's action or negligence, the Contractor shall be responsible for
replacing the benchmarks and control points to the satisfaction of the Engineers
without additional cost to the city. For purposes of laying piping work within the
limits of a plant site, the Engineers shall provide only vertical and horizontal
control benchmarks. All lines and grades within a plant site shall be the
responsibility of the Contractor.
END OF SECTION M
16-1 Gravity Piping 16-1

SECTION 17.
EXCAVATION
A. GENERAL REQUIREMENTS:
1. All excavation under this Section shall be "Unclassified" and shall include all
materials of whatever nature encountered. In general the detail specifications
as set forth in Sections 17. through 22. shall apply to all types of exterior gravity
piping including sanitary sewers, storm sewers and plant process piping.
2. Unless noncushioning material is encountered in trench excavation, a cushion of
the type specified below and at least 6" thick shall be placed between the
bottom of the pipe and the subgrade.
3. When rock or noncushioning material is encountered in trench excavation, a
cushion at least 8" thick shall be placed between the rock and the bottom of the
pipe. An additional 1" depth of cushioning material will be required for each
additional 2' of trench depths in excess of 16' up to a maximum of 12" of
cushioning material. The cushioning material shall consist of clean #467
crushed stone for pipe sizes of 27" and larger and #5 clean stone or clean,
coarse sand for pipe sizes 18" to 24" and #67 clean stone or clean, coarse sand
for pipe sizes 8" to 15" or other equivalent material approved by the Engineers.
Rock that may be excavated from the trench shall be kept in separate storage
piles away from the storage of suitable backfill material.
4. The bed for the pipe shall be so shaped that at least the lower quarter of the
pipe shall be in continuous contact with the bottom of the trench. Bell holes
shall be excavated accurately so that the barrel of the pipe supports the entire
load of the pipe. In lieu of bed shaping, the Contractor, at his own expense, may
provide cushioning materials in excess of that specified in Paragraphs 2. or 3.,
above, to attain the specified depth of contact between the pipe and cushioning
material.
5. Where approved cushioning material is encountered in the trench, the
excavation shall not be carried below the depth required for laying the pipe,
including necessary trench excavation for cushioning material, to the grades
approved by the Engineers. When the excavation is carried below the required
depth, the trench shall be backfilled at the Contractor's expense, with suitable
material approved by the Engineers and compacted to the density of the
surrounding earth material.
6. When directed, unstable soil shall be removed for the full width of the trench
and replaced with clean #467 crushed stone or other approved material. The
Engineers shall determine the depth of removal of the unstable soil and the
amount of backfill required. The backfill shall be thoroughly compacted and
shaped to form the bed for the pipe.

17-1 GraNty Piping 17-1
7. The depth of cut shown on the drawings is from the surface grade to the invert
of the pipeline. No extra compensation will be allowed for extra trench depth
excavation as specified in this Section for cushioning material, the cost of which
shall be included in the unit price bid for pipe as stated in the Proposal and as
shown on the drawings. The alignment and grade of the pipeline may be
adjusted wherever, in the opinion of the Engineers, it is necessary.
8. The minimum width of the trench at the top of the pipe when placed shall be a
width which will permit the proper construction of joints and compaction of
backfill around the pipe, but shall be at least equal to the largest outside
diameter of the pipe plus 8" on each side of the pipe. The sides of the trenches
shall be vertical unless otherwise approved by the Engineers. In no case shall
vertical walls project less than 2' above the top of the pipe line laid to a grade
unless the finished grade fill depth is less than 2'. The maximum allowable
width of trench on each side of the pipe shall not exceed 12" for pipe 12" in
diameter and smaller; 18" for pipe diameters between 14" and 36" in diameter;
and 24" for pipe diameters greater than 36", unless otherwise approved by the
Engineer.
END OF SECTION 17.

17-2 Gravity Piping 17-2

SECTION 18.
SUBGRADE; SPECIAL FOUNDATIONS;
WATER IN TRENCHES;
SHEETING AND BRACING TRENCHES;
PIPE LAYING
A. SUBGRADE:
1. Care must be taken to secure a firm bearing support uniformly throughout the
lengths of the pipe. A space shall be excavated under and around each bell to
sufficient depth to relieve it of any load and to allow ample space for finishing
the joint. The pipe when thus bedded firmly shall be on the exact grade of the
completed sewer. In case the bed trimmed in the bottom of the bottom of the
trench is too low, the pipe shall be completely removed from position and earth
or other approved refill material shall be thrown over the bottom and thoroughly
tamped into place to prepare a new foundation for the pipe. In no case shall the
pipe be brought to grade by blocking up under the bell or barrel of the pipe, but a
new and uniform support must be given for the full length of the pipe.
2. After the excavation is opened and to grade, it will be examined by the Engineers
who will determine whether or not it is a satisfactory foundation for masonry or
pipes, or if it is necessary to stabilize the subgrade, install concrete cradle or
encasement. Any masonry or pipe installed in an excavation that has not been
examined by the Engineers is so installed at the Contractor's own risk. Where
deemed necessary by the Engineers, a soil load test shall be made to determine
if the ground and the prepared foundation is firm enough to support the
masonry, pipe and all superimposed loads.
3. When so designated in the drawings or ordered by the Engineers, unstable soil
shall be removed for the full width of the trench, and the excavated area shall be
strengthened for foundation purposes by furnishing and placing approved
crushed rock or gravel refill, concrete cradle, concrete encasement, or a
combination of these materials.
4. Crushed rock or gravel refill shall be placed to the depth shown on the drawings
or as ordered by the Engineers, but in no case shall the depth be less than 6". If
refill is in excess of 6", it must be of the dense subbase type. The top of the refill
under pipes shall be slightly rounded to provide as much bearing area as
possible for the lower quarter of the pipe.
5. Concrete cradle or encasement shall be placed to the details shown on the
drawings or as ordered by the Engineers.
1&1 Gravity Piping

1&1
B. SPECIAL FOUNDATIONS:
1. Whenever the bottom of the trench shall be of such nature as to provide an
unsatisfactory foundation for the sewer or other structures, the Engineers may
require the sewer to be laid on timber foundations, whether of single -plank
cradle or cradle supported on piles. These foundations shall be placed as
directed by the Engineers. All timber and planking for foundation shall be of
good quality sawed cypress or creosoted pine lumber, sound, free from shakes,
large, loose, or decayed knots and other imperfections affecting its strength and
durability.
2. At creek or ditch crossings, whenever the sewer is elevated, and at such other
locations as may be designated by the Engineers, the Contractor shall construct
reinforced concrete piers to support the sewer lines. The pier foundation shall
rest on undisturbed earth, and when located adjacent to a creek or drainage
ditch the foundation bottom shall be a minimum of 3' below the channel bottom.
Whenever the pier is located in the creek or drainage ditch channel it shall be
supported and doweled into bed rock, or rest upon piles driven to a depth of at
least 15', or as required by the Engineers to provide a sound and adequate
bearing. Piles may be steel tipped creosoted timberwith a minimum 8" butts.
C. WATER IN TRENCHES: Whenever ground water is encountered, the Contractor will be
required to install such equipment and carry on the construction in such manner as to
provide the best possible laying conditions. He shall remove all water that may
accumulate or be found in the trenches or other excavations made under contract by
pumping or bailing, and no pipe shall be laid until such water has been removed from
the trench. The Contractor will not be permitted to drain water through the sewer within
a period of 24 hours after the pipe is laid, and the open end of pipe in the trench shall
be kept closed with a tight fitting plug to prevent washing of dirt or debris into the sewer
line. Water so removed from the trench must be disposed of in such manner as not to
cause injury to the public health nor to public or private property, nor to work completed
or in progress, nor to the surface of the streets nor cause any interference with the use
of the streets by the public.
D. SHEETING AND BRACING TRENCHES:
1. The Contractor will be required to keep the side of the excavation vertical, by
sheeting or bracing; and to prevent movement, by slides or settling of the sides
of the trench, which might injure or displace the sewer appurtenances thereof,
or diminish the working space required on the sides of the pipe.
2. The Contractor shall leave in place along the trench such sheeting and bracing
as the Engineers may direct. For the purpose of preventing injury to persons,
corporation or property, whether public or private, the Contractor at his option
may also leave in place, to be covered and embedded by the backfilling of the
trench, any and all bracing, in addition to that directed by the Engineers to be
left in place, provided that no sheeting or bracing shall extend closer than 2' to
the finished ground or street surface; and provided, further, that no timbers shall
be left in the trench so as to form pockets or cavities which cannot easily be
filled during the filling and settling of the trench.

1&2 Gravity Piping 18-2
3. It is understood that the city is under no obligation to pay for sheeting left in
place by the Contractor unless specific directions have been given to the
Contractor by the Engineers. Failure to sheet and brace trenches or other
excavations shall be at the Contractor's risk and he will be responsible for the
caving thereof and all damages resulting therefrom. If the Engineers are of the
opinion that at any point, sufficient or proper supports have not been provided,
they may order additional supports put in at the expense of the Contractor, but
compliance with such orders shall not release the Contractor from responsibility
for the sufficiency of such supports.
E. PIPE LAYING:
1. No pipe shall be laid except in the presence of the Engineers or their inspector
without special permission from the Engineers. The Contractor shall be
expected to cooperate fully with the Engineers in regard to time and duration of
pipe laying. Except in cases of emergency, where the ground is treacherous or in
situations where suspension of the work would cause extra delay or damage to
the sewer line, work requiring the presence of the Engineers or inspector shall
be confined to the usual working hours of the day. In case noted above, work
may be extended for longer periods or made continuous, provided the
permission of the Engineers is first secured.
2. All pipe, previous to being lowered into the trench, shall be carefully inspected to
see that each is clean, sound and free from defects. If necessary, it shall be
fitted together in order to insure sufficient opening for the gasket or jointing
material, and to secure a smooth inside flow line. Pipe shall be removed at any
time, if broken, injured or displaced in process of laying pipe or backfilling
trench.
3. Bell and spigot or tongue and groove ends of the pipe shall first be wiped clean
and shall have a lubricating compound acceptable to the pipe manufacturer
applied to the groove or bell before actual jointing operations are started.
4. Joints between consecutive bell and spigot or tongue and groove pipe shall be
made with a rubber gasket of a type recommended by the manufacturer and
must comply with ASTM Specifications C-443 for ASTM C-14 and C-76 pipe or
ASTM C-361 for C-361 pipe, and shall be constructed as follows:
The gasket shall be fitted over the tongue or spigot of each pipe, and the
pipe entered into the bell or groove and shoved home. The finished joint
on tongue and groove type pipe shall not be greater than 1/2" in width.
5. All pipe shall be completely shoved home. On pipe of the tongue and groove
type, pressure must be applied to the center of each pipe as it is laid by a winch
and cable or other mechanical means properly set and operated to insure that
the tongue is all the way in the groove, and that the sewer joint is of uniform size
throughout the circumference of the pipe.

18-3 Gravity Piping M
F. METAL PIPE:
1. Corrugated metal pipe arch culverts shall be installed in conformance to the
current standards and practices of the North Carolina Department of
Transportation, Division of Highways.
2. All areas of corrugated metal culverts in which the bituminous coating or spelter
has been damaged shall be painted with two coats of hot asphaltic paint or
otherwise repaired in a satisfactory manner.
G. PIPELINE SEPARATION: Wherever pipelines designated to carry sanitary sewage cross,
or are laid less than 10' horizontally from existing or proposed potable water lines,
special precautions shall be taken as follows:
1. Should conditions prevail which prevent a lateral separation of 10', the pipeline
may be laid closer that 10' to a potable water line, provided the sewer is laid in a
separate trench and at such an elevation that the top of the sewer is at least 18"
below the bottom of the potable water line. This minimum vertical separation
shall be maintained for that portion of the pipeline located within 10',
horizontally, of any sewer or drain crossed, said 10' to be measured normal to
the pipeline centerline to the potable water lines.
2. If it is impossible to obtain a horizontal separation of at lease 10; a vertical
separation of at least 18", as stipulated above, the Contractor shall suspend
construction in the area in question and shall notify the Engineers. In this case
the Engineers, as a minimum, may require the sewer to be constructed or
reconstructed of mechanical joint, cast iron pipe, or concrete pressure pipes
specified herein, and be pressure tested to assure watertightness.
3. When making crossings with less than 18" vertical separation, a full length of
pipeline pipe (minimum of 16' joint) shall be centered under the water main to
be crossed so that joints will be equidistant from the water main and as remote
therefrom as possible.
END OFSECTION 18.

184 Gravity Piping 18-4

SECTION 19.
BACKFI LLI NG
A. GENERAL REQUIREMENTS:
1. Unless otherwise directed, all trenches and excavations shall be backfilled as
soon as the cementing material in the structures placed therein has acquired a
suitable degree of hardness, the work shall be prosecuted expeditiously after it
has been commenced.
2. The following applies in all cases where the gravity pipe is laid under streets and
roadways, in municipal or urban areas or in other places where compacting of
the trench throughout its depth is required. For the depth of at least 3' over the
top of the pipe, the material used for backfilling trenches shall be clean earth,
sand or rock dust. The space between the pipe and the bottom and sides of the
trench shall be packed full by hand and thoroughly tamped with a shovel or light
tamper, as fast as placed up to the level of the top of the pipe. The filling shall
be carried up evenly on both sides. The pipe shall then be covered by hand to a
depth of at least 18" above its top, and at least one man engaged in tamping
shall be provided for each man shoveling fill in the trench. The material shall be
deposited carefully in the trench to avoid injuring the pipe and to the elevation
stated above, it shall be placed in layers that shall not exceed 6" in compacted
thickness and each layer shall be carefully and solidly tamped with appropriate
tools in such a manner as to avoid injuring or disturbing the completed sewer.
The level of compaction throughout the trench shall be not less than 95%
maximum density as determined by AASHO T-180.
3. In other areas, the trench shall be backfilled for a depth of 18" above the crown
of the gravity pipe with approved material free from organic matter, no layer to
be more than 1' thick and each layer to be thoroughly tamped with tampers
weighing not less than 20 pounds, before another layer is deposited. Air
tampering tools may be used in place of hand tamps. Surplus material shall be
removed but the Contractor will be held responsible for replacing such material
where required due to subsequent settlement. The level of compaction of the
backfill, to a height of 18" above the top of the pipe, shall not be less than 90%
as determined by AASHO T-99. Where the trench is located in outlying districts,
such as across farm lands and fields, etc., no tamping shall be required above
an elevation 18" higher than the crown of the gravity pipe and surplus material
shall be neatly mounded over the center line of the trench. It shall be optional
with the Engineers as to whether a backfilling machine shall be allowed to
backfill gravity pipe trenches.
4. All pipe shall be held in place by cable and winch or other suitable method
satisfactory to the Engineers during backfilling operations so that there will be
no movement in the pipe joints. Excavations for manholes shall be backfilled as
soon as they have developed sufficient strength of resist backfilling loads and
forces.

