SW8040346_HISTORICAL FILE_20050112

F_ STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 Q�i 0 3 4�o
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DATE
2U05 0112
YYYYMMDD
t—t

Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
January 12, 2005
Mr. Larry Faison, Manager
Town of Swansboro
502 Church Street
Swansboro, NC 28584
Subject: Stormwater Permit No. SW8 040346
WWTP Improvements
Low Density Project with a Curb Outlet System
Onslow County
Dear Mr. Faison:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Town of Swansboro WWTP Improvements on December 22, 2004. Staff
review of the plans and specifications has determined that the project, as proposed, will
comply with the Storrriwater Regulations set forth in Title 15A NCAC 2H.1000. We are
forwarding Permit No. SW8 040346 dated January 12, 2005, for the construction of the subject .
project.
This permit shall be effective from the date of issuance until rescinded and shall be subject to
the conditions and limitations as specified therein, and does not supercede any other agency
permit that may be required.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact either Linda Lewis or me at [phone].
Sincerely,
Rick Shiver
Regional Supervisor
Surface Water Protection Section
RSS/arl: S:\WQS\STORMWAT\PERMIT\040346.jan05
cc: W. Landon Younce, Green Engineering
Town of Swansboro Building Inspections
Linda Lewis
cWiIffW gton-Regional-Office
Central Files
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877-623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet h2oencstalenc.us
An Equal Opportunity/Affirmative Action Employer —50°/ Recycled/10 h Post Consumer Paper
NorthCarolina
Natima!!y

State Stormwater Management Systems
Permit No. SW8 040346
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
LOW DENSITY DEVELOPMENT WITH A CURB OUTLET SYSTEM
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules and Regulations
PERMISSION IS HEREBY GRANTED TO
Town of Swansboro
WWTP Improvements
Old Hammocks Road, Onslow County
FOR THE
construction, operation and maintenance of a 25% low density development with a curb
outlet system in compliance with the provisions of 15A NCAC 2H .1000 (hereafter
referred to as the "stormwater rules') and the approved stormwater management plans
and specifications, and other supporting data as attached and on file with and approved
by the Division of Water Quality and considered a part of this permit.
The Permit shall be effective from the date of issuance until rescinded and shall be
subject to the following specific conditions and limitations:
I. DESIGN STANDARDS
The project is permitted for a maximum of 126,146 square feet of built -upon
area, as defined by the stormwater rules, and as indicated in the approved plans.
The overall tract built -upon area percentage for the project must be maintained
at 25%, per the requirements of Section .1005 of the stormwater rules.
3. This project proposes a curb outlet system. Each designated curb outlet swale or
100' vegetated area shown on the approved plan must be maintained at a
minimum of 100' long, maintain 5:1 (H:V) side slopes or flatter, have a
longitudinal slope no steeper than 5 /o, carry the flow from a 10 year storm in a
non -erosive manner, and maintain a dense vegetated cover.
4. No piping shall be allowed except those minimum amounts necessary to direct
runoff beneath an impervious surface such as a road or under driveways to
provide access to lots.
5. Runoff conveyances other than the curb outlet system swales, such as perimeter
ditches, must be vegetated with side slopes no steeper than 3:1 (H:V).
6. Approved plans, calculations, and specifications for projects covered by this
permit are incorporated by reference and are enforceable parts of the permit.
Page 2 of 5

State Stormwater Management Systems
Permit No. SW8 040346
It. SCHEDULE OF COMPLIANCE
Curb outlet swales, vegetated areas and other vegetated conveyances and filters
shall be constructed in their entirety, vegetated, and be operational for their
intended use prior to the construction of any built -upon surface, per the approved
plans
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the swales or other vegetated conveyances will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to operate the permitted stormwater management systems at
optimum efficiency to include:
a. Inspections
b. Sediment removal.
C. Mowing, and revegetating of the side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Cleaning and repair of catch basin grates, flumes, piping, flow spreader
mechanism and vegetated filter.
4. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign of, regrading of, or addition to the approved amount of
built -upon area or to the drainage area.
e. Further subdivision, acquisition or sale of the project area. The project
area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, piping, or altering any vegetative conveyance shown on the
approved plan.
5. The Director may determine that other revisions to the project should require a
modification to the permit.
6. The permittee is responsible for verifying that the proposed built -upon area does
not exceed the allowable built -upon area.
7. The permittee must certify in writing that the project's stormwater controls, and
impervious surfaces have been constructed within substantial intent of the
approved plans andspecifications. Any deviation from the approved plans must
be noted on the Certification. The permittee shall submit the Certification to the
Division within 30 days of completion of the project.
8. The permittee shall submit all information requested by the Director or his
representative within the time frame specified in the written information request.
9. The project covered by this permit will maintain a minimum 30 foot wide
vegetative buffer between all impervious areas and surface waters.
10. All roof drains must terminate at least 30' from the Mean High Water mark.
11. Alteration of the drainage as shown on the approved plans may not take place
without the concurrence of the Division of Water Quality.
Page 3 of 5

State Stormwater Management Systems
Permit No. SW8 040346
12. The maximum built -upon area is 126,146 square feet. This allotted amount
includes any built -upon area constructed within the lot property boundaries, and
that portion of the right-of-way between the front lot line and the edge of the
pavement. Built upon area includes, but is not limited to, structures, asphalt,
concrete, gravel, brick, stone, slate, coquina, driveways, and parking areas, but
does not include raised, open wood decking, or the water surface of swimming
pools.
13. Filling in, piping or altering any 3:1 vegetated conveyances (ditches, swales, etc.)
associated with the development except for average driveway crossings, is
prohibited by any persons.
14. Filling in, piping or altering any designated 5:1 curb outlet swale or vegetated
area associated with the development is prohibited by any persons.
15. Each designated curb outlet swale or 1 00'vegetated area shown on the
approved plan must be maintained at a minimum of 100' long, maintain 5:1 (H:V)
side slopes or flatter, have a longitudinal slope no steeper than 5%, carry the
flow from a 10 year storm in a non -erosive manner, and maintain a dense
vegetated cover.
16. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
17. Prior to transfer of ownership, the swales must be inspected and determined to
be in compliance with the permit. Any deficiencies will be repaired or replaced
prior to the transfer.
III. GENERAL CONDITIONS
Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to an enforcement action by the Division of Water Quality,
in accordance with North Carolina General Statutes 143-215.6A to 143-215.6 .
2. The permit issued shall continue in force and effect until revoked or terminated.
3. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance, or
termination does not stay any permit condition.
4. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules, and regulations contained in Title 15A of the North
Carolina Administrative Code, Subchapter 2H.1000; and North Carolina General
Statute 143-215.1 et. al.
5. The permit is not transferable to any person or entity except after notice to and
approval by the Director. The Director may require modification or revocation and
reissuance of the permit to change the name and incorporate such other
requirements as may be necessary. A formal permit transfer request must be
submitted to the Division of Water Quality accompanied by the appropriate fee,
documentation from both parties involved, and other supporting materials as may
be appropriate. The approval of this request will be considered on its merits, and
may or may not be approved. The permittee is responsible for compliance with
all the terms and conditions of this permit until the Division approves the permit
transfer.
Page 4 of 5

State Stormwater Management Systems
Permit No. SW8 040346
6. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances imposed by other
government agencies (local, state and federal) which have jurisdiction. If any of
those permits or approvals result in revisions to the plans, a permit modification
must be submitted.
The permittee grants permission to DENR Staff to enter the property during
normal business hours for the purposes of inspecting the stormwater control
system and it's components.
The permittee shall notify the Division of Water Quality of any name, ownership
or mailing address changes within 30 days.
Permit issued this the 12th day of January 2005.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
�4----------
U Alan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 5

OFFICE USE ONLY
Date Received
Fee Paid
Permit Number
D - — a db ci
Od /DI ) (u
State of North Carolina �8 04034&
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may he photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name(specify the name of the corporation, individual, etc. who owns the project):
Town of Swansboro
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
David R. Walker - Interim Manager, Town of Swansboro
3. Mailing Address for person listed in item 2 above:
502 Church Street
City: Swansboro State: N.C. Zip: 28584
Telephone Number: [phone] Fax Number: [phone]
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
Wastewater Treatment Plant Improvements - Town of Swansboro
5. Location of Project (street address):
SR 1512 (Old Hammocks Road), SR 1432 (Parker Town Road)
City: Swansboro County: Onslow County
6. Directions to project (from nearest major intersection):
Approximately 0.25 miles southeast of the intersection of SR 1511 and SR 1512 at the Town of '
Swansboro WWTP site and also northeast of the intersection of SR 1432 and SR 1744.
7. Latitude: 34' 40'56", 34" 43'44" Longitude: 77' 08'34", 77°.12'32" of project
8. Contact person who can answer question about the project:
Name: W. Landon Younce, E.l. Telephone Numbers: [phone]
it. PERMIT INFORMATION:
1. Specify whether project is (check one): New Renewal X Modification
Page 1 of 4
From SWU-101 Version 3.99

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number Vq99M and its issue date (if known) June 21, 2002
3. Specify the type of project (check one):
V Low Density High Density Redevelop General Permit * other
4. Additional Project Requirements (check applicable blanks):
X CAMA General X Sedimentation/Erosion Control X 404/401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748,
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater is currently routed to an existing stonnwater collection system serving the WWTP site.
2. Stormwater runoff from this project drains to the White Oak River basin.
3. Total Project Area: 16.3, 210.8 acres
5. How many drainage areas does the project have?
4. Project Built Upon Area: 8,33, 0.73 %
2
6. Complete the following information for each drainage area. If there are more that two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Fosters Creek
Pasture Branch
Receiving Stream Class
SC
SA; HQW
Drainage Area
709,885 s.f.
9,183,300 s.f.
Existing Impervious ' Area
43,340 s.f.
56,373 s.f.
Proposed Impervious ' Area
15,757 s.f.
10,676 s.f.
% Impervious' Area total
8.33%
0.73%
Impervious * Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings
3,713 s.f.
300 s.f.
On -site Streets
50,561 s.f.
66,749 s.f. ravel drive
On -site Parkin
—
—
On -site Sidewalks
4,823 s.f.
—
Other on -site
—
—
Off -site
—
—
Total: 59,097 s.f.
Total: 67,049 s.f.
'Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Page 2 of 4
Form SWU-101 Version 3.99

7. How was the off -site impervious area listed above derived? N/A - offsite area is undeveloped
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a
table listing each lot number, size and the allowable built -upon area for each lot must be provided as an
attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit
number as issued by the Division of Water Quality. These
covenants may not be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt gravel, concrete, brick, stone, slate or similar material but do not
include wood decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit
modification prior to construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater
control system. These connections to the stormwater control system shall be performed in a manner that
maintains the integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and
persons claming under them, that they will run with the land, that the required covenants cannot be changed or
deleted without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Page 3 of 4
Form SWU-101 Version 3.99

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality
(DWQ). A complete package includes all of the items listed below. The complete application package
should be submitted to the appropriate DWQ Regional Office.
Please indicated that you have provided the following required information by initialing in the space
provided next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details or roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers(where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): Green Engineering, P.L.L.C.
Mailing Address: 303 N. Goldsboro Street, P.O. Box 609
City: Wilson State: N.C. Zip: 27893
Phone: [phone] Fax: [phone]
Vlll. APPLICANTS CERTIFICATION
1, (print or type name of person listed in General Information, item 2) David R. Walker
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants wi recorded, at the proposed project complies with the requirements of 15A
NCAC 2H .1000 — ///► i —
Signature:
V & V / Page 4 of 4
Form SWU-101 Versio 3.99
Date:
Y.C.

December 21, 2004
North Carolina Department of Environment
and Natural Resources
Wilmington Regional Office
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Attention: Ms. Linda Lewis
Environmental Engineer I
SUBJECT: Drainage Basin Delineation
Stormwater Project No. SW8 040346
Wastewater Treatment Plant Improvements
Town of Swansboro, North Carolina
PN: E97-472.2
Dear Ms. Lewis:
�cF,1-vF-D
LDEC 2 2 2004
BY:- --
Per your request, please find attached two (2) copies of Sheet 1 of 1 — Drainage Basin
Delineation.
I trust that this information is sufficient for your continued review and approval of this
project.
If you should have any questions or require additional information, please call.
Respectfully,
W. Landorf Youn
WLY
Enclosures: As stated.
GREEN ENGINEERING, PLLC
V%WC 7TE974'R2Uvda iw hr(12-21-U)d ATER, WASTEWATER SURVEYING, PLANNING, PROJECT MANAGEMENT IW21/20041059AM
303 N GOLDSBORO ST PO BON 609 WILSON N C 12893 TEL [phone] FAX [phone] WWW GREENENGINEERING COM

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�•303 N. GOLDSBORO Bf. P.O. BOX BOB W"ON, N.C. 27893
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[Fwd: Swansboro WWTP]
Subject: [Fwd: Swansboro WWTP]
From: Linda Lewis <[e-mail]>
Date: Thu, 16 Dec 2004 09:16:06 -0500
To: Landon Younce <[e-mail]>
Landon:
Haven't heard anything back from you regarding the drainage area to the 100,
vegetated area for the subject project. I had requested that you delineate the
drainage area to the vegetated area, but you sent back only a close-up view of the
vegetated area, and a reduced size drawing that I am unable to read. I sent you the
attached email in response, but have not heard back from you.
Please send me a full size plan with the drainage areas to the curb outlet swale
and to the vegetated area delineated. I will be leaving for vacation tomorrow, and
returning on Monday, January 3, 2005. Upon receipt, I am ready to issue the permit,
however, given my vacation, it'll most likely be 2005 before this permit is issued.
Thanks,
Linda
Subject: Swansboro WWTP
From: Linda Lewis <[e-mail]>
Date: Fri, 22 Oct 2004 12:05:37 -0400
To: Landon Younce <[e-mail]>
Landon:
Thanks for the fax, but that isn't what I asked for. I need to see the entire
drainage area boundary that will drain to this vegetated area. Both sides of the
street all the way back to the high point will drain into this area.
Thanks, Linda
Swansboro WWContent-Type: message/rfc822
TP
Content -Encoding: 7bit
1 of 1 12/16/2004 9:16 AM

Swansboro WWTP
Subject: Swansboro WWTP
From: Linda Lewis <[e-mail]>
Date: Fri, 22 Oct 2004 12:05:37 -0400
To: Landon Younce <[e-mail]>
Landon:
Thanks for the fax, but that isn't what I asked for. I need to see the entire
drainage area boundary that will drain to this vegetated area. Both sides of the
street all the way back to the high point will drain into this area.
Thanks, Linda
1 of 1 12/16/2004 9:16 AM

10/22/04 FRI 11:27 FAX [phone] GREEN ENGINEERING
Cao0i
GREEN ENGINEERING, P.L.L.C.
WATER, WASTEWATER, SURVEYING, PLANNING, PROJECT MANAGEMENT
Post Office Box 609 / 303 North Goldsboro Street
Wilson, North Carolina 27893
Telephone: [phone] / Fax: [phone]
E-mail.' [e-mail]
COVER
FAX
SHEE'r
To: Ms. Linda Lewis
Company: Division of Water Quality — Wilmington Regional Office (WIRO)
Fax ff- 910-350-2004
From: W. Landon Younce, P.E. �/%� W/O No. E97-472.2
Subject: Stormwater Permit Application
Wastewater Treatment Plant Improvements —Town of Swansboro
Date: October 22, 2004 '
Pages: 2, including this cover sheet.
COMMENTS:
I
As requested, please find attached blow-up of the drainage area around the
proposed vegetated area.
If you should have any questions, please call.
Ifyou do not receive this fax entirely, please contact our office immediately.
V \Wly�af,�'Ia 2iWndulrv6 S 121-M� 1d 7Jw 1I II AM

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WWTP Swansboro
Subject: WWTP Swansboro
From: Linda Lewis <[e-mail]>
Date: Fri, 22 Oct 2004 09:54:58 -0400
To: Landon Younce <[e-mail]>
Landon:
The drainage area for the vegetated area did not come through very clear on the
fax. Can you send me a new marked up sheet with this drainage area shown?
Thanks, Linda
1 of 1 10/22/2004 9:55 AM

LO/21/04 THU 13:53 FAX [phone] _ GREEN ENGINEERING
GREEN ENGINEERING, P.L.L.C.
WATER, WASTEWATER, SURVEYING, PLANNING, PROJECT MANAGEMENT
Post Office Box 609 / 303 North Goldsboro Street
Wilson, North Carolina 27893
Telephone: [phone] / Fax: [phone]
E-mail: l.younce*,,greeneng.com
COVER
ex ST
Company: Division of Water Quality — Wilmington Regional Office (WIRO)
Fax #: [phone]
From: W. Landon Younce, P.E. /�01— W/O No. E97-472.2
Subject: Stormwater Permit Application
Wastewater Treatment Plant Improvements —Town of Swansboro
Date: October 21, 2004 .
Pages: 5, including this cover sheet.
COMMENTS:
As requested, please find attached revisions to Design Information and Drainage
Basin Delineation for the above subject project. I trust this information is helpful.
If you should have any questions, please call.
If you do not receive this fax entirely, please contact our office immediately.
V�WP)TL+9]a'RSVmda 1. fu(IC21d11 � Iv I M 11.12 n.
Z 001

SW8 040346 Swansboro WWTP Improvements
Subject: SW8 040346 Swansboro WWTP Improvements
From: Linda Lewis <[e-mail]>
Date: Thu, 21 Oct 2004 08:53:29 -0400
To: Landon Younce <[e-mail]>
Landon:
Please delineate the drainage area that will come through CB's 1L 2 and add the 100
feet of "vegetated area" that it will flow through, to the curb outlet supplement.
The rules require that the runoff flow through either a 100' swale or across 100'
of grassed area. Add the velocity calculation for this area to the swale
calculations. You can fax this information in to me at 910-350-2004.
Thanks,
Linda
1 of 1 10/21/2004 8:53 AM

July 26, 2004 . 2 R 2004
North Carolina Department of Environment
and Natural Resources
Wilmington Regional Office
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Attention: Ms. Linda Lewis
Environmental Engineer I
SUBJECT: Additional Information Requested
Stormwater Project No. SW8 040346
Wastewater Treatment Plant Improvements
Town of Swansboro, North Carolina
PN: E97-472.2
Dear Ms. Lewis:
On behalf of the Town of Swansboro, N.C. please accept the following responses to comments
received from your office on June 18, 2004:
Comment No. 1: Please either delineate all wetlands on the treatment facility site, disturbed or
undisturbed, or note on the plans that none exist.
Response No. 1: The following note has been added to revised .Sheets Cd and CS of 6: "There
are no existing wetlands on site. "
Comment No. 2: The Division no longer offers a general permit for this type of activity. Due to
the amount of proposed built -upon area, the low density option would be best
suited for this project, provided the new collection system for the proposed drive
at the treatment plant site can be removed and replaced with 5:1 curb outlet
swales. Tying into an existing piped stormwater system does not meet the intent
of low density development. In order to make this project permittable under
low density, please look at redirecting the runoff form CB's 4 and 5 toward the
southwest around the existing aerobic digester, into a 100 foot long, 5:1 side
slope grassed swale. The swale, then, could end with a flow spreader along the
existing contour, allowing the runoff to sheet flow across the natural contour
into the existing drainage outlet. For the northern drainage, (CB's 1 and 2),
please label and show the area at the end of the 18" pipe in contour, as either
swale or natural grassed area with a flow spreader. Please detail the flow
spreader and swale. If the new collection piping cannot be eliminated, please
revise the application to high density and propose a suitable engineered system
to treat the runoff.
GREEN ENGINEERING, PLLC
VdWO➢Ti91ARSWde u iwhl(74604),dMWATER, WASTEWATER SURVEYING, PLANNING, PROJECT MANAGEMENT 7126020D4 IDMAM
303 N GOLDSBORO ST PO BOX 609 WILSON N C 27893 TEL [phone] FAX 252.E 43 7489 WWW.GREENENGINEERING.COM

Ms. Linda Lewis
July 26, 2004
Page Two (2)
Response No. 2: A 5:1 side sloped grassed Swale has been added to accommodate the drainage
into Catch Basin No. 4 and No. 5. Also an energy dissipater, flow spreader, and
designated natural area have been added to the two extreme downstream ends
of the drainage improvements. Please reference Sheet C4 of 6 and Sheet D8 of
8 for revisions.
Comment No. 3: The road detail on Sheet D6 of 8 indicates that one should refer to the site plan
for the road width, however, the set of plans that was provided with the
application has no "site" plan — only an overall plan, a demolition plan, a yard
piping plan, and a grading plan. None of these plans shows the proposed road
width. Please either provide a site plan with dimensions for all of the proposed
facilities, including the road width or add the requested dimensions to one of the
aforementioned plan sheets, and submit 2 copies.
Response No. 3: As dimensioned on Sheet C4 of 6, the proposed drive will be 16 ft. wide with an
additional 2 ft. curb and gutter on each side for a total of 20 ft. back -of -curb to
back- of -curb.
Comment No. 4: Please provide the centerline elevations for the proposed street on the grading
plan, or provide a street profile.
Response No. 4: Please reference revised Sheet C4 of 6 for centerline elevations at each 50 ft.
station interval along the roadway.
Comment No. 5: Please add Highway 172 to the location map for the spray irrigation field site
plan.
Response No. 5: Sheet 1-1 of 10 has been revised to include NC. Highway 172 on the location
map at the top left hand corner of the drawing.
Comment No.6: If low density will be pursued, please complete the enclosed curb outlet
supplement, and provide swale calculations.
Response No. 6: Please find attached Curb Outlet System supplement detailing the proposed
drainage Swale. Also, please find attached drainage calculations.
V.XW09-AE974n.2Vmda ke W7-26-04)doe W261200410:58 AM

Ms. Linda Lewis
July 26, 2004
Page Three (3)
Comment No. 7: Please delineate the drainage area to each swale. You must account for all of
the runoff into the swale, both existing and proposed, if the existing runoff
cannot be rerouted around the swale.
Response No. 7: please reference revised Sheet C4 of 6 for the drainage area pertaining to
Swale No. I.
I trust that this information is sufficient for your continued review of this project.
If you should have any questions or require additional information, please call.
Respectfully,
W. Landon YouiTce, P.E.
WLY
Enclosures: As stated.
cc: Mr. Larry Faison — Manager, Town of Swansboro, North Carolina
V\W0 AE974722Vmdalew� Itr(7-26-04)doe
712N2004 1058 AM

July 16, 2004
North Carolina Department of Environment
and Natural Resources
Wilmington Regional Office
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Attention: Ms. Linda Lewis
Environmental Engineer I
SUBJECT: Request For Time Extension
Wastewater Treatment Plant Improvements
Town of Swansboro, North Carolina
PN: E97472.2
Dear Ms. Lewis:
On behalf of the Town of Swansboro, N.C., please accept this request for time extension
regarding the above subject project.
Due to comments received from your office on June 18, 2004 additional survey information is
required. I anticipate the additional information you have requested will be complete and submitted to
your office by August 2, 2004.
If you should have any questions or require additional information, please call.
Respectfully,
w+i�
ounc
W LY
Enclosures: As stated.
cc: Mr. Larry Faison — Manager, Town of Swansboro, North Carolina
GREEN ENGINEERING, PLLC
V\W09-AE474n2\1 hIWIX 7-1604)d WATER, WASTEWATER SURVEYING, PLANNING. PRO)ECT MANAGEMENT 7/IN20041042AM
303 N GOLOSBORO ST PO BON 609 WILSON N C 22893 TEL [phone] FAX [phone] WWW GREENENGINEERING.COM

07/16/04 FRI 11:13 FAX [phone] GREEN ENGINEERING
Z 001
July 16, 2004
North Carolina Department of Environment
and Natural Resources
Wilmington Regional Office
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Attention: Ms. Linda Lewis
Environmental Engineer I
SUBJECT: Request For Time Extension
Wastewater Treatment Plant Improvements
Town of Swansboro, North Carolina
PN: E97-472.2
Dear Ms. Lewis:
On behalf of the Town of Swansboro, N.C., please accept this request for time extension
regarding the above subject project.
Due to comments received from your office on June 18, 2004 additional survey information is
required. I anticipate the additional information you have requested will be complete and submitted to
your office by August 2, 2004.
If you should have any questions or require additional information, please call.
Respectfully,
�wr�
Landon ounc
1Am
Enclosures: As stated.
cc: Mr. Larry Faison — Manager, Town of Swansboro, North Carolina
GREEN ENGINEERING. PLLC
V)WCWP, 974722 n&Je O(7-1"4)do IAEER, WASTIWATER SU"E Y IN G. PLANNING, PROJECT MANAGEMENL
303 N GOLD590RO 51 PO so, L09 WIL50N N C t)B93 TEL 151 :37 5365 FAX 253 2A3 7499
7116I'1 10,42 AM
WWW GREENENGINEERIN6.COM

W ATFR
0
wsvA j
®air T
June 17. 2004
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Mr. David R. Walker, Interim Manager
Town of Swainsboro
502 Church Street
Swansboro, NC 28584
Subject: Request for Additional Information
Stormwater Project No. SW8 040346
Swansboro WWTP Improvements
Onslow County
Dear Mr. Walker:
Alan W. Klimek, P.E.,Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
--------The=Wilmington-Regional=Office=received--a=Stormwater-Management=PE- slit -Application -
for Swansboro WWTP Improvements on March 30, 2004. A preliminary review of that
information has determined that the application is not complete. The following
information is needed to continue the stormwater review:
1. Please either delineate all wetlands on the treatment facility site, disturbed
or undisturbed, or note on the plans that none exist.
2. The Division no longer offers a general permit for this type of activity. Due
to the amount of proposed built -upon area, the low density option would
be best suited for this project, provided the new collection system for the
proposed drive at the treatment plant site can be removed and replaced
with 5:1 curb outlet swales. Tying into an existing piped stormwater
system does not meet the intent of low density development. In order to
make this project permittable under low density, please look at redirecting
the runoff from CB's 4 and 5 toward the southwest around the existing
aerobic digester, into a 100 foot long, 5:1 side slope grassed swale. The
swale, then, could end with a flow spreader along the existing contour,
allowing the runoff to sheet flow across the natural contour into the
existing drainage outlet. For the northern drainage, (CB's 1 and 2), please
label and show the area at the end of the 18" pipe in contour, as either
swale or natural grassed area with a flow spreader. Please detail the flow
spreader and swale. If the new collection piping cannot be eliminated,
please revise the application to high density and propose a suitable
engineered system to treat the runoff.
The road detail on Sheet D6 of 8 indicates that one should refer to the site
plan for the road width, however, the set of plans that was provided with
the application has no "site" plan- only an overall plan, a demolition plan, a
yard piping plan, and a grading plan. None of these plans shows the
proposed road width. Please either provide a site plan with dimensions for
all of the proposed facilities, including the road width or add the requested
dimensions to one of the aforementioned plan sheets, and submit 2
copies.
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service
A4n
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] UDENK

Mr. Walker
June 16, 2004
Stormwater Application No. SW8 040346
4. Please provide centerline elevations for the proposed street on the
grading plan, or provide a street profile.
5. Please add Highway 172 to the location map for the spray irrigation field
site plan.
6. If low density will be pursued, please complete the enclosed curb outlet
supplement, and provide swale calculations.
7. Please delineate the drainage area to each swale. You must account for
all of the runoff into the swale, both existing and proposed, if the existing
runoff cannot be rerouted around the swale.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to July 17,
2004, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for.
a time -extension to the Division aTthe address and fax numberatth—etiottom of this
letter. The request must indicate the date by which you expect.to submit the required
information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
4�G �d"
Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\ADDINFO\2004\040346.jun04
cc: W. Landon Younce, Green Engineering
Linda Lewis
Page 2 of 2

North Carolina Department of Environment
and Natural Resources
Wilmington Regional Office
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Attention: Ms. Linda Lewis
Environmental Engineer I
March 29, 2004
�C�IVED _
J 14AR 3 0 2004 .
SUBJECT: Stormwater Management Permit Application
Wastewater Treatment Plant Improvements
Town of Swansboro, North Carolina
PN: E97472.2
Dear Ms. Lewis:
R2C'v , a
eQ-M.
11
3 oy3 G�
Please find enclosed for your review and approval two (2) copies of each of the following items
pertaining to the above referenced project:
• Stormwater Management Permit Application Form (one original and one copy)
• Watershed Classification Attachment
• Project Narrative
• Construction Drawings — Contracts I & 2
• Detailed Specifications
Also, please find attached one check in the amount of $420.00 to cover the application fee.
If you should have questions or require additional information, please call.
Respectfully,
W. Landon Younce, E.I.
WLY
Enclosures: As stated.
cc: Mr. David R. Walker — Interim Manager, Town of Swansboro, North Carolina
GREEN ENGINEERING, PLLC
V\W0EI E 74n NvdIILv. tr(33 4)&*ATER, WASTEWATER 5URVEYING, PLANNING, PROJECT MANAGEMENT 3@9@DO43-M PM
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MAR. 9.2004. 9:452 E
_GRM NCDENR_WIRO GRm ENGINEERING NO.818 P.2
03/04iug Lau LI- 36 ._
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
WATERSHED CLASSIFICATION ATTACHMENT
Any changes made to this form will result in the application being returned.
(IFIIS FORMMAY BE PHOTOCOPIED FOR MEAS AN O)tIGINAL)
INSTRUCTIONS:
To dctwminc the classification o(• the watcrshed(s) in which tho subject project will be Located, You are =Tlirod to
submit this form, with items 1 through 8 completed, to the appropriate Division of Water QualilY Regional Office
Water Quality Supervisor (see Page 2 of 2) prior to submittal of the application for review. At a minimum, you
must include an 8.5" by III copy of the portion of a 7.5-minute USGS Topographic Map that slk m5 the surface,
waters immediately downslope of ttte project. You must identify the location of the project and the closest
downslope surface waters (Waters for which you are requesting the on tine submitted map mpY. if the
facility is located in the Ne= River Basin, also include a mpg of the soil survey map for the pmjxl location. The
corresponding non -discharge application rray sat be submitted until this form is completed by the
appropriate regional of ke and included witb the submittal.
I. Applicants name (name of tine municipality, corporation, individual, etc.): Town of Svraesboro N C_
David R. W.*,Wcr - interim M2 AG -A -
2. Name and complete addmss of applicant: _ Tawn of Swa nthom�na
507 Church Street
City. Swaesboro Srate: _ N.C. Zaps 25W%4 __
Telephone mnnber, ( 910 ) 32644211 Facsimile number. (t) ) 326-3101
3. project name (name of the subdivision, facility or establishment, =);
WggoMw T t plant i nmvemeWs Town of SHIM1221% North Curchut
4. County where project is located Onslow Country_
3. Name(s) of ciosaet S-'r&ce waters:. Pasture Braneh. Poster's Creek
G. River basins) in Which the project is belled: tlfilre O 1Lv+r t3�s�
7, Topographic map name and date:
it. Nortil Carolina Praremional Engineer's seal, slgtanam and date:
TO: REGIONAL OFFICE WATER QUALITY SUPERVISOR
Please provide me with the chmification(s) of the Surfs¢ waters, vn' 10sw(s), and appmptiatc river buin(s) where
these aerivities will occar, as identified on the attache) reap segment:
Names) of surface waters and river basin(s):
Classification(s) (as eslabliShad by the VMCY
Proposed elassification(s), if applicable; . ,•-
River biWn buffer "Am if applicable:
Sig are of regional office perso
DW2. 3 D t{
FORM.: WSCA 10/99 Page 1 f2 _
se5,,.+.�.,rl•-

PROJECT NARRATIVE
WASTEWATER TREATMENT PLANT IMPROVEMENTS
TOWN OF SWANSBORO, NORTH CAROLINA
PN: E97-472.2
Proiect Descrintion
The Town of Swansboro is planning improvements to the existing wastewater treatment plant just
off of Old Hammocks Road (SR 1512). The purpose of this project is to provide an alternative
disposal site for treated effluent from the existing discharge into Foster's Creek as well as
upgrading plant capacity. The scope of this project is the creation of a new reclaimed water
disposal site in conjunction with improvements at the WWTP to provide reclaimed water
transport and disposal. The proposed reclaimed water sprayfield, located just north of the
intersection of SR 1744 and NC Hwy. 24, will utilize approximately 68,141 LF 2-12" Dia.
irrigation piping, one (1) 10.0 acre irrigation storage pond, one (1) irrigation pumping station and
all associated sprinklers, valves, fittings, etc. to serve the proposed sprayfield. Improvements to
the WWTP will include the addition of a new aeration basin, clarifier, UV Disinfection, sludge
holding tank, sludge pumping station, effluent pumping station, 3.0 acre 5-day holding lagoon,
and all associated piping, valves, fittings, etc. The reclaimed water transmission main from the
WWTP to the proposed spray disposal site was previously permitted under "Swansboro
Wastewater Improvements — Project No. ON-03249" issued on May 19, 2003. The total project
area is approximately 30 acres. A minimum of 3' depth cover will be maintained throughout all
reclaimed water irrigation piping installation.
Stormwater Management
The Town of Swansboro WWTP currently. utilizes a stormwater collection system. Additional
runoff created by this upgrade will be directed into that system. Most wastewater treatment
structures are of an open top design preventing any increase in surface runoff from precipitation
over these structures. Minimal impervious area will be created at the proposed reclaimed water
spraySeld. An irrigation pump station and proposed gravel driveway will be created on that site.
The majority of the sprayfield will consist of buried irrigation piping and sprinkler risers
contributing little increase to impervious area on site.
Planned Erosion and Sedimentation Control Measures
Silt Fencing — Sift Fence will be installed as shown on the construction plans or as
deemed necessary by visual inspection. This will be done by the contractor and
inspected by the engineer to ensure all sediment is properly contained.
2. Rock Check Dams — Rock Check Dams will be installed as a temporary measure
throughout the project to restrict the velocity within the disturbed roadside ditches or
channels affected thereby reducing the potential of erosion. These check dams will
also serve as temporary sediment traps and will be placed wherever necessary as
shown on the construction plans.
3. Temporary Inlet Protection — Inlet protection will be provided on all existing
drainage pipes and inlets on the project to ensure proper sediment containment.
V\W09 97472.2\&..d 03R9/Oct 954"

0
GREEM ENGINEERING

i
0

CONTRACT DOCUMENTS
WASTEWATER TREATMENT PLANT IMPROVEMENTS
PHASE II — WASTEWATER FACILITY UPGRADE
TOWN OF SWANSBORO, NORTH CAROLINA
CWB PROJECT NO. E-SRG-T-0"105
March 2004
Prepared by:
GREEN ENGINEERING, P.L.L.C.
303 North Goldsboro Street
Wilson, North Carolina 27893
[phone]
NO. E97472.2

DETAILED SPECIFICATIONS
DIVISION 1 - GENERAL REQUIREMENTS
0101 PROJECT DESCRIPTION 0101 - 1
DIVISION 2 - SITE WORK
0210
CLEARING & GRUBBING
0210 - 1- 0210 - 6
0215
DEMOLITION
0215 - 1 - 0215 - 4
0220
EXCAVATION, FILLING & GRADING
0220 -1- 0220 - 16
(INCLUDING SUBSURFACE EXPLORATION REPORT)
0240
STORM DRAINAGE
0240 - 1- 0240 - 11
0255
UNPAVED DRIVEWAYS & ACCESS ROADS
0255 - 1 - 0255 - 2
0259A
CONCRETE SIDEWALK
0259A-1-0259A-6
0268
PLAIN RIP RAP
0268 - I - 0268 - 2
0270
SEEDING & MULCHING
0270 - 1 - 0270 - 7
0271
CONTROL OF EROSION, SILTATION
0271 - 1 - 0271 - 5
AND POLLUTION
0272
MATTING FOR EROSION CONTROL
0272 - 1 - 0272 - 3
0273
CROPPING PLAN FOR SPRAY IRRIGATION
0273 -1 - 0273 - 6
DIVISION 3 - CONCRETE
0310
CAST -IN -PLACE CONCRETE
0310 - 1 - 0310 - 30
0320
MANHOLE CONSTRUCTION
0320 - 1- 0320 - 6
DIVISION 4 - MASONRY
0410 MORTAR AND UNIT MASONRY 0410 - 1 - 0410 - 4

DIVISION 13 - SPECIAL CONSTRUCTION
1323
WASTEWATER STORAGE LAGOON
1327
WASTEWATER TREATMENT SYSTEM
(OXIDATION DITCH)
1330
PRE -FABRICATED SELF -PRIMING
RAS PUMPING STATION
1345
PRE -CAST CONCRETE BUILDING
1323-1-1323-9
1327 - 1 - 1327 - 11
1330 - 1 -1330 - 12
1345-1-1345-5

eDIVISION I - GENERAL REQUIREMENTS
mDETAILED SPECIFICATIONS
SECTION 0101 - PROJECT DESCRIPTION
PART 1.00 - GENERAL
1.01 Description
The work included in these specifications, the project drawings, and the contract documents
for this project is to be performed under four (4) contracts, as follows:
• Contract No. 1— General Construction
• Contract No. 2 — Spray Irrigation Facility
• Contract No. 3 — Reclaimed Water Main Extension
• Contract No. 4 — Electrical Construction
The intent of this Section is to provide a general project description to aid each Bidder in
understanding the overall scope of the project and the work included in the Contract.
PART 2.00 - PRODUCTS
All material and product descriptions are included in the other applicable sections of these
specifications and/or as shown on the project drawings.
PART 3.00 - EXECUTION
As described in the Bid proposed, these detailed specifications and the project drawings.
END OF SECTION 0101
PROJECT DESCRIPTION 0101-1

ll
!1
11
11
,_
1
1
0
0
1
1
1
1
1
1
1
1
0

IJ
DIVISION 2 - SITE WORK
DETAILED SPECIFICATIONS
SECTION 0210 - CLEARING AND GRUBBING
PART 1.00 - GENERAL
1.01 Descnption
The work covered by this division shall consist of all necessary clearing, grubbing, and
disposal of all vegetation and debris from within the construction limits.
Clearing and grubbing operations shall be completed sufficiently in advance of grading
operations as may be necessary to prevent any of the debris from the clearing and grubbing
operations from interfering with the excavation or embankment operations.
The work under this section shall be performed in a manner which will cause a minimum of
soil erosion. The Contractor shall perform such erosion control work, temporary or
permanent, as may be necessary in order to satisfactorily minimize erosion resulting from
clearing and grubbing operations.
1.02 Ouality Assurance
Provide at least one person who shall be present at all times during tree clearing and grubbing
operations and who shall be thoroughly familiar with the types of trees involved and who
shall direct the trimming of roots and limbs where required.
hi addition to complying with all pertinent codes and regulations, comply with the
requirements of those insurance carriers providing coverage for this work.
CLEARING & GRUBBING
0210 - 1

1.03 Job Conditions
A. Dust Control
Use all means necessary to prevent the spread of dust during performance of the work
of this Section; thoroughly moisten all surfaces as required to prevent dust being a
nuisance to the public, neighbors, and concurrent performance of other work on the
site.
B. Burning
On -site burning shall be in full accordance with all Federal, State, and local codes
and ordinances. No burning will be permitted within the limits of any actual spray
irrigation field, where applicable.
C. Protection
Use all means necessary to protect existing objects designated to remain, and in the
event of damage, immediately make all repairs and replacements necessary to the
approval of the Engineer at no additional cost to the Owner.
PART 2.00 - MATERIALS
2.01 Fill Dirt
2.02
2.03
Shall be clean dry soil obtained from the site at a location designated by the Engineer.
Concrete
When required for filling and/or capping wells, shall be 2500 psi concrete incompliance with
Section 0310 of these specifications.
Temporary Barricades
Unless otherwise specifically approved by the Engineer, use only new and solid lumber of
utility grade or better to construct temporary barricades around the objects designated to
remain.
CLEARING & GRUBBING
0210 - 2 11
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2.04 Pruning Paint
Use only a pruning paint specifically formulated for horticultural application to cut or
damaged plant tissue and approved by the Engineer for use on this work.
2.05 Other Materials
All other materials, not specifically described but required for proper completion of the work
of this section, shall be as selected by the Contractor subject to approval of the Engineer.
PART 3.00 - EXECUTION
3.01 Preparation
A. Notification:
Notify the Engineer at least two full working days prior to commencing the work of
this Section.
B. Site inspection:
Prior to all work of this section, carefully inspect the entire site and all objects
designated to be removed and to be preserved.
Locate all existing utility lines and determine all requirements for disconnecting and
capping.
Local all existing active utility lines traversing the site and determine the
requirements for their protection.
C. Clarification:
The Drawings do not propose to show all objects existing on the site.
Before commencing the work of this section, verify with the Engineer all objects to
be removed and all objects to be preserved.
CLEARING & GRUBBING 0210 - 3

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3.02 Clearing and Grubbing
A. General
Clearing and grubbing of construction sites, pipeline easements, and roadway areas,
shall consist of removing all vegetation and debris, including but not limited to trees,
logs, stumps, junked vehicles, snags, lumber, sawdust piles, fences, leaf piles, brick,
tile, rubble, and masonry in the area of grade change, excavation, embankment
construction, structure construction or alternation and building construction.
B. Clearing
The Contractor shall conduct his operations in a manner to prevent limb, bark, or root
injuries to trees, shrubs, or other types of vegetation that are to remain growing and
also to prevent damage to adjacent property. When any such injuries unavoidably
occur, all rough edges of scarred areas shall first be made reasonably smooth in
accordance with generally accepted horticultural practice, and the scars then
thoroughly covered with an asphaltum base tree paint. Any such plants that are
damaged by any construction operations to such an extent as to destroy their value for
shade or other landscape purposes, shall be cut and disposed of by the Contractor,
without extra compensation, when so directed by the Engineer.
The Contractor shall not cut any timber beyond the clearing limits established by the
Engineer nor shall he cut any timber which is to be preserved for landscape or
erosion control purposes except at the direction of the Engineer.
The clearing limits shall include the entire site for construction projects, unless
shown otherwise on the drawings or directed otherwise by the Engineer.
Clearing of pipeline and drainage easements shall include both permanent and
construction easements as shown on the drawings, unless otherwise directed by the
Engineer.
In the clearing of roadway areas where the depth of embankment exceeds 6 feet in
height, sound trees shall be cut at a height of not more than 6 inches above natural
ground, unless otherwise directed by the Engineer.
When trees are to be cut in areas not designated for grubbing, the trees shall be cut
off at or below the natural ground surface.
CLEARING & GRUBBING 0210 - 4
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C. Grubbine
The work of grubbing shall be performed on all areas cleared, except as follows:
1. Stumps, outside of the permanent easements but within the construction
easements, may be allowed to remain in place; however, such stumps must be
cut off at or below natural ground surface.
2. In roadway embankment areas, when the embankment exceeds 6 feet in height,
sound stumps shall be cut off not more than 6 inches above the existing ground
level and not grubbed. Unsound or decayed stumps shall be removed to a
depth of at least 2 feet below the natural ground surface.
Within all areas designated for clearing and/or grubbing, all holes and other
depressions shall be filled and the area brought to a uniform contour so as to
allow the Owner to mow the area without hindrance. This work shall be done
as a part of the clearing and grubbing operation regardless of whether the
irregularities were the results of the Contractor's operations or were originally
existing.
Additionally, all exposes, loose debris - bottles, cans, bricks, rocks (over 2"
diameter), etc. - shall be removed from construction sites and permanent
easements surfaces.
3.03 Disposal
Timber of value, including pulpwood, shall be limbed up and immediately cut in
merchantable lengths by the Contractor for prompt removal from the right-of-way of the
property Owner. The Contractor shall notify the property owner or his authorized agent in
writing that he has 30 days in which to remove the timber. If the timber is not removed
within a 30 day period the Contractor shall dispose of the timber as hereinafter provided. A
copy of the Contractor's letter to the property owner or his authorized agent giving expiration
date for the removal of the timber shall be sent to the Resident Engineer. This letter shall
include a postscript paragraph which the property owner or his authorized agent may sign
authorizing the Contractor to dispose of the timber if the owner or his authorized agent does
not reserve it for his use.
All remaining brush, roots, stumps, tree laps, timber not reserved by the property owner and
all other vegetation shall be disposed of by the Contractor either by burning the vegetation
within the area cleared or by disposal in locations off of the right-of-way and out of sight of
the project. Off site disposal shall be in accordance with state and local solid waste
regulations.
CLEARING & GRUBBING 0210 - 5

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When the vegetation is disposed of by burning, all burning shall be done in such a manner as
to prevent injury to property within or outside of the right-of-way. Burning shall be in
compliance with all local, state, and federal laws, ordinances, and regulations. The securing
of necessary burning permits shall be the responsibility of the contractor. All burning shall
be under the constant care of competent watchmen. Burning shall be thorough and shall not
be permitted to smolder and result in dense smoke.
When the timber and debris are to be disposed of in locations off of the right-of-way and out
of sight of the project, the Contractor shall furnish the Engineer, before final acceptance of
the project, a written release from the property owner, or his authorized agent, granting the
servitude of his lands.
All debris other than vegetation, even if burnable, shall be disposed of in areas that are ,
outside of the right-of-way and provided by the Contractor, unless otherwise required by the
plans or special provisions or unless disposal with the right-of-way is permitted by the
Engineer. '
Timber and debris shall not be dumped, buried, or disposed of in wetlands in any manner
unless approved in advance in writing by the Engineer.
END OF SECTION 0210
CLEARING & GRUBBING
0210 — 6

DIVISION 2 - SITE WORK
DETAILED SPECIFICATIONS
SECTION 0215 - DEMOLITION
PART 1.00 - GENERAL
1 1.01 Description
The work covered by this Section includes the necessary equipment, tools, materials, labor,
and supervision for the complete demolition, removal, and disposal of all structures,
buildings, building components, and/or appurtenances as indicated in the contract and/or on
the project drawings.
' 1.02 (Quality Assurance
The Contractor shall provide at least one person who shall be thoroughly trained and
experienced in this type work, who shall be present at all times during the execution of the
work of this section, and who shall personally direct the demolition operations.
Comply with all pertinent codes, ordinances, and regulations governing this type work.
e1.03 Job Conditions
A. Dust Control
Use all means necessary to prevent the spread of dust during the performance of the
work of this Section and to prevent dust being a nuisance to the public, neighbors,
and concurrent performance of other work on the site.
1 B. Burning
1 Any on -site burning shall be in full accordance with all Federal, State and local codes
and ordinances.
eDEMOLITION 0215 - 1

C. Protection
Use all means necessary to protect new or existing objects designated to remain, and
in the event of damage, immediately make all repairs and replacements necessary to
the approval of the Engineer at no additional cost to the Owner.
PART 2.00 - MATERIALS
2.01 Fill Material
Shall be clean sand or washed stone unless otherwise stated in these specifications.
2.02 Temporary Barricades
Unless otherwise specifically approved by the Engineer, use only new and solid lumber of
utility grade or better to construct temporary barricades, where needed for safety or item
protection.
2.03 Other Materials
All other materials, not specifically described but required for the proper completion of the
work of this Section, shall be as selected by the Contractor, subject to the approval of the
Engineer.
PART 3.00 - EXECUTION
3.01 Preparation
A. Notification:
Notify the Engineer at least two full working days prior to commencing the work of
this Section.
B. Site inspection:
Prior to all work of this section, carefully inspect the entire site and all objects
designated to be removed and to be preserved.
DEMOLITION 0215 - 2

0 Locate all existing utility lines and determine all requirements for disconnecting and
capping.
Locate all existing active utility lines traversing the site and determine the
requirements for their protection.
C. Clarification:
The drawings do not propose to show all objects existing on the site.
Before commencing the work of this section, verify with the Engineer all objects to
be removed and all objects to be preserved.
3.02 General Reuirements
® All structures, buildings, building components, appurtenances, foundations, basement walls,
concrete slabs, pavement, septic tanks, pipelines, utility lines, and all other items designated
to be removed, or necessary to be removed prior to construction, shall be completely
demolished and cleared from the right-of-way, unless otherwise approved by the Engineer.
All materials resulting from the demolition work, unless specifically designated for salvage
to the Owner or where such materials may be the property of utility companies providing
service to the location, shall become the property of the Contractor and shall be disposed of
or used by him, or else may be sold by him as his property.
3.03 Utilities
The Contractor shall make all necessary arrangements with utility companies for the
disconnecting of service and the removal of and recovery by them of all meters, telephones,
or any other utility facilities or equipment owned by them. The Contractor shall also arrange
for and actually effect the disconnecting and closing of water and sewer connections to
buildings, including but not limited to any work that must be done in addition to that
normally done by the utility company, in conformity with all applicable codes and
regulations of the local Boards of Health.
3.04 Disposal
Unless otherwise indicated in the contract or shown on the drawings, all parts of the
structures, buildings, appurtenances and all materials recovered during their demolition shall
become the property of the Contractor, and shall be removed from the project by the
Contractor, unless approved otherwise by the Engineer.
DEMOLITION 0215 - 3

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3.05
Disposal by burning will be permitted, when it poses no danger to the surroundings and
subject to all applicable sections of these specifications and all State and local ordinances.
Where waste and debris are to be disposed of in areas that are outside of the project site or
right-of-way, other than active public waste or disposal areas, the following requirements
shall be applicable:
A. Construction debris, and all broken pavement and masonry, shall be covered with a
minimum of 6 inches of earth material. The completed waste area shall be shaped to
contours which are comparable to and blend in with the adjacent topography where
practical. Slopes should not be steeper than 2 to 1.
B. Seeding and mulching shall be performed over all earth or earth covered waste areas.
Seeding and mulching shall be in accordance with Section 0270 of these
specifications.
C. Erosion control measures in accordance with Section 0271 of these specifications
shall be installed and maintained by the Contractor at all waste disposal areas, as
needed or as directed by the Engineer, at no additional cost to the Owner.
D. Disposal of waste or debris in active public waste or disposal areas will not be
permitted without prior approval of the Engineer.
E. Disposal of waste and debris will not be allowed in any area under the Corps of
Engineers' regulatoryjurisdiction until the Contractor has obtained a permit for such
disposal from the Corps' District Engineer having jurisdiction, and has furnished a
copy of this permit to the Project Engineer.
F. When the materials and debris are to be disposed of in locations off of the
right-of-way and out of sight of the project, the Contractor shall furnish the Engineer,
before final acceptance of the project, a written release from the property owner, or
his authorized agent, granting the servitude of his lands.
Compensation
All work covered by this section shall be included in the lump sum price bid for this project.
Such price and payment will be full compensation for all work covered by this section,
including but not limited to demolition removal; disposal of material and debris; clean-up;
furnishing, grading, seeding and mulching, and erosion control of disposal areas; and all
costs incurred in connection with the work.
END OF SECTION 0215
DEMOLITION
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aDIVISION 2 - SITE WORK
eDETAILED SPECIFICATIONS
SECTION 0220 - EXCAVATION, FILLING AND GRADING
PART 1.00 - GENERAL
1.01 Descrintion
Excavating, filling, and grading required for this work includes, but is not necessarily limited
to:
' A. Excavating for footings and foundations
B. Filling and backfilling to attain indicated grades
C. Trenching and trench backfilling
D. Rough and finish grading of the site
E. Furnishing and installing granular cushion under all interior concrete slabs on grade
1.02 Quality Assurance
' The General Contractor shall employ and pay for an independent testing laboratory to
perform all testing as specified herein. The laboratory selected shall be subject to approval
by the Engineer.
A. Testing Services
1. Testing Services to be provided by testing laboratory include the following:
e a. Test the Contractor's proposed materials in the laboratory and/or field for
compliance with the Specifications.
b. Perform field moisture content and density tests to assure that the
specified compaction of backfill materials has been obtained.
C. Report all test results to the Engineer and the Contractor.
OEXCAVATION, FILLING & GRADING 0220 - 1

2. Authority and Duties of Testing Agency: Technicians representing the testing
laboratory shall inspect the materials in the field and perform tests, and shall
report their findings to the Engineer and the Contractor. When the materials
furnished or work performed fails to fulfill specification requirements, the
technician will direct the attention of the Engineer and the Contractor to such
failure.
a. The technician shall not act as foremen or perform other duties for the
Contractor. Work will be checked as it progresses, but failure to detect
any defective work or materials shall not in any way prevent later
rejection when such defect is discovered, nor shall it obligate the
Engineer for final acceptance. Technicians are not authorized to revoke,
alter, relax, enlarge, or release any requirements of the specifications, nor
to approve or accept any portion of the work.
3. Responsibilities and duties of Contractor: The use of testing services shall in
no way relieve the Contractor of his responsibility to furnish materials and
construction in full compliance with the Drawings and Specifications.
a. Secure and deliver to the Engineer or to the testing agency, without cost,
preliminary representative samples of the materials he proposed to use
and which are required to be tested.
b. Furnish such casual labor as is necessary to obtain and handle samples at
the Project or at other sources of material.
C. Advise the testing agency sufficiently in advance of operations to allow
for completion of quality tests and for the assignment of personnel.
Reference Standards: The Contractor shall comply with applicable provisions and
recommendations of the following:
I. ASTM D 422, Particle -Size Analysis of Soils.
2. ASTM D 423, Liquid Limit of Soils.
3. ASTM D 427, Shrinkage Factors of Soils.
4. ASTM D 698, Moisture -Density Relations of Soils, using 5.5 lb (2.5 kg)
Rammer and 12-in. (304.8 nun Drop).
5. ASTM D 1140, Amount of Material in Soils Finer than the No. 200 Sieve.
6. ASTM D 1556, Density of Soil in Place by the Sand -Cone Method.
7. ASTM D 1557, Moisture -Density Relations of Soils, using 10.0 lb (4.5 kg)
Rammer and 18-in. (457 mm) Drop.
EXCAVATION, FILLING & GRADING
0220 - 2 11
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C.
8. ASTM D 2166, Unconfined Compressive Strength of Cohesive Soil.
9. ASTM D 36, Structural Steel.
10. ASTM A 328, Steel Sheet Piling.
Test Reports
1. Submit copies of the following reports directly to Engineer from the testing
service, with copy to the Contractor:
a. Tests on borrow material.
b. Footing subgrade.
C. Field density tests.
d. Optimum moisture - maximum density curve for each soil used for
backfill.
e. Tests of actual unconfined compressive strength or bearing tests of each
strata.
1.03 Job Conditions
A. Dust Control
Use all means necessary to control dust on and near the work and on and near any
off -site borrow areas if such dust is caused by the Contractor's operations during
performance of the work or if resulting from the condition in which the Contractor
leaves the project site.
Thoroughly moisten all surfaces as required to prevent dust from being a nuisance to
the public, neighbors, and other work operations on the site.
B. Protection
Use all means necessary to protect all materials of this section before, during and
after installation. In the event of damage, immediately make all repairs and
replacements necessary to the approval of the Engineer and at no additional cost to
the Owner.
EXCAVATION, FILLING & GRADING 0220 - 3

PART 2.00 - MATERIALS
2.01 Fill Material, General
A. Approval Required
All fill material shall be subject to approval of the Engineer.
B. Notification
For approval of imported fill material, notify the Engineer at least four working days
in advance of intention to import material, designate the proposed borrow area, and
permit the Engineer to sample as necessary from the borrow area for the purpose of
making acceptance tests to prove the quality of the material.
2.02 On -site Fill Material
All on -site fill material shall be soil -rock mixture which is free from organic matter and other
deleterious substance. It shall contain no rocks or lumps over four inches in greatest
dimension and not more than 15% of the rocks or lumps shall be larger than 2 inches in
greatest dimension.
2.03 Imported Fill Material
All imported fill material shall meet the requirements of Section 2.02 above and shall, in
addition, be predominantly granular with a maximum particle size of two inches and a
plasticity index of 12 or less.
2.04 Fill Beneath Foundations
All fill material placed within two feet of the base of building footings and/or slabs shall
have a plasticity index of 15 or less.
2.05 Granular Cushion
The granular cushion material to be installed under floor slabs as shown on the drawing shall
be a clean mineral aggregate with particle sizes grading within the following limits:
EXCAVATION, FILLING & GRADING
0220 - 4 11
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Passing 1" mesh
Passing #8 sieve
Passing #200 sieve
100%
5% or less
1 % or less
N. C. Department of Transportation gradation size 57 is acceptable for this application.
2.06 Trench and Structural Backfill
A. On -Site Fill Material
All on -site fill material used for trench and structural backfill shall meet the
requirements of Section 2.02 above.
B. Imported Cohesionless Material
All imported cohesionless material used for trench and structural backfill shall be
free from organic substance and other deleterious matter, shall be subject to the
approval of the Engineer, and shall be in particle size grading within the following
limits:
Passing the number four sieve: 100%
Passing the number 200 sieve: 3% maximum
2.07 Other Materials
All other materials, not specifically described but required for proper completion of the work
of this Section, shall be as selected by the Contractor subject to the approval of the Engineer.
PART 3.00 - EXECUTION
3.01 General
Prior to all work of this Section, become thoroughly familiar with the site, the site conditions,
and all portions of the work falling within this Section.
Do not allow or cause any of the work performed or installed to be covered up or enclosed by
work of this Section prior to all required inspections, tests, and approvals.
Should any of the work be so enclosed or covered up before it has been approved, uncover all
such work at no additional cost to the Owner.
EXCAVATION, FILLING & GRADING 0220 - 5

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3.02
3.03
After the work has been completely tested, inspected, and approved, make all repairs and
replacements necessary to restore the work to the condition in which it was found at the time
of uncovering, all at no additional cost to the Owner.
Finish elevations and lines
For the setting and establishing of finish elevations and lines, the Owner through his
Engineer shall provide to the Contractor sufficient plans, monuments, bench marks and/or
references for the Contractor to properly stake and construct the project in accordance with
the project drawings.
The Contractor shall take all necessary precautions to preserve all monuments, bench marks,
and references provided for this project, and if lost or disturbed, shall immediately replace
such to the approval of the Engineer at no cost to the Owner.
Excavation
A. General
1. All excavation shall be unclassified and shall be included in the lump sum
price bid for the project.
2. The Contractor shall be responsible for the definite location of existing
facilities within the area of his excavation for work under this Contract. Care
shall be exercised during such location work to avoid damaging and/or
disrupting the affected facility. The Contractor shall be responsible for
repairing, at his expense, damage to any structure, piping, or utility caused by
his work.
3. If blasting is required, the Contractor shall comply with all laws, ordinances,
applicable safety code requirements, and regulations relative to the handling,
storage, and use of explosives and the protection of life and property. The
Contractor shall be responsible for any and all damage caused by his blasting
operations. Suitable methods shall be employed to confine all materials lifted
by blasting within the limits of the excavation or trench.
a. All rock which cannot be handled and compacted as earth shall be kept
separate from other excavated materials and shall not be mixed with
backfill or embankment materials except as specified or directed.
All blasting and rock excavation shall be included in the lump sum price
bid for the Project. No additional payment will be made for rock
excavation.
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4. Sheeting and shoring shall be provided as necessary for the protection of the
work and for the safety of personnel. The clearances and types of the
temporary structures, insofar as they affect the character of the finished work,
will be subject to the approval of the Engineer, but the Contractor shall be
responsible for the adequacy of all sheeting, bracing, cofferdamming, etc. No
separate payment is to be made for providing or removing steel or wood sheet
piling; payment shall be considered as having been included in the price bid for
the Contract. All shoring, bracing and sheeting shall be removed as the
excavations are backfilled and in a manner such as to prevent injurious caving;
or, if so directed by the Engineer, because in his opinion, removal would be
damaging to structures or personnel, shall be left in place. Sheeting left in
place shall be cut off 3 feet below the surface. Payment for sheeting left in
place shall be considered as having been included in the Contract Price. All
sheeting and bracing must be maintained until replaced by other sheeting and
bracing or until the permanent construction is able to withstand lateral
pressures from soil water. Remove sheeting and bracing from excavations
unless otherwise ordered in writing by the Engineer. Removal shall be done so
as to not cause injury to the work. Removal shall be equal on both sides of
excavations to ensure no unequal loads on pipe or structure. Defer removal of
sheeting and bracing, where removal may cause soil to come into contact with
concrete until the concrete has cured a minimum of 7 days.
5. All excavation within the grading limits of the Project shall be performed to
the lines and grades indicated on the Drawings. All excavation shall be
performed in the manner and sequence as required for the work.
a. Excavation work shall be performed in a safe and proper manner with
appropriate precautions being taken against all hazards. Excavations
shall provide adequate working space and clearances for the work to be
performed therein and for installation and removal of concrete forms. In
no case shall excavation faces be undercut for extended footings.
b. Subgrades shall be firm, dense, and thoroughly compacted to a 90
percent maximum density. The finished elevation or stabilized
subgrades shall not be above subgrade elevations shown on the
Drawings.
C. Exposed soil after excavations have been made shall be protected against
detrimental damage and change in condition from physical disturbance
and rain. Wherever possible, concrete footings shall be done the same
day the excavation is made. If this is not done, the footing excavations
shall be properly protected.
6. All excavated materials that meet the requirements for backfrll shall be
stockpiled within the site (but not less than 25 feet from the surface borders of
any excavation) for use as backfill, or for providing final site grades.
EXCAVATION, FILLING & GRADING 0220 - 7

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All excavated materials that are not considered suitable for fill, and any
surplus or excavated material that is not required for fill shall be disposed of
by the Contractor. Upon completion of the work all on -site waste and disposal
areas shall be cleaned and the debris removed from the site.
Excavations for Structures:
Excavations for the construction of structures shall be carefully made to the
depths indicated or required. Bottoms for footings, slabs, and grade beams
shall be level, clean and clear of loose material, the lower sections true to size.
Footings, slab, and grade beam bottoms shall be approved by the Engineer
before any concrete is placed thereon.
2. When the excavation has reached the design subgrade, the exposed subgrade
shall be proof rolled using a 25-ton pneumatic tire roller. Proof rolling
operation shall be inspected by the Engineer. Any soft or unconsolidated zones
or areas detected by proof rolling operations shall be undercut as directed by
the Engineer. The undercut subgrade shall be sacrificed to a minimum depth
of 6-inches and compacted to a minimum of 95 percent of the maximum
density as determined by ASTM D 1557. After the undercut subgrade has been
sacrificed and compacted the undercut shall be backfilled with select backfill to
the design subgrade elevation in accordance with Article 3.6.B. The final
subgrade shall be inspected and approved by the Engineer.
3. In excavations for structures, where, in the opinion of the Engineer, the ground,
not affected by high water level, is spongy or otherwise unsuitable for the
contemplated foundation, the Contractor will be required to remove such
unsuitable earth and replace it with suitable material properly compacted.
4. Excavations for structures which have been carried below the depths indicated
shall be refilled to the proper grade with select backfill material properly
compacted as specified herein.
All structure excavations shall be hand -trimmed to permit the placing of full
widths, and lengths of footings on horizontal beds. Rounded and undercut
edges will not be permitted.
6. Excavation shall be extended a minimum of two feet on each side of structures,
footings, etc. unless otherwise shown or specified.
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EXCAVATION, FILLING & GRADING 0220 - 8 1