19-1 Gravity Piping 19-1
5. Corrugated metal pipe arch culverts and corrugated metal multiple culverts shall
be backfilled in conformance to the current standards and practice of the North
Carolina Department of Transportation, Division of Highways.
6. No rock greater than 6" in any dimension shall be used in backfilling the
trenches. In depositing fill material in the trench, care must be taken that it
does not injure the structure. No rock shall be placed in the first 3' of backfill
above the pipe laid to grade. No rock shall be in final 2' of backfill below finish
grade.
7. When sheeting is drawn, all cavities remaining in or adjoining the trench shall be
solidly filled. When sheeting is left in place, all cavities behind such sheeting
shall be solidly filled.
8. Backfilling within 2' of manholes, catch basins, flush tanks and other special
structures shall be of selected material free from organic matter and rocks. It
shall be uniformly deposited on all sides and unless otherwise permitted, solidly
tamped in such a manner as to avoid injuring the structures or producing
unequal pressures on them.
B. COMPACTION TESTING: The Engineers reserve the right to determine the quality of
compaction as performed by the Contractor. If, in the opinion of the Engineers, the
compaction does not meet these Specifications, the Engineers may require, at the
Engineers' option, up to 10 random compaction tests to be completed by an
independent testing laboratory as selected by the Engineers. If any of these tests
indicate that the material has not been compacted to the required density, the
Contractor shall recompact said material. The Engineers shall then have the right to
require additional compaction tests to insure that this or other material is compacted to
the proper density.
END OF SECTION 19.

19-2 Gravity Piping 19-2

SECTION 20.
PAVEMENTS
A. GENERAL REQUIREMENTS: Where it is necessary to remove existing pavements,
prepared road surfaces, driveways, sidewalks or curbing, these surface structures must
be replaced by the Contractor to the complete satisfaction of the Engineers. Such
repairing shall be done under the original specifications under which the same was
done, and shall be subject to the approval of the Engineers. When gravity sewers are
built in or across streets, alleys, driveways or highways that have been macadamized or
graveled, the Contractor must save the gravel or stone and refill the top of the trench
with such materials to bring the streets, alleys, driveways or highways to their original
grade. Roadway base material, where required, is to be replaced with ABC aggregate to
the depth of the existing base or to a minimum of 8", whichever is greater. Any Portland
cement concrete pavement to be removed must be cut by sawing, not breaking.
END OF SECTION 20.
241 Gravity Piping 20-1

SECTION 21.
PRECAST CONCRETE MANHOLES
A. GENERAL REQUIREMENTS:
1. Pecast concrete manholes with 0-ring joints shall be used and each reducer
section of the manhole shall be of the eccentric section type (including the
manhole cover section) thereby producing a continuous vertical wall inside the
manhole on which to place the manhole steps.
2. The Contractor shall submit drawings and specifications of precast concrete
manhole sections he proposes to use to the Engineers for approval. Only the
eccentric cone type precast sections which are designed for H-20 loadings and
conform to ASTM Specifications C-478, latest revision, with approved rubber
gasket joints conforming to ASTM Specification C-443 or C-361 or mastic joints
conforming to ASTM Specification D4 (mod.) and D6 will be considered. Wall
thickness shall be a minimum of 1/12 of the greatest internal diameter of each
section. However, no wall thickness shall be less than 5".
3. On large diameter manholes the internal diameter may be reduced to a 4'
diameter riser section at a minimum height of 24" above the top of the highest
pipe crown or as provided below, whichever is greater. Either an approved
- reinforced concrete slab or precast reducer section will be acceptable. The
reinforced concrete slab shall have the following minimum design:
a. T 0° thick minimum (3,000 psi) plus the depth of the riser groove;
b. Reinforced at the top with No. 4 bars at 12" o.c. EW;
C. Reinforced at the bottom with No. 5 bars at 6" o.c. EW for manhole
depths from 22' to 32', and No. 7 bars at 6" o.c. EW for manhole depths
greater than 32'; and,
d. Bottom half of this slab shall have the equivalent of 6 extra No. 6 bars as
beam reinforcement around opening for the 4' riser section.
4. Where precast reducer sections are used, riser sections may not be reduced
more than 2' in one stage unless otherwise approved by the Engineers or
restricted by shallow trench depths. In the case where total base to 4' riser
section reductions greater than 2' are desired or necessary, a minimum of 36" of
vertical riser section shall be used between successive reducers, unless
otherwise approved. Four -foot base diameters shall not be reduced further
except for placement of ring and cover. Both the tongue and groove of joints
shall have reinforcing steel equal in area to that of the wall sections.
21-1 Gravity Piping 21-1

5. Except where restricted by shallow cuts or otherwise shown on the drawings,
minimum heights for base sections (excluding poured base thickness) shall be
as follows: 46" for 4' diameter; 48" for 5' diameter; 64" for 6' diameter; 80" for
7' diameter; and 92" for 8' diameter. The base section shall not have a
monolithic precast base slab. The precast base riser section shall be placed in a
reinforced concrete (3,000 psi) slab to a depth equal to the length of the groove
of the riser section. The slab shall have a diameter or side of at least 1" greater
than the manhole base section outside diameter. The slab shall be a minimum
of 1' 0" thick plus the depth of the riser groove and shall be reinforced top and
bottom with a minimum of No. 4 bars at 12" o.c. EWEF for 4', 5' and 6' diameter
sections and a minimum of No. 5 bars at 12" o.c. EWEF for 7', 8' and 9' sections.
6. The precast manholes shall have cast in place nonskid manhole steps of
coated, corrosion resistant cast iron, galvanized wrought iron, aluminum alloy
conforming to Federal Specifications QQ-A-200/8 polypropylene plastic coated
3/8" steel reinforcing rods, or other approved material. Step irons shall be
generally located at 90 degrees from the direction of flow on the vertical wall.
The steps shall be set in the wall a maximum of 12" and/or 16" maximum on
centers vertically as required by OSHA Standards. All steps shall have a
minimum vertical load resistance of 750 pounds with no permanent deflection
and pullout resistance of 1,000 pounds. Steps shall be imbedded in the wall a
minimum of 3" and project from the wall a minimum of 7" and shall be a
minimum of 10" in width with lateral foot stops.
7. The bottom of the manholes shall be concrete, shaped to form a continuation of
the invert or lower half of the entering sewers. Junction manholes shall be
constructed as shown on the drawings and shall be so shaped and finished as
to offer minimum resistance to the flow of sewage and avoid deposits of grit, or
solid matters in the sewage. The slope of the sewer through the manhole shall
be such as to void retardation of velocity. Where sewers enter and leave the
manhole in a straight line, the invert of the manhole may be constructed of half -
pipe with edges plastered to the bottom. For this purpose the Contractor may
use suitable portions of rejected pipe.
8. Where vent pipes are called for on the drawings or in the Proposal, they shall be
furnished and installed with 3/8-inch mesh galvanized screen to cover outside
opening.
21-2 Gravity Piping 21-2

9. Mastic joint material shall be furnished in accordance with the following table:
Manhole Diameter
(Feet)
Inches of
Sealant
Sealant Size
(In.)
4
170
1.25
5
208
1.25
6
252
1.50
7
290
2.00
8
334
2.00
9
372
2.00
10
410
2.00
Mastic joint material shall not be stretched to fit manhole. Mastic joint material
shall be Conseal, Ram -Neck, Kent -Seal No. 2, or equal.
10. In lieu of concrete collars at pipe entrances to manholes, boots specifically
made for connecting pipes to manholes may be used. Boots shall be Kor-N-Seal
as manufactured by National Pollution Control Systems, Inc., Positive Seal
Gasketing System (PSX) as manufactured by Press Seal Corp., or equal. A-lok
connectors may be used with vitrified clay pipe, reinforced concrete pipe, and
ductile iron pipe.
11. When specifically indicated, precast bottoms may be used in lieu of poured -in -
place bottoms. Inverts shall be formed in the field, grouted to 0.8 times the pipe
diameter and as required in item number 7. above. Prior to installation of
precast bottom manholes, excavated manhole trench bottoms shall be filled
with 6" minimum compacted coarse ABC stone. Manholes shall be set onto the
stone base and properly backfilled to prevent tilting. If in the opinion of the
Engineers, the manhole has excessive tilt, it shall be removed and reset at the
Contractor's expense.
END OF SECTION 21.
21-3 Gravity Piping 213

SECTION 22.
INSPECTION; TESTS; RESPONSIBILITY;
FINAL INSPECTION; CLEANING UP
A. INSPECTION: Gravity mains will be checked by the Engineers to determine whether any
displacement, cracking, deflections or any other damage to the pipe has occurred: (a)
after the trench has been filled to 2' above the pipe and tamped as specified; and (b)
upon completion of the project. The test will be physical inspection of each joint for
pipe of 48" diameter and larger or, for pipes smaller than 48" diameter, by light flashed
between manholes, or, if the manholes have not as yet been constructed, between the
locations of the manholes by means of a flashlight or by reflecting sunlight with a mirror.
If the interior or exterior of the pipe shows any misaligned pipe, displaced pipe,
concrete pipe with cracks greater than 0.01", deflections greater than 5% for steel and
plastic sewer pipe, or any other defects, the defects designated by the Engineers shall
be remedied by the Contractor at his expense.
B. TESTS: It is the intent of these Specifications to secure pipelines with a minimum
amount of leakage. Unless otherwise approved by the Engineers, all cast iron, ductile
iron and reinforced concrete pressure pipe (ASTM C-361) shall be hydrostatic pressure
tested. All other gravity pipelines shall be tested for infiltration and/or for exfiltration.
C. HYDROSTATIC PRESSURE TESTS:
1. When a stretch of pipe and appurtenances has been completed, and before the
pipe or joints are covered, the Contractor shall furnish proper appliances and
facilities for testing and draining the same, without injury to the work or
surrounding territory. He shall test by filling the pipe with clean water under the
design hydrostatic pressure designated in these Specifications. However, yard
and/or process piping not subjected to hydrostatic pressure in excess of 40' by
pumping or otherwise shall be hydrostatic pressure tested with water so that not
less than a 15' head of water exists above the highest point of the pipeline. In
no case shall there be any visible leakage, nor shall any leakage in any stretch of
pipe exceed 10 gallons per 24-hour day per inch diameter per mile, as
measured over a period of 2 hours in a manner satisfactory to the Engineers.
Water for making tests shall be furnished by the Contractor at his expense.
2. Any defects, cracks or leakage that may develop, or that may be discovered
either in the joints or in the body of the pipe, shall be promptly made good by the
Contractor, at his own expense, and to the satisfaction of the Engineers.
3. Upon written permission of the Engineers, systems composed entirely of
mechanical joints may be backfilled prior to testing, it being understood that the
Contractor assumes the risk of re -excavating to the pipe in the event the system
fails to meet the requirements of the pressure test.

22-1 Gravity Piping 22-1
D. INFILTRATION TEST:
1. Where ground water is encountered during construction all pipe joints for the
sewer line shall be of such quality that there will be no perceptible infiltration of
ground water into the sewer from any single pipe joint. The Contractor shall
furnish labor, equipment and materials, including pumps, and shall assist the
Engineers is making infiltration tests of the completed sewer section before it
can be placed in service or connected to any other lines. The Contractor will
furnish and install the measuring weirs or other approved measuring devices at
locations designated by the Engineers. The length of line to be tested at any
shall be subject to the approval of the Engineers. The total infiltration shall in no
case exceed 40 gallons per inch of diameter, per 1,000' of pipe, per 24 hours
for pipe greater than 12" diameter and not more than 30 gallons per inch
diameter, per 1,000' of pipe per 24 hours for pipe diameter of 12" or less. This
infiltration rate applies only to the sewer line, manholes or other structures
associated with the sewer line shall not have any perceptible infiltration tributary
to the sewer.
2. The test period shall be 24 hours, and if the quantity of infiltration is in excess of
the maximum allowable, the leaking joints shall be re-laid if necessary or other
remedial construction shall be performed by, and at the expense of the
Contractor. The section of sewer shall then be retested after repairs are
completed to determine compliance with the Specifications.
3. All tests shall be made in the presence of the Contractor and the Engineers.
4. Materials and construction methods called for in these Specifications are of
such nature as to insure maximum protection of the sewer from infiltration. The
Contractor shall be responsible for the sewer performing to the above limits for a
period of one year from date of final acceptance.
E. EXFILTRATION TEST:
1. Exfiltration tests will be performed on such numbers of pipe sections and/or
joints as is deemed necessary by the Engineers to insure compliance with the
stated exfiltration allowances. The Contractor shall furnish all labor, materials,
equipment and all else required to perform and shall assist the Engineers in
performing all exfiltration tests.
2. In areas where ground water is not encountered during sewer construction, the
Contractor shall furnish and install all necessary materials, equipment, supply
water, etc., and shall assist the Engineers in making exfiltration test of the
completed sewer section as hereinafter described before the sewer is accepted.
The maximum allowable exfiltration shall be 40 gallons per inch of diameter per
1,000' of pipe per 24 hour day for pipe greater than 12" in diameter and not
more than 30 gallons per inch diameter per 1,000' of pipe per 24 hours for pipe
diameters of 12" or less. At the option of the Contractor, either Method A or
Method B may be used to check the amount of exfiltration.