C. Roadway Excavations
1. Roadway excavation shall consist of excavation for the roadways in conformity
with lines, grades, cross sections, and dimensions shown on the Drawings and
eshall include the excavation of all unsuitable material from the subgrade.
2. The subgrade shall be compacted to 90 percent maximum density.
D. Trench Excavations
1. Trenches shall be excavated to a width which will provide adequate working
space and clearances for proper pipe installation, jointing, and embedment, and
ductbank installation.
a. Where pipe elevations are not shown on the Drawings, trenches shall be
excavated to a depth sufficient to provide a minimum cover over the top
of the pipe of 3 feet.
b. Unless otherwise shown ductbank trenches shall be excavated to
provide a minimum cover over ductbanks of 3 feet.
C. Subgrades for electrical ductbank shall be compacted to 90 percent
maximum density.
2. Where necessary to reduce earth load on pipe trench banks to prevent sliding, or
caving, banks may be cut back on slopes which shall not extend lower than 12 inches
above the top of the pipe.
3. Except where otherwise required, pipe trenches shall be excavated 6 inches below the
underside of the pipe to provide for the installation of granular embedment pipe
foundation material.
4. Where in earth, trench bottoms for 6 inch or smaller pipe may be excavated below
the pipe subgrade and granular embedment material provided as specified or the
trench bottom may be graded to provide uniform and continuous support (between
bell holes or end joints) of the installed pipe.
5. Over -depths in trench excavation shall be backfrlled with select backfill material
properly compacted. Whenever unsuitable material that is incapable of properly
supporting the pipe is encountered in the undercut required for bedding material, the
unsuitable material shall be removed to the depth required and the trench backfrlled
to the proper grade with select backfill material properly compacted.
6. Bell holes shall provide adequate clearance for tools and methods used in installing
pipe. No part of any bell or coupling shall be in contact with the trench bottom,
trench walls, or granular embedment when the pipe is jointed.
EXCAVATION, FILLING & GRADING 0220 - 9

Where existing piping or duetbank constructed by others cross the new pipeline or
new electrical ductbank trench excavation, they shall be adequately supported and
protected from damage due to construction. All methods for supporting and
maintaining these facilities shall be subject to approval by the Engineer. Care shall
be taken to insure that the grades and alignment of piping and electrical ductbanks
constructed by others are maintained and that the pipe joints are not disturbed.
Backfill shall be carefully placed and taped to prevent damage or future settlement.
Any damage or misalignment of piping or electrical ductbanks constructed by others
due to construction or settlement shall be repaired by the Contractor at his expense.
3.04 Preparation of Subgrade
A. Stripping
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C.
After the site has been cleared, the Contractor shall strip the vegetation and topsoil to
a depth of at least 12 inches below the original elevation in the area beneath the
building. This topsoil shall be stockpiled for later use in landscaping the site.
Scarifyin
After the site has been cleared, stripped, and excavated to within six inches of the
specified depths for recompaction, scarify the exposed surface to a minimum depth of
six inches, thoroughly moisture condition, and compact to the requirements specified
for fill below.
Leveling
Remove all ruts, hummocks, and other uneven surfaces by surface grading prior to
placement to fill.
3.05 Excess Water Control
A.
f0
Unfavorable Weather
Do not place, spread, or roll any fill material during unfavorable weather conditions.
Do not resume operations until moisture content and fill density are satisfactory to
the Engineer.
Flooding
Provide berms or channels to prevent flooding of subgrade; promptly remove all
water collecting in depressions.
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EXCAVATION, FILLING & GRADING 0220 - 10 1

C.
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Softened SubQrade
Where soil has been softened or eroded by flooding or placement during unfavorable
weather, remove all damaged areas and recompact as specified for fill and
compaction below.
Dewatering
Provide and maintain at all times during construction, ample means and devices with
which to promptly remove and dispose of all water from every source entering the
excavations or other parts of the work.
Dewater by means which will ensure dry excavations and the preservation of the final
lines and grades of bottoms of excavations.
3.06 Fill and Compaction
A. Fillip
C.
M
After subgrade compaction has been approved by the Engineer, spread approved fill
material in layers not exceeding six inches in uncompacted thickness.
Moisture Conditioning
Water or aerate the fill material as necessary and thoroughly mix to obtain a moisture
content which will permit proper compaction.
Compaction, General
Compact each soil layer to at least the specified minimum degree; repeat compaction
process until plan grade is attained.
Degree of Compaction Requirements
(By Standard Proctor, except where noted)
Structural fill:
Densify all structural fill, including recompacted existing fill and backfill, to a
minimum degree of compaction of 95%.
2. Pavement areas:
Compact the upper six inches of fill in pavement areas to a minimum degree of
compaction of 98%.
EXCAVATION, FILLING & GRADING 0220 - 11

3. Trenches in building and pavement areas:
Building and pavement areas are defined, for the purpose of this paragraph, as
extending a minimum of five feet beyond the building and/or pavement.
Compact cohesion backfill material to a minimum degree of compaction of
95%.
Compact the upper six inches of backfill in pavement areas to a minimum
degree of compaction of 98%.
Densify cohesionless backfill material to a minimum relative density of 70% as
determined by the ASTM test designated as D-2049-69.
Compact materials of questionable cohesion to either as minimum degree of
compaction of 95% or a minimum relative density of70%, whichever results in
the greater dry density.
3.07 Grading
A. General
10
[01
Except as otherwise directed by the Engineer, perform all rough and finish grading
required to attain the elevations indicated on the Drawings.
Grading Tolerances
1. Rough grade
Building and parking areas: Plus or minus 0.1 foot
2. Finish grade
Granular cushion under con-
crete slabs:
Parking areas:
Landscaped areas:
Treatment After Completion of Grading
Plus or minus 0.05 foot
Plus or minus 0.1 foot
Plus or minus 0.1 foot
After grading is completed and the Engineer has finished his inspection, permit no
further excavation, filling, or grading except with the approval of and inspection of
the Engineer.
Use all means necessary to prevent the erosion of freshly graded areas during
construction and until such time as permanent drainage and erosion control measures
have been installed.
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3.09
Excavating for Footings
A. Preparation
To minimize differential settlement, it is essential that earth surfaces upon which
footings will be placed be compacted to the approval of the Engineer and in
accordance with the compaction requirements established in this Section of these
Specifications.
Verify that all compaction is complete and approved prior to excavating for footings.
B. Excavating
Excavate to the established lines and grades.
Cut off bottom of trenches level and remove all loose soil.
Where soft spots are encountered, undercut all defective material and replace with
suitable backfill or lean concrete.
Placing Granular Cushion
Carefully place the granular cushion in areas to receive concrete slabs on grade, uniformly
attaining the thickness indicated on the Drawings and providing all required transition planes.
3.10 Trenching
A.
1-0
General
Perform all trenching required for the installation of items where trenching is not
specifically described in other Sections of these Specifications.
Make all trenches open vertical construction with sufficient width to provide free
working space at both sides of the trench and around the installed item as required for
joining, backfilling, and compacting.
Depth
Trench as required to provide the elevations shown on the Drawings.
Where elevations are not shown on the drawings, trench to sufficient depth to give a
minimum of 18 inches of fill above the top of the pipe measured from the adjacent
finished grade, except provide a minimum of 30 inches cover on asbestos cement
pipe.
EXCAVATION, FILLING & GRADING 0220 - 13

C.
E.
F.
Correction of Faulty Grades
Where trench excavation is inadvertently carried below proper elevations, backfill
with material approved by the Engineer and then compact to provide a firm and
unyielding subgrade and/or foundation to the approval of the Engineer and at no
additional cost to the Owner.
Trench Bracine
Properly support all trenches in strict accordance with all pertinent rules and
regulations.
Brace, sheet, and support trench walls in such a manner that they will be safe and that
the ground alongside the excavation will not slide or settle, and that all existing
improvements of every kind, whether on public or private property, will be fully
protected from damage.
In the event of damage to such improvements, immediately make all repairs and
replacements necessary to the approval of the Engineer and at no additional cost to
the Owner.
Arrange all bracing, sheeting, and shoring so as to not place stress on any portion of
the completed work until the general construction thereof has proceeded far enough
to provide sufficient strength.
Removal of Trench Bracin¢
Exercise care in the drawing and removal of sheeting, shoring, bracing, and timbering
to prevent collapse or caving of the excavation faces being supported.
Grading and Stockniling Trenched Material
Control the stockpiling of trenched material in a manner to prevent water running
into the excavations.
Do not obstruct surface drainage but provide means whereby storm and waste waters
are diverted into existing gutters, other surface drains, or temporary drains.
3.11 Foundation For Pines
A. General
Grade the trench bottoms to provide a smooth, firm, and stable foundation free of
rock points throughout the length of the pipe.
EXCAVATION, FILLING & GRADING 0220 - 14

B. Foundation Material
Place a minimum of six inches of the specified cohesionless material in the bottom of
the trench when directed by the Engineer.
C. Subsurface Conditions
hi areas where soft, unstable materials are encountered at the surface upon which
cohesionless material is to be placed, remove the unstable material and replace it with
material approved by the Engineer; make sufficient depth to develop a firm
foundation for the item being installed.
If the need for such overexcavation has been occasioned by an act or failure to act on
the part of the Contractor, make the overexcavation and replacement at no additional
cost to the Owner.
D. Shaping
e At each joint in pipe, recess the bottom of the trench as required into the fine
foundation in such a manner as to relieve the bell of the pipe of all load and to ensure
continuous bearing of the pipe barrel on the firm foundation.
Accurately shape all pipe subgrade and fit the bottom of the trench to the pipe shape.
3.12 Beddingfor or Pipes
A. General
To ensure that adequate and uniform support is provided both under and along the
sides of the pipe. PVC pipe subject to flooding should be bedded in stone one (1)
foot above top of pipe. This bedding shall be included in the price of bid for work
being performed, and will not be paid for extra.
Take special care to provide firm bedding support on the underside of the pipe and
fittings for the full length of the pipe.
B. Material
Acceptable bedding material shall be a granular, non -cohesive material which shall
have a 95% passing a 3/4 inch sieve and 95% retained on a #4 sieve.
C. Other bedding procedures and materials may be used if prior written approval has
been obtained from the Engineer.
EXCAVATION, FILLING & GRADING 0220 - 15

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3.13
3.14
Backfill for Pines
A. Using On -Site Materials
After the pipe has been properly bedded, selected material from excavation or
borrow, at a moisture content which will facilitate compaction, shall be placed
alongside the pipe in layers not exceeding 6 inches in depth. Care shall be taken to
insure thorough compaction of the fill under the haunches of the pipe. Each layer
shall be thoroughly compacted by rolling, tamping and mechanical rammers, or by
hand tamping with heavy iron tampers, the tamping face area of which shall not
exceed 25 square inches. The method of filling and compacting shall be continued
until the fill has reached an elevation 12 inches above the top of the pipe. The
remainder of the trench shall be backfilled and thoroughly compacted the layers not
exceeding 6 inches.
B. Using Imported Cohesionless Material
After the pipe has been bedded, cover and fill the remaining portion of the trench
with the specified cohesionless material and densify as specified in this Section.
Cleaning Up
Upon completion of the work of this Section, immediately remove all debris and excess earth
material from the site.
END OF SECTION 0220
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DIVISION 2 - SITE WORK
DETAILED SPECIFICATIONS
SECTION 0240 - STORM DRAINAGE
1
PART 1.00 - GENERAL
1.01 Description
The work of this Section includes the famishing of all materials, equipment, labor, and
supervision for the complete construction of storm drains and accessories as described in
these specifications and/or as shown on the project drawings.
1.02 Oualitv Assurance
The Contractor shall provide at least one person who shall be thoroughly trained and
experienced in the skills required, who shall be completely familiar with the design and
application of the work described in this Section, and who shall be present at all times
during progress of the work of this Section and shall direct all work performed under this
Section.
In addition to complying with all pertinent codes and regulations, comply also with the
referenced and applicable portions of the "Standard Specifications For Roads and
Structures" (current edition) of the State ofNorth Carolina, Department of Transportation,
Division of Highways (N.C. DOT).
1.03 Product Handlin
Use all means necessary to protect storm drainage construction materials before, during,
' and after installation and to protect the installed work and materials of all other
contractors. In the event of damage, immediately make all repairs and replacements
necessary to the approval of the Engineer and at no additional cost to the Owner.
STORM DRAINAGE 0240 - 1

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PART 2.00 - MATERIALS
2.01
2.02
2.03
Reinforced Concrete Pine
Where called for on drawings, reinforced concrete pipe shall meet the requirements of the
following specifications:
ASTM C 76 (latest)
AASHO M-170 (latest) Class 3
Joints for Reinforced Concrete Pipe will be flexible plastic joint material according to
Federal Specifications SS-S00210 "Sealing Compound Preformed Plastic for Pipe Joints
Type I or Type II."
Corrugated Metal Pine and Pine Arch
Where either is called for on the drawings, corrugated metal pipe or pipe arch shall
conform to the requirements of AASHO M 36 with annular end configurations, welded
seams, and shall be fully bituminous coated.
Joints for Corrugated Steel Pipe and Pipe Arch will be made with corrugated steel bands
having the corrugations perpendicular to the axis of the pipe and will be fully bituminous
coated.
Castings
All catch basin grates and frames, drop inlet grates and frames, and manhole rings and
covers shall be gray iron castings meeting the requirements of ASTM A48 for Class 30
iron. All castings shall be coated with an asphaltic paint, per manufacturer's standard,
that will produce a smooth, tough, non -tacky finish.
Manhole ring and cover shall be N.C. Department of Transportation Standard No. 840.54
unless shown otherwise on the drawings.
Catch basin grate and frame for D.O.T. system street shall be N.C. DOT Standard No.
840.03 as approved by the Engineer. Catch basin casting for internal subdivision streets
shall be CE-SO-I with a five-foot opening as manufactured by Dewey Brothers or
Southern Foundry.
Drop inlet grate and frames shall be N.C. DOT Standard
No. 840.16 unless shown otherwise on the drawings.
STORM DRAINAGE
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2.04 Masonry
A. Brick
a Brick shall be clay or shale brick meeting the requirements of ASTM C62 for
Grade SW, except as otherwise provided below.
' Brick shall be of uniform standard commercial size, with straight and parallel
edges and square corners. They shall be burned hard and entirely true, free from
injurious cracks and flaws, tough, strong, and shall have a clear ring when struck
together. the sides, ends, and faces of all brick shall be plane surfaces at right
angles and parallel one to the other.
Brick of the same manufacture shall not vary more than plus or minus 1/16 of an
inch in thickness, plus or minus 1/8 of an inch in width, and plus or -minus 1/4 of
' an inch in length.
Concrete brick may be used in lieu of clay or shale brick when so designated on .
the plans or in the special provisions. Concrete brick shall meet the requirements
of ASTM C55 for Grade P-II.
B. Portland Cement
Portland cement shall meet the requirements of AASHO M85 for portland cement
' Types L II and III.
C. Mortar Sand
Mortar sand shall consist of natural sand or manufactured sand having clean,
durable hard, uncoated particles, or other inert materials having similar
characteristics. Mortar sand shall be free from dirt, wood, paper, burlap, and all
other foreign material.
pD. Mortar
' Mortar used in all brick masonry and block masonry shall be proportioned as
shown below for either mix No. 1 or No. 2.
All proportions are by volume. No more water shall be added than is necessary to
make a workable mixture.
Mix No. 1: 1 part portland cement
1/4 part hydrated lime
3-3/4 parts mortar sand (Maximum)
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2.05 Portland Cement Concrete
All concrete work, unless shown otherwise in these specifications or on the drawings,
shall be constructed of Class A concrete with a minimum compressive strength at 28 days
of 3000 pounds per square inch. The maximum water - cement ratio (gallons of water per
bag of cement) shall not exceed 6.7. The maximum slump (in inches) shall not exceed 4
and the minimum cement content (Bbls/C.Y.) shall be 1.60.
2.06 Rip Rap
2.07
MW
tQ
See Section 0268 of these Detailed Specifications.
Select Backfill
See Section 0265 of these Detailed Specifications.
Stone Bedding
See Section 0265 of these Detailed Specifications.
Concrete Pipe Flared End Sections
Flared end sections will be installed in the size required at locations as shown on the
plans or as specified by the Engineer.
Concrete flared end sections shall meet all applicable requirements ofAASHTO M170,
except those pertaining to design. The design of concrete flared end sections shall be in
accordance with the requirements of the N. C. Department of. Transportation or with
plans prepared by the manufacturer which have been approved by the Engineer.
All concrete flared end sections shall be reinforced. Concrete used in flared end sections
shall attain a strength of 3500 psi when tested in accordance with AASHTO T23.
Flared end sections shall be paid for based upon the actual number of each of these items
installed and accepted at the stated contract bid price.
STORM DRAINAGE
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PART 3.00 - EXECUTION
3.01 Installation - General
The work covered in this part includes all the necessary items required for complete
installation of each storm drainage item, whether described in detail herewithin or not.
1 3.02 Applicable Specifications
The following specifications and methods form a part of this specification:
ASTM C828-75T-Standard Recommended Practice for LOW-PRESSURE AIR TEST
OF VITRIFIED CLAY PIPE SEWER LINES (4-12 in.)
ASSHTO T-99 - Standard Method of Test for the Compaction and Density of Soils
STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES - North Carolina
Department of Transportation
3.03 Staking
The Owner, through his Engineer, will provide all land surveys, base lines and points for
' location the principal component parts of the work together with a suitable number of
bench marks adjacent to the work. From the information provided by the Engineer, the
Contractor shall develop and make all detail surveys, lines and elevations and set all
batterboards as he deems necessary. Cut sheets shall be furnished the Engineer for his
approval before any work is begun.
3.04 Unloading and Handlin
eAll pipe shall be unloaded and handling with reasonable care. Pipe shall not be rolled or
dragged over gravel or rock during handling. When any joint or section or pipe is
' damaged during unloading or handling, the undamaged portions of the joint or section
may be used where partial lengths are needed or, if damaged sufficiently, the Engineer
will reject the joint or section as being unfit for installation and the Contractor shall
remove such rejected pipe from the project.
Minor damage to pipe may be repaired by the Contractor when permitted by the Engineer
STORM DRAINAGE 0240 - 5

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3.05 Trench Excavation
A.
I0
General
Open no more trench in advance of pipe laying than is necessary to expedite the
work.
Excavate trenches to a width that will provide adequate working space, but not
more than the maximum design width, so as not to undercut trench walls.
Unless trench banks above the top of the pipe are cut back on a stable slope, sheet
and brace trenches as necessary to prevent caving or sliding, to provide protection
for workmen and the pipe, and to protect adjacent structures and facilities. Do not
remove trench sheeting unless the pipe strength is sufficient to support the
external loads. The width of the trench at any point below the top of the pipe
should not be greater than that necessary to provide adequate room for j oining the
pipe and compacting the haunching and initial backfill.
During the course of construction, should the trench be over -excavated below a
point 6-inches below the bottom of the pipe, fill that area of over -excavation with
an acceptable class of embedment material and compact to a minimum of 90
percent.
Parallel Roadway Trenches
Where utility installation is to take place upon the shoulder of any paved street or
highway, excavate trench to a width that will provide adequate working space but
in no case shall the hard -surfaced, traveled portion of roadway be damaged.
Where the structural integrity of the roadway pavement is jeopardized, proper
sheeting and bracing shall be installed to provide adequate protection to adjacent
roadway and structures, and to afford the necessary protection to the workmen
and pipe.
Excavation material shall not be stored on the pavement if it can be reasonably
handled otherwise; in cases where storing of excavated material on pavement
is absolutely necessary, same shall be moved as quickly as practical and the
pavement shall be thoroughly cleaned. Excavation of the immediate vicinity of
drainage structures shall be made with special care so as not to damage or
interfere with the use of the existing drainage facilities.
Drainage facilities that are inadvertently damaged must be repaired immediately.
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Parallel open trench installations that involve possible damage in event of rain or
other falling weather, or which may be hazardous to traffic due to open trench,
should be closed without undue delay. In no case should a trench remain open
longer than a 24-hour period, except with approval of the Engineer.
C. Trenching Within Pavements
Where it is necessary to open -cut asphalt or concrete pavements, surface cuts shall
be made with a concrete saw with a maximum width of five (5) feet.
Where excessive depths of pipe installations are encountered and the structural
integrity of the roadway surface and/or the safety of the workmen is in doubt,
proper sheeting and bracing of the trench shall be required.
Handling and placement of the excavated material within this area shall be
handled as in Paragraph 3.05 B..
All excess excavated material shall be removed and disposed of outside the limits
of the right-of-way in such a manner as not to interfere with the drainage of
highways unless otherwise permitted or directed by the Engineer or his
representative.
3.06 Preparation Of Pine Foundation
The pipe foundation shall be true to line and grade and uniformly firm.
Where bell and spigot type pipe is used, recesses shall be excavated to receive the pipe
bells.
A. Foundation Material
Where the foundation material is found to be of poor supporting value or of rock,
the Engineer may make minor adjustment in the location of the pipe to provide a
more suitable foundation. Where this is not practical, the foundation shall be
conditioned by removing the existing foundation, undercutting to the depth as
directed by the Engineer, and backfilling with either a suitable local material
secured from unclassified excavation or bedding material consisting of crushed
stone or gravel, as specified in Section 0265 of these specifications.
CSTORM DRAINAGE 0240 - 7

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B. Placement of Bedding Material
In such case as a stone bedding as specified is used, a sufficient depth (minimum
four (4) inches, maximum six (6) inches) of the material shall be placed in the
trench bottom to establish a uniform a stable support along the entire length of
pipe to be installed. To ensure that adequate and uniform support is provided
both under and along the sides of the pipe, this stone bedding material must also
be utilized for haunching at least up to the spring line of the pipe.
3.07 Laying Pipe
After delivery alongside the trench, carefully examine each piece of pipe for soundness
and specifications compliance.
Clean joint contact surfaces immediately prior to jointing. Use lubricants, primers, or
adhesives as recommended by the pipe or joint manufacturer.
All pipe shall be laid on the prepared foundation, bell end upgrade with each joint being
checked for proper alignment and grade as the work proceeds.
Excavate bell holes for each pipe joint. When jointed in the trench, the pipe shall forma
true and smooth line.
Keep the trenches dry during pipe laying. Divert surface water from the trench area to the
greatest extent practicable without causing damage to the adjacent property. Before pipe
laying is started remove all water that may have entered the trench.
Whenever practicable, start pipe laying at the lowest point.
3.08 Manhole Installation
See Section 0320 of these Detailed Specifications.
3.09 Backfilling
After the bedding has been prepared and the pipe installed, selected material from
excavation or borrow, at a moisture content which will facilitate compaction, shall be
placed alongside the pipe in layers not exceeding 6 inches in depth. Care shall be taken to
insure thorough compaction of the fill under the haunches of the pipe.
STORM DRAINAGE 0240 - 8
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Each layer shall be thoroughly compacted by rolling, tamping with mechanical rammers,
or by hand tamping with heavy iron tampers, the tamping face area of which shall not
exceed 25 square inches. The method of filling and compacting shall be continued until
the fill has reached an elevation 12 inches above the top of the pipe. The remainder of the
trench shall be backfilled and thoroughly compacted in layers not exceeding 12 inches.
Care shall be taken during backfill and compaction operations to maintain alignment and
' prevent damage to the joints. The backfill shall be kept free from stones, frozen lumps,
chunks or highly plastic clay, or other objectionable material.
All local backfill materials shall be compacted at a moisture content satisfactory to the
Engineer, which shall be approximately that required to produce the maximum density.
The Contractor shall dry or add moisture to the local material when required to provide a
uniformly compacted and stable embankment.
When other than local material is used for backfilling above the foundation, such material
will be classified as select backfill material as specified in Section 0265 of these
specifications. Use of this select backfill material shall be only when directed by the
Engineer or his representative.
Backfill over and around the pipe and backfill around and adjacent to all drainage
structures shall be compacted to a minimum density of 80 percent as determined by the
AASHO Standard Method T-99, except the backfill under pavements and adjacent areas
within 10 feet of the proposed pavement shall be compacted to a minimum density of
90%. Tests for density of compaction may be made at the option of the Engineer, and
deficiencies shall be corrected by the Contractor without additional cost to the Owner.
The operation of heavy equipment shall be conducted so that no damage to the pipe shall
result.
Heavy equipment shall not be operated over any pipe until it has been properly backfilled
and has a minimum cover of four (4) feet, unless approved otherwise by the Engineer.
3.10 Pavement Repairs
Where it is necessary to open -cut across concrete pavement or concrete base pavement,
all replaced concrete shall have a depth of 1" greater than the depth of the original slab.
Immediately under the replaced concrete, there shall be placed a thoroughly compacted 3"
layer of soil type base course, sand, screening, or other granular material. All replaced
concrete, joint filler, and sub -grade reinforcing material shall meet the specification of the
North Carolina Department of Transportation, both as to material and performance of
work.
1 STORM DRAINAGE 0240 - 9

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3.11
3.12
3.13
Where it is necessary to open -cut across roadways with surfaces other than concrete, the
type and thickness of surface and/or base as formerly existed or as shown on the drawings
shall be installed. The replacement surface and/or base shall extend a minimum of one
(1) foot on each side of the excavated opening. The thickness of replacement materials
shall be as shown on the drawings.
Traffic. Safety and Signs
The Contractor shall provide during construction and any subsequent maintenance, proper
signs, signed lights, flagman, and other warning devices for the protection of traffic in
conformance with the latest "Manual on Uniform Traffic Control Devices for Streets and
Highways" as provided by the North Carolina Department of Transportation. Information
as to the above must be obtained from the Department office and an approved plan
outlined prior to commencing work.
Traffic will not be detoured or rerouted for the installation of any utility installation
except when approved by the Engineer. When detours are allowed, the Engineer will
delineate the detour route and all signing and marking of the detour which may be
necessary. The entire cost of the signing and marking, together with the installation, shall
be home by the Contractor.
Where one-way traffic is being maintained, it may be required to be flagged twenty-four
(24) hours per day. Flagmen shall be equipped with standard "STOP" and "SLOW" signs
on a rigid pedestal mounted 5' high, a red flag during daylight and a red light or torch at
night. The flagmen shall wear distinctive apparel such as a helmet and safety jacket.
Storm Drainage Acceptance
In addition to any other requirement of this Section, prior to the acceptance of any storm
drainage by the Owner, the Contractor shall flush and clean all debris, mud, sand and
rubbish from the pipelines and structures, at no additional cost to the Owner. Water
required for flushing and/or cleaning shall be the responsibility of the Contractor.
Method of Measurement
Except where included in lump sum construction items, storm drainage items shall be
paid for as follows:
A. Quantity of pipe shall be the actual number of linear feet of pipe approved for
installation and accepted by the Engineer.
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B. Quantity of flared end sections, tees, and elbows shall be the actual number of
these items approved and accepted in the completed work.
C. Drainage structures, such as drop inlets and catch basins shall be paid for at the
unit prices bid for each item and shall include castings, unless otherwise noted.
3.14 Damaees and Renairs
Upon completion of the construction work, the Contractor shall immediately remove all
construction equipment, tools and excess materials from the project sites. All portion of
the project sites shall be left in a neat and orderly condition. All disturbed roadway areas
shall be restored to the approval of the N. C. Department of Transportation and the
Engineer.
' The Contractor shall be responsible for any damages caused by his construction
operations, to include but not limited to telephone and television cables, power lines, gas
pipelines, existing water services, sewer mains, sewer services, storm drainage and
pavement not designated for cutting.
END OF SECTION 0240
STORM DRAINAGE 0240 - 11

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DIVISION 2 - SITE WORK
DETAILED SPECIFICATIONS
a
SECTION 0255 - UNPAVED DRIVEWAYS AND ACCESS ROADS
PART 1.00 - GENERAL
1.01 Description
The work of this Section includes the furnishing of all materials, equipment, labor, and
supervision for the complete construction of driveway, access roads, and other roadways
as described in these specifications and/or shown on the drawings.
1.02 Quality Assurance
The Contractor shall provide at least one person who shall be thoroughly trained and
experienced in the skills required, who shall be completely familiar with the design and
application of the work described for this Section, and who shall be present at all times
during progress of the work of this Section and shall direct all work performed under this
Section.
In addition to complying with all pertinent codes and regulations, comply also with the
referenced and applicable portions of the "Standard Specifications For Roads and
Structures" (current edition) of the State of North Carolina, Department of Transportation,
Division of Highways (N.C. DOT).
1.03 Product Handlin
Use all means necessary to protect roadway construction materials before, during, and
after installation and to protect the installed work and materials of all other contractors. In
the event of damage, immediately make all repairs and replacements necessary to the
approval of the Engineer and at no additional cost to the Owner.
Use all means necessary to prevent the spread of dust during the performance of the work
of this Section. Dust control shall be in accordance with the requirements of this Section
and Section 0271-"Control of Erosion, Siltation and Air Pollution."
1 UNPAVED DRIVEWAYS & ACCESS ROADS 0255 - 1

PART 2.00 - MATERIALS
2.01
2.02
Stone Base
Shall be Standard Size ABC per N.C. Department of Transportation Specification Section
905 gradation requirements (or Size ABC(M) when approved in advance by the
Engineer).
Driveway Pipe
Shall be reinforced concrete pipe meeting the requirements ofAASHTO M 170 and N.C.
DOT Specification Section 932 for reinforced concrete pipe and concrete flared end
sections.
PART 3.00 - EXECUTION
3.01
3.02
Construction
Site driveways and access roads shall have a minimum of 6" compacted stone base
course, unless shown otherwise on the drawings, on a graded, shaped, and compacted
subgrade.
Subgrade shall be approved by the Engineer prior to the placement of stone base course.
Stone base shall not be placed on a wet subgrade.
Driveway pipes shall be installed at locations as shown on the drawings and shall be sized
as shown on the drawings or as required by the N.C. Department of Transportation.
Driveway installations on public rights -of -way shall be acceptable to the Department of
Transportation.
Method of Measurement
Installation and all materials, including driveway pipe, required for driveway and/or
access road construction shall be considered as a part of the pump station and will be
included in the lump sum price bid unless otherwise stated in the Proposal.
END OF SECTION 0255
UNPAVED DRIVEWAYS & ACCESS ROADS
0255 - 2 11
3-

DIVISION 2 - SITE WORK
DETAILED SPECIFICATIONS
SECTION 0259A - CONCRETE SIDEWALK
PART 1.00 - GENERAL
1.01 Description
The work covered by this Section consists of the construction of Portland cement concrete
sidewalk in accordance with the project drawings and details, these specifications, and as
directed by the Engineer.
1.02 Quality Assurance
For the work of this Section, use only personnel who are completely trained and experienced
in the required skills and techniques necessary to properly perform this work.
1.03 Product Protection
The Contractor shall use all means necessary to protect sidewalk materials before, during,
and after installation and to protect the installed work and materials of other contractors, In
the event of damage, he shall immediately make all repairs and replacements necessary to the
approval of the Engineer and at no additional cost to the Owner.
PART 2.00 - MATERIALS
2.01 Portland Cement Concrete
For the construction of concrete sidewalk shall be Class B and shall conform to the following
requirements:
Min. Compressive Strength (28 days) 2500 psi
CONCRETE SIDEWALK 0259A - 1

2.02
2.03
Max. Water - Cement Ration (Gal. Water/Bag Cement)
(A) Air -Ent. Conc. w/round aggregate
(B) Air -Ent. Conc. w/angular aggregate
(C) Non -Air -Ent. Conc. w/round aggregate
(D) Non -Air -Ent. Conc. w/angular aggregate
Max. Slump (inches)
(A) Vibrated 2.5
(B) Non -Vibrated 4
Min. Cement (Bbls./C.Y.)
(A) Vibrated 1.35
(B) Non -Vibrated 1.45
5.5
6.4
6.3
7.1
The design proportions will be stated in terms of saturated surface dry weights and shall be
adjusted by the Contractor as directed by the Engineer to compensate from moisture content
of the aggregates at the time of use. The proportions will be based on laboratory
determinations to meet the requirements for the various classes of concrete given in the
above table. Mixed proportions will be based on the minimum cement content permitted for
the required class of concrete if the required slump can be obtained without exceeding their
maximum allowable water - cement ration. Where the proposed combination of materials is
such that the required slump cannot be obtained at the minimum cement content with the
maximum allowable water cement ration, the cement content with the increased by whatever
amount is required to produce the required slump without exceeding the maximum allowable
water - cement ratio.
Curing Agents
Shall meet the requirements of AASHO M148. The compound shall be Type 2, white
pigmented.
Expansion Joint Material
Shall be cork, bituminous fiber, neoprene, rubber. The nonbituminous joint material shall
meet the requirements ofAASHTO M153 for Type I, II, or III, and all bituminous type shall
meet the requirements of AASHTO M213.
CONCRETE SIDEWALK
0259A - 2 11
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2.04 Joint Sealer
Shall be hot -poured rubber asphalt conforming to AASHTO M173 except that flow test at
140°F equals 1.0 cm maximum and bond test shall be performed at —20°F instead of O'F.
Joint sealer shall be free of all foreign material, free of lumps, and shall be a mixture of
virgin synthetic rubber or reclaimed rubber, or a combination of both with asphalt,
plasticizers, and tackifiers.
PART 3.00 - EXECUTION
3.01 Installation
eA. Grades
All concrete sidewalks shall be installed in strict accordance with all grades as shown
' on the plans and/or established by the Engineer.
B. Compaction
Prior to placing forms the base or subgrade shall have been compacted to a degree
e adequate to prevent settlement of the finished sidewalk or as specified by the
Engineer.
tC. Forms
All forms shall be set and maintained true to the required lines, grades, and
dimensions. Forms shall be constructed with material of such strength and with
sufficient rigidity to prevent any appreciable deflection between supports. Forms
shall be mortar -tight, and shall be filleted at sharp corners when indicated on the
plans.
Clamps, pins, metal spacers, anchorages, or other connecting devices shall be
' designed to hold the forms rigidly together. Any metal spacers or anchorages that are
required within the forms shall be so constructed or installed that the metal work can
be removed to a depth of at least 1 inch from the exposed surface of the concrete
pwithout injury to the surface. The recess thus formed in the concrete shall haves a
diameter not greater than 1 1/2 times its depth.
The shape, strength, rigidity, and surface smoothness of forms that are to be reused
shall be maintained at all times. Forms shall be thoroughly cleaned of all dirt,
tmortar, and foreign material before being used.
1 CONCRETE SIDEWALK 0259A - 3

119
Before concrete is placed, all inside form surfaces shall be thoroughly coated with
commercial quality form oil or other equivalent coating.
Wood Forms shall have a smooth and uniform texture. Joints between forms shall be
tight and even so that no appreciable form marks remain after the forms are removed.
Plywood panels shall be placed with the grain of the outer piles perpendicular to the
studding or joints unless otherwise permitted by the Engineer.
Plywood sheets showing tom grain, worn edges, patches, or other defects which will
impair the texture of concrete surfaces shall not be used on surfaces which will be
exposed to view.
Metal forms shall be of such thickness and rigidity that the forms will remain true to
shape. Bolt and rivet heads shall be counter -sunk. Metal forms which do not present
a smooth surface or line up properly shall not be used. Care shall be exercised to
keep metal forms free from all foreign matter which will discolor the concrete.
Concrete Placement
No concrete shall be placed until the foundation, the adequacy of the forms, and the
placing of reinforcement and other embedded items have been inspected and
approved by the Engineer.
Concrete shall be placed in daylight unless an adequate lighting system meeting the
approval of the Engineer is provided.
In preparation for placing concrete all sawdust, chips, and other construction debris
shall be removed from the interior of forms. Earth or base course surfaces on which
concrete is to be placed shall be in a moist condition immediately before placing
concrete. No concrete shall be placed on excessively wet or frozen surfaces.
Concrete shall be placed so as to avoid segregation of the materials and the
displacement of the reinforcement.
The concrete shall be thoroughly worked during the placing. The working shall be
such as to bring mortar against the forms to produce a smooth finish, substantially
free from water and air pockets or honeycombs.
CONCRETE SIDEWALK
0259A - 4 1
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No concrete shall be placed when the air temperature, measured at the location of the
concreting operation in the shade away from artificial heat, is below 40EF without
permission of the Engineer. When such permission is granted, the aggregates and
water shall be uniformly heated to a temperature of not higher than 150E F. The
temperature of the heated concrete shall not be less than 55EF and not more than
80EF at the time it is placed in the forms.
' Slump test shall be performed at the discretion of the Engineer.
E. Sidewalk Finish
Fresh concrete shall be struck off and compacted until a layer of mortar has been
brought to the surface. The surface shall be finished to grade and cross section with a
float, troweled smooth, and finished with a broom, transverse to the direction of
traffic.
' F. Curin
Immediately after finishing operations have been completed and surface water has
disappeared, the concrete shall be cured with membrane curing compound. When
forms are removed before the expiration of the required curing period, the curing
compound shall be applied immediately after the forms have been removed.
The required curing period shall be 7 curing days.
' A curing day will be considered as any consecutive 24-hour period, beginning when
the manipulation of each separate mass has been completed, during which the air
temperature adjacent to the mass does not fall below 40°/F.
G. Joints
Joints shall be constructed at right angles to the surface of the concrete. Joints shall
be located at right angles to the longitudinal centerline of curb, curb and gutter,
egutter, islands, median barrier, and all paved areas, except where different joint
locations are called for on the plans.
' Where concrete is to be placed adjacent to any existing slab or pavement which has a
broken or irregular edge, a reasonable vertical edge shall be provided on the existing
slab or pavement by sawing.
OCONCRETE SIDEWALK 0259A - 5

3.02
Joint spacing shall not be less than 5 feet. Where concrete is placed adjacent to
Portland cement concrete pavement, the joints shall be located so as to line up with
the joints in the concrete pavement.
Grooved contracting joints shall be formed by the use of templates or by other
approved methods.
Expansion joint filler shall be cut to the same shape and size as the area to be covered
except that it shall be cut one-half inch below any surface that will be exposed to
view in the finished work. The filler shall be one-half (1/2) inch thick, unless
otherwise indicated on the plans.
All joints shall be sealed with hot -poured rubber asphalt material as previously
described. Sealing shall be done before the backfill is placed. The joints shall be
thoroughly cleaned and dry before sealing.
Joints shall be filled to within 1/8 inch to 1/4 inch of the surface of the concrete with
joint sealer. Any sealer spilled on the surface of the concrete shall be removed
immediately.
H. Backfilline
No earth backfill or pavement shall be placed adjacent to the concrete sidewalk until
at least 3 curing days. Backfill shall be compacted to a degree satisfactory to the
Engineer.
I. Traffic
Vehicles may be permitted on the completed work after 7 curing days haves elapsed.
When high early strength concrete is used, vehicles will be permitted on the
completed work after 3 curing days have elapsed.
Method of Measurement
Payment for sidewalk shall be at the contract unit prices (per square yard or per linear foot -
as shown in the contract proposal) installed and will be full compensation for all work of
constructing the sidewalk. This shall include, but is not limited to excavation and
backfilling; furnishing, placing and finishing the concrete; and constructing joints.
Measurement will be made along the surfaces of the work and along the centerline.
END OF SECTION 0259A
CONCRETE SIDEWALK
0259A - 6
11

DIVISION 2 - SITE WORK
DETAILED SPECIFICATION
1 SECTION 0268 - PLAIN RIP RAP
' PART 1.00 - GENERAL
1.01 Description
This Section covers the furnishing and installation of plain rip rap in accordance with
these specifications and the contract drawings or as directed by the Engineer.
1.02 Quality Assurance
e Materials shall meet the requirements of Part 2.00 of these specifications, and shall be
acceptable to the Engineer.
1 PART 2.00 - MATERIALS
2.01 Plain Rip Rap
Stone for plain rip rap shall consist of field stone or rough unhewn quarry stone. The
stone shall be sound, tough, dense, resistant to the action of air and water, and suitable in
all other respects for the purpose intended. Where broken concrete from demolished
structures of pavement is available, it may be used in place of stone provided that such
use meets with the approval of the Engineer. However, the use of broken concrete which
contains reinforcing steel will not be permitted.
The stone or broken concrete shall be graded to meet the following requirements
A. Class 1 Rip Ra
Stone shall vary in weight from 5 to 200 pounds. At least 30 percent of the total
weight of the rip rap shall be in individual pieces weighing a minimum of 60
pounds each. Not more than 10 percent of the total weight of the rip rap may be
in individual pieces weighing less than 15 pounds each.
PLAIN RIP RAP 0268 - 1

B. Class 2 Rip Rap
Stone shall vary in weight from 25 to 250 pounds. At least 60 percent of the total
weight of the rip rap shall be in individual pieces weighing a minimum of 100
pounds each. Not more than 5 percent of the total weight of the rip rap may be in
individual pieces weighing less than 50 pounds each.
C. Class A Rip Rap
Stone shall vary in size from 2" to 6" in diameter. A 10% tolerance will be
allowed on top and bottom sizes.
PART 3.00 - EXECUTION
3.01
3.02
Installation
Unless otherwise directed by the Engineer, the stone shall be placed on a slope as
indicated on the plans. The stone shall be graded so that the smaller stones are uniformly
distributed throughout the mass.
The Contractor may place the stone by mechanical methods, augmented by hand placing
where necessary, provided that when the rip rap is completed it forms a properly graded,
dense, neat layer of stone.
The completed rip rap shall be at least 5" deep or the thickness indicated on the plans.
Method of Measurement
Except where rip rap installation is included as part of a lump sum construction items, the
quantity of rip rap to be paid for will be the actual number of square yards of rip rap,
measured along the surface of the completed rip rap, which has been completed and
accepted.
END OF SECTION 0268
PLAIN RIP RAP 0268 - 2

DIVISION 2 - SITE WORK
DETAILED SPECIFICATIONS
SECTION 0270 - SEEDING & MULCHING
PART 1.00 - GENERAL
1.01 Description
The work covered by this Section consists of preparing seedbeds; furnishing, placing, and
covering limestone, fertilizer, and seed; compacting seedbeds; furnishing, placing, and
securing mulch; and other operations necessary for the permanent establishment of
grasses and legumes from seed, including temporary erosion control, on all disturbed
areas, except irrigation fields, unless shown otherwise on the drawings; in accordance
with these specifications.
The Contractor shall adapt his operations to variation in weather or soil conditions as
1 necessary for the successful establishment and growth of the grasses or legumes.
In all operations covered by this Section, care shall be taken to preserve and/or to improve
' the existing landscape of the area treated.
1.02 Ouality Assurance
Provide at least one person who shall be present at all times during execution of this
portion of the work and who shall be thoroughly familiar with the type of materials being
installed and the best methods for their installation and who shall direct all work
performed under this Section.
All materials used in the work of section shall meet or exceed the specifications of
Federal, State, and County laws requiring inspection for purity, disease, and insect
control.
PART 2.00 - MATERIALS
2.01 Fertilizer
The quality of all fertilizer shall comply with the requirements of the North Carolina
Fertilizer Law and with the rules and regulations adopted by the North Carolina
Department of Agriculture.
1 SEEDING.& MULCHING 0270 - 1

All areas to be seeded, both on a temporary and permanent basis, respectively, will
receive the following fertilizer application rates:
Schedule Area
Type
Qtv (Per Ac.)
Temp. - Summer All
10-10-10
750 lbs.
Temp. - Fall All
10-10-10
1000 lbs.
Temp. - Winter/ All
10-10-10
750 lbs.
Early Spring
Permanent - All
10-10-10
1000 lbs.
All Seasons
2.02 Limestone
All limestone shall be ground agricultural limestone. It shall contain not less than 85% of
the combined calcium and magnesium carbonates. The limestone shall be graded so that
100% shall pass the 10-mesh screen, and 40% will pass through the 100-mesh screen.
All areas to be seeded both on a temporary and permanent basis respectively, will receive
the following limestone application rates:
Schedule Area Qty (Per Ac.)
Temp. — Summer All 2000 lbs.
Temp. - Fall All 2000 lbs.
Temp. - Winter/ All 2000 lbs.
Early Spring
Permanent - All Seasons All 3000 - 5000 lbs.
All Seasons
2.03 Seed
The quality of all seed shall be in strict accordance with rules and regulations adopted by
the North Carolina Department of Agriculture.
Each of the species of seed shall be furnished and delivered in separate bags with certified
seed tags.
SEEDING & MULCHING 0270 - 2

All areas to be seeded both on a temporary and permanent basis respectively, will receive
the following rates of application:
A. Temporary - (Summer)
April 15 to August 15
German Millet 40 lbs/acre
B. Temporary - (Fall)
August 15 to December 30
Rye (Grain) 120 lbs/acre
C. Temporary - (Winter/Early Spring)
December 1 to April 15
Rye (Grain) 120 Ibs/acre
* Annual Lespedeza (Kobe
in Coastal Plain) 501bs/acre
* Omit Annual Lespedeza when duration of temporary cover is not to extend
beyond June.
D. Permanent
Early Spring - February 15 to March 20 - Best
February 15 to April 30 - Possible
Fall - September 1 to September 30 - Best
September 1 to October 31 - Possible
Tall Fescue 601bs/acre
Pensacola Bahiagrass 50 lbs/acre
Sericea Lespedeza 30 lbs/acre
Kobe Lespedeza 10 lbs/acre
NOTE: From September 1 - March 1 use unscarified sericea seed. On poorly
drained sites omit sericea and increase Kobe to 401bs/acre.
Between April 15 and August 15 add 10 lbs/acre of German Millet or 15 lbs/acre
Sundangrass. Prior to May 1 or after August 15 add 25 Ibs/acre of Rye (Grain).
SEEDING & MULCHING 0270 - 3

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2.04 Mulch
Mulch for erosion control shall consist of grain straw or other acceptable material, and
shall have been approved by the Engineer before being used. Straw mulch that is matted
or lumpy shall be loosened and separated before being used.
Mulch and asphalt tack shall be applied according to the following rates:
Mulch 4000 lbs/acre
Asphalt Tack 7 - 10 gals/1000 sq. ft.
Material for holding mulch in place shall be asphalt or other approved binding material.
PART 3.00 - EXECUTION
3.01
3.02
Seedbed Preparation
The soil shall then be scarified or otherwise loosened to a depth of not less than 4 inches
except as otherwise provided below or otherwise directed by the Engineer. Clods shall be
broken and the top 2 inches of soil shall be worked into an acceptable seedbed by the use
of soil pulverizers, drags, or harrows; or by other methods approved by the Engineer.
Applying and Covering Limestone. Fertilizer, and Seed
A. General
Seasonal limitations for seeding operations; the kinds and grades of fertilizers; the
kinds of seed; and the rates of application of limestone, fertilizer, and seed shall
be as directed by the Engineer.
Equipment to be used for the application, covering, or compaction of limestone,
fertilizer, and seed shall have been approved by the Engineer before being used on
the prof ect. Approval maybe revoked at anytime if equipment is not maintained
in satisfactory working condition, or if the equipment operation damages the seed.
Limestone, fertilizer, and seed shall be applied within 24 hours after completion
of seedbed preparation unless otherwise permitted by the Engineer, but no
limestone
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or fertilizer shall be distributed and no seed shall be sown when the Engineer
determines that weather and soil conditions are unfavorable for such operations.
During the application of fertilizer, adequate precautions shall be taken to prevent
damage to traffic, structures, guard rails, traffic control devices, or any other
appurtenances. The Contractor shall either provide adequate covering or change
methods of application as required to avoid such damage. When such damage
occurs the contractor shall repair it, including any cleaning that may be necessary.
B. Limestone and Fertilizer
Limestone should be applied as a part of the seedbed preparation provided it is
immediately worked into the soil. If not so applied, limestone and fertilizer shall
be distributed uniformly over the prepared seedbed at the specified rate of
application and then harrowed, raked, or otherwise thoroughly worked or mixed
into the seedbed.
C. Seed
Seed shall be distributed uniformly over the seedbed at the required rate of
application, and immediately harrowed, dragged, raked, or otherwise worked so
as to cover the seed with a layer of soil. The depth of covering shall be as
directed by the Engineer. If two or more kinds of seed are to be used which
require different depths of covering, they shall be sown separately.
When a combination seed and fertilizer drill is used, fertilizer may be drilled in
with the seed after limestone has been applied and worked into the soil. If two or
more kinds of seed are being used which require different depths of covering, the
seed requiring the lighter covering may be broadcast or sown with a special
attachment to the drill, or drilled lightly following the initial drilling operations.
When a hydraulic seeder is used for application of seed and fertilizer, the seed
e shall not remain in water containing fertilizer for more than 30 minutes prior to
application unless otherwise permitted by the Engineer.
Immediately after seed has been properly covered the seedbed shall be compacted
' in the manner and degree approved by the Engineer.
1 SEEDING & MULCHING 0270 - 5

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3.03 Mulchine
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General
All seeded areas shall be mulched unless otherwise indicated or directed by the
Engineer.
Grain straw may be used as mulch at any time of the year.
If permission to use material other than grain straw is requested by the Contractor
and the use of such material is approved by the Engineer, the seasonal limitations,
the methods and rates of application, the type of binding material, or other
conditions governing the use of such material will be established by the Engineer
at the time of approval.
Preparation for Mulchine
Before mulch is applied on cut or fill slopes which are 3:1 or flatter, medians,
shoulders, and ditch slopes, the Contractor shall remove and dispose of all
exposed stones in excess of 2 inches in diameter and all roots or other debris
which will prevent proper contact of the mulch with the soil.
Applying Mulch
Mulch shall be applied within 24 hours after the completion of seeding unless
otherwise permitted by the Engineer. Care shall be exercised to prevent
displacement of soil or seed or other damage to the seeded area during the
mulching operations.
Mulch shall be uniformly spread by hand or by approved mechanical spreaders or
blowers which will provide an acceptable application. An acceptable application
will be that which will allow some sunlight to penetrate and air to circulate but
also partially shade the ground, reduce erosion, and conserve soil moisture. Thick
clumps of straw are not permissible, as a uniform coverage is expected.
Holding Mulch
Mulch shall be held in place by applying a sufficient amount of asphalt or other
approved binding material to assure that the mulch is properly held in place. The
rate and method of application of binding material shall meet the approval of the
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Engineer. Where binding material is not applied directly with the mulch, it shall
be applied immediately following the mulch application. An extra application
may be necessary in bottom of drainage swales to prevent erosion.
3.04 Maintenance of Seeding and Mulching
Areas where seeding and mulching have been performed shall be maintained in a
e satisfactory condition until final acceptance of the project, at no additional cost to the
Owner.
Maintenance shall include mowing at the location and time directed by the Engineer.
Areas of damage or failure due to any cause shall be corrected by being repaired or by
being completely redone as may be directed by the Engineer.
Where correction will require extensive seedbed preparation, or where earthwork repairs
or complete reshaping are necessary, the seeding and mulching shall be redone in
accordance with this Section.
3.05 Precautions
® During the application of asphalt binding material, or other approved binding materials
which may cause damage, adequate precautions shall be taken to prevent damage to
traffic, structures, guard rails, traffic control devices, or any other appurtenances. The
Contractor shall either provide adequate covering or change methods of application as
required to avoid such damage. When such damage occurs the Contractor shall repair it,
including any cleaning that may be necessary.
The Contractor shall take sufficient precautions to prevent mulch from entering drainage
structures through displacement by wind, water, or other causes and shall promptly
remove any blockage to drainage facilities which may occur.
END OF SECTION 0270
1 SEEDING & MULCHING 0270 - 7

DIVISION 2 - SITE WORK
DETAILED SPECIFICATIONS
SECTION 0271 - CONTROL OF EROSION, SILTATION, AND POLLUTION
0 PART 1.00 - GENERAL
1.01 Description
The Contractor shall take whatever measures are necessary to minimize soil erosion and
siltation, water pollution, and air pollution caused by his operations. The Contractor shall
also comply with the applicable regulations of all legally constituted authorities relating
to pollution prevention and control. The Contractor shall keep himself fully informed of
1 all such regulations which in any way affect the conduct of the work, and shall at all times
observe and comply with all such regulations. In the event of conflict between such
regulations and the requirements of the specifications, the more restrictive requirements
shall apply.
e The Engineer will limit the area over which construction operations are performed
whenever the Contractor's operations do not make effective use of construction practices
and temporary measures which will minimize erosion, or whenever construction
operations have not been coordinated to effectively minimize erosion, or whenever
permanent erosion control features are not being completed as soon as permitted by
construction operations.
1.02 Submittals
All materials to be used on this project for either control, water and air pollution control,
and/or dust control shall have been approved by the Engineer prior to being used.
Submittals for the Engineer's approval shall be in five (5) copies.
1.03 Ouality Assurance
All work under this Section shall be in full compliance with the North Carolina
Sedimentation Pollution Control Act of 1973 and all Rules and Regulations promulgated
pursuant to the provisions of this act.
CONTROL OF EROSION, SILTATION & AIR POLLUTION 0271 - 1

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PART 2.00 - MATERIALS
2.01
2.02
Silt Fence
Either wood posts or steel posts may be used. Wood posts shall be a minimum of 6 feet
long, at least 3 inches in diameter, and straight enough to provide a fence without
noticeable misalignment. Steel posts shall be 5 feet long, 1 3/4" wide, and have
projections for fastening the wire to the fence.
Wire fence fabric shall be a least 32 inches high, and shall have at least 6 horizontal
wires. Vertical wires shall be spaced 12 inches apart. The top and bottom wires shall be
as least 10 gauge. All other wires shall be at least 12 1/2 gauge.
Engineering of geotextile filter fabric such as Trevira 1115 or Mirafi 140 shall be a least
24 inches wide and shall weigh at least 4.5 ounces per square yard. Other materials may
be used provided these materials have been approved by the Engineer.
Wire staples shall be a No. 9 staple and shall be at least 1 1/2 inches long.
Other Materials
Any additional materials required for usage in this Section shall be approved by the
Engineer prior to being used.
PART 3.00 - EXECUTION
3.01 Erosion and Siltation Control
The Contractor shall exercise every reasonable precaution throughout the life of the
project to prevent the eroding of soil and the silting of rivers, streams, lakes, reservoirs,
other water impoundments, ground surfaces, or other property.
Excavated materials shall not be deposited, nor shall earth dikes or other temporary earth
structures be constructed, in rivers, streams, or impoundments.
Frequent fording of live streams with construction equipment will not be permitted;
therefore, temporary bridges or other structures shall be used wherever frequent stream
crossings are necessary. Unless otherwise approved in writing by the Engineer,
mechanized equipment shall not be operated in live
CONTROL OF EROSION, SILTATION & AIR POLLUTION
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0 streams except as may be necessary to construct channel changes and to construct or
remove temporary or permanent structures.
Temporary and permanent erosion control measures shall be provided as shown on the
plans or as directed by the Engineer. Temporary measures shall be installed during the
initial stages of construction for the areas they serve. All permanent erosion control work
shall be incorporated into the project at the earliest practicable time. Temporary erosion
' control measures shall be coordinated with permanent erosion control measures and all
otherwork on the project to assure economical, effective, and continuous erosion control
throughout the construction and post construction period and to minimize siltation of
rivers, streams, lakes, reservoirs, other water impoundments, ground surfaces, or other
property.
Temporary erosion control measures shall include but not be limited to the use of
temporary berms, dikes, dams, drainage ditches, silt basins, silt ditches, slope drains,
structures, vegetation, mulches, mats, netting, gravel, or any other methods or devices that
are necessary. Temporary erosion control measures may include work outside the right of
way or construction limits where such work is necessary as a result of construction such
as borrow pit operations, haul roads, plant sites, equipment storage sites, and disposal of
waste or debris. The Contractor shall be liable for all damages to public or private
property caused by silting or slides originating in waste areas used by the Contractor.
The Contractor shall stabilize graded slopes within 30 working days or at completion of
any phase of grading. Permanent stabilization shall be completed within 30 working days
or 120 calendar days (whichever is shorter) after construction completion.
Erosion control measures installed by the Contractor shall be acceptably maintained at a
minimum of 50% of the original sediment storage capacity by the Contractor until such
time as a satisfactory, permanent growth of grass is established. The Contractor shall
remove the erosion control measures when directed by the Engineer, after the areas they
serve have been stabilized.
State (and local, where required) erosion control approvals, for measures to be performed
by the Contractor, shall be obtained by the Engineer prior to the initiation of any
construction.
CONTROL OF EROSION, SILTATION & AIR POLLUTION 0271 - 3

3.02
3.03
3.04
Water and Air Pollution
The Contractor shall exercise every reasonable precaution throughout the life of the
project to prevent pollution of rivers, streams, and water impoundments. Pollutants such
as chemicals, fuels, lubricants, bitumens, raw sewage, and other harmful waste shall not
be discharged into or alongside of rivers, streams, or impoundments, or into natural or
manmade channels leading thereto.
The Contractor shall comply with all State or local air pollution regulations throughout
the life of the project.
Dust Control
The Contractor shall control dust throughout the life of the project within the project area
and at all other areas affected by the construction of the project, including, but not
specifically limited, unpaved secondary roads, haul roads, access roads, disposal sites,
borrow and material sources, and production sites. Dust control shall not be considered
effective where the amount of dust creates a potential or actual unsafe condition, public
nuisance, or condition endangering the value, utility, or appearance of any property.
The Contractor will not be directly compensated for any dust control measures necessary,
as this work will be considered incidental to the work covered by the various contract
items.
Sanctions
Failure of the Contractor to fulfill any of the requirements of this article may result in the
Engineer ordering the stopping of construction operations until such failure has been
corrected. Such suspension of operations will not justify an extension of contract time.
Failure on the part of the Contractor to perform the necessary measures to control erosion,
siltation, and pollution will result in the Engineer notifying the Contractor to take such
measures. In the event that the Contractor fails to perform such measures within 24 hours
after receipt of such notice, the Engineer may suspend the work as provided above, or
may proceed to have such measures performed. The cost of such work performed by
other forces will be deducted from monies due the Contractor on his contract.
CONTROL OF EROSION, SILTATION & AIR POLLUTION
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3.05 Method of Measurement
Unless shown otherwise in these specifications or the proposal, work done under this
Section of the Detailed Specification for temporary erosion, siltation and/or air pollution
control shall be considered incidental to the work covered by the various contract items
and will not be directly compensated for.
END OF SECTION 0271
CONTROL OF EROSION, SILTATION & AIR POLLUTION 0271 - 5

DIVISION 2 - SITE WORK
DETAILED SPECIFICATIONS
0 SECTION 0272 - MATTING FOR EROSION CONTROL
' PART 1.00 - GENERAL
1.01 Description
The Contractor shall install roll matting of either jute or biodegradable plastic over the
seed and mulch at the following locations:
A. On all dam embankments
B. On any other disturbed areas around buildings, pump stations, and lagoons where
the slopes are 3:1 or steeper
C. Other areas as designated on the drawings or as directed by the Engineer
No asphalt tack will be required in areas where matting is to be used.
' PART 2.00 - MATERIALS
2.01 General
Matting for erosion control shall be jute matting or biodegradable plastic matting. Other
acceptable matting material manufactured especially for erosion control may be used
when approved by the Engineer in writing prior to being used.
2.02 Jute Matting
Jute matting shall be of a uniform open plain weave of single jute yarn, 48 inches in width
plus or minus 1 inch. 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 percent.
iMATTING FOR EROSION CONTROL 0272 - 1

2.03
6 m
Plastic Mattin¢
Erosion control netting shall be a polypropylene extruded oriented plastic net. It shall
have a square mesh opening or approximately 3/4" x 3/4" and have a strand count of
approximately 1.375 x 1.3 strands per inch. It shall have a nominal weight of 2.875 ( 3/8
lb.) per 1,006 square feet. It shall have a tensile strength of24 tbs. 4 tbs. over a 3" width
in the machine direction and 22 tbs. 6 lbs. over a 3" width in the transverse direction.
Plastic matting shall be as manufactured by Conwed Corporation, St. Paul, Minnesota, or
equal.
Wire Staples
Staples shall be machine made of No. 11 gage new steel wire formed into a "U" shape.
The size when formed shall be not less than 6 inches in length with a throat of not less
than 1 inch in width.
PART 3.00 - EXECUTION
3.01 Placing of Matting
Placing of matting shall be done immediately following mulching.
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
upchannel or top of slope end of each piece of matting shall be buried in a narrow trench
at least 5 inches deep and tamped firmly. After the end of the matting is buried, the
trench shall be closed 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-inch overlap. Check slots shall be constructed at each 50 feet
longitudinally in the matting or as directed by the Engineer. These slots shall be narrow
trenches at least 5 inches 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 2 or
more widths of matting are laid side by side, the overlap shall be at least 4 inches.
Staples shall be placed across matting at ends, junctions, and check slots and shall be
spaced approximately 10 inches apart.
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Staples shall be placed along the outer edges and down the center of each strip of matting
and shall be spaced 3 feet apart. Staples shall also be placed along all lapped edges 2 to 3
feet apart.
In the installation of erosion control matting on cut or fill slopes the Engineer may require
adjustments in the trenching or stapling requirements to fit individual slope conditions.
3.02 Maintenance of Matting
The Contractor shall maintain matting until all work on the project has been completed
and accepted. Prior to acceptance of the project, if any staples have become loosened or
raised or if the matting becomes loose or tom, or undermined for any reason, the damaged
areas shall be reshaped, reseeded, and refertilized, and the matting shall be acceptably
repaired or replaced. Where matting becomes loose or raised above the surface of the
ground, the matting shall be acceptably repaired, replaced, or removed, as directed by the
Engineer. The repair of damaged areas shall be performed at no cost to the Owner.
END OF SECTION 0272
MATTING FOR EROSION CONTROL 0272 - 3

DIVISION 2 — SITE WORK
DETAILED SPECIFICATIONS
SECTION 0273 - CROPPING FOR SPRAY IRRIGATION FIELDS
PART 1.00 — GENERAL
1.01 Description
The work covered by this section consists of the soil preparation, the furnishing,
delivering and planting of trees, sprigs, sod, ground cover plants and reforestation plants
at location shown on the plans, as described herein, or as directed by the Engineer.
In all sprigging and planting operations, care shall be taken to preserve the existing grade
and cross section of the treated area.
1.02 Quality Assurance
The Contractor shall perform the operations provided for in these specifications in a
careful, workmanlike manner that will promote the continued life and health growth of all
plants in their final location. He shall adapt his operations to.variations in weather and
soil conditions as to assure the successful establishment and growth of grass.
The Contractor shall also provide at least one person who shall be present at all times
during execution of this portion of the work and who shall be thoroughly familiar with
the type of materials being installed and the best methods for their installation and who
shall direct all work performed under this section.
All plants and planting material shall meet or exceed the specifications of Federal, Stats,
and County laws requiring inspection for plant disease, insect control, quarantine etc.
Quality and size shall conform with the current edition of "Horticultural Standards" for
number one grade nursery stock as adopted by the American Association of Nurserymen.
All plants shall he true to name and one of each bundle or lot shall be tagged with the
name and size of the plants in accordance with the standards of practice of the American
Association of Nurserymen. In all cases, botanical names shall take precedence over
common names.
CROPPING FOR SPRAY IRRIGATION FIELDS 0273 - 1