22-2 Gravity Piping 22-2
Method A: To check the amount of exfiltration by this method, the ends of each
section of sewer between manholes shall be plugged with watertight bulkheads.
Inserted in each bulkhead at the top of the sewer pipe shall be a 2" pipe with an
elbow extending 4' vertically in the upper manhole and to the same elevation in
the lower manhole. Air in the sewer pipe shall be exhausted by filling the 2"
upper manhole pipe to a height of 4' of water. Using measured containers, the
water shall be poured into the upper 2" pipe as needed to maintain a constant
head of 4' in the upper pipe and a constant level in the lower pipe for a period of
30 minutes, not allowing the lower pipe to overflow. The volume of water added
during the 30-minute period shall not exceed the allowable stated above.
Method B: To check the amount of exfiltration by this method, each individual
joint shall be subjected to a water exfiltration test by means of a test apparatus
especially designed for this purpose. The joint shall be isolated with an
expandable steel rim equipped with rubber gaskets which fit tightly against the
pipe walls on each side of the joint being tested. Through appropriate piping,
water pressurized between 6 psi and 8 psi is introduced into the annular space
isolated by the rim and rubber gaskets. The maximum allowable exfiitration per
joint shall not exceed the allowable stated above per 1,000' of pipe per 24-hour
day at anytime divided by the number of pipejoints per 1,000'.
F. RESPONSIBILITY:
1. Sewers must be built so as to remain true to line and grade. The inclining grade
of the bottom of the sewer after completion shall be such that after flooding the
flood water will drain off so that no remaining puddle of water will be deeper
than 1/2" on pipe 36" internal diameter or smaller and 3/4" on pipe larger than
36" internal diameter. Any section of pipe that does not comply with these
Specifications at any time previous to final acceptance of the work shall be
replaced or re-laid at the Contractor's expense.
2. All pipe laid shall be subject to inspection for compliance with the requirements
of the specifications at any time during construction and during the guarantee
period. Any section of pipe that does not fully comply with these requirements
shall be repaired or replaced at the Contractor's expense, as directed by the
Engineers. To this end, the Contractor is advised to purchase pipe under a
guarantee from the manufacturer, guaranteeing proper service of sewer pipe
under conditions established by the drawings, specifications and local
conditions at the site of the work.
G. FINAL INSPECTION: The Contractor shall be required to complete the construction of
each portion of the sewer, in order, as the work progresses. Upon the completion of any
section of sewer line or lateral sewer line, it shall be cleaned of all debris and collections
of dirt by thorough flushing. The Engineers shall then proceed to give final inspection of
his portion of the contract, and the Contractor shall be required to make good any
defects that may be discovered at this time or at any time within the guarantee period.

22-3 Gravity Piping 22-3
H. CLEANING UP:
1. Upon completion of the work required under this Division, the Contractor shall
remove all excess materials, earth, debris, etc., and shall clean up and leave all
affected property, streets, roads and highways in a neat, clean and orderly
condition. All clean up work of any nature, including any required soil
stabilization, debris removal, plantings and/or reseeding work, shall closely
follow the actual pipe laying work. If so directed by the Engineers, the Contractor
shall deposit all or part of the excess earth at such point or points as may be
designated. Excess earth from trenches along State controlled highways or
roads shall be disposed of in a manner satisfactory to the North Carolina
Department of Transportation, Division of Highways.
2. The Contractor shall be responsible for restoring all disturbed ground area and
replacing all disturbed property corners to the satisfaction of the Engineers.
END OF SECTION 22.

SECTION 25
LANDSCAPE WORK - GRASS ONLY
25.1 NOT IN USE.
25.2 EXTENT OF WORK.
The Contractor shall furnish all labor, materials, tools, equipment and all else required for, and
to prepare, fertilize, seed, plant and perform other landscaping operations, complete, established, and
otherwise satisfactory in accordance with these Specifications and the Engineers requirements under
them.
253 DESCRIPTION OF WORK.
A. The work shall consist of preparing seedbeds, furnishing and placing the specified seed
mixture, compacting seedbeds, furnishing and placing a mulch covering and all other
operations incidental to obtaining an acceptable stand of grass on all disturbed areas of
the construction site unless otherwise specified, all in accordance with these
Specifications.
B. In addition, the work required shall include, but not be limited to, the following:
1. Preparation of planting pits and beds including excavation, backfill preparation,
back filling, and disposal of surplus and unsuitable excavated material.
2. Maintenance of all plant material.
C. It is the spirit and intent of these Specifications to prescribe a complete planting
procedure which shall be followed in a careful, workmanlike manner and, shall be
adapted to unpredictable variations in weather and soil conditions so as to assure,
insofar as is humanly possible, the successful establishment and growth of grasses
and/or other specified plant materials.
25-4 GENERAL LANDSCAPE REQUIREMENTS.
A. The Contractor shall not make substitutions. If any specified plant material is not
obtainable, the Contractor shall submit to the Engineers proof of non -availability and
proposal(s) for the use of equivalent material.
B. The Contractor shall submit a planting schedule to the Engineers showing the
coordination of normal planting times with the construction schedule for other related
work.
C. Plant all plant material during normal seasons for such work in the location of the
project.
25-1 Landscape Work 25-1

D. Plant all plant material after final grades are established and prior to the planting of
lawns, unless otherwise acceptable to the Engineers. If planting of plant material
occurs after lawn work, the Contractor shall protect lawn areas and promptly repair any
and all damage to lawns resultingfrom planting operations.
E. Plant frost -tender plant material only after the danger of frost is past or sufficiently
before the frost season to allow for establishment before the first frost. Do not plant in
frozen ground.
F. Submit the seed vendor's certified statement for each grass seed mixture required,
stating the botanical and common name, the percentage by weight, and the
percentages of purity, germination, and weed seed for each grass seed species.
G. Provide fresh, clean, new -crop seed complying with the tolerance for purity and
germination established by the Official Seed Analysts of North America. Provide seed of
the grass species, proportions, and minimum percentages of purity, germination, and
maximum percentage of weed seed specified in the "Schedule of Grass Seed
Requirements."
H. Seed shall have been approved by the North Carolina Agriculture Department before
being sown. No seed will be accepted with a date of test more than nine (9) months
prior to the date of sowing, excluding the month in which the test was completed. Such
testing, however, will not relieve the Contractor from any responsibility for furnishing and
sowing seed that meets these Specifications.
I. The Contractor shall seed all disturbed areas not intended to be paved, graveled, or
otherwise planted, within 30 days of completing any portion of the grading operations.
Seeding is to be performed in a manner consistent with these Specifications for
materials and methods specified.
J. The Contractor shall restore at his own expense to a condition equal or similar to and as
approved by the Engineers, that existing before damage or injury by repairing,
rebuilding, or replacing damaged items. All trees, designated to remain on the site by
the Engineers, shall be protected as required to protect them from damage or injury
during construction operations. Barricades shall be constructed when required, and as
directed by the Engineers. Where cuts expose or affect root systems of trees, the
exposed roots shall be cut off cleanly, and such areas shall be backfilled with topsoil
and seeded as soon as is practicable, according to the methods specified herein.
K. Any tree removed erroneously, or damaged beyond repair, shall be replaced with the
same species, 5 inches in caliper.
25-5 D(CAVATION, FILLING AND GRADING:
A. The excavation, filling and grading required to establish the elevations shown on the
drawings are specified herein and under other sections of these Specifications. The
Contractor for this Section of the work shall verify all subgrade elevations and notify the
Engineers in writing of any discrepancies. The Contractor shall not proceed with the
landscape work until the discrepancies have been corrected in a manner acceptable to
the Engineers.

25-2 Landscape Work 25-2
B. Determine the location(s) of underground utilities and perform all work in a manner
which will avoid possible damage. Hand excavate, as required, to minimize the
possibility of damage to any underground utilities. Maintain the grade stakes set by
others until their removal is mutually agreed by all parties concerned.
C. All areas to be planted in grass shall be cultivated to a minimum depth of 6" as specified
below.
D. Cultivate bare and/or compacted areas thoroughly to provide a good, deep planting
bed.
E. Within lawn areas where the topsoil has not been stripped, cultivate to a depth of 6",
mix in the specified soil amendments, and till the surface to a level, fine texture,
creating a satisfactory seed or sod bed free of clods and other extraneous matter.
Within lawn areas where topsoil has been stripped the Contractor shall loosen subgrade
to a depth of 6", spread a 3" depth of topsoil, till to mix the topsoil with the subsoil,
spread additional 3" depth of topsoil and till the surface to a level, fine texture. The top
4" shall then be mixed with the specified soil amendments, and worked into a
satisfactory seed or sod bed free of clods and other extraneous matter.
G. Within all lawn areas, removal all stones over 1 1/2" in any dimension and all sticks,
roots, rubbish and other extraneous matter to a depth of 6".
H. After grading the lawn areas to a smooth, even surface with a loose, uniformly fine
texture, the Contractor shall roll, rake, remove ridges, and fill depressions, as required,
to meet finished grades. Limit fine grading to areas which can be planted immediately
after grading.
I. Restore lawn areas to the specified condition if eroded or otherwise disturbed after fine
grading, and priorto planting.
J. When fine grading, allow for sod thickness in areas to be sodded.
K. Dispose of subsoil removed from landscape excavations. Do not mix it with prepared
backfill or use as backfill.
L. Prior to the preparation of unchanged areas (areas that have not been altered or
disturbed by excavating, grading, or stripping operations), remove all existing grass,
vegetation and turf. Dispose of such material outside of the Owner's property; do not
turn it over into the soil being prepared for lawns.
M. After removing the objectionable material mentioned above, prepare the soil for lawn
planting as follows: Till to a depth of not less than 6"; apply the soil amendments and
initial fertilizers as specified; remove high areas and fill in depressions; till the soil to a
homogenous mixture of fine texture, free of lumps, clods, stones, roots and other
extraneous matter. Upon completion of the fine grading, follow the lawn planting
operations and requirements specified herein.

25-3 Landscape Work
25.6 TOPSOIL
25-3
A. Topsoil for all areas to be grassed or otherwise planted shall be stockpiled for reuse in
landscape work. If the quantity of stockpiled topsoil is insufficient, the Contractor shall
provide additional approved topsoil as required to provide a minimum 4" depth of
topsoil overall disturbed areas, and to complete the landscape work.
B. Provide new topsoil which is fertile, friable, natural loam, surface soil, reasonably free of
subsoil, clay lumps, brush, weeds and other litter, and free of roots, stumps, stones
larger than 1 1/2" in any dimension, and any other extraneous or toxic matter harmful
to plant growth.
C. Obtain topsoil from local sources or from areas having similar soil characteristics to that
found at the project site. Obtain topsoil only from naturally, well -drained sites where the
topsoil occurs in a depth of not less than 4; do not obtain the topsoil from bogs or
marshes.
25-7 INSTALLATION OF PLANT MATERIALS.
A. In addition to all other landscape requirements and operations specified herein, grass
seed shall be sown as follows:
1. All areas to be seeded shall be restored to the specified condition if eroded or
otherwise disturbed after fine grading and prior to planting.
2. Sowing of seed shall be done only after the prepared topsoil, to which the
specified soil amendments have been added, has been thoroughly settled by
rainfall or artificial watering. Sow only when the moisture content of the soil is
suitable for sowing grass seed. Keep the soil in a moist condition until the seed
has germinated and the grass is actively growing.
3. Immediately before any seed is sown, the ground surface shall be scarified as
necessary to a depth of not over 1" and shall be raked until the surface is
smooth, friable and of a uniformly fine texture.
4. Sow the seed using a spreader or seeding machine. Do not seed when the wind
velocity exceeds 5 mi. per hr. Distribute the seed evenly over the entire area.
The method of seeding may be varied at the discretion of the Contractor on his
own responsibility to establish a smooth, uniformly grassed lawn.
5. Sow not less than the quantity of seed specified or scheduled.
6. On banks or slopes greater than or equal to 5:1 the rate of seeding shall be
increased by 50%.
7. Rake the seed lightly into the top 1/8" of the prepared topsoil, roll lightly, and
water with a fine spray.
8. Recondition existing lawn areas damaged by Contractor's operations (including
storage of materials and equipment, and movement of vehicles), and all lawn

areas where minor regrading is required, by cultivating bare and compacted
areas thoroughly to provide a satisfactory planting bed.
25-4 Landscape Work 25 4
9. Provide the fertilizer, seed and/or sod, and soil amendments specified for new
lawns and as required to provide a satisfactorily reconditioned lawn. Provide
new topsoil as required to fill all low spots and to meet the new finished grades.
10. Remove all diseased and/or other unsatisfactory lawn areas; do not bury any of
the grass, vegetation, or turf into the soil. In addition remove all topsoil
containing any foreign materials resulting from any Contractor's operations,
including oil drippings, stone, gravel and other loose building materials.
11. Where substantial lawn remains (but is thin), mow, rake, aerate (if compacted),
fill all low spots, remove humps, cultivate the soil, fertilize, and seed. Remove
all weeds before seeding, or if extensive, apply selective chemical weed killers
as required. Apply a seedbed mulch, if required, to maintain a moist condition.
Water newly planted areas and keep them moist until the new grass is
established and actively growing.
12. All seeded non -slope areas, and all seeded slope areas less than 3:1, shall be
mulched with clean, seed -free, threshed grain straw of wheat, rye, oats, barley,
or other satisfactory material as approved by the Engineers. Spread uniformly
to form a continuous blanket of not less than 1-1/2" loose measurement over
all seeded areas. The straw shall be tacked with asphalt at a minimum rate of
200 gallons per acre or more if required to satisfactorily hold the straw.
Emulsified asphalt shall be used April through October and rapid curing asphalt
shall be substituted during the winter months. Take precautions to prevent the
damage or staining of construction or other plantings adjacent to the mulched
areas.
13. On seeded slopes greater than or equal to 3:1, the Contractor shall stabilize the
slopes with either the use of polypropylene netting installed over the asphalt -
tacked straw mulch, or a short -life erosion control fabric. Netting shall be
polypropylene extruded plastic net, with approximately 1" square openings or
smaller and weighing a minimum of 2.5 pounds per 1,000 square feet, and
shall be placed over the straw mulch immediately after the seeding, mulching,
and asphalt tacking operations are complete in order to further stabilize the
slope. Netting shall be held in place by a sufficient number of #11 gauge new -
steel wire staples formed into a "U" shape; having a length of not less than 6"
and a throat of not less than 1" in width. In lieu of using tacked straw and
polypropylene netting the Contractor may use a two to four -week -life erosion
control fabric of plastic and paper. Installation of this plastic and paper fabric
shall be in strict conformance to the manufacturer's recommendation.
14. All ditches, swales and channels, where so indicated on the drawings, shall be
stabilized within 24 hours after seedingto the extent indicated, with anti -erosion
matting, which shall be jute or excelsior matting, or fiberglass roving. Other
acceptable material manufactured especially for erosion control may be used
when approved by the Engineers in writing before being used. Anti -erosion
mattingfor erosion control shall not be dyed, bleached, or otherwise treated in a
manner that will result in toxicity to vegetation. The seedbed shall be smooth
and free from stones, clods or debris, etc. as specified, which will prevent the
contact of the matting with the soil. Care shall be taken to preserve the