1.03 Product Handling
Deliver all items to the site in their original containers with all labels intact and legible at
time of Engineer's inspection.
Immediately remove from the site all plants which are not true to name and all materials
which do not comply with the provisions of this section of these specifications.
Use all means necessary to protect plant material before, during, and after installation and
to protect the installed work and materials of all other contractors.
In the event of damage or rejection, immediately make all repairs and, replacements
necessary to the approval of the Engineer and at no additional cost to the Owner.
PART 2.00 — MATERIALS
2.01 Fertilizer
The quality of all fertilizer shall comply with the requirements of the North Carolina
Fertilizer Law and with the rules and regulations adopted by the North Carolina
Department of Agriculture.
All areas to be sprigged and seeded will receive the following fertilizer application rate:
Twe Ouanti Remarks
(per Acre)
5-15-30 500 lbs After field preparation, prior to
seeding and sprigging
Nitrogen (30-35%) 100 Units Spray on field, seven (7) days
with 2-413 w/2 pts of after completion of planting
2-4D
Nitrogen (30-35%) 100 Units Spray on field, six (6) weeks
with 2-413 w/2 pts of after first application
2-4D
CROPPING FOR SPRAY IRRIGATION FIELDS 0273 - 2

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2.03
2.04
Limestone
All limestone shall be agricultural grade ground dolomitic limestone. It shall contain not
less than 85 percent of the combined calcium and magnesium carbonates. The limestone
shall be so graded that 100% shall pass the 10-mesh screen, and 40% will pass through
the 100-mesh screen.
All areas to be sprigged and seeded will receive the following limestone application rates:
Area Quantity (Per Ac.)
All 1,000 lbs. .
Seed
The quality of all seed shall be in strict accordance with rules and regulations adopted by
the North Carolina Department of Agriculture.
Each of the species of seed shall be furnished and delivered in separate bags.
All areas to be sprigged and seeded will receive the following rate of application:
Area Type Quantity (Per Ac.)
All Kentucky 31 Fescue 125 lbs.
Fescue and Rye may be used together in Fall plantings, using 75 lbs. of each per acre, if
approved by the Engineer.
Mulch
Mulch for erosion control where called for shall consist of grain straw or other acceptable
material, and shall have been approved by the Engineer before being used. Straw mulch
that is matted or lumpy shall be loosened and separated before being used.
Material for holding mulch in place shall be asphalt or other approved binding material.
Mulch and asphalt tack shall be applied according to the following rates:
Mulch 75-100 lbs / 1,000 square feet
Asphalt Tack 7-10 gals / 1,000 square feet
CROPPING FOR SPRAY IRRIGATION FIELDS
0273 - 3

2.05 Tree Seedlings
The following tree species shall be planted in the appropriate zone as indicated on the
Crop Planting Plan (Sheet P-1 of 1):
Zone
Species
Spacing
1 Hybrid Poplar (Populus sp.) 10' x 6'
Sycamore (Platanus occidentalis)
Sweetgum (Liquidambar styracii lua)
2 Green Ash (Fraxinus pennsylvanica) 10' x 6'
Hybrid Poplar (Populus sp.)
3 Wax Myrtle (Myrica cerifera) 6'
(Road Frontage)
Typical tree spacing shall be 10 foot rows with trees spaced 6 feet apart in each row. The
mixture and arrangement of tree species within an irrigation zone and the spacing of the
trees within the spray irrigation site, will be as shown on the drawings, as indicated by
these specifications, and as directed by the Engineer. Final plant location shall be per
Paragraph 3.02 of this specification.
PART 3.00 — EXECUTION
3.01 Care and Handling of Plants
A. General
In digging, loading, transporting, unloading, planting, or otherwise handling
plants, the Contractor shall exercise utmost care and use adequate precautions to '
prevent injury to or drying Out of the trunk, branches, or roots; and to prevent
freezing of the plant roots.
B. Bare Rooted Plants
Immediately following delivery to the project, all plants with bare roots, if not
promptly planted, shall be heeled -in constantly moist soil or sawdust in acceptable
manner corresponding to generally accepted horticultural practice.
While plants with bare roots are being transported to and from heeling —in beds,
or are being disturbed in planting beds, or are awaiting planting after distribution,
the Contractor shall protect the plants from drying out by means of wet canvas,
CROPPING FOR SPRAY IRRIGATION FIELDS
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burlap, or straw, or by other means acceptable to the Engineer and appropriate to
weather conditions and the length of time the roots will remain out of the ground.
e3.02 Plant Location
Plant locations for plants and outlines for areas to be planted or reforested shall be staked
out on the ground by the Contractor for approval by the Engineer prior to digging plant
holes or beds.
Unforeseen conditions may make it necessary to make minor adjustments in plant
locations due to utility lines, traffic signs, rock, drainage, etc., and such adjustments will
be permitted subject to the approval of the Engineer.
3.03 Planting
Tree seedlings may be planted by hand or with a planting machine which meet the
approval of the Engineer. The hole shall be of sufficient size to accommodate the entire
a extended roots system of the plant without cramping. Seedlings which die within the first
year will be replaced by the Contractor.
3.05 Weather and Seasonal Limitations
No planting or seeding shall be done when the temperature is below 32°F., when soil to
be excavated for the plant hole is frozen, when the sides or bottom of the plant hole is
frozen, or when the soil to be used for backfilling is frozen or too wet.
The operation of actual sprigging and seeding shall be performed only between March I
and May 1 unless otherwise permitted in writing by the Engineer.
3. 06 Other Conditions
The quantity of water to be used and mowing to be performed will be affected by the
actual conditions which occur during the construction of the project. The quantity of
water or mowing may be increased, decreased, or eliminated entirely at the direction of
the Engineer. Such variations in quantity will not be considered alternations in the details
of construction or a change in the character of the work.
CROPPING FOR SPRAY IRRIGATION FIELDS 0273 - 5

3.07 Maintenance
Maintain all planting, starting with the planting operations and continuing until the
project incomplete and approved y the Engineer.
Maintenance shall include all watering, weeding, cultivating, spraying, and pruning
necessary to keep the plant materials in a healthy growing condition and to keep the
planted areas neat and attractive throughout the maintenance period.
Provide all equipment and means for proper application of water to those planted areas
not equipped with an irrigation system.
Protect all planted areas against damage, including erosion and trespassing, by providing
and maintaining proper safeguards.
1
At the end of the maintenance period, all plant material shall be in a healthy growing
condition. Should the appearance of any plant indicate weakness and probability of '
dying, immediately replace that plant with a new and healthy plant of he same type and
size without additional cost to the Owner.
Continue the maintenance period at no additional cost to the Owner until all previously
noted deficiencies have been corrected.
END OF SECTION 0273
CROPPING FOR SPRAY IRRIGATION FIELDS 0273 - 6

DIVISION 3 - CONCRETE
DETAILED SPECIFICATIONS
SECTION 0310 - CAST -IN -PLACE CONCRETE
' PART 1.00 - GENERAL
1.01 Description
The Contractor shall provide all labor, materials, equipment, and services necessary for the
proper completion of all cast -in -place concrete work indicated on the drawings and specified
herein.
' 1.02 Reference Specifications
Concrete form work shall conform to all requirements of the following specifications and
standards except as modified by the supplemental requirements contained in these project
specifications. The following referenced specifications and standards are declared to be a
part of these project specifications the same as if fully set forth herein.
' A. The American Concrete Institute "ACI Standard specifications for structural Concrete
for Buildings," ACI 301-89. (Includes ASTM Standards referred to herein).
B. The American Concrete Institute "ACI Detailing Manual 1988," ACI Publication SP-
66, hereafter referred to as the ACI Detailing Manual.
C. The Concrete Reinforcing Steel Institute "Manual of Standard Practice," 1990
Edition, hereafter referred to as the CRSI Manual.
D. The American Concrete Institute "Recommended Practice for Concrete Formwork,"
ACI 347R-88, and "Formwork for Concrete," 1989, ACI Publication SP-4.
E. The Concrete Reinforcing Steel Institute Manual 'Placing Reinforcing Bars,"
hereinafter referred to as the CRSI Placing Manual.
F. The Concrete Reinforcing Steel Institute Manual 'Reinforcing Bar Splices," hereafter
referred to as the CRSI Bar Splicing Manual.
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The American Concrete Institute 'Building Code Requirements for Reinforced
Concrete," ACI 318-89.
The American Concrete Institute "Guide for Measuring, Mixing, Transporting, and
Placing Concrete," ACI 304R-89.
The American Concrete Institute "Manual of Concrete Inspection," ACI Publication
SP-2.
The American Concrete Institute "Standard Practice for Selecting Proportions for
Normal, Heavyweight and Mass Concrete," ACI 211.1-89.
The American Concrete Institute "Recommended Practice for Evaluation of Strength
Test Results of Concrete," ACI 214-77(89).
The American Concrete Institute "Recommended Practices for Hot Weather
Concreting," ACI 305-89.
The American Concrete Institute 'Recommended Practices for Hot Weather
Concreting," ACI 306R-88.
The American Concrete Institute "Guide for Consolidating of Concrete," ACI 309R-
87.
ASSHTO 'Burlap Cloth Made from jute or Kenaf," AASHTO M182.
ASTM "Structural Steel," ASTM A 36-89.
ASTM "Cellular Elastomeric Preformed Gasket and Sealing Material," ASTM C
509-84.
ASTM 'Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete
Paving and Structural Construction," ASTM D 1752-84.
The American Concrete Institute "Environmental Engineering Concrete Structures,"
ACI 350R-89.
CAST -IN -PLACE CONCRETE
0310 - 2 11
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1.03 Concrete Mix and Design
A. Classes of Concrete Are as Follows
1. Class "A" concrete (4,000 psi) shall be steel reinforced and includes the
following:
a. Foundations
b. Walls
c. Slabs
d. Beams
e. Girders
f. Columns
2. Class "B" concrete (4,000 psi) shall be placed without forms or with simple
forms, with little or no reinforcing, and includes the following:
a. Concrete fill
b. Equipment bases
c. Pipe supports
d. Curbs and gutters
e. Sidewalks
f. Thrust blocks
g. Encasements
The Contractor shall prepare design mixes of concrete using the same design mix for
both classes of concrete. The mixes are subject to the following limitations:
1. Specified 28-day compressive strength: 4,000 psi.
2. Maximum Water -Cement Ratio by Weight: 0.45.
3. Coarse Minimum Cement
Percent
Aggregate Content -Pounds
Air
Number Per Cubic Yard
Content
57,67 564
6 " 1%
467 517
5 " 1%
The Contractor shall employ at no additional expense to Owner or Engineer an
independent testing facility acceptable to the Engineer for preparing and reporting
proposed mix designs. The testing facility shall not be the same as used for field
quality testing.
CAST -IN -PLACE CONCRETE 0310 - 3

Proportion mixes by the laboratory trial batch method using materials to be
employed on the project. Proportions for concrete required must comply with ACI
211.1. The laboratory report to the ENGINEER must contain the following data:
Complete identification of aggregate source of supply.
2. Tests of aggregates for compliance with specified requirements.
Scale weight of each aggregate.
4. Absorbed water in each aggregate.
5. Brand, type and composition of cement.
6. Brand, type and amount of each admixture.
7. Amounts of water used in trial mixes.
8. Proportions of each material per cubic yard.
Gross weight and yield per cubic yard of trial mixtures.
10. Measured slump.
11. Measured air content.
12. Compressive strength developed at 7 days and 28 days, from not less than 3
test cylinders cast for each 7-day and 28-day test, and for each design mix.
The Contractor shall submit written reports to the Engineer of proposed mix of concrete at
least 15 days prior to start of work. Do not begin concrete production until mixes have been
approved by the Engineer.
When laboratory trial batches are used to select concrete proportions, prepare test specimens
and conduct strength tests as specified in ACI 301, Chapter 3 - Proportioning Method 1.
4,000 psi concrete mixes need not be designed for greater than 4,600 psi regardless of the
production facilities standard deviation.
The Contractor may request mix design adjustments when characteristics of materials, job
conditions, weather, test results, or other circumstances warrant; at no additional cost to the
OWNER and as accepted by ENGINEER. Laboratory test data for revised mix design and
strength results must be submitted to and accepted by ENGINEER before using the revised
mixes.
CAST -IN -PLACE CONCRETE 0310 - 4 11

1.04 Submittals
A. Shop and Placing Drawings
1. Complete shop and placing drawings shall be prepared for reinforcement in
accordance with the ACI Detailing Manual and the CRSI Manual. Placing
drawings shall show sufficient detail to illustrate the reinforcing steel placing
procedure, including placement of accessories. In addition, all reinforced
concrete walls shall have the reinforcing steel shown in wall elevations with
sufficient sections to facilitate the accurate setting of reinforcing bars. Wall
openings and additional reinforcement required at openings shall be shown.
2. The review of shop and placing drawings will be for size and arrangement of
the reinforcement. The Contractor shall verify quantities and dimensions,
and any errors shown on the shop drawings shall be the responsibility of the
Contractor.
B. Certification of Materials
The Contractor shall furnish to the Engineer for review the following:
1. Certified mill test reports of ladle analysis, tensile properties, and bend test of
each heat of steel from which reinforcement is fabricated.
2. Certificates of conformance of stainless steel accessories.
C. Submittals
Review by the Engineer 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 Engineer has granted such deviation in writing.
Fabrication or delivery of materials prior to review of the required submittal
information shall be entirely at the risk of the Contractor.
PART 2.00 - MATERIALS
2.01 Cement
Cement shall be Portland cement, low heat, conforming to the requirements of ASTM C 150,
Standard Specification for Portland cement, Type II. The percentage of total alkali, Sodium
Oxide and Potassium Oxide in the cement shall not exceed six -tenths (0.6) on one (1)
percent. Flyash and other cements conforming to ASTM C595 and ASTM C989 shall not be
used.
CAST -IN -PLACE CONCRETE 0310 - 5

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2.02
mix
Fine Aggregate
Fine aggregate shall consist of clean, well graded natural sand. It shall be composed of hard,
durable, uncoated particles and graded as follows:
Sieve Designation Cumulative Percentage by Wt. Passing
U. S. Standard Square
Minimum
Maximum
Mesh
No. 4
97
100
No. 8
80
100
No. 16
25
75
No. 30
10
30
No. 50
2
10
No. 100
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Not more than one (1) percent by weight of clay of soft disintegrated or coated grains shall be
present. When tested in accordance with AASHTO-21-27, it shall show a color not darker
than standard. When tested for mortar strength in accordance with AASHTO T-71-38, the
fine aggregate shall have a tensile strength at seven (7) days, not less than ninety-five (95)
percent of that developed by mortar having the same water -cement ratio, made of the same
cement and standard Ottawa sand.
Coarse Aggregate
For reinforced footings, reinforced walls over six (6) inches in thickness, ordinary floor slabs
and similar structures, the maximum aggregate size shall be three -fourths (3/4) inch.
2.04 Water
Water shall be clean and free from salt, oil, or organic substances. Laboratory tests shall be
made to determine suitability of any water for use in concrete unless same is secured from
approved water supply.
2.05 Reinforcing Steel
The Contractor shall furnish, cut, bend, and place all steel reinforcement including rods, and
structural shapes as indicated on the drawings or otherwise required. All reinforcement shall
be, when surrounding concrete is placed, reasonably free from loose flaky rust and scale, and
free from oil, grease, or other coating which might destroy or reduce its bond with the
concrete. All placing shall be in
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' 2.06
accordance with the placing drawings and schedules furnished by the Contractor and
approved by the Engineer. Steel reinforcement may be mill or field bent. All bending shall
be in accordance with standard approved practice and by approved machine methods.
All reinforcement bars for concrete shall conform to the requirements of ASTM A615-87a,
Grade 60, for Deformed Bars intermediate grade. The spacing of bars shall be as shown on
the contract drawings or as directed by the Engineers. All splices shall be in accordance with
ACI 318, ACI 301 and ACI 350.
All reinforcement shall be secured in place by use of metal supports, spacers or ties, as
approved by the Engineer. Such support shall be of sufficient strength to maintain the
reinforcement in place throughout the concreting operation. The supports shall be used in
such manner that they will not be exposed or contribute in any way to the discoloration or
deterioration of the concrete.
Reinforcement Steel Bar Supports
All wire bar supports shall be made of smooth cold drawn industrial quality basic wire
having a minimum tensile strength of 65,000 psi, except when the legs of the bar supports are
in contact with the forms, the entire leg of the bar support shall be stainless steel wire or a
minimum thickness of 1/4" stainless steel at points of contact with the forms. The stainless
steel wire shall,meet the requirements of ASTM A493 except the minimum chromium
content shall be 16 percent and the minimum tensile strength shall be 95,000 psi. Wire sizes,
height tolerance, and leg spacing for wire bar supports shall be in accordance with the
requirements listed in the CRSI Manual.
In lieu of the stainless steel wire for the legs of the bar supports at points of contact with the
forms, the legs may be cold drawn steel wire plastic protected in accordance with the CRSI
Manual, except that plastic protection shall be applied by dipping only. Premolded plastic
tips and plastic legs molded to the top wire will not be permitted.
2.07 Forms
Forms shall be of wood, steel, or other approved material except that sheeting for all exposed
surfaces, where absorptive form lining is not specified, or otherwise authorized, shall be
tongue -and -groove lumber of uniform width. Form lining having a glazed, watertight surface
will not be permitted for exposed concrete surfaces or for any surfaces where severe
weathering or severe hydraulic cavitation or erosion may be experienced. The type, shape,
size, quality, and strength of all materials of which the forms are made shall be subject to the
approval of the Engineer.
CAST -IN -PLACE CONCRETE 0310 - 7

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Forms shall be true to line and grade, mortar -tight and sufficiently rigid to prevent
objectionable deformation under load where forms for continuous surfaces are placed in
successive units, care shall be taken to fit the forms over the completed surface so as to
obtain accurate alignment of the surface and to prevent leakage of mortar. Responsibility for
their adequacy shall rest with the Contractor. The form surfaces shall be smooth, free from
irregularities, dents, sags, or holes when used for permanently exposed faces. Bolts and rods
used for internal ties shall be so arranged, that when the forms are removed, all metal will not
be less than two (2) inches from any 'concrete surface. Wire ties will not be permitted. All
forms shall be so constructed that they can be removed without hammering or prying against
the concrete. All exposed joints shall be chamfered and suitable molding shall be placed to
level or round exposed edges or corners, including the use of dummy chamfer and false joints
to provide a neat and uniform appearance, unless otherwise indicated on the drawings or
directed by the Engineer.
Admixtures
Calcium chloride or admixtures containing calcium chloride shall not be used on this project.
Air -entraining admixtures shall be sulfonated hydrocarbons or neutralized vinsol resin
conforming to "Standard Specifications for Air -Entraining Admixtures for Concrete," ASTM
C 260-86, unless otherwise modified by these project specifications.
Water -reducing, retarding, or accelerating admixtures shall conform to "Standard
Specifications for Chemical Admixtures for Concrete," ASTM C494-86, unless otherwise
modified by these project specifications. Such admixtures shall be subject to approval by the
Engineer as to manufacture, type, and proportions. Flyash admixtures shall not be used.
EEx anion Joint Filler
Bituminous impregnated, preformed type conforming to "Specification for Preformed
Expansion Joint Filler for Concrete (Bituminous Type)", ASTM D994-71 (1982), shall be
provided at locations indicated on the drawings and between all points of contact between
slabs and vertical surfaces, such as columns, column pedestals, foundation walls, grade
beams, and similar members, unless otherwise noted on the drawings. Joint filler shall be
provided between all horizontal concrete members at expansion and isolation joints, unless
otherwise noted on the drawings.
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2.10 Joint Sealing Compound
Flexible joint sealing compound shall conform to "Specification for Two -Component
Elastomeric Sealing Compounds for the Building Trade" ANSI A 116.1 -1967, and shall be
equivalent to "Gardox" flexible joint sealing compound manufactured by W. R. Meadows,
Inc. Joint sealing compound shall be provided at locations noted on the drawings and at all
joints in floor slabs (interior and exterior) to be left permanently exposed to view. The color
of joint sealing compound for exposed joints shall match the color of the concrete.
2.11 Liquid Chemical Floor Hardener
All interior concrete floor surfaces to be left permanently exposed to view shall receive a two
(2) coat treatment of a colorless, aqueous solution containing a blend of magnesium
fluosilicate and zinc fluosilicate combined with a wetting agent, containing not less than two
(2) pounds of fluosilicate per gallon. Material shall be equivalent to "Homlith" manufactured
by A. C. Horn Company, "Saniseal 50" manufactured by Master Builders, "Lapidolith"
manufactured by Sonnebom Building Products, Inc., or "Clearbond" manufactured by
Guardian Chemical Company.
2.12 Concrete Curing Paper
Where curing paper is selected for final curing of Flatwork, Sisalkraft "Orange Label,"
Ludlow Paper, Inc., "Scuf-Champ," "Glas-Kraft" Grade A, or equivalent waterproof concrete
curing paper conforming to "Standard Specification for Sheet Materials for Curing
Concrete," ASTM C 171-69, Type 1, shall be used.
2.13 Membrane Forming Curing Compound
Liquid membrane -forming curing compounds shall be wax free resin -type capable of
retaining ninety-five (95) percent of the moisture for the specified period and shall conform
to "Standard Specification for Liquid Membrane Forming Compounds for Curing Concrete,"
ASTM C 309-89, Type 1-D, and shall contain a red fugitive dye. Curing compound applied
to surfaces to be left permanently exposed to view shall not cause permanent discoloration or
otherwise adversely affect the appearance of other surfaces.
2.14 Non -Shrink Grout
Non -Shrink Grout shall conform to Corps of Engineers Specification CRD-C 621-83. Where
grout will be permanently exposed to view or where staining will be visible, use "Sonogrout"
manufactured by Sonnebom Building Products, Inc., "Supreme Grout' manufactured by
Gifford -Hill & Company, Inc., "Construction Grout' manufactured by the W. R. Bonsal
Company of"Five Star Grout' manufactured by U. S. Grout Corporation, or equivalent non-
metallic and non -staining type.
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2.15 Waterstops
The waterstops shall be sized as shown on the drawings and shall be produced by an
extrusion process in such a manner that any cross section shall be dense, homogeneous and
free from porosity and other imperfections. They shall be symmetrical in cross -sectional
shape and uniform along their length.
The manufacturer must certify in writing that all waterstops are extruded from elastomeric
polyvinyl -chloride compound and that this compound shall be virgin PVC Compound and
not contain any scrap or reprocessed materials whatsoever.
The manufacturer must also certify in writing that all waterstops meet or exceed the physical
properties requirements set forth in the U. S. Corps of Engineers CRD-0572-74 specification
and famish a copy of certified independent laboratory test data showing compliance.
Waterstop shall be positioned correctly during installation and all splices in length or at
intersections shall be performed by heat sealing and in accordance with manufacturer's
recommendations.
PART 3.00 - EXECUTION
3.01 Forms
Contractor shall construct forms complying with ACI 347. Immediately prior to the
commencement of concrete placement all joints in the formwork shall be tightened to prevent
the leakage of concrete. Wetting of wood formwork to swell joints together shall be
employed where necessary prior to the placement of concrete.
All interior and exterior comers and edges of formed joints where concrete will be left
permanently exposed to view, and all comers of all columns, shall be beveled unless
otherwise noted on the drawings.
Chamfer strips shall be three -fourths (3/4) inch in size unless otherwise noted on the
drawings. Wood, metal, PVC or other acceptable materials shall be used to provide straight
and properly beveled comers and edges.
Forms previously used shall be thoroughly cleaned of all dirt, mortar, and foreign material
before having reused. Before concrete is placed in forms, all inside surfaces of forms which
will later be removed shall be coated with commercial quality form oil or other equivalent
coating which will permit the ready release of the forms and will not discolor the concrete.
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3.02 Reinforcement
Reinforcing steel shall be placed in accordance with the CRSI Placing Manual, unless
otherwise required by the drawings and these specifications.
Where interior or exterior concrete surfaces will be left permanently exposed to view, the tie
wires shall be set in such a manner that ends of the wires are directly into the concrete
member and not toward the exposed concrete surfaces, so as to maintain the specified
minimum concrete cover.
Unless specifically required by the drawings or these specifications, no reinforcing steel shall
be placed, supported, connected, or spliced by tack welding or other welding of the
reinforcing steel, nor shall any other application of heat to the reinforcement be permitted.
Welded Wire Fabric (W WF) shall be considered as load -carrying reinforcement and shall be
' lapped in accordance with 5.5.4 of the ACI 301, except at slabs -on -grade, which shall be
considered as non load -carrying and shall be lapped in accordance with 5.5.5 of ACI 301.
All splices in reinforcing bars shall be in accordance with the lapped splice requirements of
ACI 318, ACI 301, ACI 350, and CRSI Bar Splicing Manual. Where splices in addition to
those shown on the project drawings are necessary, bars shall be lapped as scheduled below.
Bar Size Lan, Inches Bar Size Lap, Inches
' #3 15 (21) #7 45 (63)
#4 20 (28) #8 59 (83)
#5 26 (36) 99 74 (104)
e#6 33 (46) #10 95 (133)
Figures in parentheses are for top bars (horizontal reinforcement placed such that more than
twelve inches of fresh concrete is cast in the member below the reinforcement). Other
figures are for all other bars. Splices in alternate bars shall be staggered.
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3.03 Placing
A.
1-3
Placing Concrete Continuously
1. Place concrete continuously so that no concrete will be placed on concrete
which has hardened sufficiently to cause the formation of seams or planes of
weakness within the section. If a section cannot be placed continuously,
provide construction joints as specified. Deposit concrete as nearly as
practical in its final location to avoid segregation due to rehandling or
flowing. Do not subject concrete to any procedure which will cause
segregation.
2. Screed concrete which is to receive other construction to the proper level to
avoid excessive skimming or grouting. '
3. Do not use concrete which becomes non -plastic and unworkable, or does not
meet the required quality control limits, or which has been contaminated by
foreign materials. Do not use retempered concrete. Remove rejected
concrete from the job site and dispose of it in an acceptable location.
4. Do not place concrete until all forms, bracing reinforcement, and embedded
items are in final and secure position.
5. Do not place footings iri freezing weather unless adequate precautions are
taken against frost action.
6. Do not place footings, piers or pile caps on frozen soil.
7. Unless otherwise approved, place concrete only when the ENGINEER is
present.
8. Allow a minimum of 7 days before placing concrete against a slab or wall
already in place.
9. Contractor shall pour full depth wall section.
Concrete Conveying
1. Handle concrete from the point of delivery and transfer to the concrete
conveying equipment and to the location of final deposit as rapidly as
practical by methods which will prevent segregation and loss of concrete mix
materials.
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2. Provide mechanical equipment for conveying concrete to ensure a continuous
e flow of concrete at the delivery end. Provide runways for wheeled concrete
conveying equipment from the concrete delivery point to the locations of
final deposit. Keep interior surfaces of conveying equipment, including
chutes, free of hardened concrete, debris, water, snow, ice and other
deleterious materials.
' 3. Do not use chutes for distributing concrete unless approved in writing by the
ENGINEER.
a. Provide sketches showing methods by which chutes will be employed
when requesting such approval.
b. Design chutes, if permitted, with proper slopes and supports to permit
efficient handling of the concrete.
4. Pumping of concrete will be permitted, however, do not use aluminum
piping.
C. Placing Concrete into Forms
1. Deposit concrete in forms in horizontal layers not deeper than 18 inches and
in a manner to avoid inclined construction joints. Where placement consists
of several layers, place concrete at such a rate that concrete which is being
' integrated with fresh concrete is still plastic.
2. Do not permit concrete to free fall within the form from a distance exceeding
4 feet. Use "elephant trunks" to prevent free fall and excessive splashing on
forms and reinforcement.
® 3. Remove temporary spreaders in forms when concrete placing has reached the
Ie elevation of such spreaders.
4. Consolidate concrete placed in forms by mechanical vibrating equipment
supplemented by hand -spading, rodding, or tamping. Use equipment and
e procedures for consolidating of concrete in accordance with the applicable
recommended practices ofACI 309. Vibration of forms and reinforcing will
not be permitted, unless otherwise accepted by the ENGINEER.
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5. Do not use vibrators to transport concrete inside of forms. Insert and
withdraw vibrators vertically at uniformly spaced locations not farther than
the visible effectiveness of the machine. Place vibrators to rapidly penetrate
the layer of concrete and at least 6 inches into the preceding layer. Do not
insert vibrators into lower layers of concrete that have begun to set. At each
insertion, limit the duration of vibration to the time necessary to consolidate
the concrete and complete embedment of reinforcement and other embedded
items without causing segregation of the mix.
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6. Do not place concrete in beam and slab forms until the concrete previously
placed in columns and walls is no longer plastic. 1
Force concrete under pipes, sleeves, openings and inserts from one side until
visible from the other side to prevent voids.
Placing Concrete Slabs
Deposit and consolidate concrete slabs in a continuous operation, within the
limits of construction joints, until the placing of a panel or section is
completed.
2. Consolidate concrete during placing operations using mechanical vibration
equipment so that concrete is thoroughly worked around reinforcement and
other embedded items and into corners.
3. Consolidate concrete placed in beams and girders of supported slabs, and
against bulkheads of slabs on the ground, as specified for formed concrete
structures.
4. Bring slab, surfaces to the correct level. Smooth the surface, leaving it free of
humps or hollows. Do not sprinkle water on the plastic surface. Do not
disturb the slab surfaces prior to beginning finishing operations.
Bonding for Next Concrete Pour
Roughen surfaces of set concrete at all joints, except where bonding is obtained by
use of a concrete bonding agent. Construction joints are shown on the Drawings and
are specified in this section. Clean surfaces of laitance, coatings, loose particles, and
foreign matter. Roughen surfaces in a manner to expose bonded aggregate uniformly
and to not leave laitance, loose particles of aggregate, or damaged concrete at the
surface.
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1. Prepare for bonding of fresh concrete to new concrete that has set but not
fully cured, as follows:
a. Thoroughly wet the surface but allow no free standing water.
b. For horizontal surfaces place a 2-inch layer of mortar, I part sand and
I part cement with water, over the hardened concrete surface.
1 C. Place fresh concrete before the mortar has attained its initial set.
2. Bonding of fresh concrete to fully cured hardened concrete or existing
concrete shall be accomplished by using an epoxy -resin bonding agent as
specified.
F. Quality of Concrete Work
' 1. Make all concrete solid, compact and smooth, and free of laitance, cracks,
and cold joints.
2. All concrete for liquid retaining structures, and all concrete in contact with
earth, water or exposed directly to the elements shall be watertight.
3. Cut out and properly replace to the extent ordered by the ENGINEER, or
repair to the satisfaction of the ENGINEER, surfaces which contain cracks or
' voids, are unduly rough, or are in any way defective. Thin patches or
plastering will not be acceptable.
4. All leaks through concrete, and cracks, holes, or other defective concrete in
areas of potential leakage, shall be repaired and made watertight by the
CONTRACTOR.
5. Repair, removal, and replacement of defective concrete as ordered by the
ENGINEER shall be at no additional cost to the OWNER.
eG. Cold Weather Placing
' 1. Protect all concrete work from physical damage or reduced strength which
could be caused by frost, freezing actions, or low temperatures, in compliance
with the requirements of ACI 306 and as herein specified.
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2. When the air temperature has fallen to or may be expected to fall below 40°F,
provide adequate means to maintain the temperature, in the area where
concrete is being placed, at between 50°F and 70°F for at least seven days
after placing. Provide temporary housings or coverings including tarpaulins
or plastic film. Maintain the heat and protection, if necessary, to insure that
the ambient temperature does not fall more than 30°F in the 24 hours
following the seven-day period. Avoid rapid dry -out of concrete due to
overheating, and avoid thermal shock due to sudden cooling or heating.
3. When air temperature has fallen to or is expected to fall below 40°F,
uniformly heat all water and aggregates before mixing as required to obtain a
concrete mixture temperature of not less than 55°F and not more than 85°F at
point of placement.
Hot Weather Placine
When hot weather conditions exist that would seriously impair the quality
and strength of concrete, place concrete in compliance with ACI 305 and as
herein specified.
2. Cool ingredients before mixing to maintain concrete temperature at time of
placement below 80°F when the temperature is rising and below 85°F when
the temperature is falling. Mixing water may be chilled, or chopped ice may
be used to control the concrete temperature provided the water equivalent of
the ice is calculated in the total amount of mixing water.
3. Cover reinforcing steel with water -soaked burlap if it becomes too hot, so
that the steel temperature will not exceed the ambient air temperature
immediately before embedment in concrete.
4. Wet forms thoroughly before placing concrete.
5. Do not place concrete at a temperature so as to cause difficulty from loss of
slump, flash set, or cold joints.
6. Do not use set -control admixtures unless approved by the ENGINEER in mix
designs.
7. Obtain ENGINEER'S approval of other methods and materials proposed for
use.
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0310 - 16 11
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I. Rock surfaces upon which concrete is to be placed shall be clean, free from oil,
standing or running water, mud, objectionable coatings, debris, loose, semi-detached
or unsound fragments. Faults or seams shall be cleaned to a depth satisfactory to the
Engineer, and to firm rock on the sides. Immediately before concrete is placed, all
such rock surface shall be cleaned thoroughly by the use of high velocity air -water
jets, sandblasting or other means satisfactory to the Engineer. All rock surfaces shall
be kept continuously wet for forty-eight (48) hours and all approximately horizontal
surfaces shall be covered, immediately before the concrete is placed, with one-half
(1/2) inch layer of mortar of the same cement sand ratio as used in the concrete.
The layout of all monoliths shall be as shown on the drawings or as submitted by the
Contractor and approved by the Engineer before construction is commenced.
J. In dropping concrete through reinforcement, care shall be taken that no segregation of
the coarse aggregate occurs. On the bottom ofbeams and slabs, where the congestion
of steel near the forms makes placing difficult, a layer of mortar of the same cement -
sand ratio as used in the concrete shall be first deposited to cover the surface to the
extent directed by the Engineer.
0 K. Construction Joints
1. Comply with ACI 301, Chapter 6, and as specified below.
2. Locate and install construction joints as shown. Additional construction
' joints shall be located as follows:
a. In walls locate joints at a spacing of approximately 25 feet and
approximately 12 feet from corners.
b. In foundation slabs and slabs on grade locate joints at a spacing of
approximately 40 feet. Place concrete in checkerboard pattern.
C. In mats and structural slabs and beams, locate joints in compliance
with ACI 301, Chapter 6 and recommendations of ACI 350, at a
spacing of 40 feet maximum.
' d. Provide other additional construction joints as required to
satisfactorily complete all work.
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3. Horizontal Joints 1
a. Roughen concrete at the interface of construction joints in accordance
with instructions of the manufacturer of joint roughener. Immediately
before placing fresh concrete, thoroughly clean the existing contact
surface using a stiff brush or other tools and a stream of water under
,
pressure. The surface shall be clean and wet, but free from pools of
water at the moment the fresh concrete is placed.
'
b. Remove laitance, waste mortar or other substance which mayprevent
complete adhesion.
,
C. Place a 2-inch thick coat of mortar, of similar proportions to the
mortar in the concrete, over the contact surface of the old concrete.
Place fresh concrete before the mortar has attained its initial 'set.
4. Vertical Joints
a. Apply roughener to the form in a thin, even film by brush, spray or
roller in accordance with the manufacturer's instructions. After
roughener is dry, concrete may be placed.
b. When concrete has been placed and the form removed, wash loosened
material off with high pressure water spray to obtain roughened
surface subject to approval by Engineer.
L. Expansion Joints
1. Comply with ACI 301, Chapter 6, as specified below.
2. Locate and install expansion joints as shown.
3.04 Finishes
A. Rough Form Finish
1. Standard rough form finish shall be the concrete surface having the texture
imparted by the form material used, with tie holes and defective areas
repaired and patched with mortar of one part cement to 1-1/2 parts sand and
all fins and other projections exceeding 1/4 inch in height rubbed down or
chipped off.
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2. Use rough form finish for the following:
a. Exterior vertical surfaces up to 1 foot below grade.
b. Interior exposed vertical surfaces of liquid containers up to one foot
below liquid level.
C. Interior and exterior exposed beams and undersides of slabs.
d. Other areas shown.
B. Smooth Form Finish
1. Produce smooth form finish by selecting form materials which will impart a
smooth, hard, uniform texture. Arrange panels in an orderly and symmetrical
' manner with a minimum of seams.
Repair and patch defective areas as above with all fins or other projects
completely removed and smoothed.
2. Use smooth form finish for surfaces that are to be covered with a coating
material. The material may be applied directly to the concrete or may be a
covering bonded to the concrete such as waterproofing, dampproofing,
painting or other similar system.
C. Smooth Rubbed Finish
1. Provide smooth rubbed finish to concrete surfaces which have received
smooth form finish as described below:
a. Rubbing of concrete surfaces not later than the day after form
removal.
b. Moistening of concrete surfaces and rubbing with carborundum brick
or other abrasive until a uniform color and texture is produced. Do
not apply cement grout other than that created by the rubbing process.
2. Except where surfaces have been previously covered as specified above, use
smooth rubbed finish for the following:
a. Interior exposed walls and other vertical surfaces.
b. Exterior exposed walls and other vertical surfaces down to one foot
below grade.
CAST -IN -PLACE -CONCRETE 0310 - 19

C. Interior and exterior horizontal surfaces, except exterior exposed
slabs and steps.
d. Interior exposed vertical surfaces of liquid containers down to one
foot below liquid level.
e. Other areas shown.
D. Related Unformed Surfaces
1. At tops of walls, horizontal offsets, and similar unformed surfaces occurring
adjacent to formed surfaces, strike off smooth and finish with a texture
matching the adjacent formed surfaces.
Continue the final surface treatment of formed surfaces uniformly across the
adjacent unformed surfaces, unless otherwise shown.
E. Monolithic Slab Finishes
Float Finish
a. After placing concrete slabs, do not work the surface further until
ready for floating.
Begin floating when the surface water has disappeared or when the
concrete has stiffened sufficiently. Use a wood float only. Check and
level the surface plane to a tolerance not exceeding 1/4 inch in 10 feet
when tested with a 10-foobstraightedge placed on the surface at not
less than two different angles. Cut down high spots and fill all low
spots. Uniformly slope surfaces to drains. Immediately after level,
refloat the surface to a uniform, smooth, granular texture.
b. Use float finish for the following:
(1) Interior exposed horizontal surfaces of liquid containers.
(2) Exterior below grade horizontal surfaces.
(3) Surfaces to receive additional finishes, except as shown or
specified.
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2. Trowel Finish
a. After floating, begin the first trowel finish operation using a power -
driven trowel. Begin final troweling when the surface produces a
ringing sound as the trowel is moved over the surface.
b. Consolidate the concrete surface by the final hand troweling
operation. Finish shall be free of trowel marks, uniform in texture
and appearance, and with a surface plane tolerance not exceeding 1/8
inch in 10 feet when tested with a 10-foot straight edge. Grind
smooth surface defects which would telegraph through applied floor
covering system.
C. Use trowel finish for the following:
(1) Interior exposed slabs unless otherwise shown or specified.
(2) Slabs to receive resilient floor finishes.
3. Non -Slip Broom Finish:
a. Apply non -slip broom finish to exterior concrete platforms, steps, and
ramps, and elsewhere as shown on the drawings or in schedules.
b. Immediately after trowel finishing, slightly roughen the concrete
surface by brooming in the direction perpendicular to the main traffic
route. Use fiber bristle broom unless otherwise directed. Coordinate
the required final finish with the Engineer before application.
3.05 Curin
A. General
1. Protect freshly placed concrete from premature drying and excessive cold or
hot temperature, and maintain without drying at a relatively constant
temperature for the period of time necessary for hydration of the cement and
proper hardening of the concrete. Use evaporation retarder for minimizing
plastic cracking. Apply in accordance with manufacturer's directions, one or
more times, as directed by Engineer, during finishing operations.
2. Start initial curing after placing and finishing concrete as soon as free
moisture has disappeared from the concrete surface. Keep continuously
moist for not less than 72 hours.
1 CAST -IN -PLACE CONCRETE 0310 - 21

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Begin final curing procedures immediately following initial curing and before
the concrete has dried. Continue final curing for at least seven days and in
accordance with ACI 301 procedures. For concrete sections over 30 inches
thick, continue final curing for an additional 7 days, minimum. Avoid rapid
drying at the end of the final curing period.
Curing Methods
2.
3.
9
Perform curing of concrete by moist curing, or by moisture retaining cover
curing. Use curing compound only in cold weather and only when permitted
by Engineer.
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a. For curing, use water that is free of impurities which could etch or
discolor exposed, natural concrete surfaces. '
Provide moisture curing by any of the following methods:
a. Keeping the surface of the concrete continuously wet by covering
with water.
b. Continuous water -fog spray.
c. Covering the concrete surface with the specified absorptive cover,
thoroughly saturating the cover with water, and keeping the
absorptive cover continuously wet with sprinklers or porous hoses.
Place absorptive cover so as to provide coverage of the concrete
surfaces and edges, with a 4-inch lap over adjacent absorptive covers.
Provide moisture -retaining cover curing as follows:
a. Cover the concrete surfaces with the specified moisture -retaining
cover for curing concrete, placed in the widest practical width with
sides and ends lapped at least 3 inches and sealed by waterproof tape
or adhesive. Immediately repair any holes or tears during the curing
period using cover material and waterproof tape.
Provide liquid curing compound as follows:
a. Apply the specified curing and sealing compound to all slabs left
exposed. Apply the specified curing and hardening compound to all
other interior slabs, to slabs that are to receive grout topping and to
tank bases. The compounds shall be applied immediately after final
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finishing in a continuous operation by power spray equipment in
accordance with the manufacturer's directions. Recoat areas which
are subjected to heavy rainfall within three hours after initial
application. Maintain the continuity of the coating and repair damage
to the coat during the entire curing period. For concrete surfaces
which will be in contact with potable water, the manufacturer shall
certify that the curing compound used is non -toxic.
1 Polyethylene or similar plastic sheets shall not be used for the curing
of concrete.
b. 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. Concrete curing paper shall only be used for final curing of flatwork.
When selected for final curing, the paper shall be placed as follows:
e (1) Unroll curing paper over the entire surface to be cured. Lap
ends and edges a minimum of four (4) inches 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 (1)
time.
Q d. All interior concrete floor surfaces to be left permanently exposed to
view shall receive a two (2) coat treatment of a colorless, aqueous
solution containing a blend of magnesium fluosilicate and zinc
fluosilicate combined with a wetting agent, containing not less than
two (2) pounds of fluosilicate per gallon.
e Material shall be equivalent to "Hornlith" manufactured by A. c. Horn
Company, "Saniseal 50" manufactured by Master Builders,
"Lapidolith" manufactured by Sonnebom Building Products, Inc., or
"Clearbond" manufactured by Guardian Chemical Company.
e. All exterior slabs shall be cured with the specified clear, acrylic
curing and sealing
compound. The curing compound shall conform to ASTM C-309.
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C.
1D
E.
f. The curing compounds must be applied immediately after final
finishing.
g. Where wood forms are left in place for curing, they shall be kept
sufficiently damp at all times to prevent opening at the joints and
drying out of the concrete.
Curing Formed Surfaces
1. Cure formed concrete surfaces, including the undersides of girders, beams,
supported slabs and other similar surfaces by moist curing with the forms in
place for the full curing period or until forms are removed. If forms are
removed, continue curing by methods specified above, as applicable.
Curing Unformed Surfaces
1. Initially cure unformed surfaces, such as slabs, floor topping, and other flat
surfaces by applying the specified curing compound.
2. Final cure unformed surfaces, unless otherwise specified, by any of the
methods specified above, as applicable.
Temperature of Concrete During Curing
1. When the atmospheric temperature is 40OF and below, maintain the concrete
temperature between 50°F and 70°F continuously throughout the curing
period. When necessary, make arrangement before concrete placing for
heating, covering, insulation or housing as required to maintain the specified
temperature and moisture conditions continuously for the concrete curing
period. Provide cold weather protection complying with the requirements of
ACI 306.
2. When the atmospheric temperature is 80°F and above, or during other
climatic conditions which will cause too rapid drying of the concrete, make
arrangements before the start of concrete placing for the installation of wind
breaks or shading, and for fog spraying, wet sprinkling, or moisture -retaining
covering. Protect the concrete continuously for the concrete curing period.
Provide hot weather protection complying with the requirements ofACI 305,
unless otherwise specified.
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0310-24 ' I
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3. Maintain concrete temperature as uniformly as possible, and protect from
rapid atmospheric temperature changes. Avoid temperature changes in
concrete which exceed 5°F in any one hour and 50°F in any 24-hour period.
F. During the curing period, protect concrete from damaging mechanical disturbances
including load stresses, heavy shock, excessive vibration, and from damage caused
by rain or flowing water. Protect all finished concrete from damage by subsequent
' construction operations.
G. Where concrete topping is placed over waterproof membranes, the Contractor shall
exercise special care to avoid punching
holes in or otherwise damaging the
waterproof membrane.
3.06 Removal of Forms
A. Contractor shall conform to the requirements
of ACI 301, Chapter 4, and ACI 347,
Chapter 3.6.2.3, except as specified below.
1. Removal of Forms and Supports:
Temperature of surrounding air above
e 50°F*.
Walls, Columns and Side of
Minimum
Beams and Girders
Requirements
' Joint, Beam, or Girder Soffits**
3 Days
Under 10 ft. clear span between supports
7 Days
10 to 20 ft. clear span between supports
14 Days
Over 20 ft. clear span between supports
21 Days
Floor Slabs**
Minimum
Under 10 ft. clear span between supports
4 Days
10 to 20 ft. clear span between supports
7 Days
1 Over 20 ft. clear span between supports
10 Days
*The time of removal of forms and shores for temperatures below 50°F shall not be
less than those described above, but shall also be governed by the strength
requirements as described in Section 3.5.B.
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3.07
**Distance between supports refers to structural supports and not to temporary form
work or shores.
***The Engineer shall be consulted before any removal of forms and is to give his
final approval to the minimum days described above.
B. Do not remove supporting forms or shoring until the members have acquired
sufficient strength to safely support their weight and the load upon them. Results of
suitable control tests may be used as evidence that the concrete has attained sufficient
strength.
Quality Control
A. Contractor shall employ at his expense a testing laboratory subject to approval by the
Engineer to perform field quality control testing. This shall not be the same
laboratory as retained to perform material evaluation test and to design concrete
mixes as specified in Article B, herein. Engineer will direct slump tests and the
number of tests and cylinders required. Test Laboratory will make standard
compression test cylinders and entrained air tests as specified below. Contractor
shall also furnish all necessary assistance required by the Test Laboratory.
B. Quality Control Testing During Construction
Testing Laboratory will perform sampling and testing for field quality control
during the placement of concrete, as follows:
a. Sampling Fresh Concrete: ASTM C 172.
Slump: ASTM C 143; one test for each concrete load at point of
discharge; and one for each set of compressive strength test
specimens.
C. Air Content: ASTM C 231; one for every other concrete load at point
of discharge, or when required by an indication of change.
d. Compressive Strength Tests: ASTM C 39; one set of compression
cylinders for each 50 cubic yards or fraction thereof, of each mix
design placed in any one day or for each 2,500 square feet of surface
area placed; 1 specimen tested at 7 days, and 2 specimens tested at 28
days.
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CAST -IN -PLACE CONCRETE 0310 - 26 1

B(1) Adjust mix if test results are unsatisfactory and resubmit for
Engineer's approval.
(2) Concrete which does not meet the strength requirements is
subject to rejection and removal from the work, or to other
such corrective measures as directed by the Engineer, at the
expense of the Contractor.
ee. Compression Test Specimens: ASTM C 31; make one set of 3
standard cylinders for each compressive strength test, unless
otherwise directed.
f. Concrete Temperature: Test hourly when air temperature is 40°F and
below, and when 80°F and above; and each time a set of compression
test specimens is made.
' 2. The testing laboratory shall submit certified copies of test results directly to
the Engineer and the Contractor within 24 hours after tests are made.
3. If a change in the producer of any of the products of concrete is anticipated, a
new design mix shall be prepared 60 days prior to this change. Test reports
' shall be completed and submitted to the Engineer a minimum of fifteen (15)
days prior to beginning the work.
C. Evaluation of Oualitv Control Tests
1. Do not use concrete delivered to the final point of placement which has
slump or total air content outside the specified values.
2. Compressive strength tests for laboratory -cured cylinders will be considered
satisfactory if the averages of all sets of three consecutive compressive
strength tests results equal or exceed the 28-day design compressive strength
of the type or class of concrete; and, no individual strength test falls below
the required compressive strength by more than 500 psi.
a. Where questionable field conditions may exist during placing
concrete or immediately thereafter, strength tests of specimens cured
under field conditions will be required by the Engineer to check the
adequacy of curing and protecting of the concrete placed. Specimens
shall be molded at the same time and from the same samples as the
laboratory -cured cylinders.
1 CAST -IN -PLACE CONCRETE 0310 - 27

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(1) Provide improved means and procedures for protecting
concrete when the 28-day compressive strength of field -cured
cylinders is less than 85 percent of companion laboratory -
cured cylinders.
(2) When laboratory -cured cylinder strengths are appreciably
higher than the minimum required compressive strength,
field -cured cylinder strengths need not exceed the minimum
required compressive strength by more than 500 psi even
though the 85 percent criterion is not met.
(3) If individual tests of laboratory -cured specimens produce
strengths more than 500 psi below the required minimum
compressive strength, or if tests of field -cured cylinders
indicate deficiencies in protection and curing, provide
additional measures to assure that the load -bearing capacity of
the structure is not jeopardized. If the likelihood of low
strength concrete is confirmed and computations indicate the
load -bearing capacity may have been significantly reduced,
tests of cores drilled from the area in question will be required
at the Contractor's expense.
b. If the compressive strength tests fail to meet the minimum
requirements specified, the concrete represented by such tests will be
considered deficient in strength and subject to replacement,
reconstruction or other action approved by Engineer.
Testing Concrete Structure for Strength
1. When there is evidence that the strength of the in -place concrete does not
meet specification requirements, Contractor shall employ at his expense the
services of a concrete testing service to take cores drilled from hardened
concrete for compressive strength determination. Tests shall comply with
ASTM C 42 and the following:
a. Take at least 3 representative cores from each member or suspect area
at locations directed by Engineer.
b. Strength of concrete for each series of cores will be considered
satisfactory if their average compressive strength is at least 85 percent
and no single core is less than 75 percent of the 28-day required
compressive strength.
CAST -IN -PLACE CONCRETE
0310 - 28 11
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C. Report test results in writing to Engineer on the same day that tests
are made. Include in test reports the Project identification name and
number, date, name of contractor, name of concrete testing service,
location of test core in the structure, type or class of concrete
represented by core sample, nominal maximum size aggregate, design
compressive strength, compression breaking strength and type of
break (corrected for length -diameter ratio), direction of applied load
' to core with respect to horizontal plane of the concrete as placed, and
the moisture condition of the core at time of testing.
2. Fill core holes solid with patching mortar, and finish to match adjacent
concrete surfaces.
3. Conduct static load test and evaluations complying with ACI 318 if the
results of the core tests are unsatisfactory, or if core tests are impractical to
obtain, as directed by Engineer.
E. The testing agency's representative shall determine the number of turns of the drum
e on each concrete truck from which samples are secured, and shall note the
revolutions in the concrete test report. In the event the number of revolutions is less
than one -hundred (100) or more than three -hundred (300), the Contractor shall be
notified immediately by the concrete technician in the field and the technician shall
note his instruction to the Contractor on the concrete test report.
' F. The Contractor shall not commence placement of concrete until such time as the
representative of the testing agency is on the job site with the necessary equipment to
perform the specified tests.
G. Failure of the Contractor to notify the testing agency in time to cancel visits to the job
site by representative of the testing agency in the event of the cancellation of
scheduled concrete placement of other related work after notification of the testing
agency shall result in the payment for costs of such visits by the Contractor.
H. The Contractor shall take all precautions as necessary to ensure that all concrete
water bearing structures shall be watertight, subject to approval of the Engineer.
3.08 Field Review by the Engineer
The Contractor shall give at least a twenty-four (24) hour notice to the Engineer prior to
placing concrete to permit field review of the general construction work as well as
mechanical, electrical, and other work to be incorporated into the concrete. All
reinforcement not inspected by Engineer prior to placement of concrete will be rejected.
CAST -IN -PLACE CONCRETE 0310 - 29

The Contractor shall afford the Engineer whatever casual labor, platforms, ladders, or other
access as may be required for proper field review of the concrete work.
Field review of the work by the Engineer shall in no way relieve the Contractor of his
responsibility to furnish materials and workmanship in full compliance with the drawings,
specifications, and requirements of the work.
END OF SECTION 0310
CAST -IN -PLACE CONCRETE 0310 - 30

DIVISION 3 - CONCRETE
DETAILED SPECIFICATIONS
SECTION 0320 - MANHOLE CONSTRUCTION
PART 1.00 - GENERAL
1.01 Description
The work covered in this Section includes but is not limited to the furnishing, or
constructing, and installing of completed manhole units in the numbers, sizes and types as
shown on the drawings.
Manholes may be either job -built brick or precast concrete and may be for storm sewers,
e sanitary sewers, air release valves or as shown on the drawings or required in the
specifications.
1 1.02 Quality Assurance
' The Contractor shall have present, at all times during the construction and/or installation
of manholes, at least one person who shall be thoroughly trained and experienced in this
work and who shall direct all work performed under this Section.
Manholes shall comply with all pertinent codes and regulations, and with these
specifications. Where the provisions of the codes and standards conflict with these
specifications, the more stringent provisions shall apply.
Manholes and pipelines will be tested at the same time for water tightness using the
epipeline tests described in Division 15 of these specifications.
1.03 Submittals
Before any materials covered in this section are delivered to the job site, the Contractor
shall submit in five (5) copies, shop drawings for these items to the Engineer for review
and approval. Shop drawings shall include all manhole materials, precast manhole units,
steps, ring and cover units, gaskets and flexible manhole sleeves.
MANHOLE CONSTRUCTION 0320 - 1

PART 2.00 - MATERIALS
2.01 Job -Built Manholes
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Brick
Shall be clay or shale brick meeting the requirements of ASTM C 32 for Grade
SM.
Brick shall be of uniform standard commercial size, with straight and parallel
edges and square corners. They shall be burned hard and entirely true, free from
injurious cracks and flaws, tough, strong, and shall have a clear ring when struck
together. The sides, ends, and faces of all brick shall be plane surfaces at right
angles and parallel one to the other.
Concrete brick may be used in lieu of clay or shale brick. Concrete brick shall
meet the requirements of ASTM C 55 for Grade P-II.
Concrete Blocks
Shall conform to ASTM C 139 (latest revision).
C. Mortar
Mortar used in all brick masonry and block masonry shall be proportioned as
shown below. All proportions are by volume. No more water shall be added than
is necessary to make a workable mixture.
I part portland cement (Type I), per ASTM C 150
1 part masonry cement, per ASTM C91
6 parts mortar sand (Max.), per ASTM C 144
D. Concrete
Shall be Class A, 3000 pound per ASTM C94 (latest).
E. Steos
Dewey Bros. ME-ST-18A or equal.
MANHOLE CONSTRUCTION
0320 - 2 11
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F. Ring and Cover
Shall be Super Cast, Inc. (MH-RCR 2001) or Southern Foundry with "Sanitary
Sewer" stamped on the cover. The cover shall not be perforated.
G. Flexible Manhole Sleeves
Shall be used at each entry hole of all sewer manholes. The sleeve flange shall be
integrally cast into the manhole wall forming a waterstop and the sleeve portion
shall extend through the base at right angles to the wall into which the pipe is
inserted.
Physical properties of the material for this sleeve are: (1) Minimum tensile
strength - 1500 psi, (2) Elongation at rupture, min. - 450%, (3) Compression set,
max. 25% ASTM D-396, Method B, and (4) Durometer 50 5, ASTM D 2240.
A stainless steel sealing clamp shall secure the sleeve to the pipe.
1 2.02 Precast Reinforced Concrete Manhole Sections
1 A. Design
Shall be in strict accordance with ASTM C 478 (latest). Precast top section shall
have eccentric cone, unless shown otherwise on drawings. Risers and grade rings
shall all be of one type.
Joints shall be formed with male and female ends and sealed with a flexible joint
material meeting Federal Specifications SS-5-00210 "Sealing Compound,
Preformed Plastic for Pipe Joints," Type I, rope form, or Type 11, flat type.
B. Steps
Steps to be composed of composite plastic -steel or gray iron protected with a rust
resisting coating, as manufactured by Dewey Brothers (MH-ST-18A), Oliver Tire
eand Rubber, or M.A. Industries.
C. Ring and Cover
Shall be as shown in Section 2.01 F of this specification.
1 MANHOLE CONSTRUCTION 0320 - 3

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D. Flexible Manhole Sleeve
Shall be as shown on Scction 2.01 of this specification.
2.03 Bedding Stone/Select Backfill
As described in Section 0265 of these detailed specifications.
PART 3.00 - EXECUTION
3.01
3.02
3.03
Excavation and Backfill
Undercut below all manhole footings and/or precast bases to a depth not less than six (6)
inches nor greater than twelve (12) inches. Backfill this area with stone bedding material
as specified in Section 0265 of these specifications.
Where concrete footings are to be poured, the area in which the concrete is to be placed
must be kept dry until concrete has set-up.
Inverts
The invert channels shall be smooth and semi -circular in shape conforming to the inside
of the adequate sewer section. Changes in direction of flow shall be made with a smooth
curve of as large a radius as the size of the manhole will permit. Changes in size and
grade of the channels shall be made gradually and evenly. The invert channels shall be
formed directly in the concrete of the manhole base, or shall be built up with brick and
mortar, or shall be half tile laid in concrete, or shall be constructed by laying full -section
sewer pipe through the manhole and breaking out the top half after the surrounding
concrete has hardened. The floor of the manhole outside the channels shall be smooth
and shall slope toward the channels not less than 1 inch per foot nor more than 2 inches
per foot.
Walls
Mortar for jointing and plastering shall consist of one part portland cement and two parts
fine sand. For brickwork, lime may be added to the mortar in the amount of not more
than 25 percent of the volume of cement. The joints shall be completely filled and shall
be smooth and free from surplus mortar on the inside of the manhole. Brick manholes
shall be plastered with 1/2 inch of mortar over the entire outside surface of the walls.
Brick shall be laid radially with every sixth course laid as a stretcher course.
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3.04 Rings and Covers
e 3.05
The rings and covers shall be set so that the top of the cover will be flush with or higher
than finish grade, as per the Engineer.
All manhole rings in roadways shall be encased in a concrete collar 18" x 6" of 3000 psi
concrete beneath the asphalt, with the cover flush with the top of the pavement.
BackfillinQ
After the bedding has been prepared and the manhole installed, selected material from
excavation or borrow, at a moisture content which will facilitate compaction, shall be
placed alongside the manhole in layers not exceeding 6 inches in depth. Care shall be
taken to insure thorough compaction of the fill under the haunches of the pipelines. Each
layer shall be thoroughly compacted by rolling, tamping and mechanical rammers, or by
hand tamping with heavy iron tampers, the tamping face area of which shall not exceed
25 square inches. The method of filling and compacting shall be continued until the fill
has reached an elevation 12 inches above the top of the pipes. The remainder of the hole
shall be backfilled and thoroughly compacted in layers not exceeding 12 inches.
Care shall be taken during backfill and compaction operations to maintain alignment and
prevent damage to the joints. The backfill shall be kept free from stones, frozen lumps,
chunks of highly plastic clay, or other objectionable material.
All local backfill materials shall be compacted at a moisture content satisfactory to the
Engineer, which shall be approximately that required to produce the maximum density.
The Contractor shall dry or add moisture to the local material when required to provide a
uniformly compacted and stable embankment.
When other than local material is used for backfilling above the foundation, such material
will be classified as select backfill material as specified in Part 2.03 of these
specifications. Use of this select backfill material shall be only when directed by the
Engineer or his representative.
MANHOLE CONSTRUCTION 0320 - 5

3.06
3.07
Manhole Sealine
Installed manholes shall be sealed as necessary to prevent leakage around pipes, at joints,
through bottoms, walls, and around castings.
Manhole Testing
All manholes shall be tested after assembly and prior to backfilling using a vacuum tester
manufactured by P.A. Glazier or MMVT, Inc. Tester shall be provided by the Contractor.
A. Procedure for Vacuum Test
All lift holes shall be plugged with a non -shrink grout. All pipes entering the
manhole shall be plugged. All plugs must be braced to keep plug form being
drawn into the manhole. The inside of the manhole shall be wet down with
visibly indicate areas of leakage (if any) after the test is performed. Test head
shall be placed on or in the cone section and the seal inflated as per the
manufacturer's specifications. A vacuum of 10 inches of mercury shall be drawn
and the vacuum pump shut off. With the valve closed, the time it takes for the
vacuum to drop to 9 inches shall be measured. The manhole shall pass if the time
is greater than the values in the table below:
Manhole Diameter
Manhole Depth
48"
60"
72"
10' or less
60 Sec
75 See
90 Sec
10'— 15'
75 Sec
90 Sec
105 Sec
Over 15'
90 Sec
105 Sec
120 Sec
If using the manhole fails necessary repairs shall be made using a non -shrink
grout while the vacuum is still being drawn. Retesting shall proceed until the
manhole is acceptable.
END OF SECTION 0320
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0320 - 6 11
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DIVISION 4 - MASONRY
DETAILED SPECIFICATIONS
SECTION 0410 - MORTAR AND UNIT MASONRY
PART 1.00 - GENERAL
1.01 Description
Furnish all labor and materials necessary for the installation of all brick and concrete
masonry shown on the drawings and as specified in these contract documents.
1.02 Product Handlin
Use all means necessary to protect mortar and masonry materials before, during and after
installation and to protect the installed work and materials of other contractors. In the event
of damage, immediately make all repairs and replacements to the approval of the Engineer
and at no additional cost to the Owner.
PART 2.00 - MATERIALS
2.01 Mortar
Shall be prepared mix such as Magnolia, Brixment, or Flamingo or equal. Masonry cement
shall comply with ASTM C91, Type 11.
2.02 Sand
Shall be clean, well graded, free of soluble salts and organic matte. It shall be first quality
North Carolina bank or pit sand carefully piled on job site and kept free from weeds, dirt and
other foreign matter.
2.03 Water
Shall be free from excessive alkali, oil and other contaminating matter.
MORTAR & UNIT MASONRY 0410 - 1