required line, grade and cross section of the area treated.
25-5 Landsc pework 25-5
15. Jute matting shall be a uniform open plain weave of single jute yarn, 48" in
width plus or minus 1". The yarn shall be of a loosely twisted construction and
shall not vary in thickness by more than one-half its normal diameter. There
shall be 78 warp ends, plus or minus 2, per width of the matting; 41 weft ends,
plus or minus 1, per linear yard; and the weight shall average 1.22 pounds per
linear yard of the matting, with a tolerance of plus or minus 5%. Jute matting
shall be secured with metal staples.
16. Excelsior matting shall be wood excelsior 48" in width, plus or minus 1", shall
have a minimum thickness of 1/4"; and the weight shall average 1.07 pounds
per linear yard of the matting, with a tolerance of plus or minus 5%. The
excelsior matting shall be covered on one side with a woven fabric consisting of
either twisted paper cord or cotton cord having a minimum mesh size of 1" x 1",
and a maximum mesh size of 11/2" x 3". When excelsior matting is used, the
matting shall be installed with the fabric on the top side. Excelsior matting shall
be secured with polypropylene netting and metal staples as specified.
17. Excelsior or jute matting shall be unrolled in the direction of the flow of water,
and shall be applied without stretching, so that it will lie smoothly but loosely on
the soil surface. The up -channel, or top of slope end, of each piece of matting
shall be buried in a narrow trench at least 5" deep and tamped firmly. Where
one roll of matting ends and a second roll begins, the end of the upper roll shall
be brought over the buried end of the second roll so that there will be a 6"
overlap. Check slots shall be constructed at 50' intervals longitudinally in the
matting or as directed by the Engineers. These slots shall be narrow trenches at
least 5" deep. The matting shall be folded over and buried to the full depth of
- the trench, after which the trench shall be closed and firmly tamped. Where two
or more widths of matting are laid side by side, the overlap shall be at least 4".
18. Staples shall be placed across all jute and excelsior matting at ends, junctions
and check slots, and shall be spaced approximately 10" apart In addition,
staples shall be placed along the outer edges and down the center of each strip
of jute and excelsior matting, and shall be spaced no more than 3' apart.
Staples shall also be placed along all lapped edges a maximum of 3' apart
19. After the excelsior or jute matting has been placed and stapled completely, the
matting shall be rolled with an approved roller to assure that it is in proper
contact with the soil.
20. The fiberglass material shall be formed from continuous fibers drawn from
molten glass; coated with a chrome -complex sizing compound; collected into
strands; and lightly bound together into a roving without the use of a binding
agent or other deleterious substance. The roving shall be wound into a
cylindrical package to allow the material to be continuously withdrawn from the
center using a compressed air ejector so that the roving expands into a mat of
glass fibers on the soil surface.

25-6 Landscape Work 25-6
The fiberglass roving shall conform to the following detailed requirements:
PROPERTY LIMIT TEST METHOD
Strands/Rove 55.70 End Count
Fiber Diameter, In. 0.00035-.0004 ASTM D 578
(Trade Designation - G)
Yards/lb. of Rove 210-230 ASTM D 578
Package Weight, Ibs. 3035 ASTM D 578
21. Equipment necessary for the application of fiberglass roving shall include: One
pneumatic ejector or nozzle, capable of applying glass roving at a rate of two
pounds or 8 square yards per minute; an air compressor, capable of supplying
40 cfm at 80 to 100 psi; sufficient air hoses for supplying air to inaccessible
places; and an approved asphaltic material distributor with necessary hoses
and hand spray bar for working in areas not accessible to the distributor.
22. Fiberglass roving shall be spread uniformly over the designated area to form a
random mat of continuous glass fibers at the rate of .25 to .35 pounds per
square yard. Immediately after the roving has been placed, it shall be anchored
to the ground with an approved asphaltic material applied uniformly over the
glass fibers, at not less than the rate of 1200 gallons per acre.
23. At the upgrade end and at maximum intervals of 50' longitudinally along
ditches, the roving shall be buried to a depth of one foot to prevent undermining
and tension failures.
24. In the installation of anti -erosion matting on cut or fill slopes, the Engineers may
require adjustments in the trenching or stapling requirements to fit individual
slope conditions.
25-8 MAINTENANCE
A. Begin maintenance immediately after planting.
B. Maintain lawns by watering, fertilizing, weeding, mowing, trimming, and other operations
such as rolling, regrading and replanting for at least 90 days, and as much longer as is
necessary, until acceptance, to establish a uniform stand of the specified grass.
C. If seeding occurs in the fall and is not given a full 90 days of maintenance, or if it is not
considered acceptable at the time, continue the maintenance the following spring until
an acceptable lawn is established.
D. Scattered bare spots, none of which is larger than one square foot, will be allowed up to
a maximum of 3% of any lawn areas. When lawn areas are ready for final inspection,

the grass shall be neatly mowed to the uniform height of approximately 1 1/2". The
lawns shall be considered established only when the specified grass is vigorous and
growingwell in addition to meetingthe other requirements specified.
25-7 Landscape Work 25-7
E. Maintain all plant material by pruning, cultivating and weeding as required for healthy
growth. Restore planting saucers. Tighten and repair stake and guy supports and reset
trees and shrubs to proper grades or vertical position as required. Restore or replace
damaged wrappings. Spray as required to keep all plant material free of insects and
disease.
F. All plant material shall be maintained until final acceptance, but in no case less than 90
days.
G. Prior to the ;expiration of the required maintenance period(s), submit to the Engineers 2
copies of typewritten instructions recommending procedures to be established by the
cityfor the maintenance of landscape work for one full year.
H. Protect all landscape work and materials from damage due to landscape operations,
operations by other contractors and trades, and trespassers. Maintain the protection
during the installation and maintenance periods, until final acceptance.
25-9 SCHEDULE OF GRASS SEED REQUIREMENTS.
A. Provide the grass seed mixtures corresponding to the conditions of slope, soil and
maintenance that apply to each location, using the Index shown below:
Low Maintenance
Steep slopes of stony, shallow or dry soils
Gentle slopes with average or better soils
High Maintenance (slopes less than 3:1)
Cool sites; soils with average or better
moisture retention
Warm sites; dry, poorsoils
Grass Lined Channels
Soils with average or better moisture retention
Full sun, drought -prone soils
*TABLES ARE PAGES 25-11 THROUGH 25-16.
Table*
I
II
III
IV
V
VI
B. The specific time periods established in seeding dates may vary due to the climatic
conditions existing, at the time of sowing the seed. It shall be the responsibility of the
Contractor to request and receive verification from the Engineers concerning the
appropriate seed mixture to be used.
25-10 SCHEDULE OF PREPARED TOP SOIL MIXTURE REQUIREMENTS:
A. For ail areas to be grassed the Contractor shall provide not less than the following
quantities of specified soil amendments:
1. 70 lbs. of lime per 1,000 sq. ft. for soils with a pH less than 5.5,

45 lbs. of lime per 1,000 sq. ft. for soils with a pH between 5.5 and 6.5, or
25 lbs. of lime per 1,000 sq. fL for soils with a pH greater than 6.5.
258 Landscape Work 258
2. 5 lbs. of bonemeal per 1,000 sq. fL
3. 10 lbs. of super phosphate per 1,000 sq. ft.
4. 23 lbs. of commercial 8-8-8 fertilizer per 1,000 sq. ft.
B. Lime shall be agricultural grade natural limestonecontaining not less than 85% of the
combined calcium and magnesium carbonates, ground so that 100% passes a 10-
mesh sieve and not less than 50% passes a 100-mesh sieve. During handling and
storing, the limestone shall be cared for in such a manner that it will be protected
against hardening and/or caking. Any hardened and/or caked limestone shall be
pulverized to its original condition before being used.
C. Peat Humus shall be FS Q-P166, with the texture and pH range suitable for the intended
use.
D. Bonemeal shall be commercial, raw, finely ground bonemeal containing 4916 nitrogen
and 20% phosphoric acid.
E. Superphosphate shall be a soluble mixture of treated minerals containing 20% available
phosphoric acid.
F. Commercial fertilizer shall be a complete fertilizer, with some elements derived from
organic sources. During handling and storing the fertilizer shall be cared for in such a
manner that it will be protected against hardening, caking, or loss of plant food values.
Any hardened and/or caked fertilizer shall be pulverized to its original condition before
being used.
2541 CLEAN-UP AND COMPLETION.
A. Any soil, fertilizer, peat or similar material which has been brought onto paved areas by
hauling operations or otherwise, shall be removed within the same working day and not
be allowed to remain overnight, keeping these areas clean at all times. Upon
completion of the planting, all excess soil, stones and debris which has not
previously been cleaned up shall be removed and legally disposed of away from the
property. All damage to existing lawns and plantings caused by the construction
operations shall be repaired to the satisfaction of the Engineers at the Contractor's
expense. All lawns and planting areas shall be prepared for final inspection.
B. When the landscape work is completed, including maintenance, the Engineers will,
upon request, make an inspection to determine acceptability.
C. The landscape work may be inspected for acceptance in parts agreeable to the
Engineers, provided that the work offered for inspection is complete, including
maintenance, and that the area comprises one complete unit or area of substantial
size.

D. Where inspected landscape work does not comply with the requirements, the
Contractor shall, at no additional cost to the Owner, replace all rejected work and
continue the specified maintenance until it is reinspected and found to be acceptable
by the Engineers. Remove rejected plants and materials promptly from the project site.
25-9 Landscape Work 25-9
E. Failure by the Engineers to approve or disapprove work, in the course of operations or
during the inspection of the work, shall not be interpreted as acceptance of work not in
conformance with this specification. Improper work and/or materials shall be corrected
wherever and whenever discovered.
`*Rxeilfcl:V011dA
A. The Contractor shall guarantee a good uniform stand of grass as specified.
B. The Contractor shall guarantee all plant material for a period of one year after
acceptance by the Owner against death and unhealthy condition, except as may result
from neglect by the Owner or damage by others.
C. The Contractor shall remove and replace all plant material found to be dead or in an
unhealthy condition during the guarantee period. The Contractor shall plant missing
plant material and make replacements during the growth season following the end of
the guarantee period. Furnish and plant replacements that comply with the
requirements shown and specified. Also, replace all plant material that is in doubtful
condition at the end of the guarantee periods, unless, in the opinion of Engineers, it is
advisable to extend the guarantee period for a full growing season. The Engineers will
make another inspection at the end of the extended. guarantee period, if any, to
determine acceptance or rejection. Only one replacement will be required at the end of
the guarantee period, except for losses or replacements due to failure to comply with all
specified requirements.
Continued to the following tables .....................

25-10 Landscape Work 8 8010
TABLE I
SEEDING FOR:
STEEP SLOPES OR POOR SOILS; LOW MAINTENANCE
Seeding Mixture:
Species Rate (lb./acre)
Tall fescue 100
Sericea lespedeza 30
Kobe lespedeza 10
Seeding Notes:
1. In Eastern Piedmont add 25 lb./acre Pensacola Bahiagrass or 10 lb./acre common
Bermudagrass. Use common Bermudagrass only where it is unlikely to become a pest.
2. After Aug. 15 use unscarified sericea seed.
3. Where a neat appearance is desired, omit sericea and substitute 40 lb./acre
Bahiagrass or 15 lb./acre Bermudagrass.
4. To extend spring seeding dates into June, add 15 lb./acre hulled Bermudagrass.
However, it is preferable to seed temporary cover and seed fescue is Sept.
Nurse Plants: Between May 1 and August 15, add 10 lb./acre German millet or 15 lb./acre
Sudangrass. Prior to May 1 or after August 15, add 40 lb./acre rye (grain).
Seeding Dates:
Best Possible
Fall: Aug. 25-Sept. 15 Aug. 20 - Oct. 25
Late Winter. Feb. 15 - Mar. 21 Feb. 01 - Apr. 15
Fall is best for tall fescue and late winter for lespedezas. Overseeding of Kobe lespedeza over fall -
seeded tall fescue is very effective. Use unhulled Bermudagrass seed in fall.
Soil Amendments: Apply lime and fertilizer according to soil tests, or apply 4,000 lb./acre ground
agricultural limestone and 1,000 lb./acre 10-10-10 fertilizer.
Mulch: Apply 4,000-5,000 lb./acre grain straw, or equivalent cover of another suitable mulching

material. Anchor mulch by tacking with asphalt, roving, or netting. Netting is the preferred anchoring
method on steep slopes.
Maintenance: Refertilize in the second year unless growth is fully adequate. May be mowed once or
twice a year, but mowing is not necessary. Reseed, fertilize, and mulch damaged areas immediately.
25-11 Landscape Work 8 8611
TABLE II
SEEDING FOR:
GENTLE SLOPES, AVERAGE SOIL; LOW MAINTENANCE
Seeding Mixture:
Species
Tall fescue
Sericea lespedeza
Kobelespedeza
Seeding Notes:
Rate (lb./acre)
80
20
10
1. After Aug. 15 use unscarified sericea seed.
2. Where periodic mowing is planned or a neat appearance is desired, omit sericea and
increase Kobe lespedeza to 40 lb./acre.
3. To extend spring seeding dates into June, add 15 lb./acre hulled Bermudagrass.
However, after mid -April it is preferable to seed temporary cover.
Nurse Plants: Between May 1 and August 15, add 10 lb./acre German millet or 15 lb./acre
Sudangrass. Prior to May 1 or after August 15, add 40 lb./acre rye (grain).
Seeding Dates:
Best Possible
Fall: Aug. 25 - Sept. 15 Aug. 20 - Oct. 25
Late Winter: Feb. 15 - Mar. 21 Feb. 01 -Apr. 15
Fall is best for tall fescue and late winter for lespedezas. Overseeding of Kobe lespedeza over fall -
seeded tall fescue is very effective.
Soil Amendments: Apply lime and fertilizer according to soil tests, or apply 4,000 lb./acre ground
agricultural limestone and 1,000 lb./acre 10-10-10 fertilizer.
Mulch: Apply 4,000 lb./acre grain straw, or equivalent cover of another suitable mulch. Anchor straw by
tacking with asphalt, netting, roving or by crimping with a mulch -anchoring tool. A disk with blades set
nearly straight can be used as a mulchanchoringtool.