2.04
2.05
2.06
Utility brick
Shall be 4" x 12" face size and 4" nominal bed depth, and shall be hard, free from excessive
warp and check, and shall conform to the requirements of ASTM C-216, Type FBS, Grade
SW for compressive strength, modulus of rupture, water absorption, saturation coefficient
and efflorescence. Color shall be as selected by the Engineer.
Concrete masonry units
Shall conform to the requirements of ASTM Specification C9066T, latest revision, Grade A,
for hollow load bearing concrete masonry units. All aggregates used in the manufacture of
the units shall be Solite, Galite, Kenlite or equal. All concrete masonry units shall be square,
true, and have sharp arises. They shall be of consistent texture and shall be dimensionally
stable in regard to height, width and length.
Masonry wall reinforcement
All masonry walls as shown on the drawings shall be reinforced continuously with
galvanized 'Blok-Lok" as manufactured by AA Wire Products Company, galvanized "No. 10
Ladur Type" with drip as manufactured Dur-O-Wal, Inc., or equal. Finish shall be in
accordance with ASTM A116-Class 1.
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C.
Reinforcement for concrete masonry shall be standard reinforcement, truss type (with
drip at exterior walls).
Corners shall be reinforced with prefabricated comer assemblies. Comer
reinforcement shall be used in every course requiring wall reinforcement of the same
gauge.
Intersecting walls shall be tied by reinforcement of prefabricated "T" assemblies.
Reinforcement shall be used in every course, including top course.
Masonry reinforcing shall be sized properly for the types of wall shown.
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PART 3.00 - EXECUTION
1 3.01 Mortar
Mortar shall be in accordance with the N.C. Building Codes.
A. Mixine of mortar shall be by drum mixer. Measurement of ingredients shall be by
volumetric or weight measure. Shovel count of ingredients shall not be permitted.
Sand and cement shall be dry mixed, then water shall be added to bring mixture to a
workable degree of plasticity consistent with intended use. The minimum period of
mixing shall be three minutes. No mortars that have stood more than an hour shall be
used. No retempering of mortar shall be allowed. Proportions shall be as
recommended by the manufacturer.
Testine, if required by the Owner shall be in accordance with methods prescribed by
' ASTM for masonry mortars. Tests required shall not exceed one set of cubes per five
cubic yards of mortar. Sampling and testing shall be done by an independent testing
laboratory. Cost of initial testing shall be paid by the Owner.
Cost of re -testing because of initial test failures shall be paid by the Contractor.
1 3.02 Installation of Masonry Reinforcement
' No masonry work shall be done when outside temperature is 40°F or lower and falling, or
when freezing weather is predicted within the next 24 hours. All brick shall be damp when
laid, except in cold weather. Walls shall be erected not more then scaffold high until the
mortar has reached its complete set. Brick shall be shoved into place, not laid, in a full bed
of mortar. All horizontal and vertical joints shall be of the same width, except for
inconspicuous variations necessary to maintain bond.
All masonry shall be laid plumb, true to line, level and accurately spaced and coursed
horizontally, with each course breaking joint with course below. A running bond shall be
used with vertical joints in alternate courses kept plumb throughout. Any items required to
be built into the masonry shall be built in as the masonry is erected. The space around such
built-in items shall be filled solidly with masonry and mortar.
The masonry reinforcement shall be seated in the mortar bed by filling the cross ties as work
progresses. Reinforcement shall extend into face brick mortar bed tying face brick to block
foundation walls where applicable.
1 MORTAR & UNrr MASONRY 0410 - 3

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The top course of all masonry walls and the first two courses above and below all wall
openings shall be reinforced. The reinforcement at all openings shall extend not less than
18" beyond each side of the opening. Reinforcing shall generally occur 16" o.c. vertically or
in every course of the concrete masonry. All reinforcing shall be continuous for the length of
all concrete masonry walls or lapped or spliced one joint of the reinforcing and shall be sized
for various wall thickness.
Any chases, pockets and reglets required in the wall by other contractors shall be installed
and kept free from mortar and other materials. Where concrete masonry unit partitions
intersect or abut other partitions, they shall be regularly bonded and all continuous
perpendicular joints will be avoided.
All masonry work shall be cleaned as work progresses by rubbing with burlap. Walls
exposed to the weather shall be covered a the end of each days work.
On completion of all masonry work, all nail holes and defects shall be pointed up and the
excess mortar removed and entire surface cleaned with brush and water. The use of acid will
not be permitted.
All cutting required in masonry work to fit opening, to receive work for other trades and at
concrete columns, etc., shall be done with a motor drives carborundum saw. No chipped
units will be acceptable.
Joints shall be formed with a suitable tool after the initial set of the mortar has taken place
and shall be accomplished in such a manner as to squeeze mortar back into the joints.
END OF SECTION 0410
MORTAR & UNIT MASONRY 0410 - 4
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DIVISION 13 - SPECIAL CONSTRUCTION
DETAILED SPECIFICATIONS
SECTION 1323 — WASTEWATER STORAGE LAGOON
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PART 1.00 - GENERAL
1.01 Description
The work covered by this section includes the furnishing of all materials, equipment, tools,
labor, supervision, etc., necessary to completely construct and start-up the wastewater storage
' lagoons (5-day holding lagoon and the reclaimed water holding pond) to a fully finished job
within the strict intent of these specifications and the project drawings.
1 1.02 Ouality Assurance
The Contractor shall provide at least one person who shall be thoroughly trained and
experienced in this type construction, who shall be present at all times during the execution
of the work of this section, and who shall personally direct the pond construction and sealing.
1.03 Product Handline
Use all means necessary to protect stabilization pond construction materials before, during
and after installation and to protect the installed work and materials of all other contractors.
In the event of damage, immediately make all repairs and replacements necessary to the
approval of the Engineer and at no additional cost to the Owner.
PART 2.00 - MATERIALS
® 2.01 Embankment Material
Only suitable materials, acceptable to the Engineer, shall be used in the construction of the
embankments. All topsoil, vegetation, debris and surface soils containing organic material
shall be removed from the construction area and either wasted from the site or used as topsoil
in areas to be seeded.
WASTEWATER STORAGE LAGOON 1323 -1

"WA
After removal of the vegetation and topsoil, material obtained from pond excavation shall be
utilized for embankment construction, unless otherwise rejected by the Engineer. Any
additional embankment materials required shall be furnished by the Contractor, subject to the
approval of the Engineer.
Suitable soils for embankment construction include the soils identified as SP, SM, SC, CL
and CH. The SP soil should not be used, if possible, on the 2:1 interior wall slope of the
lagoon.
A detailed soils report entitled "Subsurface Exploration Report, Wastewater Treatment Plant,
Swansboro, North Carolina dated April 30, 2003 is included at the end of Detailed
Specification Section 0220. The Contractor shall make his own investigation and
verification of existing soils conditions at this project site.
Membrane Lining
A. General
This specification describes the High Density Polyethylene (HDPE) Lining
Membrane to be used as a liner for this stabilization pond. The liner shall cover
100% of the pond bottom and interior pond slopes, and other areas as shown on the
drawings or as directed by the Engineer.
The membrane liner shall comprise HDPE material manufactured of new, first -
quality products designed and manufactured specifically for the purpose of liquid
containment in hydraulic structures.
The Contractor shall, at the time of bidding, submit a certification from the
manufacturer of the sheeting, stating that the sheeting meets physical property
requirements for the intended application.
The liner material shall be so produced as to be free of holes, blisters, undispersed
raw materials, or any sign of contamination by foreign matter. Any such defect shall
be repaired using the extrusion fusion welding technique in accordance with the
manufacturer's recommendations.
The lining material shall be manufactured a minimum of 20.0 feet seamless width.
Labels on the roll shall identify the thickness, length, width, and manufacturer's mark
number. There shall be no factory seams.
WASTEWATER STORAGE LAGOON
1323-2 11
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B. Product Specifics
The HDPE liner material shall meet the specification values as follows:
a. Liner Thickness 60 mil (gauge)
In. Density per ASTM D 1505 0.94 g/cc (min.)
c. Tear Resistance Initiation 45 lbs. (min.)
e per ASTM D 1004 Die C
d. Low Temperature/Brittleness - 1120
per ASTM D746 Proc. B
e. Puncture Resistance per 270 lbs.
FTMS 101B, Method 2031
f. Hydrostatic Resistance per 4901bs./sq.in.
ASTM D751, Method A, Proc. 1
g. Tensile Strength at Break 240 lbs./in.wid.
' per ASTM D638, Type IV
(Dumb -Bell at 2 ipm)
e The HDPE shall be a high quality formulation containing approximately 97.5%
polymer and 2.5% carbon black, anti -oxidants and heat stabilizers. The product shall
be designed for exposed conditions and shall contain no additives or fillers which can
e leach out and cause deterioration over time. The liner shall be as manufactured by
Gunde, Palco, DuPont, or an approved equal.
' C. Factory Ouality Control
1. Raw Material
All compound ingredients of the HDPE materials shall be randomly sampled
on delivery to the HDPE manufacturing plant to ensure compliance with
specifications. Tests to be carried out shall include Density ASTM DI505.68
and Melt Index ASTM D1238-79 Procedure A, Conditions E & P. The resin
used to manufacture the HDPE must be Phillips TR400 or Chevron 9642.
' 2. Manufactured Roll Goods
Samples of the production run shall be taken and tested according to ASTM
D638.82 to ensure that tensile strength at yield and break, elongation at yield
and break meet the minimum specifications. A quality control certificate
shall be issued with the material.
1 WASTEWATER STORAGE LAGOON 1323 - 3

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3. Welding Materials
All welding material shall be of a type recommendation and supplied by the
manufacturer and shall be delivered in the original sealed containers - each
with an indelible label bearing the brand name, manufacturer's mark number,
and complete directions as to proper storage. The resin used to manufacture
the HDPE welding rod must be Phillips TR400 or Chevron 9642.
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PART 3.00 - EXECUTION
3.01 Clearing and Grubbing
Shall be in accordance with Section 0210 - "Clearing and Grubbing" of these detailed '
specifications.
3.02 Grading and Embankment
A. Surface Preparation 1
Prior to any grading operations, the Contractor shall clear, grub and remove all debris 1
from within the construction limits as previously required in these specifications. All
topsoil shall be stripped from the site to a minimum depth of six (6) inches, or as
required by the Engineer and stockpiled at a location acceptable to the Engineer for
later use.
After stripping and cutting to subgrade elevations in areas to receive fill, the subgrade ,
soils should be proof -rolled to detect pockets of loose or soft soil conditions. Proof -
rolling should be done after a suitable period of dry weather to avoid degrading an
otherwise acceptable subgrade. Proof -rolling may be performed with a heavily '
loaded dump truck or similar construction equipment approved by the Engineer and
furnished by the Contractor. All excessively soft or loose soils should be undercut
and replaced with suitable fill material.
In all areas where embankment is to be placed, the existing ground, after topsoil
removal and proof -rolling, shall be loosened or plowed to a minimum depth of six (6)
inches, or if in the opinion of the Engineer, the nature of the ground is such that
greater precautions should be taken to bind the fill to the existing ground, then
benches shall be cut into the existing ground. Benches shall be a minimum of 12 feet
in width and at least 2 feet deep on the outer side away from the lagoon interior.
WASTEWATER STORAGE LAGOON
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B. Embankment Formation
All fill placed in the embankment should utilize low plasticity soil (liquid limit less
than 50; plasticity index less than 30) free of organic material or debris. The initial
fill lift shall be placed in a maximum lift of 6 inches and thoroughly compacted as
hereinafter specified. Additional fill lifts shall be deposited and spread in successive,
uniform, approximately horizontal layers of not more than 10 inches in depth (loose
e measurement) for the full width of the cross section, and shall be kept approximately
level by the use of effective spreading equipment. Each layer of the embankment
shall be thoroughly compacted as herein specified. Hauling shall be distributed over
the full width of the embankment, and in no case will deep ruts be allowed to form
during the construction of the embankment. The embankment shall be properly
drained at all times.
Where embankments are to be constructed across ground which will not support the
' weight of trucks or other hauling equipment, the first layer of the embankment may
be constructed by dumping successive truck or other equipment loads in a uniform
distributed layer of a thickness not greater than that necessary to support the trucks of
hauling equipment while placing subsequent layers. The remainder of such
embankments shall then be constructed in layers as above specified.
Materials placed around other structures, shall be clean select material. The material
shall be placed and compacted in a manner which will avoid unbalanced loading and
will not produce undue stress on the structure. Such embankments shall be placed in
loose layers not to exceed 6 inches in depth and each layer shall be thoroughly
compacted. Any damage or displacement to pipes or other structures due to the
Contractor's operations shall be corrected or repaired prior to the final acceptance at
no cost to the Owner.
C. Compaction and Testin
® All embankment material shall be compacted as specified herein unless otherwise
provided in the contract or directed by the Engineer. Compaction equipment used by
the Contractor shall be adequate to produce the required compaction and produce a
uniformly constructed embankment with all layers uniformly bound to all preceding
layers. An approved sheepsfoot roller shall be used continuously on all
embankments.
The embankment material where tested shall have been compacted to a density equal
to at least 95% of the standard Proctor maximum dry density (ASTM D-698).
WASTEWATER STORAGE LAGOON 1323-5

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Embankment materials shall be compacted at a moisture content satisfactory to the
Engineer, which shall be approximately that required to produce the maximum
density. The Contractor shall dry or add moisture to the embankment material when
required to provide a uniformly compacted and stable embankment.
The Owner shall retain a certified testing laboratory that is both licensed to practice
in North Carolina and approved by the Engineer to perform density tests. The testing
laboratory shall check the compaction at two hundred (200) foot horizontal intervals
and one (1) foot vertical intervals from the existing ground level to the finished grade
of the embankment and shall check the compaction at two hundred (200) foot
horizontal intervals and two (2) foot vertical intervals on the back slope of the
embankment.
3.03 Lagoon Lining
A. Scope
This section covers the sealing of the treatment pond with High Density Polyethylene
(HDPE) Lining Membranes, as described in these specifications, in full accordance
with the lines, grades, cross -sections and/or dimensions shown on the project
drawings, or as directed by the Engineer.
B. Instructions and Drawings Required After Contract Award
1. The manufacturer shall furnish complete written instructions for the storage,
handling, installation, and seaming of the liner in compliance with this
specification and the conditions of his warranty.
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2. The material supplier shall furnish complete written instructions for the repair '
of HDPE material.
Field Seams and Joints 1
Lap joints shall be used to seal factory -fabricated linings of HDPE in the
field. Individual panels of liner material shall be laid out and overlapped, a
maximum of inches and a minimum of 1-1/2 inches, prior to welding. The
area to be welded shall be cleaned and prepared according to the procedures
laid down by the material manufacturer. All sheeting shall be welded
together by means of integration of the extrudate bead with the lining
material. The composition of the extrudate shall be identical to the lining
material.
WASTEWATER STORAGE LAGOON 1323 - 6 1
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The welding equipment used shall be capable of continuously monitoring and
controlling the temperatures in the zone of contact where the machine is
actually fusing the lining material so as to ensure changes in environmental
conditions will not affect the integrity of the weld. Only welding systems
' which utilize the extrusion fusion process shall be used for bonding these
lining materials.
No "fish mouths" shall be allowed within the seam area. Where "fish
mouths" occur, the material shall be cut, overlapped, and an overlap extrusion
weld shall be applied. All welds on completion of the work shall be tightly
bonded. Any membrane area showing injury due to excessive scuffing,
puncture, or distress from any cause shall be replaced or repaired with an
additional piece of HDPE membrane.
SAll wrinkles shall be smoothed out and any cut edges of the lining material
' shall be sealed with a flood coat of bonding solution to prevent wrinkling.
No edges shall be present on the top side of the liner.
4. Joints to Structures
Attachment of lining materials to structures, pipelines, headwalls, etc.,
e involved with the discharge of wastewater into the pond or the withdrawal of
water from the pond shall be in accordance with the project drawings, these
specifications, or as directed by the Engineer.
' 5. Quality of Workmanship
All joints on completion of the work shall be tightly bonded. Any lining
surface showing injury due to scuffing, penetration by foreign objects, or
distress from rough subgrade shall, as directed by the Engineer, be replaced
or covered and sealed with an additional layer of lining material of the proper
size.
A representative of the liner fabricator shall be present during the entire
lining installation procedure and shall provide technical assistance for the
installation of the lining.
6. Field Seam Testing and Quality Control
The installer shall employ on -site physical non-destructive testing on all
welds to ensure watertight homogeneous seams.
IWASTEWATER STORAGE LAGOON 1323-7

3.04
3.05
A quality control technician, employed by the Owner with approval of the
Engineer, shall inspect each seam. Any area showing a defect shall be
marked and repaired in accordance with HDPE repair procedures.
A test weld three (3) feet long from each welding machine shall be run each
day prior to liner welding and under the same conditions as exist for the liner
welding. The test weld shall be marked with date, ambient temperature, and
welding machine number. Samples of weld 1/4" to 1/2" wide shall be cut
from the test weld and tested in shear and peel. Seams should be stronger
than the material. The weld sample should be kept for subsequent testing on
laboratory tensiometer equipment in accordance with the applicable ASTM
standards. Random weld samples may be removed from the installed welded
sheeting at a frequency of approximately one sample per 400 feet of weld but
not less than one sample per seam. Testing shall be by a testing lab hired by
the Contractor after approval by the Engineer.
The Owner, or his designated representative, reserves the right of access for
liner inspection at any time, at his own expense.
7. Liner Warranty
The liner manufacturer/installer shall provide to the Owner a written warranty
guaranteeing this material and installation to be free from defects in materials
and workmanship for a period of not less than 12 months from the date of
project acceptance by the Owner, or 18 months from completion of the liner
installation, whichever occurs first.
Backslope Construction
Upon completion of the construction of the lagoon, topsoil from the stockpile will be spread
a minimum of six (6) inches deep over the outer slopes of the lagoon. If additional topsoil is
left in the stockpile, it will be used to further flatten the outer slopes, as directed by the
Engineer.
Erosion Control
All temporary and permanent erosion control measures required, including but not
necessarily limited to seeding, mulching, matting, and silt fences shall be in accordance with
Section 0270 - "Seeding and Mulching", with Section 0271 - "Erosion Control" and with
Section 0272 - "Matting for Erosion Control" of these detailed specifications, and with the
project drawings, unless revised by the Engineer.
WASTEWATER STORAGE LAGOON
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3.06 Structures
Structures, pipelines, headwalls, etc. involved with the discharge of wastewater into the
lagoon or the withdrawal of water from the lagoon shall be constructed in full accordance
with the drawings and as required in the various sections of these specifications.
END OF SECTION 1323
WASTEWATER STORAGE LAGOON 1323-9

DIVISION 13 - SPECIAL CONSTRUCTION
0 DETAILED SPECIFICATIONS
SECTION 1327 - WASTEWATER TREATMENT SYSTEM
(OXIDATION DITCH)
PART L00 - GENERAL
1.01 Description
There shall be provided, as shown on the plans, one (1) new complete single channel aeration
waste treatment system and one (1) upgrade and rehabilitation of an existing single channel
aeration waste treatment system. The two oxidation ditches shall work in unison with each
other to treat the plants designed average wastewater flow of 0.6 mgd and a peak flow of
1.50 mgd.
The principal new structure shall consist of one (1) endless aeration channel arranged in an
oval manner. Air shall be introduced into the system by the means of two (2) horizontal
mechanical aerating rotors. Raw waste, after entering the system, shall pass progressively
through the aerated channel and then to a final clarifier. The raw sewage mixed with
recycled sludge may be introduced into the channel from an upstream distribution box. The
displaced flow shall be equal to the volume of raw waste and recycled sludge introduced into
the aeration system.
® The effluent from the final aeration channel shall be controlled by means of a submerged
adjustable weir outlet box designed to equalize, within reasonable limits, the rate of flow to
the final clarifier. This control shall allow an adjustable liquid level variation of 15-inches
maximum in the aeration channel with variations of flow of raw waste and recycle sludge.
The existing structure shall have two (2) new horizontal mechanical aerating rotors installed
inline at the mid point of the oxidation ditch along with new walkway. The two existing
e rotors located at the far ends will be dismantled and salvageable equipment returned to
owner. One (1) new effluent adjustable weir shall be installed to match new oxidation ditch
effluent weir length and level adjustment. A new channel connecting the new and existing
oxidation ditches shall be constructed with flow equalization controlled by a new gate
installed in channel.
WASTEWATER TREAMENT SYSTEM (OXIDATION DITCH) 1327 - 1

1.02 Experience Clause
The equipment manufacturer shall have a minimum of ten (10) units of similar design
installed and have units operating successfully for no less than five (5) years in the United
States.
In lieu of this experience requirement, the equipment manufacturer shall submit to the
Engineer at least 20 days prior to bid opening a signed performance guarantee ensuring that
the equipment supplied shall meet the mechanical and performance guarantees specified
herein, and the effluent quality will meet those specified and a signed Product Performance
Bond issued by a company having a "Best's" rating of "B" or higher in the amount of
$350,000.00 stating that they are prepared to back this guarantee. Five years will be the
period of time for which this bond is required.
1.03 Quality Assurance
The Contractor shall provide at least one person who shall be thoroughly trained and
experienced in wastewater treatment works construction, who shall be present at all times
during the execution of the work of this Section, and who shall personally direct the
treatment facility construction.
Comply with all pertinent codes, ordinances, and regulations governing this type and secure
and necessary license, stamps and/or permits.
1.04 Product Handline
Use all means necessary to protect the treatment plant construction materials before, during,
and after installation and to protect the installed work and materials of all other contractors.
In the event of damage, immediately make all repairs and replacements necessary to the
approval of the Engineer and at no additional cost to the Owner.
1.05 Submittals
A. Pre -qualification of Equipment
In addition to the quality assurance standards outlined in the detailed product
specifications, certain features of the product as specified herein are considered as
minimal essential needs in assuring the lowest 20-year life cycle cost.
To assure strict compliance with these features, the Equipment Manufacturer shall
submit the following date to the Engineer a minimum of twenty (20) calendar
days prior to the date for the receiving of bids.
WASTEWATER TREAMENT SYSTEM (OXIDATION DITCH) 1327 - 2

The equipment manufacturer shall submit data to document the ability of the
equipment to provide the following features:
1.) Plant operating data from at least two plants of similar size and equipment.
2.) Data verifying the mixing efficiency of the proposed aerator.
3.) Data verifying average velocity of aerator.
4.) Data demonstrating that the disc aerator is capable of delivering a standard
e aeration efficiency (SAE) of 3.45 lbs. O2/brake-HP at a design delivery
rate not to exceed 2.0 lbs. 02/ft. of shaft section.
5.) Written process performance guaranteeing aeration system performance
based upon plant layout and design will produce required effluent limits
without chemical additions.
If such data cannot be responsibly furnished consistent with items 1 through 5
then the submittal shall be deemed non -responsive and the equipment disapproved
for this project.
' B. Shop Drawings
Prior to the receipt of any wastewater treatment system equipment or materials on the
job site, submit in six (6) copies, shop drawings of all materials and assemblies to the
Engineer for review and approval.
PART 2.00 - PRODUCTS
2.01 Design Parameters
A. Influent Wastewater
Avg Flow -
0.60 MGD
BOD5 -
200 mg/I
TSS -
200 mg/1
TKN -
25 mg/I
NH3N -
17 mg/I
Total P -
6 mg/I
B. Effluent Wastewater
BOD -
10 mg/1
TSS -
10 mg/1
Total N -
4 mg/1
NH3N -
1 mg/1
Total P -
1 mg/1
WASTEWATER TREAMENT SYSTEM (OXIDATION DITCH) 1327 - 3

2.02 Aeration Equipment
The aeration equipment shall consist of two (2) complete rotary aerator assemblies to span
the each oxidation ditch channels as shown on the plans. The rotary aerators shall be
designed for submergence of 9 inches of liquid level in the channel. Level shall be adjusted
from 0" — 15" of submergence so that the oxygen transfer rate and power requirements can
be varied with the flow and treatment requirements.
FA
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Aeration Requirements
Each rotor aerator at design year average conditions at an immersion of 9 inches shall
be capable of delivering the 59.1 lbs of oxygen per hour to each channel at each
location. The oxygen values are measured at Standard Operating requirements of20
degree C and 760 mm Hg.
Each rotor aerator at design year maximum conditions at an immersion of 15
inches shall be capable of delivering the 88.2 lbs of oxygen per hour to each
channel at each location. The oxygen values are measured at Standard Operating
requirements of 20 degree C and 760 min Hg.
The Manufacturer shall submit data in the equipment pre -qualification verifying this
capability.
Torque Tube Assembly
Torque tube assembly will be provided. Each rotor assembly will include a 14-inch
diameter steel torque tube with a minimum 3/8-inch wall thickness and will have
flanged ends that have been machined after fabrication. The torque tube material will
be ASTM-A53, Grade B steel or better.
Aeration Blades
Blade assembly stars shall be provided spaced on 6-inch centers. Each blade will be
minimum of 3-inches wide. The blade assembly star will be 42-inch diameter and
will consist of many individual blades connected. The blades shall interconnect to
adjacent blade by means of 2 bolts minimum. Each blade assembly star will be held
into place on the torque tube by compression between the assembled blades and the
tube.
Blades will be mounted so that adjacent legs provide the greatest structural strength
WASTEWATER TREAMENT SYSTEM (OXIDATION DITCH)
1327 - 4
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in the direction of the rotation and positioned to minimize pulsation impacts of the
blades entering the liquid. Blades will be removable by unbolting from adjacent
blades.
Blades will be a minimum 10-gauge, AISI type 304 stainless steel. Blades shall be
smoothed rolled and free from defects and stress cracking. Each blade assembly star
' shall be factory assembled to the rotor torque tube prior to shipment. Each successive
blade assembly star will be offset from the adjacent unit by 15 degrees.
D. Stub Shaft Assemblies
Stub shaft assemblies will be provided. Rotor aerator assembly will be supported at
both ends by a flanged stub shaft that is indexed to the rotor assembly to allow for
possible field replacement.
' Stub shafts will be fabricated of ASTM-A36 steel and machined after. Stub shaft
flanges will be ASTM-A536 cast 60-45-10 annealed ductile iron and pressed onto the
shafts. Stub shaft flanges will be machined to match the rotor torque tube flanges.
The rotor assembly will have 48-inch diameter end plates of 1/4-inch steel on both
1 ends of the rotor assembly. The end plates will be bolted to the stub shaft ductile iron
flanges only.
The stub shafts and end plates will be factory assembled to the rotor torque tube shaft
prior to shipment
The shafting shall be capable of withstanding all dead, live, and radial loads imposed
on it. Maximum allowable deflection shall be 0.15 inch per 10 ft. length of shaft.
E. Bearine Assemblies
e Bearing assemblies will be provided. Each rotor assembly will be furnished with and
supported by a bearing assembly on each end of the rotor length, with a drive end -
bearing diameter of 3-15/16 inches and the tail shaft expansion -bearing diameter of
3-1/2 inches. Bearings will have a minimum of an AFBMA L-10 theoretical design
life of 500,000 hours.
Split type pillow block bearings will be used for both the drive and outboard ends and
will be securely mounted on a plate grouted on the firm concrete base of the service
area. These bearings will take reasonable misalignment and will be fitted with a
locking collar on each side of the bearing to assure double locking of the bearing
inner race to the rotor shaft.
Bearing will be wet -duty design with seals will be of the face riding rubbing type and
WASTEWATER TREAMENT SYSTEM (OXIDATION DITCH) 1327 - 5

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will be fitted to the rotating element to prevent seal damage and moisture intrusion in
the event of misalignment.
The locking collars will be located in front of the bearing seals acting as a slinger to
prevent moisture from any contact with the lip of the seal.
Lubrication fittings with 1/4-inch copper grease lines to the bearings will be
conveniently located so that lubrication and inspection in a dry service area is
assured.
For accurate leveling and alignment, bearings will be mounted on bearing
mounting plates for setting on a minimum of four (4) anchor bolts.
Splash Shields
Aluminum splash plates and frames will be provided. Fabricated aluminum frames
will be mounted in the vertical concrete parapet walls at both ends of the rotor
assembly to which aluminum splash plates are bolted. Splash plates will be split
horizontally above the shaft opening to allow operator access to the shaft seals.
The openings in the wall formed by the splash plates will be a minimum of 3 feet
wide for removal of the flanged rotor shafts.
Where the shafts pass through the splash plates, a seal arrangement will be provided
to protect the outboard bearing, inboard bearing and drive unit from rotor splashing
and spray. The seal design will include as a minimum seal plates, seal gaskets and a
replaceable Slinger with stainless steel seal cover on the torque tube side of the splash
plates.
V-Belts and Sheaves
Set of V-belts and sheaves will be provided. Power transmission from the motor to
the reducer will be by means of a set of V-belts and sheaves designed with a
minimum 1.5-service factor based on motor horsepower.
Sheaves will be two section units for both drive and driven sheaves and will consist
of a tapered split shaft bushing with three tapped holes to which the sheave is
attached by three cap screws. Changing sheaves will not require a wheel puller.
Belts and sheaves will be covered with a fabricated aluminum belt guard with a
hinged expanded metal front panel in accordance with OSHA standards. Belt guard
will be designed with the expanded metal front hinged to the main enclosure for ease
of inspection and access. Hinged front panel will be held in place via stainless steel
captive fasteners.
WASTEWATER TREAMENT SYSTEM (OXIDATION DITCH) 1327 - 6

H. Shaft -Mounted Motor Reducer Drive
Shaft -mounted, double -reduction speed reducer will be provided. Speed reducer will
have cast iron housing with alloy steel high hardness helical gearing, positive
splash -type lubrication and double lip oil seals and will be keyed to the inboard rotor
stub shaft.
The rotor stub shaft will be supported by the inboard pillow block bearing and
extended through the reducer hollow bore and centered and held firmly in place by
tapered bushings on each side of the reducer.
Shaft mounted reducer will have not less than an AGMA Class II rating based on
motor horsepower.
Reducer will be held in position by a torque arm and torque arm bracket. Torque arm
bracket will be fastened with cast -in -place or drilled -in epoxy anchors. Expansion
type anchors will not be acceptable.
A visual oil level gauge and oil filler tube for the reducer will be mounted on the
reducer.
Construction will ensure concentric mounting of the reducer and free the reducer
bearing and seals from shocks that may be generated in the rotor.
The drive assembly will be protected from rotor splash by the concrete parapet wall
(by Contractor) and splash plate.
aI. Motor
Motor will be provided. Each unit will be driven by an 1,800 rev/min, constant -
torque, 3 phase, 60 Hertz, 460 volt, horizontal, ball bearing, inverter duty, energy -
efficient, Design B, totally -enclosed fan -cooled, foot -mounted motor with leads to
large conduit box for outdoor operation.
Motor size will be 30 horsepower. Overtemperature thermostats will be provided in
the motor windings. Motor will be mounted on plate with threaded studs to provide
adjustment of belt slack.
1 J. Immersion Gauge
Immersion gauge will be provided. Immersion gauge will be clear anodized
WASTEWATER TREAMENT SYSTEM (OXIDATION DITCH) 1327 - 7

aluminum with a minimum of 14-inch scale complete with mounting bracket.
K. Velocity Control Baffle
Velocity control baffle will be provided. The CONTRACTOR will furnish and
install at the location shown on the drawings a flow control baffle for each of the
rotor aerators. Each unit will consist of a steel baffle assembly with a nominal
length the same as the rotor aerator and will be arranged for wall mounting.
The baffle will consist of a minimum 1/4-inch steel plate with minimum 1/4-inch
steel reinforcing member welded to its reverse side. Steel wall brackets will be
provided complete with embedded anchor bolts and machine bolts, nuts and washers.
Expansion type anchors will not be acceptable. The baffle will be manually
adjustable from 15 to 60 degrees in 15-degree increments.
L. Anchor Bolts
All anchor bolts, washers and hex nuts shall be AISI Type 304 stainless steel and
fiunished by the Manufacturer. Bolts shall be set with proper projection by the
Contractor in accordance with approved, certified drawings furnished by the
Manufacturer.
M. Shop Surface Preparation and Painting
Prior to assembly, the rotor torque tube will be solvent -cleaned per SSPC-SP1
followed by near -white blast cleaning per SSPC-SP10. Torque tube will be given
two (2) coats of Tnemec 66 Hi -Build Epoxoline Paint.
All fabricated carbon steel or cast iron components for submerged service will be
solvent -cleaned per SSPC-SP1 followed by a near -white blast cleaning per
SSPC-SP10 and given a 3-mil dry film thickness coat of Tnemec 66 Epoxoline
Primer.
All fabricated carbon steel or cast iron components for non -submerged service will
be solvent -cleaned per SSPC-SP1 followed by a commercial blast cleaning per
SSPC-SP6 and given a 3-mil dry film thickness coat of Tnemec 66 Epoxoline Primer.
Electric motors, speed reducers, and other self-contained or enclosed components
will have the original manufacturer's standard enamel finish.
Rust preventative compound will be applied to all machined, polished, and
nonferrous surfaces that are not to be painted.
WASTEWATER TREAMENT SYSTEM (OXIDATION DITCH) 1327 - 8