Maintenance: Refertilize in the second year unless growth is fully adequate. May be mowed once or
twice a year, but mowing is not necessary. Reseed, fertilize, and mulch damaged areas immediately.
25-12 Landscape Work 25-12
TABLE III
SEEDING FOR:
GENTLE SLOPES, SOILS WITH AVERAGE OR BETTER
MOISTURE RETENTION, COOLER SITES; HIGH MAINTENANCE
Seeding Mixture:
Species Rate (lb./acre)
Blend of two turf -type tall
fescues (90%) and two or more
improved Kentucky bluegrass
varieties (10%) 200 - 250
Seeding Dates:
Best Possible
Fall: Aug. 25 -Sept. 15 Aug. 20 - Oct. 25
Winter: Feb. 01- Mar. 31
For quality turfavoidspring seeding. Where grading is completed during late winter or spring, an
alternative is to seed 30 lb./acre Kobe lespedeza, keep mowed, prepare seedbed, and seed a
permanent mixture in early fall.
Soil Amendments: Apply lime and fertilizer according to soil tests, or apply 4,000 lb./acre ground
agricultural limestone and 1,000 lb./acre 10-10-10 fertilizer.
Mulch: Apply 4,000 lb./acre small grain straw or equivalent cover of another suitable mulch. Anchor
straw by tacking with asphalt, netting, or by roving or crimping with a mulch anchoring tool. A disk with
blades set nearly straight can be used as a mulch -anchoring tool.
Maintenance: Fertilize according to soil tests or apply 40 lb./acre nitrogen in January or February, 40 lb.
in September, and 40 lb. in November, from a 12-4-8, 16-4-8, or similar turf fertilizer. Avoid fertilizer

applications during warm weather, as these increases stand losses to disease. Mow to a height of 2.5-
3.5 inches as needed. Reseed, fertilize, and mulch damaged areas immediately.
25-13
Landscape Work
TABLE IV
25-13
SEEDING FOR:
GENTLE SLOPES, SOILS SOMEWHAT WARMER OR DRIER
THAN 3P,
WITH PHYSICAL LIMITATION;
Seeding Mixture:
Species
Blend of 50% KY-31 tall fescue and
50% mixture of two or more turf -type
tall fescues
or
Blend of three or more turf -type
tall fescues
Seeding Dates:
Best
Fall: Aug. 25 -Sept. 15
Winter:
o
HIGH MAINTENANCE
Rate (lb./acre)
200-250
200-250
Possible
Aug. 20 - Oct. 25
Feb. 01- Mar. 31
For quality turf avoid spring seeding. Where grading is completed during late winter or spring, an
alternative is to seed 30 lb./acre Kobe lespedeza, keep mowed, prepare seedbed, and seed permanent
mixture between August 25 and September 15.
Soil Amendments: Apply lime and fertilizer according to soil tests, or apply 4,000 lb./acre ground
agricultural limestone and 1,000 lb./acre 10-10-10 fertilizer.
Mulch: Apply 4,000 lb./acre small grain straw or equivalent cover of another suitable mulch. Anchor
straw by tacking with asphalt, roving, or netting or by crimping with a mulch -anchoring tool. A disk with
blades set nearly straight can be used as a mulch -anchoring tool.
Maintenance: Fertilize according to soil tests or apply 40 lb./acre nitrogen in January or February, 40 lb.
in September, and 40 lb. in November, from a 12-4-8, 16-4-8, or similar turf fertilizer. Avoid fertilizer

applications during warm weather, as these increases stand losses to disease. Reseed, fertilize, and
mulch damaged areas immediately. Mow to a height of 2.5-3.5 inches as needed.
25-14 Landscape Work
TABLE V
Seeding Mixture:
SEEDING FOR:
GRASS -LINED CHANNELS
Species Rate (lb./acre)
Tall fescue 200 (4-5 lb./1,000 ft2)
2514
Nurse Plants: Between May 1 and August 15 add 15 lb./acre Sudangrass or 10 lb./acre German millet.
Before May 1, or after August 15, add 40 lb./acre rye (grain).
Seeding Dates:
Best Aug. 25 - Oct
Possible: Feb. -April 15
Avoid seeding from November to January. If seeding must be done at this time, add 40 lb./acre rye
grain and use a channel lining that offers maximum protection.
Soil Amendments: Apply lime and fertilizer according to soil tests, or apply 4,000 lb./acre ground
agricultural limestone and 1,000 lb./acre 10-10-10 fertilizer. Operate tillage equipment across the
waterway.
Mulch: Use jute, excelsior matting, or other effective channel lining, material to cover the bottom of
channels and ditches, and staple securely. The lining should extend above the highest calculated depth
of flow. On channel side slopes above this height, and in drainages not requiring temporary linings,
apply 4,000 lb./acre grain straw and anchor straw by stapling netting over the top.
Mulch and anchoring materials must not be allowed to wash down slopes where they can clog drainage
devices.
Maintenance: Inspect and repair mulch frequently. Refertilize in late winter of the following year; use
soil tests or apply 150 lb./acre 10-10-10. Mow regularly to a height of 2-4 inches.

25-15 L3ndsmpe Work
TABLE VI
SEEDING FOR:
GRASS -LINED CHANNELS; COASTAL PLAIN,
LOWER PIEDMONT, AND DRY SOILS IN THE
CENTRAL PIEDMONT
Seeding Mixture:
Species Rate (lb./acre)
Common Bermudagrass 40-80 (1-2 Ib./1,000 ft2)
Seeding Dates:
Coastal Plain: April -July
Piedmont April 15 - June 30
25-15
Soil Amendments: Apply lime and fertilizer according to soil tests, or apply 3,000 lb./acre ground
agricultural limestone and 500 lb./acre 10-10-10 fertilizer.
Mulch: Use jute, excelsior matting, or other effective channel lining, material to cover the bottom of
channels and ditches, and staple securely. The lining should extend above the highest calculated depth
of flow. On channel side slopes above this height, and in drainages not requiring temporary linings,
apply 4,000 lb./acre grain straw and anchor straw by stapling netting over the top.
Mulch and anchoring materials must not be allowed to wash down slopes where they can clog drainage
devices.
Maintenance: A minimum of 3 weeks is required for establishment. Inspect and repair mulch
frequently. Refertilize the following April with 50 lb./acre nitrogen.

END OF SECTION 25.
25-16 Landscape Work 25-16

SECTION 26
CONCRETE FORM WORK
PARTI- GENERAL
26-1 REQUIREMENTS.
A. The Contractor shall provide all labor, materials, equipment and services
necessary for the proper completion of all formwork for cast in place concrete
work indicated on the drawings and specified herein.
B. The Contractor shall refer to the drawings for required size and location of cast
in place concrete members.
26-2 REFERENCE SPECIFICATIONS.
Unless otherwise altered, amended, supplemented or deleted by "Part II, Products" and
"Part III, Execution" which follow, all concrete formwork shall conform to the following:
A. American Concrete Institute Standard ACCI 347, "Recommended Practice for
Concrete Formwork."
B. The American Concrete Institute "Specifications for Structural Concrete for
Buildings," ACI 301-72. A copy of "Specifications for Structural Concrete for
Buildings, ACI 301-72, With Selected ACI and ASTM References," ACI Publication
SP-15, shall be purchased by the Contractor and shall be maintained in good
condition at the job site at all times during construction. This reference may be
purchased from the American Concrete Institute, P.O. Box 4754, Redford
Station, Detroit, Michigan, 48219. This reference is referred to hereafter in
these Specifications as the ACI Specifications.
C. The American Concrete Institute "Manual of Standard Practice for Detailing
Reinforced Concrete Structures, "ACI 315-80, hereafter referred to as the ACI
Detailing Manual.
D. The Concrete Reinforcing Steel Institute "Manual of Standard Practice," latest
edition, hereafter referred to as the CRSI Manual.
26-3 SUBMITTALS.
A. Complete erection plans shall be prepared for removable forms in accordance
with the ACI Detailing Manual, the CRSI Manual, and the Manual of
Recommended Practice for Concrete Formwork.
B. The review of erection drawings will be for size and arrangement of the
concrete members. The Contractor shall verify dimensions and any errors in
dimensions shown on the erection drawings shall be the responsibility of the
Contractor.

261 Concrete Pone Work 2&1
C. Review by the Engineers shall not be construed as a waiver of construction
responsibilities unless the Contractor has requested a deviation from the
Contract Documents in writing and the Engineers have granted such deviation in
writing. Fabrication or delivery of materials prior to review of submittals shall be
entirely at the risk of the Contractor.
PARTII- PRODUCTS
PZ-MK&TAT9:7/:1��
A. Removable Metal Pan Forms: Unless otherwise noted, the metal pan joists shall
be constructed in accordance with the "Code of Standard Practice for the Use of
Removable Forms for Concrete Joist Floor and Roof Construction," of the CRSI
Manual. It is essential to the load capacity of concrete joists that the
dimensions for all standard and special filler forms be in accordance with the
"Standard Dimensions of Forms for One -Way Joist Construction" of the U. S.
Department of Commerce Simplified Practice Recommendation R87-32.
1. Longform Type - Where concrete joists will be permanently exposed to
view (see drawings), the joist forms shall be of the 'long form" type
constructed to the full length of each segment of joists between
distribution ribs or beams. End closures may be of the removable type or
may be permanently attached to the forms.
2. Standard Type - Where concrete joists will be concealed by ceiling
construction, and in mechanical equipment rooms, the joist forms shall
be "standard" type. End closures and laps shall be sufficiently tight to
prevent the leakage of concrete.
3. Removable metal pan forms shall be new, or practically so. Forms
displaying excessive dents, holes or other signs of excessive use or
abuse shall not be used. Forms shall be cleaned and properly oiled
before each use.
4. Special width filler forms shall be used to fill in odd spaces. Openings
and ends shall be properly headed.
5. Products of equivalent quality and dimensions constructed of molded
fiber, reinforced fiberglass or plastic may be used in lieu of steel forms, at
the option of the Contractor.
B. Forms for As -Cast Architectural Concrete: Concrete to be left permanently
exposed to view shall be considered "As -Cast Architectural Finishes" and shall
conform to the requirements of Chapter 13 of the ACI Specifications.
C. Forms for Pile Caos and Grade Beams: Earth cuts shall not be used to form
vertical surfaces for pile caps, grade beams and other vertical concrete surfaces
in contact with earth. These surfaces shall be formed with wood or metal
forming materials to the required dimensions.

26-2 Concrete Fonn Work 26-2
D. Forms for Footinars: Earth cuts maybe used for forms for vertical surfaces for
footings where the workmanship and soil permit accurate excavation to size and
shape shown on the drawings. Sloping sides, rounded corners and irregular
bottoms will not be accepted. Where these requirements cannot be met, form
the vertical surfaces with wood or metal forming materials to the required
dimensions.
E. Grade Stakes: Where earth cuts are used for forms, the footing excavations
shall be provided with grade stakes set to correct elevations prior to ordering
concrete. Grade stakes shall be #3 or larger steel bars, may be new or scrap
material and may remain in the concrete.
F. Wood Forms: Wood forming materials shall conform to the requirements of
Chapter 4 of the ACI Specifications.
G. Corrugated Steel Sheet Forms: The Contractor shall furnish and install
galvanized corrugated steel sheet forms for all concrete slabs over joist beams,
as shown on the drawings and directed by the Engineers. The steel sheet forms
shall be corrugated form low temper, low carbon, cold reduced steel with a
minimum yield strength of 95,000 psi by 0.1% offset method to a nominal
corrugation pattern of 2-3/8" x 9/16". Sheets shall be galvanized conforming to
ASTM Specification A446-60T, Grade E steel, 1.25 oz. per square foot coating
class. Minimum physical properties shall be as follows:
DESCRIPTION CHARACTERISTICS
Weight -galvanized per cover width 0.88 lbs./sq. ft.
Moment of Inertia per foot width 0.010 inches 4
Section of modulus per foot width 0.036 inches 3
Corrugation (pitch x depth) 2-3/8" x 9/16"
Nominal cover width 24 inches
Nominal overall width 25-1/16 inches
26-5 DESIGN OF FORMS.
Forms shall conform to shapes, lines and dimensions of the members as called for on
the drawings, and shall be sufficiently tight to prevent leakage of mortar. They shall be properly
braced or tied together so as to maintain position and shape.
26-6 FORMS COATINGS.
Provide commercial formulation form coating compounds that will not bond with, stain
nor adversely affect concrete surfaces, and will no impair subsequent treatment of concrete
surfaces requiring bond or adhesion, not impede the wetting of surfaces to be cured with water
or curing compounds.
26-7 TIGHTENING FORMS.
Immediately prior to the commencement of concrete placement all joints in the
formwork shall be tightened to prevent the leakage of concrete.

263 Concrete Form Work
26-8 ERECTION CORRUGATED STEEL SHEET FORMS.
263
A. The corrugated sheet steel forms shall be placed with corrugation edges up and
with corrugations perpendicular to supports. Sheet shall be placed end -to -end
along one side of the building. Adjacent rows will be placed in like manner, side
lapping one corrugation with previously placed row. End laps shall always occur
over supporting joists, beams or purlins and should be centered over the
support. Minimum end lap is 2" for welded attachment shall not extend beyond
edge of support flange. Sheets shall be attached to supports by plug welding
through curbed washers to supporting top chords.
B. The welded attachments shall have the following minimum welding
requirements:
1. End Laps - Weld top sheets in the valley of the side lap through four (4)
sheet thicknesses and again at the middle of the sheet.
2. Intermediate Supports - Weld in X pattern; that is, weld in valley of side
lap on every other joist and in the valley of the center corrugation of the
remainingjoist.
26-9 REMOVAL OF FORMS.
A. Formwork for joists, slabs, beams and other parts supporting the weight of
concrete, shall remain in place until the concrete has reached its specified 28-
day strength, but in no case less than 14 days. Other formwork may be removed
in accordance with "Recommended Practice for Concrete Formwork," ACI 347-
78, unless otherwise specified in these specifications.
B. Forms shall be removed in such a manner as to ensure the complete safety of
the structure. Where the structure is supported on shores, the removable floor
forms, beams and girder sides, and column and similar vertical forms may be
removed after 48 hours, providing the concrete will not be injured.
26-10 REUSE OF FORMS.
Clean and repair surfaces of forms to be reused in the work. Split, frayed, delaminated
or otherwise damaged form facing material will not be acceptable. Apply new form coating
compound material to concrete contact surfaces as specified for new formwork.
When forms are extended for successive concrete placement, thoroughly clean
surfaces, remove fins and laitance and tighten forms to close all joints. Align and secure joints
to avoid offsets. Do not use "patched" forms for exposed concrete surfaces, except as
acceptable to the Engineers.
END OF SECTION 26.

SECTION 27
CONCRETE REINFORCEMENT
PARTI-GENERAL
27-1 REQUIREMENTS.
A. The Contractor shall provide all labor, materials, equipment and services necessary for
the proper completion of all reinforcement for cast in place concrete work indicated on
the drawings and specified herein.
B. The Contractor shall refer to the drawings for required size, type and location of
concrete reinforcement.
27-2 REFERENCE SPECIFICATIONS.
A. Unless otherwise altered, amended, supplemented or deleted by Part II - Products and
Part III - Execution, which follow, all reinforcement for concrete work shall conform to the
following:
B. The American Concrete Institute "Specifications for Structural Concrete for Buildings,"
ACI 301-72. A copy of "Specifications for Structural Concrete for Buildings, ACI 301-72,
with Selected ACI and ASTM References," ACI Publication SP-15, shall be purchased by
the Contractor and shall be maintained in good condition at the job site at all times
during construction. This reference may be purchased from the American Concrete
Institute, P. 0. Box 4754, Redford Station, Detroit, Michigan 48219. This reference is
referred to hereafter in these Specifications as the ACI Specifications.
C. The American Concrete Institute "Manual of Standard Practice for Detailing Reinforced
Concrete Structures," ACI 315-80, hereafter referred to as the ACI Detailing Manual.
D. The Concrete Reinforcing Steel Institute "Manual of Standard Practice," latest edition,
hereafter referred to as the CRSI Manual.
273 QUALIFICATIONS.
A. Reinforcing Steel Fabricator:
1. The fabricator shall have not less than 5 years experience in the fabrication of
reinforcing steel and shall have previously fabricated not less than 5 projects
similar in scope to this project.
2. When directed by the Engineers, the fabricator shall submit a written description
of fabrication ability including facilities, personnel and list of similar completed
projects.
B. Reinforcing Steel Erector:
1. The erector shall have not less than 3 years experience in the erection of
reinforcing steel and shall have previously erected not less than 3 projects
similar in scope to this project.
27-1 Concrete Reinforcement 27-1

2. When directed by the Engineers, the erector shall submit a written description of
reinforcing steel erection ability including equipment, personnel and a list of
similar completed projects.
27-4 SUBMfTTALS.
A. Shoo and Erection Drawings:
1. Complete shop and erection drawings shall be prepared for reinforcement in
accordance with the ACI Detailing Manual and the CRSI Manual. Erection
drawings shall show sufficient detail to illustrate the reinforcing steel erection
procedure, including placement of accessories.
2. Preliminary and final erection drawings shall be submitted to the Engineers for
their approval before any reinforcement may be placed.
3. The review of shop and erection drawings will be for size and arrangement of
the reinforcement. The Contractor shall verify quantities and dimensions and
any errors shown on the shop and erection drawings shall be the responsibility
of the Contractor.
B. Certifications of Materials: Furnish to the Engineers for review the following:
1. Certified mill test reports of ladle analysis, tensile properties and bend tests of
each grade of steel from which reinforcement is fabricated.
2. Certificates of conformance of stainless steel accessories.
C. Review: Review by the Engineers shall not be construed as a waiver of construction
responsibilities unless the Contractor has requested a deviation from the specifications
in writing and the Engineers have granted such deviation in writing. Fabrication or
delivery of materials prior to the review of the shop and erection drawings shall be
entirely at the risk of the Contractor.
27-5 PRODUCT HANDLING.
A. Reinforcement shall not be carelessly unloaded from delivery vehicles in such a manner
as to alterthe configuration of the individual pieces.
B. Reinforcement shall be stored in an orderly manner to avoid mixing bars of different
marks.
C. Reinforcement and accessories which are stored at the project site shall be at least 2'
above the ground on platforms, skids or other supports, and be covered to protect it
from the weather. It shall be free from oil, mud, dirt or excessive corrosion when placed
in the formwork.
D. Accessories and other packaged materials shall be stored in their original unbroken
package until ready for use in the work.
27-2 Concrete Reinforcement 27-2

PART II -PRODUCTS
27-6 MATERIALS.
A. Metal Reinforcement:
1. All reinforcing bars shall be deformed and shall conform to one of the following:
a. Specifications for Billet -Steel Bars for Concrete Reinforcement, ASTM
A615, Grade 40.
b. Specifications for Deformed Billet -Steel Bars for Concrete
Reinforcement, ASTM A615, Grade 60.
C. Specifications for Deformed Billet -Steel Bars for Concrete
Reinforcement, ASTM A615, Grade 75.
d. Specifications for Minimum Requirements for Deformations of
Deformed Steel Bars for Concrete Reinforcement (ASTM A408).
e. Specifications for Special Large -Size Deformed Billet -Steel Bars for
Concrete Reinforcement (ASTM A408).
f. Bar and rod mats for concrete reinforcement shall conform to
Specifications for Fabricated Steel Bar or Rod Mats for Concrete
Reinforcement (ASTM A184).
g. Wire for concrete reinforcement shall conform to Specifications for Cold -
Drawn Steel Wire for Concrete Reinforcement (ASTM A82).
2. Welded wire fabric for concrete reinforcement shall conform to Specifications
for Welded Steel Wire Fabric for Concrete Reinforcement (ASTM A185) except
that the weld shear strength requirement shall be extended to include a wire
size differential up to and including six gauges.
3. The clear distance between parallel bars shall be not less than the nominal
diameter of the bar, 11/3 times the maximum size of the coarse aggregate, nor
less than 1".
4. Structural steel shall conform to Specifications for the Design, Fabrication and
Erection of Structural Steel for Buildings of the American Institute for Steel
Construction adopted April 17,1963, as amended to date.
5. Steel pipe for concrete -filled pipe columns shall conform to Grade B of
Specifications for Welded and Seamless Steel Pipe (ASTM A53).
6. Cast iron pipe for composite columns shall conform to Specifications for Cast
Iron Pressure Pipe (ASTM A377).

273 Concrete Reinforcement 27-3
B. Metal Accessories:
1. High chairs with sand plates (HCP) shall be used to support reinforcing steel in
footings and other members in contact with the earth. Wire shall not be less
than #4 and plate shall not be less than 20 gauge. HCP shall be constructed
with one, approximately square, sand plate.
2. CRSI "Class E, Special Stainless" bar supports shall be provided to support all
reinforcing steel in members to be left permanently exposed to view. Such
supports shall be constructed of stainless steel containing not less than 16%
chromium.
3. CRSI "Class A, Bright Basic" bar supports shall be provided to support
reinforcing steel for all other concrete members.
PART III - EXECUTION
27-7 PLACING REINFORCEMENT.
Metal reinforcement shall be accurately placed according to the drawings and adequately
secured in position by concrete, metal or other approved chairs, spacers or ties.
27-8 CLEANING AND BENDING.
At the time concrete is placed, metal reinforcement shall be free from rust, scale or other
coatings that will destroy or reduce the bond. All bars shall be bent cold, unless otherwise permitted by
the Engineers. No bars partially embedded in concrete shall be field bent except as shown on drawings
or as specifically permitted bythe Engineers.
27-9 SPLICES IN REINFORCEMENT.
A. Welded wire fabric shall be considered as load carrying reinforcement and shall be
lapped in accordance with 505(b). of the ACI Specifications, except at slabs on grade,
which shall be considered as nonload carrying and shall be lapped in accordance with
505(c) of the ACI Specifications.
B. No splices of reinforcement shall be made except as shown on the drawings, as
specified, or as authorized by the Engineers. All welding shall conform to the American
Welding Societys Recommended Practices for Welding Reinforcing Steel, Metal Inserts
and Connections in Reinforced Concrete Construction (AWS-D-12.1), unless otherwise
authorized by the Engineers. Where lapped splices are used the minimum amount of
lap shall be not less than 40 bar diameters.
END OF SECTION 27.
27-4 Concrete Reinforcement 27-4

SECTION 28
CONCRETE - GENERAL
PARTI-GENERAL
28-1 REQUIREMENTS.
A. The Contractor shall furnish all labor, materials, tools, equipment and all else
required to construct the concrete work, test and place the structures into
satisfactory operation as required by the drawings, these Specifications, and the
Engineers' requirements under them.
B. All concrete shall be composed of Portland cement, fine and coarse aggregate
and water proportionally mixed.
C. All concrete shall be mixed, tested, transported, formed, placed, vibrated,
finished and cured as shown on the drawings and as hereinafter specified.
28-2 REFERENCE SPECIFICATIONS.
Unless otherwise altered, amended, supplemented or deleted by "Part II - Products,"
and "Part III - Execution," which follow, all concrete work shall conform to the American
Concrete Institute "Specifications for Structural Concrete for Buildings," ACI 301-66. A copy of
"Specifications for Structural Concrete for Buildings, ACI 301-66, with Selected ACI and ASTM
References," ACI Publication SP-15, shall be purchased by the Contractor and shall be
maintained in good condition at the job site at all times during construction. This reference
may be purchased from the American Concrete Institute, P. 0. Box 4754, Redford Station,
Detroit, Michigan, 48219. This reference is referred to hereafter in these Specifications as the
ACI Specifications.
28-3 TESTING.
The Contractor shall be responsible for all testing of concrete. He shall be responsible
for preparing, transporting, storing, curing, testing and reporting test sample cylinders for
compressive strength. He shall also perform slump tests when required by the Engineers. All
tests and the manner in which they are conducted shall be satisfactory to the Engineers. The
testing laboratory shall be satisfactory to the Engineers.
A. SLUMP TEST AND AIR ENTRAINMENT TEST OF PORTLAND CEMENT CONCRETE:
1. Test specimen shall be formed in a standard 16-gauge, galvanized metal
slump cone 12" in height, as described by ASTM C143-52.
2. Air entrainment test shall conform to ASTM C-175 and C-595.
28-1 Concrete -General 28-1

B. SAMPLING:
1. Samples of concrete for test specimens shall be taken at the mixer, or
from the truck mixer in the case of ready -mixed and transit -mixed
concrete, during discharge. Obtain such samples by passing a
receptacle completely through the stream of concrete, at three or more
regular intervals throughout the discharge of the entire batch except that
samples shall not be taken at the beginning or end of discharge. The
sample shall then be transported in a wheelbarrow or some other
suitable conveyance to the place of molding.
2. Mix the specimen with a shovel until the specimen is uniform in
appearance. Note location of batch from which the sample is taken for
future reference.
C. MOLDING:
1. Dampen the cone and place it on a flat, moist, nonabsorbent surface.
From the sample, immediately fill the cone in three layers, each
approximately 1/3 of the volume of the cone. In placing, move the scoop
around the top edge of the cone in order to insure symmetrical
distribution of the concrete. Rod each layer with 25 strokes of a 5/8"
standard rod. (See equipment list.)
2. Distribute the strokes across the cross section of the cone, penetrating
the underlying layer. Rod the bottom layer throughout its depth. After
the top layer has been rodded, strike off surface of the concrete with a
trowel so that the cone is exactly filled. Remove the cone by raising it
carefully in a vertical direction. The slump shall then be measured by
determining the difference between the height of the cone and the
height of the specimen.
D. PREPARATION OF STORAGE OF CONCRETE TEST CYLINDERS IN THE FIELD
(Reference ASTM C31-57: ASTM C172-54):
1. Sam lin :
a. The sampling shall be representative of the batch. (The word
batch as here employed shall be understood to refer to one day's
pour rather than the contents of one mixer load.) It shall consist
of portions from different points in the batch. A sample shall be
taken for each fifty (50) cubic yards or portion thereof of each
pour.
b. When taken from truck mixers or agitators, the samples shall be
taken in three or more regular increments throughout the
discharge of the entire batch.
C. The composite sample shall be mixed with a shovel sufficiently to
insure homogeneity and immediately molded into test specimens.

28-2 Concrete -General 28-2
d. The place of molding shall be such that the cylinders will not have
to be moved during the first 24 hours. Molding shall be done on
a platform or some other firm, level base not subject to vibration.
2. Size of Specimens: Cylinders shall be 6" in diameter and 12" deep. The
mold shall be metal or other nonabsorptive material such as paraffined
cardboard. If a metal mold is used it must have a machined base which
can be secured to the mold and be watertight.
3. Molding: Place the concrete into the mold in three layers of
approximately equal volume. Move the scoop around the top edge in
placing in order to achieve symmetrical distribution of the concrete.
Distribute the concrete further by a circular motion of the tamping rod.
Rod each layer with 25 strokes of a 5/8" diameter standard rod. (See
equipment list.) Distribute strokes uniformly over the cross section of the
mold, penetrating into the immediate underlying layer. Bottom layer shall
be rodded throughout its depth. Where voids are left by the tamping rod,
tap sides of the mold to close the voids. After the top layer has been
rodded, strike off the surface of the concrete with a trowel and cover with
a glass or metal plate to prevent evaporation. Mark number and date on
top of cylinder with a nail or similar object.
4. Curin :
a. Test specimens shall be removed from the molds at the end of 24
hours and stored in a location such that they will be protected
from damage. At the end of 48 hours they shall be moved to the
laboratory where they shall be placed in a moist room or in a lime
saturated water bath until time for testing. The temperature of
the moist room or water bath must be controlled between the
limits of 600 F. and 800 F. All other conditions of curing shall
conform to Paragraph 7(c) ASTM C31-57. The test specimens
cured as above specified shall be the ones used for the standard
7-day and 28-day reports.
b. Should the ,Contractor desire to remove shoring and forms before
the time stipulated in the Specifications and to subject the
concrete to loads of any kind, he will be required to provide an
extra set of test cylinders for testing at an agreed upon time to
determine whether the structure has actually acquired sufficient
strength to carry the loads. These test cylinders shall receive,
insofar as practicable, the same protection that they represent,
and shall be stored on the site. They shall be moved to the
laboratory not more than two days prior to the date of testing.

283
Concrete -General 28-3
5. Shiooinj� Instructions: When cylinders are moved to a laboratory they
shall be packed in boxes having inside dimensions of 7" x 21" x 13" to
contain three cylinders. The box shall be made of 1/2" plywood with a
separation partition between the cylinders and equipped with a hinged
lid, hasp and carrying handle. The cylinders shall be packed completely
with excelsior, straw or sawdust and kept damp. In the top of the box,
place a list showing the data listed in Paragraph 1 of "Data to be
Reported." Fasten the lid securely and tag with a shipping ticket.
E. EQUIPMENT TO BE FURNISHED BY CONTRACTOR FOR CONCRETE TESTING:
1. Slump Cone.
2. Platform.
3. Concrete molds for cylinders, including machined base if metal molds are
used.
4. 5/8" round smooth rod approximately 24" long, one end rounded to a
hemispherical tip diameter that is 5/8".
5. Shovel and wheelbarrow for sampling and transporting of samples.
6. Metal or glass covers for protecting cylinders.
7. Small scoop for use in filling slump cone and cylinder molds.
F. DATA TO BE REPORTED:
1. The following data shall be reported by the Contractor to the testing
laboratory for each group of cylinders.
a. Mix, including amounts and brands of materials used.
b. Specified 28-day compressive strength.
C. Atmospheric temperature at time of pour.
d. Slump.
e. Type and amount of admixtures used.
f. Location of concrete in the structure. (In sufficient detail to
definitely identify the pour at any later date.)