' N. Field Service
Inspection of the installed equipment can be made within ten (10) days to two (2)
weeks following notice by you that you are ready for such service. The cost of three
(3) days of service in two (2) trips shall be included for the following:
Pre -Start -Up Inspection Services - One (1) trip to the project site by one factory
person with a total of two (2) days (16 hours total) on -site to inspect equipment prior
to start-up.
Start -Up. Training and Acceptance Services - One (1) trip to the project site by one
efactory person with a total of one (1) day (8 hours total) on -site.
1 PART 3.00 - EXECUTION
3.01 Field Testing
A field test shall be performed on the installed equipment to verify the guaranteed minimum
a mixing power stated in the bid form. Velocity testing shall be done to determine the actual
minimum BHP needed to maintain 1.0 fps average velocity. Testing shall be performed 10
ft. upstream from the centerline of each rotor in each channel.
At each of the above locations, 9 equidistantly spaced points in the channel cross section
shall be checked, three points T below the surface, three points at mid -depth, and three points
2' above the floor. The average velocity for each cross section shall equal or exceed 1.0 fps
with the average of three points at any one depth below 1.0 fps but exceeding .75 fps.
The equipment manufacturer shall notify the Engineer 10 days in advance of all testing so the
Engineer or his representative can be present for all tests. The velocity testing will occur
immediately upon filling of the basins to prevent the build-up of stringy material which may
affect the velocity meters.
Motor input power shall be measured by the Engineer in the field, at the nearest disconnect
switch where access can be gained, using a TIF Model KW 220 3 phase wattmeter. Motor
input power shall be converted to motor output power using the motor manufacturer's stated
efficiency from the motor test report submitted with the shop drawings.
The equipment manufacturer shall agree to pay the total cost of any modifications necessary
to meet the guaranteed minimum mixing BHP. If the guaranteed BHP cannot be achieved, a
WASTEWATER TREAMENT SYSTEM (OXIDATION DITCH) 1327 - 9

payment of $4,200 for every BHP, or fraction thereof, over the guaranteed BHP shall be
made to the Owner by the equipment manufacturer. All costs for any such field testing for '
velocity measurement shall be bome by the Equipment Manufacturer.
3.02 Quality Control
All structural steel components will be fabricated in the United States and will conform to
the requirements of "Specifications for the Design, Fabrication and Erection of Structural
'
Steel for Buildings" published by the American Institute of Steel Construction. Except
where specifically indicated otherwise, all plates and structural members will have a
minimum thickness of 1/4-inch.
Shop welds, welding procedures, welders and welding operators will be qualified and
certified in accordance with the requirements of the latest edition of ANSI/AWS DLL
"Structural Welding Code - Steel" published by the American Welding Society.
All surfaces that are specified to be machined will be designed and fabricated to provide a
run -out of not more than 0.008 inches and concentricity to within 0.001 inches.
All steel components for the rotor aerator assemblies, baffles and covers will be fabricated
'
and machined at a single shop to ensure quality control.
3.03 Operation and Maintenance Manual
O
The equipment supplier is to provide, a minimum of four weeks prior to delivery of e
equipment, an operation and maintenance manual detailing the operation and maintenance
aspects of the equipment. The manual is to include:
A. Installation instructions and guidelines e
B. Lubrication requirements and recommendations for all equipment '
C. Torque tightening recommendations for all hardware
D. Instructions for performing bearing and gear replacement and other routine
maintenance items
Before final acceptance of the equipment furnished herein, the contractor shall prepare six (6) '
bound copies, in one or more volumes as required, of the operating and service manuals for
each piece of equipment installed herein.
These manuals, in addition to the operating and service instructions, shall include a parts list,
a performance curve, model and serial numbers, electrical and all other data required for the
routine maintenance, servicing, and operation of the equipment.
WASTEWATER TREAMENT SYSTEM (OXIDATION DITCH) 1327 - 10
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3.04 Warran
The entire aeration unit and all components shall be warranted to the owner against defects in
workmanship and materials for a period of one (1) year after acceptance by the owner. A
letter shall be required from the manufacturer's technical representative documenting dates
and results of specified inspections, initial operation and testing of equipment.
END OF SECTION 1327
WASTEWATER TREAMENT SYSTEM (OXIDATION DITCH) 1327 - 11

DIVISION 13 - SPECIAL CONSTRUCTION
DETAILED SPECIFICATIONS
SECTION 1330 - PREFABRICATED SELF -PRIMING PUMPING STATIONS (6'x6')
■ PART 1.00 - GENERAL
1.01 Descrintion
® The Contractor shall famish and install, at locations as shown on the drawings and/or as
herein specified, factory -built, self -priming, wastewater pumping stations. The stations shall
be provided by the Contractor, complete with all needed equipment, factory installed in
fiberglass polyester resin housings. The principal items of equipment in the stations shall
' include two self -priming, horizontal, centrifugal, v-belt, motor driven sewage pumps, valves,
internal piping, pump level/logic motor control center with magnetic circuit breakers,
magnetic motor starters, automatic liquid level control system, ventilator, internal wiring,
station enclosure, by-pass discharge connection, and air release valves. Pump station shall be
manufactured by Gorman Rupp, Usemco, or Crown.
1 1.02 Ouality Assurance
' Provide at least one person who shall be thoroughly trained and experienced in the
construction of sewage pumping stations, who shall be present at all times during execution
of the work of this section, and who shall personally direct all pumping station construction
and installation in this work.
The pumping station construction and installation shall comply with all pertinent Federal,
State and local codes and regulations. Local permits and/or licenses shall be secured by the
Contractor.
The lift station shall be the product of a manufacturer with experience in the design and
manufacture of fiberglass lift stations and experience in the design and manufacture of self-
e priming horizontal centrifugal pumps or vertical vacuum priming pumps designed
specifically for handling raw sanitary sewage.
1 PRE -FABRICATED SELF -PRIMING PUMPING STATIONS (6'x6') 1330 - 1

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1.03 Submittals
A. Pre -qualification of Equipment
Manufacturers desiring to furnish the pumping station shall submit to the Engineer
complete details of the equipment to be offered a minimum of fifteen (15) calendar
days prior to the date for the receiving of bids. Included in this submittal shall be a
complete description of the entire pump station including performance curve. These
manufacturers are advised that only equipment approved prior to bid by the Engineer
will be acceptable.
e
The fact that a specific product name is listed in the specifications does not relieve
the named manufacturer from fully meeting the specification.
B. Shop Drawing
Before any materials covered by this Section are brought to the job site, submit in
five copies complete shop drawings for the Engineer's review and approval. Shop
drawings should show all details of the pumping station construction including
performance curve.
1.04 Product Handling
Use all means necessary to protect pumping station materials before, during, and after
installation and to protect the installed work and materials of al other contractors. In the
event of damage, immediately make all repairs and replacements necessary to the approval of
the Engineer and at no additional cost to the Owner.
PART 2.00 - MATERIALS 1
2.01 Design I I
The engineering design of this factory -built -unit pumping station shall be in accordance with
the parameters shown on the drawings and included in these specifications.
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2.02 Pumps
Pumps shall be of the horizontal self -priming type mounted above ground specifically
designed for the handling of raw, unscreened sanitary domestic sewage.
The pump shall have the necessary characteristics and be properly selected to perform under
the operating conditions and efficiency as shown on the construction plans.
A. General
Consideration shall be given to the sanitary sewage service anticipated, in which
occasionally debris will lodge between the pump suction check valve and seat,
resulting not only in loss of the suction leg, but also in the syphoning of liquid from
the pump casing to the approximately center line of the impeller. Such occurrence
shall be considered normal with proper installation of air release line free to
' atmosphere.
Each pump shall be so designed as to retain adequate liquid in the pump casing to
ensure unattended automatic repriming while operating at its rated speed in a
completely open system without suction check valves and with a dry suction leg.
Operating and passages of pump shall be large enough to permit the passage of a
sphere 2-1/2" in diameter and any trash or stringy material which can pass through
the average house collection system. Pump volute or casing shall contain no
' opening, such as recirculating porting, of a less diameter than sphere size specified.
Screens or any internal devices that create a maintenance nuisance or interfere with
priming and performance of the pump shall not be permitted.
Pump must be equipped with a removable cover plate, weighing not more that 50
lbs., allowing complete access to pump interior to permit the clearance of stoppages
and to provide simple access for service and repairs without disturbing suction or
discharge piping.
Pump shall be fitted with a replaceable wear plate. Replacement of wear plate,
impeller and seal shall be accomplished through the removable cover plate. Entire
rotating assembly, which includes bearings, shaft, seal, and impeller, shall be
removable as a unit without disturbing pump casing or piping.
B. Pump Performance
Each pump must have the necessary characteristics and be properly selected to
perform under these operating conditions:
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1) RAS Pump Station:
Condition
Flow / TDH 520 GPM / 55.11'
Suction Diameter (in) 4
Discharge Diameter (in) 4
Motor (Hp) 15
Voltage / Phase 460 V / 30
B. Impeller
Impeller shall be 2-vaned, semi -open, non -clog, cast in ductile iron, with integral
pump -out vanes on the back shroud. Impeller shall thread onto a pump shaft of high
carbon steel and be secured with an impeller lock screw.
Means shall be provided for external adjustment of the impeller to the wear plate.
Clearance adjustment shall be capable from the cover plate without the use of shims.
Additional clearance adjustment shall be capable by the rotating assembly shim
adjustments.
C. Shaft and Bearings
Pump shaft shall be covered and protected with a removable sleeve. Shaft shall be
contained within a bearing pedestal of ample size to contain heavy duty ball thrust
bearing and radial bearing of adequate size to withstand all imposed loads.
D. Seal
Pump shaft shall be sealed against leakage by a mechanical seal.
The use of double or tandem seals shall not be permitted. Both the stationary sealing
member and mated rotating member shall be of tungsten -titanium carbide alloy, or
silicon carbide. Seal faces of carbon or ceramic material shall not be acceptable.
Each of the matted surfaces must be ground and polished to produce a flatness
tolerance not to exceed three light bands, or 35 millionths of an inch, as measured by
an optical flat under monochromatic light. To ensure seal faces are in full contact at
all times, stationary seal seat shall be double floating and self -aligning during periods
of shock load that will cause deflection, vibration, and axial of radial movement of
the pump shaft.
Mechanical seal shall be installed within a seal housing and shall be of the oil
lubricating cooling type with integral reservoir.
Seal must be removable and replaceable through cover plate opening.
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E.
2.03 Motors
Mechanical seal shall be warranted for a minimum of one (1) year from date of
shipment. Should the seal fail within the first year, the manufacturer is obligated,
upon notification, to furnish a new seal, no charge, to owner.
Suction Check Valve
Pump shall incorporate suction check valve that can be removed or installed through
removable cover plate opening, without disturbing the suction piping. The sole
function of check valve shall be to eliminate re -priming with each cycle. Pumps
requiring suction check valves to perform will not be acceptable.
The pump volute shall be furnished with mounting lugs and be bolted above the
station floor plate.
Pump motors for horizontal pumps shall be horizontal with V-Belt Drive open drip -proof,
cast iron frame, induction type, with normal starting torque and low starting current
characteristics, suitable for the electric current as shown on the construction plans. Motors
shall be non -overloading for operation over the complete range of the performance curve.
Each motor shall be of cast iron frame construction and shall be of current NEMA design
with copper windings. Rolled steel or aluminum frame motors shall not be acceptable.
The motor shaft shall equal or exceed the diameter specified under sewage pumps, at all
points from immediately below the top bearing to the top of the impeller hub shall not exceed
6". A bearing cap shall be provided for the bottom motor bearing. Bearing housing shall be
provided with fittings for lubrication as well as purging old lubricant.
The motor shall be fitted with heavy lifting eyes, each capable of supporting the entire weight
of the pump and motor.
2.04 Controls
A. RAS Pump Station
Motor Control
Motor control components —variable frequency drives, bypass starters, circuit
breakers, control relays, etc. shall be installed in a NEMA 4 enclosure
external to the fiberglass pump station housing. This system shall be in
accordance with the requirements of Section 16_ of the Electrical
Specifications.
PRE -FABRICATED SELF -PRIMING PUMPING STATIONS (6'x6') 1330 - 5

2. Liquid Level Control (Air Bubbler Type)
The level control system shall start and stop pump motors in response to
changes in wet well level. It shall be an air bubbler type, with a pressure
transducer integral to the electronic pressure switch. The transducer to work
in conjunction with air pressure in the bubbler piping, which is mounted in
the wet well, to provide a proportional level signal to the remainder of the
level control system.
The electronic pressure switch shall continuously monitor the wet well level,
permitting the operator to read the water level at any time. Upon operator
selection of automatic operation, the electronic pressure switch shall start
motor for one pump when liquid level rises to the "lead pump start level".
When the liquid is lowered to the "lead pump stop level", the electronic
pressure switch shall stop this pump. These actions shall constitute one
pumping cycle. Should the wet well level continue to rise, electronic pressure
switch will start the second pump when the liquid reaches the "lag pump start
level" so that both pumps operate together. These levels shall be easily
adjustable using set point trim pots.
The level control system shall work in conjunction with an alternator relayto
select first one pump, then the second pump, to run as "Lead" pump.
Alternation will occur at the end of each pumping cycle.
a. Electronic Pressure Switch
Electronic pressure switch shall contain all integral components to
perform pressure sensing, signal conditioning, EMI and RFI
suppression, DC power supply and 120 volt outputs. Comparators
shall be solid state, and integrated with other components to perform
functions described below.
Electronic pressure switch shall operate on supply voltage of 108
VAC to 132 VAC, 60 Hertz, in an ambient temperature range of -
18°C (0°F) through +55°C (131 °F). Control range shall be 0 to 12.0
feet of water with an overall repeat accuracy of (plus/minus) 0.1 feet
of water.
Electronic pressure switch shall consist of the following integral
components: Pressure sensor, display, electronic comparators and
output relays.
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Pressure sensor:
A strain gauge transducer receives input pressure from the air
bubbler system. The transducer converts the input to a
proportional electrical signal for distribution to the display
and electronic comparators. The transducer output is filtered
to prevent control response to level pulsations or surges. The
transducer range shall be 0-15 PSI, temperature compensated
from -40°C (-40°F) through +85°C (1850F), with repeat
accuracy of (+1-) 0.25% full scale about a fixed temperature.
Transducer over -pressure rating shall be 3 times full scale.
Digital panel meter:
Upon operator selection, displays liquid level in the wet well,
and the preset start and stop levels for both lead and lag
pump. The meter is be a 3-1 /2" digit display calibrated to read
out directly in feet of water, accurate to within one -tenth foot
(0.1 foot), with full scale indication of not less than 12 feet.
Electronic comparator:
Adjustable setpoints to control levels at which lead and lag
pumps start and stop. Each level setting is adjustable, and
accessible to the operator without opening the electronic
pressure switch or any cover panel on the electronic pressure
switch. Comparators allow the operator to read selected levels
on the display. Adjustments shall not require hard wiring, use
of electronic test equipment, artificial level simulation or
introduction of pressure to the electronic pressure switch.
Output relays:
Individual solid state relays provide each output function.
Relay input to be optically isolated from its output
incorporating zero crossover switching to provide high
immunity to electrical noise. The "ON" state of each relay
shall be indicated by illumination of a light emitting diode.
The output of each relay to be individually fused providing
overload and short circuit protection. Each output relay has
inductive load rating equivalent to one NEMA size 4
contactor. A pilot relay shall be used for loads greater than a
size 4 contactor.
Each electronic pressure switch shall be subjected to severe
environmental tests to minimize field failures. Tests shall include, but
is not limited to exposure to elevated temperatures and bum -in under
load. Further testing may be conducted at the manufacturer's
PRE -FABRICATED SELF -PRIMING PUMPING STATIONS (6'x6') 1330 - 7

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discretion.
Electronic pressure switch to be equipped with replaceable plug-in
integrated circuits, output relays and fuses. The main circuit board
assembly shall be provided with keyed plug-in connections to "off -
board" components permitting main board removal without de -
soldering. All printed circuits protected by a conformal coating
applied to both sides to resist moisture or fungus.
Circuit design in which application of power to the lag pump motor
starter is contingent upon completion of the lead pump circuit shall e
not be acceptable.
Electronic pressure switch shall utilize an electronic comparator and e
solid state output relay to alert maintenance personnel to a high water
level in the wet well (low water alarm is optional). If liquid reaches
the preset alarm level, the output relay energizes a magnetic switch,
completing a 115 VAC circuit for external alarm device. An electrical
or mechanical indicator, visible from front of control panel, shall ,
indicate high level condition exists. The magnetic switch maintains
alarm signal until wet well level is lowered and alarm circuit
manually reset. e
Air Bubbler System and Piping
Two vibrating reed, industrial rated, air pumps shall deliver free air at
approximately 5 CFH at a pressure not to exceed 7 PSI. Liquid level
control systems utilizing air compressors which deliver greater '
quantities of air at higher pressures, and require pressure reducing
valves, air storage reservoirs, and other maintenance nuisance items
are not acceptable. '
Selector switch provided for manual alternation of air pumps. The
switch allows selection of either pump to operate continuously.
Switch shall be oil -tight design with contacts rated NEMA A300
minimum.
An air bell constructed of 3 inch PVC pipe shall be supplied for field
installation in the wet well. The air bell must be installed at the end
of the 3/8 NPT air bubbler line per manufacturer's instructions. t
An air flow indicator gauge mounted on the front of the control panel,
and connected to the air bubbler piping shall provide visual indication
of air flow rate. Gauge to be graduated in cubic feet per hour.
PRE -FABRICATED SELF -PRIMING PUMPING STATIONS (6'x6')
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0 2.05 Enclosure
' A. Description (approximately 6'x6')
This station enclosure shall consist of a base to support the pumps and a cover that
can be removed without special equipment. Minimum enclosure dimensions shall be
approximately six and one-half (6 %2) feet by six and one-half (6 %:) feet and four (4)
feet in height.
B. Enclosure Materials
The station enclosure shall be manufactured of molded fiberglass reinforced
orthophthalic polyester resins with a maximum of 30 percent fiberglass, and a
maximum of 70 percent resin. Glass fibers shall have a minimum average length of 1
1/4 inches. Resin fillers or extenders shall not be used. Major design considerations
shall be given to structural stability, corrosion resistance, and water -tight properties.
The polyester laminates shall provide a balance of mechanical, chemical, and
electrical properties to insure a long life. They must be impervious to
microorganisms, mildew, mold, fungus, corrosive liquids, and gases which can
reasonable be expected to be present in the environment surrounding the wet well.
All interior surfaces of the housing shall be'gel coated with a polyester resin. It shall
be of suitable thickness and formulated to provide:
(1) Maintenance -free service
(2) Abrasion resistance
(3) Color fastness
(4) Gloss retention
(5) Protection from sewage, greases, oils, gasoline and other common chemicals.
The outside of the enclosure shall be coated with a suitable pigmented resin
compounded to insure long, maintenance -free life.
C. Enclosure Base
The station base shall be constructed with a completely encapsulated structural steel
frame for corrosion protection. The frame shall provide adequate structural support
for pumps, motors, and piping. The encapsulated frame shall extend to life points
provided and assure adequate strength to resist deformation of the structure during
PRE -FABRICATED SELF -PRIMING PUMPING STATIONS (6'x6') 1330 - 9

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shipping, lifting or handling. For horizontal pumps and motors the structural steel
base shall be prime painted and completely encapsulated within a molded fiberglass
reinforced polyester base shell having a minimum wall thickness of 3/8 inch and
minimum base height of 4 inches to provide natural drainage of the pump station
floor to the concrete pad. The interior polyurethane structural foam and shall be non-
interconnected cell type with a minimum density of 2.5 lb/cu ft. to give adequate
t
floor support.
Suitable holes, through the base, shall be provided for the suction, discharge, air
release, and air bubbler lines. Holes shall be equipped with rubber gaskets designed
to retain grout in the hole cavity. Installing contractor shall use Embecco or equal
grout to seal hole cavity to prevent hazardous gases from entering station enclosure
from wet well. Base shall incorporate a suitable flange designed for securing lift
station to the concrete pad. e
PART 3.00 - EXECUTION
3.01 Installation
A. Wirin
The lift station shall be completely wired at the factory, except for the power feeder
e
lines, in accordance with applicable wiring standards set forth by the National
Electrical Manufacturers Association (NEMA), Joint Industrial Council (JIC),
National Machine Tool Builders Association (NMTBA) and National Electric Code
(NEC). All wiring in the lift station shall be color coded and numbered as indicated
on the wiring diagram. All wiring outside the control panel shall be in conduit. The
manufacturer shall provide conduit from the control panel to the conduit fitting
'
outside the station wall to receive the feeder lines. All components shall be
electrically grounded to a common ground lug mounted on the control panel sub plat.
Upon installation of lift station, and before connection of any power feeder lines,
contractor shall extend grounding wire from lug to external ground in accordance
with local electrical code.
An enclosed and gasketed 200 watt light fixture and a duplex receptacle shall be
provided. This fixture shall be a vapor tight, universal type.
B. Pi in
Suction: The pump suction line shall be Class 53 ductile iron pipe with suitable
couplings for cast iron flanged to plain and flexible adaptors inside the pump
housing.
PRE -FABRICATED SELF -PRIMING PUMPING STATIONS (6'x6') 1330 - 10
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0 Discharge: The pump discharge lines shall be constructed of Class 53 cast iron
pipe and fitted with suitable spring -loaded lever type stainless steel
fitted check valves. The common discharge header shall be a 3-way
plug valve. The common discharge outlet shall be equipped with 125
' lb. flange connections inside station enclosure.
Each pump shall be equipped with an individual air release line extending from pump
discharge line. A common header will not be acceptable. Each air release line shall
be equipped with an automatic air release valve designed to permit the escape of air
to atmosphere during initial or any unattended priming or re -priming cycle. Upon
completion of priming or re -priming cycle, the valve shall close to prevent
recirculation. Each air release valve shall be equipped with an individual 1 1/4" air
release line.
Air bubbler line and air release lines shall terminate in the base of the station for
extension by the installation contractor to the wet well.
3.02 Initial Start -Up
The services of a factory -trained representative shall be provided for a maximum period of
one day to provide initial start-up and operation of the pumping station, and to instruct the
owner's operating personnel in the operation and maintenance of the equipment. The pumps
must perform as specified in both factory and field tests.
The factory -trained representative shall provide a certified letter to the Owner, within 10 days
after the initial start-up, stating that he did in fact perform the initial start-up on day and that
all equipment is operating properly and satisfactorily.
3.03 Snare Parts
There shall be furnished with the lift stations two spare pump mechanical seals (complete),
and all gaskets seals, sleeves, o-rings and packing required to be replaced during replacement
of the seals. Also, one cover plate 0-ring, one rotating assembly 0-ring, one set of impeller
clearance adjusting shims, one set of rotating assembly adjusting shims, one pump drain kit
all accessories, and one quart of seal lubricant (SAE No. 30 non -detergent motor oil) if oil
lubricated.
3.04 Warran
A. General
The manufacturer of the lift station shall guarantee it to be of quality construction,
free from defects in material and workmanship.
PRE -FABRICATED SELF -PRIMING PUMPING STATIONS (6'x6') 1330 - 11

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C.
E.
F
Enclosure
The pump station enclosure shall be completely resistant to rust, corrosion from
moisture, corrosive soils, electrolysis of physical failures occurring in normal service,
without protective coating or electrolysis preventive devices, when installation is
made according to the manufacturer's recommendations.
Equipment
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1
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The equipment, apparatus and parts furnishing shall be guaranteed for a period of one
(1) year, excepting only those items that are normally consumed in service, such as e light bulbs, oil, grease, packing, gaskets, 0-rings, etc. The lift station manufacturer
shall be solely responsible for the guarantee for the station and all components.
Effective Date
The warrantywill become effective upon the acceptance by the.Owner or the Owner's
authorized agent; or sixty (60) days after installation; or upon the start-up operation
by the Suppliers factory -trained representative.
Performance
Major components, such as station structure, pumps, pump motors, etc., failing to
perform as specified by the Engineers; or as represented by the manufacturer; or
proven defective in service during the guarantee period; shall be replaced, repaired or
satisfactorily modified by the manufacturer without cost of parts of labor to the
owner. After start-up service has been performed, labor the replace accessory items,
such as heaters, blowers or other accessible and easily serviced parts, shall be the
responsibility of the Contractor. Such components, parts, or repairs determined by
the manufacturer to have failed because of defective workmanship or materials will
be replaced or repaired at no cost to the Owner.
Work by Others
All non -factory installed electrical work and controls as shown on the drawings
and/or as required to provide a complete and operable pumping station shall be
furnished and installed by the Contractor performing the general electrical work on
this project.
END OF SECTION 1330
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DIVISION 13 - SPECIAL CONSTRUCTION
DETAILED SPECIFICATIONS
SECTION 1345 - PRE -CAST CONCRETE BUILDING
PART 1.00 - GENERAL
1.01 Description
A. These specifications cover the materials for, and the erection of, a pre -cast concrete
panel building system designed and erected in compliance with these specifications
and accompanying drawings.
B. The materials fiunished shall include the pre -cast walls, roof panels, facade, fasteners
and anchors, sealants, flashings, doors, skylights, and all other parts necessary for a
complete building system to be erected on poured -in -place concrete slab and
foundation as shown on the drawings.
C. The manufacturer shall be regularly engaged in the construction and erection of pre-
cast concrete buildings.
1.02 Design
A. General
The building shall be a six (6) component (five (5) wall panels, one (1) roof panel)
system plus facade with external dimensions of 12'-0" by 22'-0". These components
shall be furnished complete with all doors, skylights, related hardware and all wall
penetrations for electrical equipment.
B. Design Loads
1. Standard Live Roof Load: 30 PSF (Higher Loading Optional)
2. Standard Wind Loading: 27 PSF (Higher Loading Optional)
PRE -CAST CONCRETE BUILDING
1345 - 1

1.03 Codes and Specifications
A. The building shall meet the following codes and standards:
ACI-318-93, 'Building Code Requirements for Reinforced Concrete"
Concrete Reinforcing Institute, "Manual of Standard Practice".
2. Concrete Reinforcing Institute, "Manual of Standard Practice."
3. ANSI/ASCE-7-95 'Building Code Requirements for Minimum Design Loads
in Buildings and Structures."
1.04 Quality Assurance
A. Oualifications
Building systems manufacturer shall have an ongoing quality control program
encompassing materials, construction, and delivery.
B. Design Certification
The building manufacturer shall furnish design calculations or a letter ofcertification
signed and sealed by a registered professional engineer stating that the building
system meets the design load requirements.
C. Warranties
All work performed on this project is to be free from defective materials and
workmanship for a period of one year from date of substantial completion.
1.05 Submittals
A. Pre -qualification of Product
Manufacturers desiring to furnish pre -cast concrete building shall submit to the
Engineer complete details of the building to be offered a minimum of fifteen (15)
calendar days prior to the date for the receiving of bids. Included in this submittal
shall be a complete description of the entire construction of this building.
PRE -CAST CONCRETE BUILDING
1345 - 2 11
11

B. Shop Drawings
Prior to the receipt of any pre -cast concrete building or materials on the job site,
submit in five (5) copies, shop drawings of all materials and assemblies to the
' Engineer for review and approval.
PART 2.00 - MATERIALS
1 1.01 Concrete
Steel -reinforced, polypropylene fiber reinforced, 5000 PSI minimum, 28-day compressive
strength, air -entrained (ASTM C260), water reduced normal weight.
1.02 Reinforcing Steel
ASTM A615, Grade 60, deformed bar unless otherwise indicated.
1.03 Reinforcing Fiber
Polypropylene fiber, Fortafiber @ 1.6 pounds per cubic yard, or equal.
1.04 Post -Tensioning Strand
41K polystrand CP50, .50", 270 KSI, 7 wire strand, greased plastic sheath, (ASTM A416).
e Roof and floor to be each post -tensioned by a single, continuous tendon. Said tendon shall
form a substantially rectangular configuration having gently curving comers and a comer
where the tendon members are anchored. Tendons shall be greased and enclosed within
esheathing.
1.05 Panel Connections
All panels shall be securely fastened together with 1/4" thick steel brackets. Steel is to be of
structural quality, hot -rolled carbon complying with ASTM A36 IM prime coated after
fabrication. All fasteners to be 1/2" diameter bolts complying with ASTM A307 for low -
carbon steel bolts. Cast -in anchors used for panel connections to be Dayton -Superior #F-63
or equal.
1.06 Doors and Frames
Shall comply with Steel Door Institute "Recommended Specifications for Standard Steel
Doors and Frames" (SDI-100), and as herein specified. The building shall be equipped with
a pair of "Amweld Supercore" insulated, Y-0" x 6-8" x 1-3/4", 18-gauge full flush metal
doors. Door frames shall be 16 gauge. Doors and frames are to be factory bonderized and
primed. Finished coat color to be selected by the engineer.
PRE -CAST CONCRETE BUILDING 1345 - 3

1.07 Door Hardware
A. Hinges
Five Knuckle Full Mortise, ANSI A8133, primed with a non -removable pin. (3 per
door or equal)
B. Lock Set
Single cylinder deadbolt, ANSI A156.5, Grade 3, US 26-D Finish (satin chrome
fmish) with pull plate, 4" x 16" plate with hole for lockset & '/4" x 5 1/4" handle,
ANSI J405, US 32-D. (To be coordinated with Rim Device, below)
C. Rim Device
Non -handed push -bar design, ANSI Al56.3, Grade 1, US 26-D Finish (satin chrome
finish), to allow emergency hands -free exit from building.
D. Flush Bolt
ANSI L14251, 114081, UL listed (satin chrome finish)
E. Astraeal
Clear Anodized Aluminum, Vinyl seal, UL #1 OB, on active leaf and factory applied
to inactive leaf.
F. Panic Threshold
Mill Finish Aluminum, Vinyl seal, UL #IOB
G. Door Holder
Stop / Hold open, US 32D (satin chrome finish)
H. Drip Cap
Clear Anodized Aluminum, UL #1 OB
1.08 Wall Penetrations
Building supplier shall supply all wall penetrations as shown on the General and Electrical
drawings in accordance with equipment dimensions supplied by others.
PRE -CAST CONCRETE BUILDING 1345 - 4

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1.09 Caulkin¢
All joints between panels shall be caulked on the exterior and interior surface of the joints.
Caulking shall be Sonneborn "Sonolastic" NP-1 Limestone sealant or equal. Exterior caulk
' joint to be Y2" x %2" square so that sides of joints are parallel for correct caulk adhesion.
1.10 Acrylic Dome Skylights
Provide 30" x 30" skylight with curb by the Pate Company or equal.
1.11 Finishes
A Vertical Broom Finish shall be applied to exterior wall surfaces and shall be coated with a
silicone acrylic concrete stain as manufactured by H&C Concrete Care Products. Color to be
selected by owner or engineer. Stain shall be applied per manufacturer's recommendations.
PART 3.00 - EXECUTION
3.01 Erection
The erection of the building as set forth in these specifications and shown on the drawings,
shall be performed in accordance with the building manufacturer's erection drawings and
instructions. Erection shall be performed by a qualified erector using proper tools and
equipment.
Field modifications shall not be made to structural members except as authorized and
specified by the building manufacturer and the Engineer.
3.02 Foundations
The building foundation shall be constructed as shown on the drawings. Reinforcement,
3000 psi concrete, vapor barrier, washed stone, and compacted base shall be as shown on the
drawings and/or as described elsewhere in these specifications.
END OF SECTION 1345
PRE -CAST CONCRETE BUILDING 1345 - 5