28-4 Concrete -General 284
2. The following data shall be reported by the laboratory to the Engineers
and to the Contractor.
a. Data listed in Paragraph 1, above.
b. Unit weight of the cylinder (Ibs./cubic foot).
C. Type of break.
d. Percentage of aggregate broken.
e. Breaking load (Ibs.).
f. Breaking stress (Ibs./square inch).
28-4 QUALIFICATIONS.
A. CONCRETE PRODUCER:
1. The concrete producer shall have not less than 5 years experience in the
production of structural concrete and shall have previously supplied
concrete for not less than 5 projects similar in scope to this project.
2. All concrete mixers, stationary or transit -mix, shall be equipped with
revolution counters in proper working order.
3. When directed by the Engineers, the concrete producer shall submit a
written description of production ability, including facilities, personnel
and list of similar completed projects.
B. TESTING AGENCY: The testing agency shall provide evidence to the Engineers
that an inspection of its facilities within the previous 24 months was made by
the Cement and Concrete Reference Laboratory of the National Bureau of
Standards and that any deficiencies noted in the report of that inspection have
been corrected.
28-5 SUBMITTALS.
A. For review, the Contractor shall prepare and submit to the Engineers data for the
following items specified in this Section:
B. Concrete mix designs.
C. Certificates of analysis for concrete aggregates.
D. Cement mill reports.

28-5 Concrete - General 28-5
E. Proposed method of concrete curing and trade names of proposed curing
methods.
F. Trade names of other proprietary items if different than those specified.
G. Trade name and physical data of proposed nonslip aggregate.
28-6 PRODUCT HANDLING.
A. Revolution counters shall be in operation for all concrete discharged for use on
this project.
B. All concrete shall be discharged from the mixer within one hour after the
introduction of water into the mix or before the drum has been revolved 300
revolutions, whichever comes first. To insure mixing at the job site, the drum
must be revolved 20 revolutions at mixingspeed just before pouring.
PARTII- PRODUCTS
28-7 CLASS OF CONCRETE.
Unless otherwise provided herein, or noted on the drawings, all structural concrete used
in this project shall be Class "D" concrete having a minimum compressive strength of not less
than 3,000 pounds per square inch at 28 days and all plain concrete shall be Class 7" having
a minimum compressive strength of not less than 2,500 pounds per square inch at 28 days.
28-8 MATERIALS.
Unless otherwise provided herein, noted on drawings or approved in writing by the
Engineers, all material used in concrete work shall conform to the following specifications.
A. CEMENT:
1. Portland cement shall conform to Specifications for Portland Cement
ASTM C-150 and shall be Type I.
2. When high early strength concrete is called for, use Type III.
B. ADMIXTURES:
1. Except as noted on the drawings, all structural and plain concrete to be
used on this project shall contain an approved air entraining agent
conforming to "Specifications for Air Entraining Admixtures for Concrete"
(ASTM C-260). The admixture shall be used and dispensed according to
the recommendations of the manufacturer.

2&6
concrete- General 286
2. Except as noted on the drawings, all structural and plain concrete to be
used on this project shall contain an approved water -reducing
admixture. The water -reducing admixture shall be composed
essentially of water soluble reacting products of an amine and an
organic acid or a hydroxylated polymer, and shall not contain
lignosulfonic acid, its derivatives or calcium chloride. The admixture
shall be supplied in liquid, ready -to -use form and shall be used and
dispensed according to the recommendations of the manufacturer.
The water reducing admixture shall meet the performance
requirements of ASTM C-494, "Standard Specifications for Chemical
Admixtures for Concrete."
3. Due to special construction conditions, the Contractor may request
permission from the Engineers to use a retarding agent in his concrete.
Such request shall be made in writing and approval received from the
Engineers in writing before any retarding agents are used. Such
approval shall not relieve the Contractor from any responsibility under
the Contract. The retarding admixture shall be composed essentially of
a complex amine salts of hydroxylated carboxylic acid or a hydroxylated
polymer and shall not contain lignosulfonic acid, its derivatives or
calcium chloride. The admixture shall be supplied in liquid, ready -to -
use form and shall be used and dispensed according to the
recommendations of the manufacturer.
4. Other admixtures, if approved by the Engineers, shall conform to
appropriate ASTM Standards.
C. AGGREGATES:
1. Concrete aggregates shall conform to Specifications for Concrete
Aggregates (ASTM C-33). Aggregates failing to meet these requirements
but producing concrete of required quality as shown by special test or
actual service may be used where authorized by the Engineers. (See
Table 1, Grading of Fine and Coarse Aggregate for Concrete.)
2. The maximum size of the aggregate shall be not larger than 1/5 of the
narrowest dimension between sides of the forms within which the
concrete is to be cast nor larger than 3/4 of the minimum clear spacing
between reinforcing bars, or between reinforcing bars and forms. For
unreinforced slabs, the maximum size of aggregate shall not be larger
than 1/3 of the slab thickness.
D. MIXING WATER: Preferably, water used in mixing concrete shall be fresh, clean
and potable. Nonpotable water may be used if mortar cubes made with the
water in question have 7 and 28-day strengths equal to those of companion
specimens in which potable water was used.

28-7 Concrete -General
28.9 CONCRETE QUALITY.
28-7
A. ALLOWABLE STRESSES: The allowable stresses for the design of the structures
are based on the specified 28-day compressive strength of the concrete, or on
the specified compressive strength at the earlier age on which the concrete may
be expected to receive its full load. The strength of concrete, at 28 days, for
which all parts of the structures were designed, unless shown otherwise on the
drawings, is 3,000 psi.
B. WATER -CEMENT RATIO: The proportioning of materials shall be based on
requirements for a plastic and workable mix. When no preliminary tests of the
materials to be used are made, the water -cement ratio shall not exceed, nor
shall the cement content be less than that given in Table 2 for the class of
concrete specified. The water in the aggregate must be included in the quantity
specified and subtracted from the amount added to the mixture. It shall be
measured by methods satisfactory to the Engineers which will give results within
one (1) pound for each one hundred (100) pounds of aggregate. Moisture
determination shall be made on representative samples at least once each day
and at such other times as the appearance of the aggregate of the mixed
concrete indicates a change in moisture content.
C. PROPORTIONS FOR CONCRETE MIX: The determination of the proportions of
cement, aggregate and water to attain the required strengths shall be made by
one of the following methods:
1. Method 1 - Without Preliminary Tests: When no preliminary strength
tests of the concrete to be used are made, the water cement ratio shall
not exceed the values in Table 2.
2. Method 2 - With Preliminary Tests and/or Field Data: Water cement
ratios other than those shown in Table 2 may be used when the strength
of the concrete is to be established by tests. Test specimens shall be
made before beginning operations, using the consistencies suitable for
the work and in accordance with ASTM Method of Making and Curing
Concrete Compression and Flexure Test Specimens in the Laboratory
(ASTM C-192). Tests shall be conducted according to ASTM Method of
Test for Compressive Strength of Molded Concrete Cylinders (ASTM C-
39). A curve shall be established to represent the relationship between
the water cement ratio and the minimum 28-day compressive strength or
earlier strength at which the concrete is to receive its full working load.
The range of values on the curve shall include all the compressive
strengths called for on the drawings. The curve shall be established by at
least three points, each point denoting average values from at least four
test specimens. The water cement ratio shall correspond to a strength
sufficiently high as to ensure that none of the strength tests shall have
values less than the specified strength. Method 3-ACI 318-71 coefficient
of variation report with appropriate over design.

28-8 Concrete -General 288
D. CONCRETE CONSISTENCY: The proportions of the concrete shall produce a
mixture that will work readily, with the placement method used, into the corners
and angles of the forms and around reinforcement. Segregation of materials in
the mixture shall not be permitted nor the collection of excess free water on the
surface.
28-10 CONCRETE TOPPINGS.
A. FLOOR TOPPING: The floor topping indicated on the drawings shall be
proportioned in accordance with Paragraph 1140 (f), 'Two -Course Heavy -Duty
Topping (deferred placement)" of the ACI Specifications.
B. ROOF TOPPING: The roof topping indicated on the drawings shall be
proportioned to produce a minimum compressive strength of 3,000 psi at 28
days, and shall be of a consistency to permit placement to the slopes required
for drainage of the roof.
28-11 EXPANSION JOINT FILLER FOR 1/2" EXPANSION JOINT W/O WATERSTOPS.
Use bituminous impregnated, preformed type conforming to ASTM D-994. Provide joint
filler between all horizontal concrete surfaces and vertical surfaces, unless otherwise noted on
the drawings. Joints shall be sealed with 3/4" depth of sealer acceptable to the Engineer.
28-12 DUSTPROOFING HARDENER.
A. For all interior concrete floor surfaces to be left permanently exposed to view,
apply a two -coat treatment of "Clearbond" manufactured by Guardian Chemical
Company, "Lapidolith" manufactured by A. C. Horn Co., or equal. Remove all
foreign_ materials, including mortar, paint, etc., to prevent any foreign materials
from showing through the finished surface.
B. One coat shall be applied upon completion of curing of the slab and one coat
applied after final painting and other finishes are complete. The final result shall
be a transparent appearance which, when subjected to an abrasion test made
with a stiff wire brush, shall not dust but shall polish without showing abrasion.
2843 CONCRETE CURING PAPER.
Where curing paper is selected for final curing of flatwork, Sisalkraft "Orange Label,"
Ludlow Papers, Inc., "Scuf-Champ," "Glas-Kraft" Grade A, or equivalent concrete curing paper
conforming to ASTM C-171, Type I, shall be used.
28-14 MEMBRANE -FORMING CURING COMPOUND.
Liquid membrane -forming curing compounds shall be wax free resin type capable of
retaining 95% of the moisture for the specified curing period and shall conform to ASTM C-309,
Type I, and shall contain a red fugitive dye. Curing compound applied to surfaces to be

28-9 Concrete - General 28-9
left permanently exposed to view shall not cause permanent discoloration or otherwise
adversely affect the appearance of these surfaces. Curing compounds shall not be used on
surfaces to receive hardeners or otherfinishes.
28-15 NONSHRINK GROUT.
A. All column base plates and all equipment base plates shall be grouted with
nonshrink grout, whether called for or not on the drawings.
B. Nonshrink grout used for grouting column base plates and equipment base
plates shall be non -catalyzed metallic aggregate grout capable of developing full
strength without vertical confinement, and requiring no cutting or capping of
shoulders. It also shall be used at a self -leveling (fluid) consistency.
C. If nonmetallic nonshrink grout is required by the Engineers for special
applications, it must be capable of developing full strength without vertical
confinement and require no cutting or capping of shoulders. It also shall be
used at a self -leveling (fluid) consistency.
28-16 NONSLIP AGGREGATE:
Concrete surfaces to receive a "Nonslip Finish" shall receive a "dry shake" application of
crushed ceramically bonded aluminum oxide abrasive particles. The material shall be pre-
mixed by the manufacturer and applied as recommended by the manufacturer.
28-17 STONE FILL UNDER SLABS -ON -GRADE.
A minimum thickness of 4" of N.C. Department of Transportation, Division of Highways
Standard Size No. 5 stone shall be provided under all slabs on grade within the building lines
and at other locations noted on the drawings.
28-18 VAPOR BARRIER UNDER SLABS -ON -GRADE.
"Moistop," manufactured by American Sisalkraft Corporation, 'Ply -Bar Plus"
manufactured by Glas-Kraft, Inc., "Sealtight Premoulded Membrane" by W. R. Meadows, Inc., or
equal conforming to the requirements of ASTM E-154, shall be provided under all slabs on
grade within the building lines and at other locations noted on the drawings.
PART III - EXECUTION
28.19 PREPARATION OF EQUIPMENT.
A. Before placement, all equipment for mixing and transporting the concrete shall
be cleaned and all debris and ice shall be removed from the places to be
occupied by the concrete. Forms shall be thoroughly wetted (except in freezing
weather) or oiled, and masonry filler units that will be in contact with concrete
shall be well drenched (except in freezing weather). The reinforcement shall be
thoroughly cleaned of ice, dirt, rust, scale or other coatings.

28-10 Concrete -General 28-10
B. Water shall be removed from place of deposit before concrete is placed unless
otherwise permitted by the Engineers. All laitance and other unsound material
shall be removed from hardened concrete by sand blasting, chipping or wire
brushing before additional concrete is added.
28-20 INSPECTION.
After the reinforcing steel is in place and all formwork completed, and at least 24 hours
before placing concrete, the Contractor shall notify the Engineers that the work is ready for his
inspection. The Engineers will then inspect the work. The Contractor shall have capable men
on the job who shall assist the Engineers in inspecting the work and who shall make all
changes in the work required by the Engineers prior to placing concrete. No concrete shall be
placed except when the Engineers are on the job and have approved the work and authorized
the placing of the concrete.
28-21 STORAGE OF MATERIALS.
Cement and aggregates shall be stored in such a manner as to prevent deterioration or
intrusion of foreign matter. Liquid admixtures shall be protected from freezing and from
settling out of solution. Any deteriorated or damaged material shall not be used for concrete.
28-22 MIXING.
A. Ready -mixed concrete shall be mixed and delivered in accordance with
Specifications for Ready -Mixed Concrete (ASTM C-94).
B. For job -mixed concrete, the mixer shall be rotated at a speed recommended by
the manufacturer. Each batch of one cubic year or less shall be mixed for at
least one minute after all materials are in the mixer. The mixing time shall be
increased 15 seconds for each additional cubic yard or fraction thereof. The
entire batch shall be discharged before the mixer is recharged. If job -mixed
concrete is used, all equipment and methods of mixing employed must be
approved by the Engineers.
28-23 CONVEYING.
A. Concrete shall be conveyed from the mixer to the place of final deposit by
methods that will prevent separation or loss of materials.
B. Equipment for chuting, pumping and pneumatically conveying concrete shall be
of such size and design as to ensure a practically continuous flow of concrete at
the delivery end without separation of materials.
28-24 PLACING.
A. Concrete shall be deposited as nearly as practicable in its final position to avoid
segregation due to rehandling or flowing. Unless approval is granted by the
Engineers, concrete shall not be dropped more than 3'. Chutes or "elephant
trunks" shall be used to deposit concrete for drops greater than 3'. The

28-11 concrete - General 28-11
placing of concrete shall be carried on at such a rate that concrete is at all times
plastic and flows readily into the spaces between the bars. No concrete that has
been contaminated by foreign material shall be used, nor shall retempered
concrete be used unless approved in writing by the Engineers.
B. When placing is once started, it shall be carried on as a continuous operation
until placement of the panel or section is completed. When construction joints
are necessary, they shall be made in accordance with "Construction and
Expansion Joints," as hereinafter specified.
C. All concrete shall be thoroughly consolidated by suitable means during
placement. It shall be thoroughly worked around reinforcement and embedded
fixtures and into the corners of the forms.
28-25 WATERTIGHT STRUCTURES.
All concrete structures shall be made watertight. The Contractor shall use all means
necessary to produce structures that are absolutely watertight against hydraulic pressure both
from inside and from outside. Concrete walls, etc. that show seepage or damp spots will not be
accepted until this condition is corrected. No waterproofing ingredients shall be added to the
concrete mix unless approved by the Engineers. Should contraction cracks occur in the
concrete work, the Contractor shall make such repairs as necessary to produce a watertight
structure. The Contractor shall lap all splice bars in temperature and structural reinforcement
not less than 40 diameters.
28-26 COLD WEATHER REQUIREMENTS.
A. Adequate equipment shall be provided for heating concrete materials and
protecting concrete during freezing or near freezing weather. No frozen
materials or materials containing snow or ice shall be used.
B. All reinforcement, form, fillers and ground with which the concrete is to come in
contact shall be free from snow and ice. Whenever the temperature of the
surrounding air is below 40°F, all concrete placed in the forms shall have a
temperature of 40OF or higher after placement. Adequate means shall be
provided for maintaining this temperature for 4 days. When high early strength
concrete is used, a temperature of at least 45OF shall be maintained for 3 days.
In either case, any additional time necessary to ensure proper curing of the
concrete shall be provided as directed by the Engineers. The housing, covering
or other protection used in connection with curing shall remain in place and
intact at least 24 hours after the artificial heating is discontinued. No salt or
other devices shall be used for the prevention of freezing.
28-27 HOT WEATHER REQUIREMENTS.
A. In hot weather, suitable precautions shall be taken to avoid drying of the
concrete prior to finishing operations. Use of windbreaks, sunshades, fog sprays
or other devices shall be provided as directed by the Engineers.

28-12 Concrete - General 28-12
B. Concrete deposited in hot weather shall not have a placing temperature that will
cause difficulty from loss of slump, flash set, or cold joints. Concrete
temperature shall be less than 90OF unless higher temperatures are permitted
by the Engineers.
28-28 CONDUIT, PIPES, ETC., EMBEDDED IN CONCRETE.
A. Conduits, pipes, sleeves, etc., with the outside diameter not exceeding 1/3 the
thickness of concrete and spaced not closer than 3 diameters on center may be
placed in the center of slabs, walls, beams, columns, etc., unless approved by
the Engineers. Concrete covering shall be not less than 1" and preferably 2".
B. Piping carrying liquid, air, gas, etc., shall be tested immediately prior to placing
concrete and again after concrete has attained its designed strength.
28-29 CONCRETE PROTECTION FOR REINFORCEMENT.
A. The reinforcement shall be protected by the thickness of concrete indicated in
the drawings. Where not otherwise shown, the thickness of concrete over the
reinforcement shall be as follows:
1. Where concrete is deposited against the ground without the use of forms
- not less than 3".
2. Where concrete is exposed to weather or to the ground but placed in
forms - not less than 2".
3. In slabs and walls not exposed to the ground or to the weather - not less
than 3/4".
4. In beams, girders and columns not exposed to the ground or to the
weather- not less than 11/2".
5. In all cases - at least equal to the diameter of the bars.
B. Exposed reinforcing bars intended for bonding with future extensions shall be
protected from corrosion by concrete or other adequate covering.
2830 CONSOLIDATION.
A. All concrete shall be consolidated by the use of mechanical vibrators operated
by experienced workmen under competent supervision. Supplement vibrating
by spading and rodding. No forking or raking shall be permitted. Vibrators and
consolidation shall conform to the requirements of ACI-609.
B. Where the drawings require concrete fill to be placed in concrete masonry units,
cavity walls or other similar locations where proper placement and consolidation
cannot be made, the concrete may be proportioned with 3/8" maximum
aggregate size and the maximum slump increased to 8", provided the minimum

strength requirements are maintained.
28-13 Concrete -General
28-31 GROUTING.
28-13
A. In concrete columns, walls and where conditions impair consolidation of
concrete, or where reinforcement is congested, the Contractor shall first deposit
in the forms, batches of grout containing proportions of one part cement to two
parts of concrete sand with sufficient water for workability to a depth of at least
3".
B. The Contractor shall provide nonshrink grout under all column bases and beam
bearings on masonry or concrete, whether or not called for on the drawings.
28-32 SLABS -ON GRADE WITHIN BUILDING LINES.
A. Prior to placing reinforcement, the grade shall be prepared, the fill and stone
base materials compacted and the vapor barrier, keyways, joint material and
other imbedded items placed as required by the drawings and other Sections of
the Specifications.
B. The vapor barrier shall be placed by lapping all edges a minimum of 4" and
sealing continuously with an approved roofing mastic, waterproof tape or
equivalent material. Seal around all piping and other openings through the
vapor barrier and turn up edges 2" minimum at the walls and other vertical
surfaces.
C. Screed chairs or other objects shall not be permitted to damage or penetrate the
vapor barrier or waterproofing membrane. Buggy runways shall be used where
concrete is required to be transported over the vapor barrier or waterproofing
- membrane. Screeds may be set in mounded concrete in lieu of screed chairs.
28-33 CONSTRUCTION JOINTS AND 1" EXPANSION JOINTS.
A. Joints not indicated on the drawings shall be so made and located as to impair
least the strength of the structure. Where a joint is to be made, the surface of
the concrete shall be thoroughly cleaned and all laitance removed by sweeping
the top of the joint with a stiff broom just before the concrete becomes
thoroughly hard. No such joints shall be made without first obtaining the
permission of the Engineers in writing.
B. A delay until the concrete is no longer plastic in columns or walls (generally, at
least 2 hours) must occur before concrete is placed in the beams, girders or
slabs to be supported. Beams, girders, brackets, column capitals and haunches
shall be considered as part of the floor system and shall be placed integrally with
it.
C. Construction joints in floors shall be located near the middle of the spans of
slabs, beams or girders. If a beam intersects a girder at this point, the joint in
the girder shall be offset a distance equal to twice the beam width and adequate
shear reinforcement provided.

28-14 Concrete - General 28-14
D. Provision shall be made at expansion and construction joints to prevent water
leakage. All construction joints shall have a minimum 1/8" by 8" wide steel
plate waterstops continuous for the full length of the joint, embedded on each
side of the joint as required by the drawings. When the waterstop exceeds 15"
in width, it shall be 3/16" steel plate. A construction joint keyway shall have a
width of at least 1/3 of the wall width. The ratio of depth to width of a
construction joint keyway shall be at least 1/2. Joints at intersection and at
ends of steps shall be welded to form continuous waterstop. Expansion joints
shall have a continuous strip of 3/8" polyvinyl plastic or synthetic rubber (SBR),
9" wide, embedded 4" into the concrete on each side of the joint and having a
3/4" bulb to form a bellows in the center such as Type 7C as manufactured by
Servicised Products Corporation, type SS.7 large "0" as manufactured by Saf-T-
Grip Specialties or equal.
E. Each piece of waterstop shall be of maximum practicable length in order that
the number of end joints will be held to a minimum.
F. Joints at intersections at ends of pieces shall be made in the manner most
appropriate to the material being used. Joints shall develop effective
watertightness fully equal to that of the continuous waterstop material and shall
develop not less than 50% of the mechanical strength of the parent section.
G. In expansion joint construction, in connection with the waterstop, use an
approved premolded expansion joint filler 1" thick conforming to ASTM D-1752-
67, Type I. In expansion joint construction, the outermost 1/2" of the joint shall
be filled with an approved two component polyurethane joint sealing compound
for horizontal joints. Caulk vertical joints with an approved nonsag two
component polysulfide that shall be suitable for use in potable water supplies
with EPA and State approval. Expansion joints shall be provided as shown on
the drawings and as approved by the Engineers.
28-34 PATCHING CONCRETE.
A. PATCHING:
1. If any concrete work is not formed as shown on the drawings or if, for any
reason, is out of alignment or level or shows a defective surface, it shall
be considered as not conforming with the intent of these Specifications
and shall be removed from the job by the Contractor at his expense,
unless the Engineers grant permission to patch the defective area.
Permission to patch any such areas shall not be considered a waiver of
the Engineers' right to require complete removal of the defective work if
the patching does not, in their opinion, satisfactorily restore the quality
and appearance of the surface.
2. Immediately after removing forms, all concrete surfaces shall be

inspected and any poor joints, voids, stone pockets or other defective
areas permitted by the Engineers to be patched and all the holes shall at
once be patched before the concrete is thoroughly dry. Defective areas
shall be chipped away to a depth of not less than 1" with the edges
28-15 Concrete -General 28-15
perpendicular to the surface. Such areas are to be patched and a space
at least 6" wide entirely surrounding them shall be wetted to prevent
absorption of water from the patching mortar. The defective areas shall
be patched with a mortar containing a special bonding agent mixed and
applied in accordance with the manufacturer's instructions. The mortar
shall be made of the same material and of the same proportions as used
for the concrete except that the coarse aggregate shall be omitted. The
amount of water used in mixing the mortar shall be as little as consistent
with the requirements of handling and placing.
3. The mortar shall be thoroughly compacted into place and screeded off so
as to leave the patch slightly higher than the surrounding surface. It shall
then be left undisturbed for a period of one to two hours to permit initial
shrinkage before being finally finished. The patch shall be finished in
such a manner as to match the adjoining surface.
28-35 PROPRIETARY PATCHES.
If approved or required, proprietary compounds for adhesion or as patching ingredients
may be used in lieu of or in addition to the foregoing patching procedures. Such compounds
shall be used in accordance with the manufacturer's recommendations.
2836 FINISHES.
The finishing of concrete work shall be in accordance with Chapters 10 and 11 of the
ACI Specifications.
A. At the completion of consolidation of the concrete, the tops of all footings, pile
caps and grade beams shall be floated to a level and place surface with wood or
metal floats.
B. Exterior formed surfaces to be left permanently exposed to view shall receive a
"Smooth Rubbed Finish"
C. Exterior flatwork shall receive a "Broom Finish."
D. Exterior and interior concrete steps except those with abrasive nosing, exterior
slabs, platforms and landings and interior and exterior ramps shall receive a
"Nonslip Finish" of approved ceramically bonded aluminum oxide abrasive
particles.
E. Interior flatwork to receive terrazzo, concrete topping or other cementitious
finish applications shall receive a "Scratched Finish."
The floor topping indicated on the drawings shall be placed in accordance with

Paragraph 1104(f), "Two Course Heavy Duty Topping (deferred placement)" of
the ACI Specifications.
G. All other interior flatwork shall receive a "troweled finish."
28-16 Concrete -General 28-16
28-37 CURING AND PROTECTION.
A. Provisions shall be made for maintaining concrete in a moist condition for a
period of at least 7 days after placement. For high early strength concretes,
however, moist curing shall be provided for at least the first 3 days when
concrete and air temperatures are above 50°F; longer periods of curing shall be
required when temperatures are below 50°F.
B. All concrete shall be cured by one or more methods specified in Chapter 12 of
the ACI Specifications. Membrane forming curing compounds shall not be used
on any surfaces against which additional concrete or other cementitious
finishing materials are to be bonded.
C. Waterproof curing paper shall be used for final curing of flatwork only. When
selected for final curing, the paper shall be placed as follows:
1. Unroll curing paper over the entire surface to be cured. Lap ends and
edges a minimum of 4" and seal continuously with masking or pressure
sensitive tape and provide sufficient weights over paper to prevent
separation from concrete surface.
2. Curing paper shall be used for curing purposes only one time.
D. Additional care shall be exercised in. protecting and curing the concrete topping
to prevent rapid loss of moisture at any time during and immediately after the
curing period.
28-38 FIELD QUALITY CONTROL
A. TESTING:
1. Routine testing of materials and concrete for compliance with the
Specifications shall be the responsibility of the Contractor. The
Contractor shall be responsible for taking, handling, transporting and
curing of concrete samples.
2. Six cylinders shall be molded from each sample of concrete for
compressive strength tests. Two specimens shall be tested at 7 days
and two specimens tested at 28 days, and two spares to be tested in
case of low 28-day breaks.
B. FAILURE TO MEET STRENGTH REOUIREMENTS:
1. If strength tests fail to meet the minimum requirements of the Engineers,
the concrete represented by such tests shall be considered questionable
and shall be subject to further testing at the expense of the Contractor.
2. Additional tests of questionable concrete shall be conducted at the

expense of the Contractor in accordance with "Methods of Securing,
Preparing and Testing Specimens from Hardened Concrete for
Compressive and Flexural Strengths" (ASTM C-42).
28-17 Concrete -General 28-17
3. Additional tests of the hardened concrete may be required by the
Engineers even though the requirements of the Specifications are met
when, in their opinion, there is cause for concern over the adequacy of
the structure.
4. If core tests fail to demonstrate strengths adequate for the intended
purpose of the member of members in question, as determined by the
Engineers, or if the failure to meet specified strength requirements
occurred in members from which it is impracticable to secure test
specimens by the method of ASTM C-42, load tests shall be conducted
and their results evaluated in accordance with Chapter 2 of 'Building
Code Requirements for Reinforced Concrete" (ACI-318).
C. FIELD REVIEW BY THE ENGINEERS:
1. The Contractor shall give ample notice to the Engineers prior to placing
concrete to permit field review of the general construction work as well
as mechanical, electrical and other work to be incorporated in the
concrete.
2. The Contractor shall afford the Engineers whatever casual labor,
platforms, ladders or other access as may be required for proper field
observation of the concrete work.
3. Field review of the work by the Engineers shall in no way relieve the
Contractor of his responsibility to furnish materials and workmanship in
full compliance with the drawings and Specifications.
END OF SECTION 28.

28-18 Concrete -General 28-18